Loading...
WALMART-LOWES 440, 460, 462, 488 HIGHLAND AVE - PLANNING (2) � r OTETRATECH RIZZO B O H L E R E N G I N E E R I N G December 2, 2010 Ms. Danielle McKnight Staff Planner Office of Planning and Community Development 120 Washington Street Salem, Massachusetts 01970 Re: Response to Comments Proposed Lowe's Home Improvement Center, Wal-Mart and Meineke Expansions, City of Salem Water Storage Tank, and Future Camp Lion Improvements Dear Ms. McKnight: The Applicant is in receipt of the comment letter provided by New England Civil Engineering Corp., dated November 8, 2010 regarding their review of the planned unit development application associated with the proposed Lowe's Home Improvement Center, Wal-Mart and Meineke Expansions, City of Salem Water Storage Tank, and Future Camp Lion Improvements (the Project). The following are the responses to the comments outlined in that letter. Review Comments: LOWE'S Comment 2-1: Applicant to submit logs for all test pits (TP),borings, and probes(AT, SHPP) for review. Response: Table 2, Summary of Bedrock Probe Refusal Data,from the Geotechnical Engineering Report prepared by Sanborn, Head& Associates, Inc., dated October 2008 has been attached for review. Comment 2-2A: Applicant to confirm 10.13 acres is the correct new impervious area and is used in drainage and recharge calculations. Response: Table 1, Ground Cover— Total Study Area (Project and Expanded Analysis Area,from Appendix A to the Drainage Report) dated November 23, 2010 details an increase of 10.15 acres of impervious surfaces resulting from minor site plan revisions made from the previous submittal. Section 1.0 Introduction and Study Area Description has been revised to reflect 10.15 acres of increased impervious surfaces. The increase of 10.15 acres has been used in the HydroCAD model. The updated Appendix A to the Drainage Report is attached. OTETRATECH RIZZO ® B O H L E R Comment 2-2B: Applicant to itemize increased impervious area to demonstrate proposed roadway widening of Highland Avenue has been accounted for in the calculations. Response: Area listings in the form of HydroCAD reports have been attached for review. Comment 2-3: Applicant to provided additional information on the slope and break lines of the roof to demonstrate all the roof runoff will be collected by the 14 proposed roof leaders. Response: Roof leaders R-1 and R-2 collect runofffrom the lumber canopy. The roof is pitched at a constant slope from front to rear to gutters along the rear fagade. Roof leaders R-3 through R-13 collect all runoff from the main roof area and covered area of the Garden Center. The shade structures are also guttered and collected in roof leader R-14. The Proposed Building Elevations (Lowe's) (Sheet A-1.0) is enclosed and was provided with the original PUD submission. Comment 2-4: Applicant to revise TSS removal tables in Appendix E and cumulative TSS removal totals in paragraphs 3.4.4 and 3.5 to reflect only 5% TSS removal credit for street sweeping. Response: Paragraphs 3.4.4 and 3.5 have be revised to reflect a 5% TSS removal credit for monthly average mechanical sweeping consistent with Table SS 1 — TSS Removal Credits for Street Sweeping from Volume 2, Chapter 1 of the Massachusetts Stormwater Handbook. The TSS removal calculations in Appendix E have also been revised. The updated Appendix A to the Drainage Report is attached. Comment 2-5: Applicant to confirm water quality structures/devices are proposed for treatment trains (1P and 8bP) and provide specifications and sizing calculations. Response: The impervious surface associated with subcatchment IP is associated with Highland Avenue. No stormwater quality unit is proposed for this catchment. Stormwater will continue to be collected as in the existing condition. Although the future stormwater management infrastructure for the future Camp Lion improvements has not been designed as part of this application, it is assumed that the use of a water quality unit will be necessary for the treatment train in Subcatchment 8bP. The updated Appendix A to the Drainage Report is attached. Comment 2-6A: Applicant to correct summary page on Contech sizing estimate to reflect 3.22 acres for WQS2 and confirm correct area used in calculations. 2 OTETRA TECH RIZZO ® B O H L E R Response: WQS2 has been resized by the manufacturer. See attached updated sizing estimate provided by Contech. Comment 2-613: Applicant to confirm WQS2 is sized appropriately to handle predicted 1.45 cfs water quality storm, recommend increasing size to provide safety factor. Response: WQS2 has been resized by the manufacturer. See attached updated sizing estimate provided by Contech. Comment 2-6C: Applicant to confirm which peak 1"water quality storm flows are used to size water quality structures (WQS), and further confirm WQS are sized to provide 80% TSS removal at peak flow from 1"water quality storm. Response: See attached letter from the manufacturer regarding the sizing of the stormwater quality units. Calculations are included in Appendix E which confirm that the stormwater quality units will achieve an 80% annual TSS removal rate. Comment 2-7: Applicant to provide internal weir heights for each WQS required to achieve TSS removal, and provide external bypass weir heights for flows in excess of treatment capacity of each WQS. Response: Weir heights for each stormwater quality unit have been calculated are enclosed in Appendix E. See attached Vortechs System Bypass Calculations provided by Contech. Comment 2-8: Applicant to confirm mechanical and vehicular access required to remove sediment from the sediment forebays and if applicable provide for vehicular access to both forebays. Response: Vehicular access to the sediment forebays associated with the Lowe's and Camp stormwater management areas is provided through separate gated access points located to the rear of the Lowe's store and the southeast corner of the future Camp parking area. The Grading and Drainage Plan, Drawing Number 4.1 (Sheet 13 of 46) is enclosed. Comment 2-9: Applicant to provide hydraulic calculations that demonstrate pipes are sized to handle peak flows from 25-year design storm. Response: All pipes have been sized using StormCAD stormwater modeling software for the 25 year design storm. StormCAD Conduit, Manhole, and Catchbasin output tables for the 25 year storm are attached. 3 L i OTETRA TECH RIZZO B O H L E R Comment 2-10: Recommend Applicant delineate the area of existing drainage to be evaluated and specifically state drain pipes, catch basins, and manholes to be cleaned and inspected within the Highland Ave./MHD layout to the point of discharge (or similar); with deficiencies addressed as part of the Planned Unit Development. Response: The proposed Highland Avenue drainage system evaluation will be within the contemplated area of roadway widening across the site frontage to the limit of work indicated on the Grading Plan. The Overall Grading and Drainage Plan (Sheet GD) is enclosed. Comment 2-11: Applicant to provide additional information on proposed modifications to the existing drainage inlet structure to reduce the likelihood of clogging by vegetation or debris, and improve existing conditions. Response: Replacement of the existing catchbasin frame and grate with Neenah Foundary R-4346 Square Beehive Drainage Frame and Grate is suggested. See attached product specification provided by Neenah Foundry. Comment 2-12: Applicant to confirm no irrigation pipes are proposed or if applicable, Applicant to incorporate proposed irrigation piping on plans. Response: No irrigation pipes are proposed as part of this project. Review Comments: WALMART It is notable that the project has been modified as a result of previous review comments, resulting in revisions to the drainage design. The site layout changes have been minor and the overall layout and design is essentially the same as originally submitted. Most notably, additional parking has been added on the north side of the building, the front retaining wall and parking lot islands have been shifted, and the proposed rock slope has been modified. All of these changes resulted in revisions to the drainage calculations and specifically impervious areas, as described in the below responses. Comment 2-13: Applicant to reconcile the drainage catchment area data and hydrologic modeling results for the drainage areas shared by the Lowes and Walmart drainage reports, and reconcile the design storm rainfall total assumptions used for each report. Response: The Walmart calculations have been revised to incorporate the updated 9E and 9P information from the Lowe's analysis. Likewise, 4 OTETRATECH RIZZO B OIH L E R ENGNEERING the rainfallamounls have been m�odiedlo he consistent between the two reports Rolh changes resull iu equaldischarges and volumes from the 9Eand9Pnodes m bath hydrologic analyses: Comment 2-14: Recommend Applicant delineate the area of existing drainage to be evaluated and specifically state drain pipes, catch basins, and manholes to be cleaned and inspected within the Highland Ave./MHD layout to the point of discharge(or similar); with deficiencies addressed as part of the Planned Unit Development. Response: The proposed Highland Avenue drainage system evaluation will be within the contemplated area of roadway widening across the site frontage to the limit of work indicated on the Overall Grading& Drainage Plan (Sheet GD). Comment 2-15: Applicant to submit logs for all subsurface explorations for review. Response: Geotechnical information has been added to Appendix 1 of the drainage report. Comment 2-16A: Applicant to revise executive summary to clarify existing and proposed impervious areas for the total project as well as impervious areas used for groundwater recharge and water quality volume calculations. Response: The above requested clarifications have been made to the Executive Summary. The existing impervious area of 9.7 acres noted in the executive summary as lying within the delineated Highland Avenue watershed is correct. The impervious areas in the Hydrocad calculations are also correct, where 9.67 acres drains towards Highland Avenue, and 0.45 impervious acres drains away from the site to the west. A summary of existing impervious areas draining to Highland Avenue is provided in the next response. Note that there are also ledge areas draining to Highland Avenue in both existing and proposed conditions in addition to the impervious areas listed. Comment 2-16B: Applicant to itemize increased impervious area to demonstrate proposed roadway widening of Highland Avenue has been accounted for in the calculations. Response: Please refer to the tabulation of impervious areas below. 5 O TETRA TECH RIZZO B O uE D T Existing,Impervious Area Drainingto Hi land Avenue L 1` HydroCAD Description Area node Acres EWM Walmart building& surrounding 7.60 parking 3E Walmart parking area 0.40 3E Meineke impervious area 0.78 EWM Adjacent shopping area to the north 0.89 TOTAL 9.67 Pro osed Impervious Area Draining to Highland Avenue HydroCAD Description Area node (Acres) PWM Walmart parking areas 7.05 PRF Walmart building area 3.32 PWM Highland Avenue widening 0.10 PWM Adjacent shopping area to the north 0.89 PWB Detention basin surface 0.45 3P Proposed off-site pavement to the south 1.67 (including Meineke TOTAL 13.49 The drainage area to the west which drains away from Highland Avenue contains 0.45 acre of impervious area. As indicated in the table above, the Highland Avenue roadway widening is included in the proposed conditions. Comment 2-17A: Applicant to provide additional information on the slope and break lines of the roof to demonstrate all the roof runoff will be collected by the 4 roof leaders. Response: Although a project-specific roof plan is not yet available for this project, typical roofs for this type of building drain by quadrants to the general drainage areas delineated on the Catch Basin Drainage Area Plan included in Appendix F of the drainage report. Comment 2-1713: Applicant to clarify intent of grated manhole covers (versus piped vents) on"siphonic break manholes" and confirm manholes can not receive rainfall-runoff from the impervious paved surfaces. 6 i OTETRA TECH RIZZO � B O H L E R ENGINEERING Response: Although the siphonic manholes have grates to allow venting, they are all located near the building upgradient of the parking areas and installed such that any amount of runoff entering them would be negligible. Comment 2-18A: Applicant to confirm if"dock well'drains to proposed DMH-P1 and if compactor drain and/or dock well drain is required per plumbing code to flow through oil/water separator and discharge to sewer. Response: The compactor has two drains. One drain is a trench drain which intercepts runoff before it reaches the bottom of the compactor pad. This drain is the one shown on our plans. The other drain is.located lower than the trench drain at the bottom of the compactor pad and picks up liquids from the compactor machinery area. This second drain connects to the buildings internal sanitary sewer system. The second drain is typically detailed on the architectural plans, which are not available yet. Based on numerous previous projects completed by our office with loading docks, we are not aware of any code requirements to connect the dock to an oil/water separator. However,please note that the dock drain ties into the main parking lot storm sewer system which discharges to the proposed water quality unit, which includes oil/water separation. Comment 2-1813: Applicant to clarify what type of flows will discharge into the 11 proposed drain stubs along the East side(front) of the Walmart facility. Response: The 11 drain stubs at the front of the building are for connections to downspouts for the front vestibule roofs and canopies. Until detailed architectural plans are developed, the exact drainage areas from the canopies are unknown but are very small, and the roof leader sizes are standard for every Walmart project and have been conservatively oversized. Comment 2-19A: Applicant to provide Cumulative TSS Removal table to demonstrate 80% TSS removal will be achieved in accordance with stormwater guidelines. Response: The standard DEP TSS removal worksheet has been included in Appendix E. The total TSS removal rate for the parking lot areas is calculated to be Mo. 7 '�❑ TETRA TECH RIZZO B HLER E N GINE ERI N G Comment 2-1913: Applicant to clarify which set of proposed street sweeping requirements (equipment and frequency) are proposed for this project and the corresponding TSS removal credit that is being claimed. Response: The 5%street sweeping credit is being used and the Operation and Maintenance plan has been revised to remove the criteria for 10% removal. Comment 2-20 Applicant to clarify if the second water quality unit(Model HS60) is proposed for this project. Response: Only the Vortechs Model 5000 is proposed for this project. A revised detail is provided on plan sheet D-3, and the revised sizing calculations are included in Appendix E of the drainage report. Comment 2-21 A: Applicant to confirm summary page on Contech sizing estimate (10.52 acres with 6.89 acres impervious) is the correct area to be used in calculations. Response: The drainage area to the water quality structure has been confirmed as 12.12 acres with 8.37 acres of impervious area. This can be verified using the "c" coefficient spreadsheet included in Appendix F of the drainage report. The above-noted numbers are the sums of all of the catch basin areas, Roofs IA and IB and the loading dock. The revised drainage area information was sent to Contech for recalculation of the water quality unit sizing. The revised calculations are included in Appendix E and specify a model 5000 unit. A HydroCAD analysis of the 1" rainfall runoff routed to the water quality unit resulted in a water qualityflow less than computed in the Contech sizing. We have used the higher water qualityflow to be conservative. The HydroCAD calculation is included in Appendix E of the drainage report. Comment 2-21 B: Applicant to confirm WQU-1 is sized appropriately to handle predicted 4.84 cfs (or other peak discharge flow rate for 1" storm provided from HydroCAD simulation). Response: Please see the previous response. Comment 2-21 C: Applicant to confirm which peak 1"water quality storm flows are used to size water quality structures (WQS)based on HydroCAD simulation of a 1" storm event(to conform with Lowes methodology), and further confirm WQS is sized to provide 80%TSS removal at peak flow from 1" water quality storm. 8 aTETRA TECH RIZZO O" B O H L E R Response: One inch of rainfall was used to size the Vortechnics unit. Please refer to the calculations in Appendix E which confirm that an 80%annual TSS removal rate will be provided by the proposed stormwater quality unit. Comment 2-22: Applicant to confirm the stated weir height of 115.71' (4.56" flow in 30-inch pipe) equates to stated 2.5 cfs flow rate. Response: Weir calculations are included in the Vortechnics sizing calculations in Appendix E of the drainage report. The weir height for the Walmart was determined by first calculating the amount of bypass flow expected in the 25 year storm as shown on the bypass calculation sheet (pg 5 of the Vortechs calculations). The bypass flow is the total 25 year design flow (32.6 cfs) minus the maximum Vortechs unit flow capacity (8.5 cfs). Using the Vortechs System Flow Calculations Stage Discharge Chart on page 4 of the calculations, the flow elevation of 118.70 feet was determined at the bypass flow rate (second row from the bottom of the chart showing bypass flow = 24.25 cfs). Using the weir calculation on page 5, the necessary depth offlow over the bypass weir for the bypass flow was calculated as 1.5 feet. The resulting bypass weir elevation is the bypass flow elevation minus the depth of flow over the weir(118.7- 1.5 = 117.2). Comment 2-23: Applicant to confirm if fence is proposed around the proposed detention basin and if access will be provided for maintenance. Response: A 6'high chainlinkfence is proposed around the detention basin, as called out on the site plan. The basin will be accessible from the truck turnaround area, as depicted on the grading plan. Comment 2-24: Applicant to clarify the peak 25-year flows used to evaluate pipe capacity in Appendix F conform to predicted 25-year peak flows from Appendix D. Response: The calculations in Appendix F are based on the Rational Formula. The input used for the storm sewer analysis is different that the input used for the HydroCAD hydrologic analysis, which is based on TR-55 ITR-20 methods. The drainage areas are delineated to each individual catch basin, whereas the HydroCAD analysis drainage areas are to a specific point of interest and may encompass more area than just the catch basin drainage areas. For example, the HydroCAD analysis of drainage to Highland Avenue includes the down-slope area between the proposed parking lot curb and Highland Avenue, which is not included in the storm sewer analysis since it is not picked up by the 9 O TETRA TECH RIZZO � B O H L E R proposedsilestorm sewersyslem. Due to the above zh1fe,-ences, a slraighlcomparisou offlows to check one against the other is generally nolpossible. Comment 2-25: Applicant to confirm no irrigation pipes are proposed or if applicable, Applicant to incorporate proposed irrigation piping on plans. Response: No irrigation pipes are proposed. Comment 2-26A: Applicant to evaluate alternatives to increase the groundwater recharge through the use of infiltrators under the parking areas. Response: As previously noted, the Lowe's portion of the project complies with all aspects of the applicable regulations. Both exposed and shallow bedrock surfaces and the depths of the cuts required to construct the site improvements relative to the bedrock surfaces severely limits the Lowe's site's ability to infiltrate stormwater and make the implementation of stormwater infiltration features technically infeasible. The small portion of the Lowe's parking area that is located within a fill situation is flanked by large retaining walls which will require the use ofgeosynthetic reinforcement. The introduction of water immediately adjacent to the retaining walls and within the limits of the reinforcing zones may compromise the walls structural integrity and is not recommended. The Walmart project design complies with all aspects of the applicable regulations. Due to the depth of the proposed stormwater pipes relative to the underlying ledge and the need for pre-treatment of water prior to infiltration, large-scale infiltration of parking lot runoff is challenging. However, additional infiltration of the clean runoff generated from the front building canopies is proposed. A 200 foot long, 2 foot diameter perforated pipe is proposed within the fill area in front of the building. This will provide infiltration of 628 cubic feet of canopy runoff, which is equivalent to the runoffgenerated by 1" of rainfall. Comment 2-2613: Applicant to evaluate alternatives to increase the groundwater recharge and improve proposed conditions through incorporation of LID techniques into the design. Response: As described in the drainage report, impervious area has been minimized to the most practical extent by providing less parking than required by zoning. The suggested LID BMPs of raingardens provide minimal benefit given the limited size of the landscaped islands. To make them larger would require eliminating parking spaces which would need to be made up in other areas, thereby increasing the 10 i TETRA TECH RIZZO B O H L E R ENGINEERING impervious area andmiiigatingany benefit ofthe rawgardens: Perviouspavement is also not afeasible option at this site due to maintenance concerns; andlong--term viability ofthe infiltration provtdedbyperviouspavement. The Lowe's site layout has been designedto minimize impervious surfaces The loading access driveways have been reducedfrom the prototypical configurations andtheparking countprowaedfor this storeiswellbelowtheLowe'sprototypicalrequirements The implementation oflow impactdesign/LID/techniquessuch as bio- retention areas or vegetatedflterstrtps would require afurther reduction in the overallLowe'sparking count and expansion ofthe projectfootprint The remainder ofthe site containssleer pes, wetlandareas, andothersttefeatures that do not lendthemselves to the implementation ofLID techniques Walmarl hasprovidedadditionaltnfrltration in thespirit ofthe request that wefeelprovides a bettersolution. There willbe a small depression createdin the northeast corner oftheparkmglot which is proposedto be astormwaterinfiltratton basin. There will be one to twofeet offillat the bottom ofthe basin which willahow infYtration Runofffrom theadacentshoppingplaza to thenortli andaportion of the northeastparkingloi willbe divertea'to the basin. The approximatestorage%nrillrattorr volume ofthe basin is 1000 cubic feet. Review Comments: Outstanding Items From Comment Letter 1 Comment 1-5A) Applicant to provide detail for 3-inch saddle tap service and provide additional information on proposed encasement"carrier"pipe proposed for water-sewer crossings. Response: It is anticipated that the contractor will connect the 3"service to the 8"service loop around the Walmart using an 8"x4" tee with a 4"x 3" reducer. Isolation valves will be installed per the plan. The encasement pipe detail has been revised to clarify that the carrier pipe be constructed of ductile iron pipe with watertight gasketed joints. Comment 1-513) Applicant to provide detail for 2-inch saddle tap service. Response: A 2" Water Service Detail is provided. The Construction Details, Drawing Number 8.4 (Sheet 23 of 46) is enclosed. Comment 1-5C) Applicant to include isolation valve on 8-inch water main to the future Camp Lion facility. TETRA TECH RIZZO MENGINEERING BOHLER Response: An additional isolation valve has been added to the 8-inch water main to the future Camp Lion facility. The Site Utility Plan, Drawing Number 5.1 (Sheet 15 of 46) is enclosed. Comment 1-513) City Engineer requests full bodied 16x16x16 tee be used with three isolation valves installed at the Highland Avenue connection. Response: A 16"x16"x16"full bodied tee and three isolation valves have been specified in place of a 16" tapping sleeve at the Highland Avenue water main connection. The Site Utility Plan, Drawing Number 5.1 (Sheet 15 of 46) is enclosed. Comment 1-8A) Applicant stated that the easement agreement is still in development. Response: The easement agreement is still in development. The Applicant will coordinate with the City regarding ownership and the layout of any necessary easements required as part of the water line connection to the proposed City of Salem Water Storage Tank. The layout of any proposed easements will be shown on the final plans. Comment 1-9) Recommend the Applicant delineate the area of existing drainage to be inspected and specifically state drain pipes, catch basins, and manholes to be cleaned and inspected; with deficiencies addressed as part of the Planned Unit Development. Response: Please see responses to Comments 2-10 and 2-14. We appreciate the opportunity to work with you and trust that the above responses address your comments. Please do not hesitate to contact us should you have any questions on the information provided. Sin l/y,� ZjZtiif ' uIner Matthew Smith, P.E. Senior Project Engineer Project Manager Tetra Tech Rizzo Bohler Engineering One Grant Street 352 Turnpike Road Framingham, MA 01701 Southborough, MA 01772 C: William Ross, P.E.—New England Civil Engineering Corp David Knowlton—City of Salem Brian Potvin, P.E. —TTR Rob Jess—Lowe's Tom Kennedy—Kennedy Development Group Joe Correnti—Serafini, Serafini, Darling, & Correnti P:\127-3]36\08028\LETTERS\SALEMMA-DMCRNIGHT-PEER REVIEW-RESPONSE-120210DOC 12 i 1 1 DRAINAGE REPORT 1 For Proposed 1 PLANNED UNIT DEVELOPMENT MighlandAvenue (Route 107) City of Salem, Massachusetts Essex County 1 Applicant: Kennedy Development Group, Inc. 1 Prepared by: ' TETRA TECH RIZZO One Grant Street Framingham,MA 01701 (508)903-2000 and 1 BOHLER ENGINEERING 352 Turnpike Road Southborough,MA 01772 1 (508)480-9900 TEL. 1 TETRA TECH RIZZO 1 BOH LER 1 E N G I N E E R I N G Date:November 23,2010 1 ,1 ' APPENDICES ' APPENDIX A "Drainage Report" - Proposed Lowe's Home Improvement Center ' APPENDIX B "Drainage Report" For Proposed Walmart Store 1 I ' APPENDIX A "Drainage Report" - Proposed Lowe's Home Improvement Center 1 1 I r t Appendix A to the Drainage Report Proposed Lowe's Home Improvement Center, Meineke Expansion,City of Salem Water Storage tTank,and Future Camp Lion Improvements ' APPENDIX A to the Drainage Report ' Proposed Lowe's Home Improvement Center, Meineke Expansion, City of Salem Water Storage Tank, and Future Camp Lion Improvements 488 Highland Avenue Salem, Massachusetts ' V OF Prepared by: �NUN F- ' Tetra Tech Rizzo Porvtft One Grant Street 47M T Framingham, MA 01701 9 �s ° 1 November 23, 2010 << ;(r0 ' Tetra Tech Rizzo ' Table of Contents ' 1.0 Introduction and Study Area Description...........................................................................1 2.0 Stormwater Management..................................................................................................3 ' 2.1.1 Existing Drainage System .........................................................................3 2.1.2 Existing Watersheds..................................................................................4 2.1.3 Existing Runoff Calculations......................................................................6 2.2 Proposed Conditions.............................................................................................7 2.2.1 Proposed Drainage System.......................................................................7 ' 2.2.2 Proposed Watershed.................................................................................7 2.2.3 Proposed Runoff Calculations.................................................................10 ' 3.0 Stormwater Management Standards ..............................................................................10 3.1 Standard# 1 —Untreated Stormwater.................................................................10 3.2 Standard#2— Post-Development Peak Discharge Rates..................................11 3.3 Standard#3— Recharge to Groundwater...........................................................11 3.4 Standard#4—TSS Removal (Stormwater Quality)............................................12 ' 3.4.1 Roadway Sweeping.................................................................................12 3.4.2 Deep Sump, Hooded Catch Basins.........................................................12 3.4.3 Water Quality Structures .........................................................................12 3.4.4 Extended Dry Detention Basins with Sediment Forebays.......................13 3.5 Standard#5— Higher Pollutant Load .................................................................13 ' 3.6 Standard#6_ Protection of Critical Areas .........................................................13 3.7 Standard#7— Redevelopment Project...............................................................14 ' 3.8 Standard#8— Erosion/Sediment Control Plan.................................................14 3.9 Standard#9—Operation /Maintenance Plan ....................................................14 ' 3.10 Standard # 10— Illicit Discharges........................................................................15 4.0 Drainage Collection System Design................................................................................15 5.0 Conclusion ......................................................................................................................16 1 1 Tetra Tech Rizzo Appendix A to the Drainage Report ' Proposed Lowe's Home Improvement Center, Meineke Expansion, City of Salem Water Storage Tank, and Future Camp Lion Improvements List of Tables ' Table 1 Ground Cover—Total Study Area.........................................................................3 Table 2 Existing Conditions-Peak Stormwater Runoff Rates.............................................6 ' Table 3 Proposed Conditions-Peak Stormwater Runoff Rates ........................................10 Table 4 Comparison of Peak Runoff Rates (in cfs)..........................................................11 , List of Figures ' Figure 1 Site Location Map Figure 2 Aerial Photograph ' Figure 3 FEMA Map Figure 4 Existing Conditions Watershed Plan ' Figure 5 Proposed Conditions Watershed Plan List of Appendices ' Appendix A NRCS Soils Map Appendix B Boring Logs ' Appendix C HydroCAD9 Pre-and Post-Development Calculations & StormCAD® Hydraulic Analysis Appendix D Rip Rap Sizing Calculations ' Appendix E Water Quality, Groundwater Recharge, TSS Removal Calculations Appendix F Stormwater Operations and Maintenance Plans t Appendix G Long-Term Pollution Prevention Plans Tetra Tech Rizzo ' Drainage Report Lowe's of Salem, Massachusetts 1.0 Introduction and Study Area Description This report summarizes the drainage analysis and Stormwater Management Plan for the proposed ' Lowe's Home Improvement Center, Camp Lion, and City of Salem Water Tank located on the west side of Highland Avenue,adjacent to the existing Meineke Car Care Center(the project area). Also included in the analysis are adjacent off-site areas (expanded analysis area), a ' majority of which is located within the City of Lynn. These areas have been included for the purpose of assessing the overall operation of the Lynn stormwater system before and after the project has been constructed. These areas will not be modified in the post development condition. The study area consists of 68.59±acres, including the project area and the expanded analysis area. The project area currently consists of 28.49±acres of mostly dense woods, but is also ' occupied by the existing Camp Lion, a portion of the existing Walmart parking area, and Meineke Car Care Center. The expanded analysis area consists of 40.10±acres of mostly residential development and large wooded areas. The project area is bounded to the southwest ' by residential development, to the northwest by a stone wall,to the northeast by the existing Walmart Store, and to the southeast by Highland Avenue. The expanded analysis area is bounded to the north by the project area, to the south and west by residential development, and to ' the east by a large wooded area. A Site Location Map is included in Figure 1. A new Walmart store, including a 152,192± square foot building and associated parking area, is also proposed as part of this project and will be drained through a separate stormwater management system. A separate drainage report for the Walmart development has been prepared by Bohler Engineering and is included as Appendix B with this document. The project area is located within or adjacent to the watershed of eight wetland systems. Wetland Area A is located on the east bank of an intermittent stream that flows north to south across the center portion of the project area. Wetland Area B is located on the west bank of said ' intermittent stream. Wetland Area C is an isolated pocket to the west of the intermittent stream and north of the existing Camp access drive. Wetland Area D is located to the north of the intermittent stream. Wetland areas A, B, C, and D all drain to the intermittent stream, which is ' partially culverted under the Camp access drive, and into Wetland Area E. Wetland Area E is located at the southern limits of the project area at the Lynn/Salem townline. Wetland Area G is located adjacent to the southwestem limits of the project area. Wetland Areas F and H are ' located beyond the northern limits of the project area and will not receive flow from the project area in the proposed condition. The wetland systems and their associated resource areas exist on the central and southern portions of the project area and are subject to jurisdiction under the Massachusetts Wetlands Protection Act (WPA)and the City of Salem Wetlands Protection Ordinance. Ultimately the project area and the expanded analysis area drain toward Floating Bridge Pond. ' The project area is comprised of developed and undeveloped land. The undeveloped portions of the project area consist of large wooded areas containing five of the eight wetland systems, an ' intermittent stream, uplands, and significant exposed ledge outcroppings. Developed areas include a portion of the existing parking lot that is currently in use and associated with the ' Tetra Tech Rizzo 1 }gyp-]IN.PA028 xm Q w •4 i tg i S� t � .Y moi' 1 � �. _• ..� O ,LE NQUell Approximate Scale in=Feet `' REQ Lowe's Home centers, Inc. TETRATEG" RIZZO Salem, MA 1 Ba;e Map;MA65GS,7WIMS Site Location Map 903T=ServerT*gm0ft MaM Figure J t adjacent Walmart, the Meineke Car Care Center currently in operation on the northeast portion of the project area, and the existing Camp Lion facilities. The Camp consists of two one-story office buildings, associated yards, and a pool. The expanded analysis area is comprised of developed and undeveloped land. The undeveloped portions of the expanded analysis area consist of large wooded areas. Developed portions include mostly residential development and a few commercial lots along Highland Avenue. An ' aerial photograph of the study area is included as Figure 2. The project area elevations vary from 117 feet to 200 feet. The project area slopes upward from ' southeast to northwest with the low point along Highland Avenue. Based on USGS topography and available existing conditions information, the expanded analysis area elevations vary from 95 feet to 160 feet. The expanded analysis area slopes upward from the south to the northwest and northeast with the low point at analysis point PAI. NRCS soil mapping indicates that both ' the project area and expanded analysis area are primarily comprised of`B" soil types (See Appendix A for NRCS Soils Map). On October 29, 2008, a geotechnical investigation was completed for the proposed Lowe's parcel. The majority of the project area is comprised of ' exposed and shallow bedrock. Other areas of the project area are overlain by granular fill consisting of fine to coarse sand with some fines and gravel beneath the top soil and pavement. These layers were generally shallow, approximately 4-5 feet below ground surface, and ' underlain by bedrock (See Appendix B for boring logs). The extensive bedrock within the project area provides limited to no infiltration of stormwater. Although stormwater does permeate through the initial soil layer in areas where bedrock is not located at the surface, it is eventually intercepted by the underlying bedrock, preventing infiltration. The bedrock surfaces, both exposed and shallow, severely limit the project areas ability to infiltrate stormwater and make the implementation of stormwater infiltration features technically infeasible. Although a ' hydrologic soil group "D" classification could be applied to the soils within the project area;a hydrologic soil group "C"has been used in this analysis. Although the soils are not suitable for infiltration, limited infiltration may occur. The required recharge volume has been incorporated ' into the design of the extended dry detention basins in the event that the naturally occurring soils allow for infiltration. (Refer to Appendix E, Water Quality, Ground Water Recharge, TSS Removal Calculations, and Contech Vortechs Sizing Calculations.) The study area is located predominantly within a"Zone C" as shown on the FEMA Flood Insurance Rate Map (FIRM) for Salem and Lynn, community Panel No. 250102 0004 B, community Panel No. 250102 0005 B, and community Panel No. 250102 0006 B. "Zone C" is defined as"Areas of minimal flooding". (Refer to Figure 3, FEMA map). The 100-year flood plain does not encroach on the study area. The proposed development program includes the construction of a 153,063 square foot home improvement center which includes a 121,859 square foot enclosed building and a 31,204 square foot attached garden center. The development will also include associated parking, landscaping ' and stormwater management facilities, which will treat stormwater and control peak runoff rates. The project area development plan also includes a future development parcel for Camp Lion. ' The existing camp buildings and pavement associated with the camp driveway and parking areas located on the western portion of the study area will be removed. The future improvements to be ' Tetra Tech Rizzo 2 {{ i 1 I it I 1b IV 1 V Ij t urwu wn mnuu nruu £ '` ` FIRM FIRM J \ g HMp as®nu nu wu 1 4 i + RM Mama"IT W 1 „ k SALEM, CITY OF 1NNT a r,5, r r ''4 • � MASSACHUSETTS MASSACHUSETTS - y i ,,, \ y 8988X COUNTY t" PANE^w 4,—'O PANEL_L Of�^ .� hhtP ?1,. YiA y'}�^y.Ayr E �awmon+rrti 4b 0102 0005 8 ruou Noce 't$' �tf 3' - wwiso. FffRID[WlIhf y AgWiTs M ft Y 1.WS i2 T YFya`' J S" N Tl \ •• rw�rrw�vmrr.Y�n ' TETRATECH RIZZO Lowe's Home Centers, Inc Salem, Massachusetts 1 ' FEMA Mapping Figure 3 -Ism �_...a,.l?..:p.#,.,.a..r,......:--,+:.t:.�it,,4'.a,tS;„.�F.yt:;nyw.x,ic,'-,�p..w.�i.v.:rn., .:;:s-o-.y"$_g.fy-ffi..ra•.+�$,r�r..,'+gn:.�°:_.:,!'ar.,�'te"#M.•^'.:"• 'a•n.R'*,_`.,ha'.x'.r"".,.,r,:,,.. „:'.ifs$j'.Mt.,l,qa,•.��e w^fiS1,�v'ex._..::.k,rt_.."wr.,.,;:;-.,:A+s.,<,'...•.w,.,,...�.+�,/,..,eIw#.i,r,.azq§-y.:u.':.r..V;,.,it+.=_:r-.a.a..a.,,:"?..e#.n.•P.,:.�&gv. N,.,K,;...�ma,.-,e::,.r::-.c�..<..3e..,F.£:''.`b:ayxaa:»*,s,...:...�..-,,,.:,.u«y...-.;.;d'I,..-:;".:t.'.,a.�„.,,=-...�=x.;ban,:•.>4_v?_:h,-:'�;a'`::s»s•,8,.y:,...:-,...+.!�..'�t`.,a�Ht.o- ..,. ,-yr,`."k.3'•Tri>+<uk.'-,w,,h,`r�_r.,..�s,.,:,_1.,.,„.,:,3.-f,�:.,e....z.$r..m.w;:..;..:.,.;>,.cia.,„_"L,`-,`,m+."ea;.,+4F1t•.;ay,a.7,`+.:#..a,..�o-,.tyC._a.''-.tv*a�'._a:'',�i,•.'€.r::a:..+,rz,„`,°ut'txf,�y,'-erra.r-,tr-:oSr:.^.wi,-..�b:`-.>fe.�,.'.:.c'?T�"�,uu'tAtr`4{,,d7,;fi.rb'^�g'°-s''.ssa+n.„"..:""„sa,b'"a•9�`itfz'zn"r.?r„..:"'tt.;-tS-N"�.--r",i'F,,%,3{�•'`Atrt�;sE.:•a,S.'',j;.4y,,'>__,':.'',_�v,�.:',s^w'`t{titkngi£'kk.,.'""w'nat`-`�"•�t..;OMAN? MR AQ ' cA�,Rs:,tA..?. �h'".•.*•`4''?"gw4`4-�i JD rx `�.;y•,ti¢•�Fi,e R�.`Jyx t«r*g�;t„s",�„re„vc,_.�t'- ,kt'ts+qt.",ttmi._:y-.,:•€W4.r"":t*tis.9,k":"�e:m:',s.om`.",''m:"r_-'—',[:-.:,zt:-.'�,..,;±..,:...st.t.e....:�..„.a.rK.�h§e`'::£i;t`...s",.I:x.+C"X.. p,:.6"t�».::•=.:s~swa#a€.=w°ii?c�.p,r,,....„"�""'.�F{,,'` "1'-�a'+.x�:z„".:a,ev'"`�rY�i.t,`4�rtea'arrr,,,Ek`P5'k,��,..+',`„•-t ..t ` , .py: .i ;. : i3r"'a'k ” aE= _t r" 3+*° „7°�r.°::vi. a: '#,.:. g... v,t :."'. ,., b.. I ,f&:L �:c. - +axx, C ;�i ,1_r •� fi s^� Tm «7t�im c-Ys •y'es y ,yx �}q ,,.::I.rt44+`:w` rn'. .t '•� {-\f,.�. ,+ rP: y.i -":. -'6i ,; :n ' ":.r..,Y . 4^r ." j £`z, yt.:-"' a-"z. .�,?"j�;r .,n�. ,�ia:' `}w t.. "t'E §* .'. ;.: c e"im a3,::. ', •: aq.d: �' .x ^^'G;Kg.+y,. g�wx ,. @" •4:1I k.. ,q. . +'i >X ffi ,.; ,rc':"".r ,b '- > -,.,t.. ., t ,:.'gL a.,Pa... y ', '&g ^.d w; f ..jh„�'"'•,: .-ur:, $ '�i',:K { . u`:' 1• c : „t r<�«.:: ;4 ,kf �,-: .' t,: *; . . `yd '" a a „s . B. '`a,." .»aso- ,TM k,s -•a,.s,.-" ' . " fir * r ".�•..,a n.. :. s S y,,. .n.'.'i, .o-_. .,a, r.":s: .r 5 *m^.:: .sg:nt-'"g a..,,.«r«r .. su tn^ n .,r, i'.'i.'y"' 1.."„•wt. y' ' - 'a '? '„w ^ r' ` , `q` a '+-,,,r �.., ,•4+. t• , . , , •,�3'' � ,.r ,• s,:'t •` iev ."# � g..r4„ , �„« t. :t_:. ', •3: , i3 �. '� r a.;�.w �£�- ,s.� N a' ;,.. '"}p R� ., -:. n � '. .,,: +if. '� w4 �'k.am� ¢ f . k+•.x- P q, � r,"'' ',,>r t,,•"w �. � j..y. , :.y,F... ..:2„„. :t: •- .F, �:' ye., : :°•, ,L, .:.t+.• . '� �:n.::M=�: n �':6-, ,s,� :s `ti's .:. :g;y� fiyr, A< ,"i{u_ a -`'�.'��, .,� ,i:`'': yt''`B:v*..; ._ � '�'; �.:`.,,” p�: h � ,:� Y • ,.. � r`,., 1`' - . 'exu'�yr: 1 d': ,... : ., 'f-<.. ,:.u• ,. :.."Pf � '^f �t $ ..e. .; �:mP: • '►;.•. •... .; a:.:..,„#, °'"$r a?.r. y. __n r x;. .t ., _.;: a . -. wt• -A. }„ .�= ., a �.. '.r L':,..µ , ,�i, t . .t n,,. g, ...:.' .• .$l.,: .,. .i _ 'art r _ T ,.r'. . '4' .3t” ,'}�s” "5. `�. :: _,.+.`a F r >s- . .c°Y” . .;t .3 �{ .,.,, a- .� x� e,f m s ., „: `ti t .. .,*ffi :p el,.^ ar , .. an. em t#'c,..~< y: z r a,. • n '~,r K.�' , . +r-a. x.2+.. ... ..,a c, £-';xt,4 F.,r•i, i:':. ,.+.$, c-ot,4L-` .�"s':::. +m,;s, t ,+•x: 5..y°rn �a,"`b .m a_»+_ oil, � •t�'t` t'8'{,. "'�' :�' "'X « : A " Z.. t .*..:. a Y "•, i`:7- 4_ ,, y q. r,C>kv=. �k'`y��"t:;... +�_ u�:mJ"``�" ° w.i`�';" ( ”:"ti,gt�'�i`�"�'��P ` t, +'�$ti er�.",n�, i"'zn i ,� {a ;, }` �k. 4." „'" a*, �. :..`"`t:�« �,.,:;+,a.r$ ,:6. '�` . "� :.''�_z A..$' ...*, � �'t`'At VPI 16,.. ': ,.: •r'.b... 5'1 I� ^_. ' t�:� ..Y, • _ .• • �• • + ' re ay,:b ,_1,��t `5� !!� ,zsg - �, : iY`*aki' - `_:.s{A ...y�'. ,: ..,. L� �.. 'F.r {.✓w �,' -': 3a. .Vs.. :. -r`. . : 't`rit A� a�•�" :'.. .:"'- 'cf,. g'�' +.:. '.;, >_' 2,E`•� ('. k ,w "�',wc,,. .,.�* ♦._ :. q. A" � ... ^,.., YSMSkN=<.'Z' R . . -g,,, «+: .r- ,�' , _ ", �...,: f.: 14:x. •-„_.. � g, _ �i.� I :. ,. .,.°tae?i,a. a r ,. .: ,,. s,>,y;.r, wa�-„ti v�.' ',,Ek`i� :re.:-«.irewi v ,k' :, -"... Y..s^ ,g„=•a ":-t' s:,:`' ../ .. t +r. :+! , .. .,. ' ;, xbja '•: rra oil b',�:dx.;,x` �.' s ,,.;. f ,r I°-fh;. z,..,•_ .?&... g ,:'.:,p „+ 'r e .' r .,"a»..~,v. wa. - �”#�,,Ck.. i:• .., ., s.> �, :}, '.: .. � •': -�,. „ . . w. q .” "> `a`�'-�. - u.;::r.n•. y#� a.a,=, ;..e-. . ='-4, '4+n ;r .,'' ,T ' _ +' 44;a ;N0 4'.ffi:d :«':A • .. .:tt, ,,,; s;.Er <r;:, i;-' r-;^ ^*•F ,9b•yx. ,kx -`4.'s d ::-k 5•a s5t '-°,: ,Fa`. ,•w .,:,fir 9:.;. ' .r.. :. yg "rcrt. }#•, `s t:y,.-a ch 1. i �� xc ': ,i .`¢":. ,p . .• ,- y,:: 16;, ,y„rti .+=� .,� � Fi`++� 'ii„ •r'g. ',:: � v :r � _�e a _ A t"a�",+a« `�, .,,„G... s'3. 'a n;"w 4_ ,.:. '�* '.. tiar�x✓.: Oar� .. -tq"�. . .^ .:... . .•;. .._ .: "� •,�_ . r. tty`4� ;:a ,-._: .1 y{;; a .�r„,:s�;a a. 5k`�", ir, t' ,.,�K,Sk, � dt'•i -'5 .. � .��$. Jv, .,: ,m ,.d°q;. : 4 +' r �"� � , _•'''..:.� .';` '`�'. ++" :.:.� pf,, '��S$'...r,wa,u�7� ': '��,.'u` t'� t»:. '"$. ` 5na 5a�v..�, ,. ",ky s�,'�'^;;'' ;a3,w b ,��. a :... �' r, 24� :: r d�e,�D• £ � :. � -�, ,. .�. '.w4. �,.,; .., 4+w;...>°"i : �4 A""uia*a t' tf+..j*"r ��+ ,k < rd rz. '� +tr, ,� ,:..«. :r^ .. , r .h* • ,>b.»'4 �':, Eg'� .:. "* :� .:...: t«.'• ' � � . G{ �"-�y "`:{`F`�.-� .u�'+'`,t�v t� .n.'- 7"° a � "r�. •��ti '��, r-. �.... .+.. „. .:.c. :. �, #�:: w , ,. r�,�3 `+ �,. 4 •.. <t. *�b~� . ,..a6r > E. ,:,. .. , ,e•'K _..,� .. .�: �" „w .; �': k,° m.. •. -r,•u.3 a. .^,. :y;. �(�'�; 4..;;. '„.,,r, ?#�: ;�. �•d-,. � �z,*'"r}.`" -:,r::� � �3 �"yN=Y .' .'':.p,{ > ,p:.. �n:, '� -w :�` � ,- 'y '�, � :F" . ,` :: '„ • n a _ � .:. ,v aac`t s;e� :„'+ ,6 ,,$a ,,�� '+� .s ::. Yx a.. • • . • • z,x'I” ..�,. .:e' ro �v �� .., k h � }3,"`t tt`'S s�";-. ,'" ° F`° ':E+"i. 'x�°a:+„ C4 'c., "..,y..8r �. w . as�. a'�'a• t.. a ,s-„ ,�`' ,�,`' .,'. n;:&� - n'"er ,Syweti �,,a��. `-,�' �r�_ �a t z r ?'a'a' ''`3' a.` t:-'::;i �' ^�y., a ` tii'r, '. "', '"#'n �. h� P:.�' *b� ,.. } •, 9 A x ,lex„ ; y •.•axe I�*,:♦ u tip .' ":`R r+ a- 7F ._ , �'. . ;; a . �r&��� :� '• °�a. d�n`y�� '�`,r *t�," +s„ + "'� r e�„'' vow# *�.:- ,".., ; -: R. . �,� .rj` k•- :+ ry �AAA" �Jpp � " xna n 'rs § ..,x°r- ^:7•jtiF.TM r q h x r'" ' ..rfs'-. qn :e .L„ „Jt� :1i C� ;' ,:al'`gRv . ., ,}• �;` «u� ..,. - ��� a• .. � `'+ ,`, n+,:; "'" � k, 'i;::.l t;,~ m _s",`'«< `"' .'r ' ,,�_x,. F ,;,r. 'is .+qg `"�- o- 'c,, +ue # AS1 r •o- ' '., w "' a. x s +. :- K:s,t w - ,3 >aX .t t iF'. .. -ar:: `;. . - :. ',... 'i�." Y� -1, •ffi..,._pa's , ^ , •(�:. ,.... : ', "' x � M'�,.a.. � �.wN?"t" 4�' ss£��- � '<'"�,„rs ��-%..>: '� .,s"a;.i, 4 fibt,r=e:'. ;:.sem Boy .� .q•,-�. "xF'3rq . ;4,. � a ffi.v yr42'�; i %+.'�' �, _ � y_ 9", x "% '` ,aM� .s'k ; � a ,' „�€p`�},;.;,,,t'�&st a„"°iY c,�t.. d+`"�"•�.,� .. w ," ,.�: -q§s: .. f.: F. /' y » _ € ,y . „ � -a,�,r"£; t.r �'��, � 4 '.'3t�' � _ � _?� # t-' tx• '�.«-.w ,='�.�6', �•qM nq r 00 rp,�At. �':..�" w gas 3 . a."r -'�:: P '+e�"h .:.:a"• Sa o-3• u ,'t% ,... y,,t. - �4 ,. `,.•u.* -.I�ar7 tie^n. �4a'7�,;:, ^ f 4- . ' _.. . � ,t.^- Y 'wk..s t:Sst`'' `r� u'�. : .gr ^'.:.` "a ..c Tt�-' §�,� x9r9c,, xt„ �.: e� f�� y r+��/N :-k•..�'a# `+ •, �,s� �:'' .'g:. ti w-2: �'�P �,, Y" ,�y zLL��,r'`�°';, . � ,,a fin ' :n Ser, .,.aw, ��."A{.x".°wa+�e�3�x+b ��*:;,,9 `. » £-,�„qx;'-�' ..„ s,�` +. "_ d : r .. h �. •.a � yEg t a '*6 ' ��-`.¢ �a1 q';:e- dY` N"' �'m-„I,-'m. ,� t .t: ;m,a... ' J4k i:rE2. r� �'.,¢,,o- ,. _.; ,.� x. -,,, � . . r¢' '-s� ' �we'� -�,tE �u� •'"�. :,'?* �'yzy' a,='-' yr, .n'.. 6. i�.p. t' + "”: r#', xX -� � •� ''. P W:' i :•' `.� ^f".: Ari ,,... y�! �. *P'�?' '�. ., ,__# ,': p '. ate:;+. +„". 4t„ p .,:.. ,= -%«•�,. (Q •°_. .: ' E;. �'' � � ��� a'{f �' reb, .y � � �`� �, �- �"."� ; r$!pyk.. _ t `+r';. . .. _".. tR v. 'r.._, " _ q, �:py`. . . 3 `f.n `�. 1�, .Th,'� -:{:4 S'"r � ...� d•"' !¢`, a�v�y A�+.,, p:,y �} 5;..r BUC g,:• : ,ri."- ,-k ,+r, F e g, .^ »x` �+�Zr,,ira+" g' Z rt :, b ' d>.> p . # . +tA t.. •�, ,+S.c•._[,., 9, �,~ - _ .,1`-{,'* T ya ,s_ '�`'t i;°: . ,_ 1P"•,r Mk rnot , r dM. + w to a. :� 6a,:: •i. � ,. ,l '.�• f�, .P' t�m�. " £y ...1�.` N`'�'+, rt�,` S, . ,� $ "1* ` � , ..+.:. n" '$ htR ! mai �* %"" t{•{-Tca h yll#•M. ��" :. „ 'r z. �£ ..� .. ...b;B5� '..' :, ':., ,.;,w ..n. 'v. ...,:' g, , � p ,,...�• _ a�,'. s+.,�, '„'5.., ;: _..._,_ +a ,,,. \ ¢ .N,far. >r:. -yM. ,r`,d a.,� a:. m ,,. b;, hY �i a,. ., +^'c':. .,r - s : ,.. : �. C! ...� �9i'`ti ... ,. � -e-.: � .+"»m ,'pr'S'v a+n,: r:.,_. , •r, � � .�R� =v-:+� _«1: ra. `se.�G,:� - £"::i§:z��.u,.:�,: . r�5 � .K�-... +B.;z .•"�, "e r .,. ,. �; � E: _ r� Y :^3. Viz... "'�t, s ,.. � nt• :... . ��,,gg°,e @ ,K�' "-�d. a# :ti , :-.a` ,f>'r't a, �.-'"y •A „ :.,V , :_ "' dna: d;*�` �r... •..'�s:a;,.: �'`a°";`% #%a` `.'� :;,., rr <�Sr =G�,.;,. 5, :�'a.'; ,::a '�-�+.�. y ' " B ''v`T °.' .,.Ql" i '.:.m rtnta.<.£ 'a" eF � '\_ .,., .'°, . " •r �au'Sr, au,� a:' _ 4S a1' •;:^p j �s'• y . ' 'r t��_:.. n $ , v :: y*, .: s� g t 17: .,s„ ,. `a . .t `•:r ` 'e ,�,,,� - �;N,:. , Eln, •:a' "r° 1,;,"�' e x retic•x� q � 4: ::�•�..� „_ �'* rRi,,, r�.`' �' 3• ,+ .> v '..�;. _ . .:.- .,-� 'sm`.,,b, ., ,, _.:.,.•e,,,: _._ ';�- 4t , ,,. i• i'� Y- ;k,.^ :.o-�- r�r�'��- s;. p'"_`R�° ,r r�_: X49 ,(.r:� .' -y,..; a; ,..;.. y3. , i +'•d. ....le yer ,f'B .,,::y. ..,y„ ts.#.;"` :. • 4: - :y - •.-, .,„, r .,.,:.a iP^r :�± s z-z3:�..tn,>y, a,..fl.' 4 •9 .'2`a �;, ..y,'` a•,s_ .-.(yT" 1,1�(j�.(yp7 k a...n .-s �?+ .:. Y ;...F ,.4 r .. s. , �' '`�, P'.w._...� �r ;. .._. ` s..,. vr•..s:,. 6 ,;:� ,�.u'yh_'�a ' •,�gin,fl'•y rth !� 1� 9,r... . ,., r ��. `�.. .e �E�•7 ' i W n� "c4'.«.e''f' .:g uv:h, '4 0. 't-^ •k,r1A' # .F :?Z" „$f�'o^• - F b. _�" "dt „R - •v » .... .,, + :: # .. �,6* ♦ .; .,`&�' ,t �, }'w a`;K ,�y "..w. fi+,_�: <�v �"�..' .,.5��{ " :k. :s 8. "' se:,. r as �: Y :4!,', 1, ,.'sr., `: F"+`L.;: w'vi '�;k;"r " `t,''`'a r';' :__ . Q0."%::. ;: 'v' "•.,,� : .t'.re" �:m" '. a ':.r�`'-, +'••���-,r„ �+ Y.. a:Lt ekb�SP.ai 1f .�: �" , ,4 "4L .... .dM. �. ..- . , � " m3,.y.. "&€,:,,..a'�, J..9�,±�':^..«.< ♦ i.-_. «; 5.. ,q ,. `'r`+ , �TM u :. ,:ffi. -I � K..:41t:.,;;. d +t�.,, 5h. `3a h '.-4,�'� ,.: .,✓- ', ,a. '.", •:k,,: +.,; .- .••�}. .::� �ix"a r `f. �y f,, r ���� -;m:. '`#.` .a� :.«� r1,y� ..}< � ::,gam _t. .*. 'iv.tw.. �' q� ^•`, 3b r,d,•:. 1«".v. ..:.r v d- .i. '9az...,�. t¢•.4'n c ��. . v-. .,," ,:.:.. } �,}r' '.. �' « s.::. X3,S.+Y x;Sm hy_+6 .aa:: � -qr �. y �� vµ. "T,Y .:p�4k ,i .:•F ,ti c"� t1�3�,»ti.-::.: P}+ �° pyo, y..^, "�, ✓'' :' ,, �; "':;�, .'•«+`.• �,rta', x, .r+•� a „qn .��.°. .rr;'t:r,.,A'x.. y r, �z� .g a '�l,` •,qt Y.. 'a:. < k'1:s "g ,'A4 Qom, s. < "•. •r'K,.¢ =``.s'ts. „£,_ .' .::..:x; $v^j, :,.:� Y .I�t: ''��':.a'M£;;. {y .•y„y,� ,t. - ' .�... �* *y �-'r'�` .,p+.# ,lam`..c .C"t� ".'',.� "3 w.. .t�6wi o �� � !� ,�^ss?'. .ES _ � "' xiµ '•,. ,. , w *- � ;to"+t. t, x xa*-�.'; ry ' �� .r� , p"+ ..� -w - ��ffi +r'" •�: :,4. ,. w^ : e. ,`.W3 y aj :m m„ ., .'k `w;, r,h�. . �y .. ;;a•`t`�.,�z' +�;` k :� 's ��,bn,yG�&+ ^z ,3,: at�r�r`,� #.' yT_� - .r � ,, �., � ^" ry '!rt s: S's «:••.- 'ef ;'�?;� x »i i .t&• ;°4 �"a;� rt o SWAMPSCgTT • ' y Baa 'k .._� �a ''`': i � �i:.r � �' , :•" �,. 3+ r.P x ..'}n• `r. ape �: �t '„ " '4` C � I'. '*,a�. ?;N��' ��.i�.u�;,"v " 4 d �'�". . '. max:: � ,.v.**, � •c r �`�`?!' . e . * {qF 9� v. { u.w^y m'+' t_ n � «, 9r cL 3 + _. "« •r t .s d. .flA e��J+ �'i, ? x;;"+�. •.•` ,t�a-. . a ..,. ... . , .YA; £ yqa .. h,.. � ,,. � :: ... LOWE'S i ' Drainage Report Lowe's of Salem, Massachusetts ' constructed by Camp Lion will include a 9,900± sf building, approximately 50 parking spaces, a pool area, and a recreation field. Lowe's will be responsible for preparing a graded, stabilized area in support of the future building, parking area and recreation field. For the purposes of 1 analyzing peak runoff flows, it has been assumed that the future Camp development parcel (outside of the Lowe's property boundary) will be seeded and stabilized until construction commences on the future Camp improvements. Table 1 summarizes the ground cover distribution for the analysis area(68.53 acre) for existing and proposed conditions. There is a 442,118 square foot(10.15 acre) increase in impervious (pavement/r000 area associated with the site improvements. ' Table 1 Ground Cover—Total Study Area (Project and Expanded Analysis Area) Existing Proposed Project Area (Ac) (Ac) PavementlRoof 1.58 11.84 ' Water Surface 2.88 2.78 Impervious Subtotal 4.45 14.62 Grass/Brush/DirtlGravel 2.77 7.39 Woods 29.56 14.78 t Pervious Subtotal 32.33 22.17 Residential 30.01 30.01 Urban Commercial 1.79 1.79 ' Study Area Total 68.59 68.59 ' 2.0 Stormwater Management The sections that follow describe Stormwater Management within the study area under existing and proposed conditions. The descriptions of catchment area size, slope, groundcover, and other hydrologic parameters are used in the pre and post development runoff analysis. ' 2.1.1 Existing Drainage System Under existing conditions, most of the undeveloped project area discharges into wetland systems within or adjacent to the project area or flows overland onto paved surfaces along Highland Avenue and into the closed drainage system. A small portion flows to the northern limits of the project area to offsite wetland systems. The portion of the existing Walmart parking lot that is t within the project area is drained through catch basins and storm drains which discharge into a 30"culvert approximately 175 feet long extending from the southeast limit of the project area. For a detailed analysis of the existing Walmart a separate drainage report has been prepared by ' Bohler Engineering and is included with this document. There is both overland flow and flow through a closed drainage system within the expanded t analysis area. All developed and undeveloped land within the expanded analysis area will ultimately converge a manhole at the intersection of Coolidge Road and Brookside Drive. ' Tetra Tech Rizzo 3 2.1.2 Existing Watersheds ' Under existing conditions,the study area is divided into fourteen (14) Subcatchments for ' hydrologic analysis; Subcatchments I through I IE (refer to Figure 4, Existing Conditions Watershed Plan-Entire Site). Existing Subcatchment 1 E consists of a small portion of the proposed Lowe's Site with part of an ' existing Camp office building, associated paved parking lots, and access drive. It consists primarily of undeveloped wooded land. The majority of the run-off is overland flow that ' discharges into the closed drainage system in Highland Avenue through a catch basin south of the Camp Lion access road(Reach 3R). From there the run-off travels through a closed drainage system from Highland Avenue to Coolidge Road(Reach 4R) and ultimately to a manhole at the ' intersection of Coolidge Road and Brookside Drive, point of analysis 1 (Reach PAI). Subcatchment 2E is further broken into four(4) additional subcatchments 2aE, 2bE, 2cE, and t 2dE: Existing Subcatchment 2aE consists of a portion of the proposed Lowe's Site that is currently gravel driveways associated with the existing Camp Lion. It consists primarily of undeveloped ' wooded land. All of the run-off is overland flow and discharges toward Wetland Area E(Reach 2W)at the southern limits of the project area. The outflow from the wetland travels overland through a small rocky channel (Reach 2R) and into a catch basin located at the perimeter of , Highland Avenue, south of the Camp Lion access road (Reach 3R). From there the run-off travels through a closed drainage system from Highland Avenue to Coolidge Road (Reach 4R) and ultimately to a manhole at the intersection of Coolidge Road and Brookside Drive, point of ' analysis 1 (Reach PAI). Existing Subcatchment 2bE consists of a portion of the proposed Lowe's Site that is currently ' existing Camp buildings and associated paved parking lots. It consists primarily of undeveloped wooded land. The majority of the run-off is overland flow. An intermittent stream conveys runoff from this drainage area toward Wetland Area E (Reach 2W) at the southern limits of the ' project area. The outflow from the wetland travels overland through a small rocky channel (Reach 2R)and into a catch basin located at the perimeter of Highland Avenue, south of the Camp Lion access road(Reach 3R). From there the run-off travels through a closed drainage system from Highland Avenue to Coolidge Road (Reach 4R) and ultimately to a manhole at the ' intersection of Coolidge Road and Brookside Drive, point of analysis 1 (Reach PAI). Existing Subcatchment 2cE consists of a portion of the proposed Lowe's Site that is currently ' undeveloped wooded land. The run-off is overland flow. An intermittent stream conveys runoff from this drainage area toward Wetland Area E(Reach 2W) at the southern limits of the project area. The outflow from the wetland travels overland through a small rocky channel (Reach 2R) ' and into a catch basin located at the perimeter of Highland Avenue, south of the Camp Lion access road (Reach 3R). From there the run-off travels through a closed drainage system from Highland Avenue to Coolidge Road (Reach 4R) and ultimately to a manhole at the intersection ' of Coolidge Road and Brookside Drive, point of analysis I (Reach PAI). Tetra Tech Rizzo 4 , tctND. NOT FOR CONSTRUCTION m ,A{� t'm , ti�i..F'�1 �. �s; pf't�4',� +ft 4 � •'�n'3N `/ / �~�_ —__—__—___ w - a PROPERTY LINE x g+� v - FLOW PATH : = �e - �.�t imrvS ' A'S`S'- ✓ i" / _ .,/ WATERSHED LINE DISCHARGE POINT J/ _ nY a4# tt '.• ,F».. x(. y u' a vs .a a L w. t ., / / / 4R, 1,T j 1 �. '' i+ 'ti �'�' .:}z,,, p . 'fit'. >` #m l' tf: .r .'1 .i/ / / v /!\ / i l���I /t::' ,/ !� / \ -e'«ri- ^+� 3 °k.� +.1, , '® J .,i ,. . ( - f * X:� l I J // : )r r.+ t _ r•" �, _ . f'�. J^ r t ' t �L i ' ^.'- ..r's,, ..; ,. y`,.sty •c_ 4's" � ,*. ,.�.. �' ''�.: �• »&, �'� R; rf�„--; I ,..s�,s7,. 'y, ;�k) raa _/ '/ r /� -' �_�.. I'F 1 � ''�I.4 yr./��j/p. / +('. r I ,r � Jj 1,A \,� < ' .. �* >t � / `,.�, . � L.lz •r' j-� r I 7 L\�: +" .�' f .. /� �'"��. , '✓/ `/' r L / + /Jr-:..._'v /'': ,s °. �.�� �� r^ . .♦ r I �// - ,7.'YP*�{ ,('..� \ / 1...7� . +-� �1 �� t ,✓/ /r / J✓ , J'... �y/ ,� s-��r i�. ,stir '+"� •� � ;-s�i �' -' 1�1��/ -- I "( ,1 t f% _ t•�ss f/r4�r< Y'`\,/ T I ,, �'� � �y. ' C '+tett' , J \G / A'� § \ i ,Gi l r ;,f t .�.(� 4 + / me �..� J/ t` 7 \h(2 / .` r "` I ,11e "P"-.s �;wti;y � „..-r. u "` j x,: a ` 2' I :... �'r �:J..• � t � ,�A ,/ �7` �+� t L.. `r � '. ��f r ..� J ';_ .,a�'� ,tea " �- b' w:„<„(a ✓te ' / ,"" -./ ".� �� _ ,.�` l� j r / ,{( r / �>r -.,J / I'/ _ •. `att-.fir, j,% 4°::.a. i .. ` tS+' -. � � \ rr L :I ,, t ` S / i qr,�El € 91 >•— a. y "� ,'I �a .�. a f..t' zti,,..,, . - r -^ n t 'EAv- - . � � '` � � + / � p x . . � y w \ h n _ _ » � '. y { � y� ^'- •_r —ter _ r - _ 1 PI W i ,4 c m 4 K. � ,n�'�°yhp � __ tzi� x z .� ,t'�tt R: ,#.y"t✓7- ,y . ,y.. i'� as���. #s"t�_ .a. � , k n �v e •,, I t ...,.� . 4. p #�5 sl r 1, i L LowesoR SALEM,MA M gg PRE-DEVELOPMENT I CONDITIONS X WATERSHED PLAN 4AS.a Fn" qq . s xa A GRAPHIC SCALE c %L r ' Drainage Report Lowe's of Salem, Massachusetts ' Existing Subcatchment 2dE consists of a portion of the proposed Lowe's Site that is currently undeveloped wooded land. The run-off is overland flow. An intermittent stream conveys runoff' from this drainage area toward Wetland Area E (Reach 2W) at the southern limits of the project ' area. The outflow from the wetland travels overland through a small rocky channel(Reach 2R) and into a catch basin located at the perimeter of Highland Avenue, south of the Camp Lion access road (Reach 3R). From there the run-off travels through a closed drainage system from Highland Avenue to Coolidge Road (Reach 4R) and ultimately to a manhole at the intersection of Coolidge Road and Brookside Drive,point of analysis 1 (Reach PAI). Existing Subcatchment 3E consists of mostly of dense woods. The run-off is overland flow and ' discharges into Wetland Area D (Reach 1 W) at the southwest limit of this subcatchment. Wetland Area D discharges into an intermittent stream which runs through Subcatchment 2bE, Subcatchment 2cE, and Subcatchment 2dE. It discharges toward Wetland Area E(Reach 2W)at ' the southern limits of the project area. The outflow from the wetland travels overland through a small rocky channel (Reach 2R) and into a catch basin located at the perimeter of Highland Avenue, south of the Camp Lion access road (Reach 3R). From there the run-off travels through ' a closed drainage system from Highland Avenue to Coolidge Road (Reach 4R) and ultimately to a manhole at the intersection of Coolidge Road and Brookside Drive, point of analysis 1 (Reach PAI). ' Existing Subcatchment 4E, which is part of the expanded analysis area, consists mostly of dense woods and partially developed residential lots. The run-off is overland now and discharges ' toward Wetland Area E(Reach 2W) at the southern limits of the project area. The outflow from the wetland travels overland through a small rocky channel (Reach 2R)and into a catch basin located at the perimeter of Highland Avenue, south of the Camp Lion access road(Reach 3R). It ' then travels through a closed drainage system from Highland Avenue to Coolidge Road (Reach 4R)and ultimately to a manhole at the intersection of Coolidge Road and Brookside Drive, point of analysis 1 (Reach PA 1). Existing Subcatchment 5E, which is part of the expanded analysis area, consists entirely of residential development. Run-off from this catchement is collected in catchbasins along Grapevine Road, Applehill Lane, and Belleaire Avenue. From there the run-off travels through a ' closed drainage system and ultimately to a manhole at the intersection of Coolidge Road and Brookside Drive, point of analysis 1 (Reach PAI). ' Existing Subcatchment 6E, which is part of the expanded analysis area, consists of residential and commercial development, and wooded areas. The run-off is overland flow until it is collected in catchbasins along Highland Avenue. From there the run-off travels through the ' closed drainage system from Highland Avenue to Coolidge Road(Reach 4R) and ultimately to a manhole at the intersection of Coolidge Road and Brookside Drive, point of analysis 1 (Reach PAI). Existing Subcatchment 7E, which is part of the expanded analysis area, consists of residential development and wooded areas. The run-off is collected in catchbasins along Highland Avenue, ' Western Avenue, Coolidge Road, and Brookside Drive. From there the run-off travels through ' Tetra Tech Rizzo 5 the closed drainage system and ultimately to a manhole at the intersection of Coolidge Road and Brookside Drive, point of analysis 1 (Reach PA 1). ' Existing Subcatchment 8E consists of the area that will be the future Camp Lion improvements, and is currently occupied by an existing radio tower facility, gravel driveways associated with , the existing camp facility, and undeveloped wooded land. The run-off is overland flow and discharges toward Wetland Area G, point of analysis 2 (Reach PA2) at the western limits of the study area. ' Existing Subcatchment 9E consists of the area that will contain a portion of the future Lowe's site, existing Meineke building, and associated paved parking lot, and a small portion of the ' existing Walmart parking lot. In the existing condition, it consists primarily of undeveloped wooded land. The majority of the run-off is overland flow collected by a closed drainage system either in the Meineke Car Care Center parking lot, Walmart Parking Lot, or in Highland Avenue. Ultimately, the closed drainage system discharges into a 30"RCP pipe on the east side of ' Highland Avenue, point of analysis 3 (Reach PA3). Existing Subcatchment l0E consists of woods and discharges to the northern limits of the study , area, point of analysis 4 (Reach PA4). Existing Subcatchment I IE consists of woods and discharges to the northern limits of the study ' area, point of analysis 5 (Reach PA5). 2.1.3 Existing Runoff Calculations , In order to determine the peak rate of discharge for existing conditions, runoff hydrographs were generated for the storm events using the SCS TR-20 Method (refer to Appendix C, HydroCAD® ' Pre- and Post-Development Calculations& StormCAe Hydraulic Analysis of this report). Under the existing condition, runoff hydrographs were routed through the existing storm water management facilities.The existing storm water discharge rates are shown in Table 2. ' Table 2 Existing Conditions-Peak Stormwater Runoff Rates 2-YearStonn 10-Year Storm 25-Year Storm 50-Year Storm 100-Year Storm ' Point of Analysis (3.2 inches) (4.6 inches) (5.5 inches) (5.6 inches) (6.6 inches) (cfs) (cfs) (cfs) (cfs) (cfs) PA1 '(Coolidge Rd @ 36.40 65.09 86.67 99.64 114.75 Brookside Rd PA2 4.16 8.09 10.79 12.32 14.16 ' Wetland Area G PA3 (Culvert Across 6.26 11.46 14.89 16.81 19.14 Highland Ave) ' PA4 (Northern Limits of 0.04 0.08 0.10 0.12 0.14 Study Area PAS ' (Northern Limits of 0.10 0.20 0.27 0.31 0.36 Study Area Tetra Tech Rizzo ' 6 ' Drainage Report Lowe's of Salem, Massachusetts ' Proposed Conditions 2.1.4 Proposed Drainage System The proposed stormwater management system incorporates the following features to address the ' rate, quantity, and quality of stormwater runoff from the study area: ■ Source Control is a comprehensive source control program which includes regular pavement sweeping, catch basin cleaning and enclosure and maintenance of all dumpsters, compactors and loading areas. Deep Sump, Hooded Catch Basins trap debris, sediments and floating contaminants before the stormwater is conveyed to the closed piping network. Water Quality Structures remove suspended particles(TSS) from the runoff. Extended Dry Detention Basins with sediment forebays remove suspended particles (TSS) from the runoff and attenuate peak discharge rates. 1 Runoff from paved impervious areas within the Lowe's, Camp, and City of Salem parcels will be treated prior to discharging into the Highland Ave closed drainage system or off-site wetlands. A separate drainage report for the Walmart development has been prepared by Bohler ' Engineering and is included as Appendix B with this document. 2.1.5 Proposed Watershed Under proposed conditions, the study area is divided into fifteen(15) Subcatchments for hydrologic analysis; Subcatchments 1P through 9P (refer to Figure 5,Proposed Conditions Watershed Plan). Subcatchments I OP and I IP do not contribute any runoff in the proposed condition to points of analysis PA4 and PAS. Below are descriptions of each subcatchment: ' Proposed Subcatchment 1P is comprised of a proposed 2:1 grassed slope and a wooded area to the west of Highland Avenue. Stormwater runoff will continue to drain directly toward Highland Avenue, and will be collected by the existing closed drainage system. It then drains to ' the manhole at the intersection of Coolidge Road and Brookside Drive, point of analysis 1 (Reach PA 1). ' Proposed Subcatchment 2P is further broken into three (4) additional subcatchments 2aP, 2bP, 2cP, and 2dP: Proposed Subcatchment 2aP is comprised of the relocated intermittent stream, bordering vegetated wetlands, and a small wooded area. The existing intermittent stream is relocated within this catchment area and will continue to discharge toward Wetland Area E (Reach 2W) at the southern limits of the project area. Outflow from the wetland will continue to drain overland ' into a closed drainage system through a catchbasin at the perimeter of Highland Avenue, and ' Tetra Tech Rizzo 7 _ �• Y „��� � � AAA YS .n r¢ r n+k�re #�. n � T� ` $W4� + �r -..Y �. A '�L / � �r �a,'�ii Y��/ � }i` ^r'� ,•at` � � . � �: ,�. +k,&X: i •f i f-' pep q a,�`< �"�' � <� r ' �.. y, § � ��F;. � %r' .:k �y .� y,.x 3"-'�1 (� � �I � Y�4Y � � / - - :/ FYI�...• . �� "' �� K a � ;w, � � I' '� .. Ir 7 r �a � - ♦ � . �.A"C amv aG F� a�� a, �� t »ti d 3F 1t"a P*67 x� /tR: '� '` �"+a���''e '£„$� � w ar i a Q t�� �a �*° £�•' �'#� �.� � * t�-v..d. � ri , ,lak e i t t !Z r t "QR �'+"� 9t`k,:N i � # y�k`yY�- -�: ri� I s� ��•� I - i I � � � p � � m� l' `F ° r `- �,i � _ - ritg '$ 'A per. � i{ F � t�tl � ��. ' ' �A "✓ t 'i �'A .,ti �.� ...ltt i -: Y rv•'Y k + dji(J b°�� P ' t f.. ' a d t8 ale d £P� � .- ,� rv '"' R-*x t a" " sf 1 `x+Rk 4 6� " it,sL.r Rxd24q L" i A�ra :a" I .A� �" �a .,_ .k.+�, 4 x �,,,,.,.:�`•�is�.�s.¢��v .w..x 4� ''�'" Yr <�{# } �.� t< 33 y ae ® f 5 � qe moo DO Mfx z a a;� ultimately through the manhole at the intersection of Coolidge Road and Brookside Drive, point t of analysis 1 (Reach PAI). For the purposes of this analysis, it is assumed that the disturbed areas of the future Camp development outside of the proposed Lowe's property within this catchment area will be rough graded, stabilized, and seeded. ' Proposed Subcatchment 2bP is comprised of the rooftop of the proposed Lowe's building. Stormwater runoff from this area is collected and conveyed through roof leaders and storm drainage pipes prior to discharging to the proposed extended dry detention basin. It is then discharged through an outlet control structure and released toward Wetland Area E (Reach 2W) at the southern limits of the project area. Outflow from the wetland will continue to drain ' overland into a closed drainage system through a catchbasin at the perimeter of Highland Avenue and ultimately through the manhole at the intersection of Coolidge Road and Brookside Drive, point of analysis 1 (Reach PA 1). t Proposed Subcatchment 2cP is comprised of the paved parking lot at the front of Lowe's building, the Water Tank access drive, landscape areas,the rear and side Lowe's service drives, a portion of the main access drive, and a portion of the Camp access drive. Stormwater runoff i ' from this area is collected and conveyed through deep sump, hooded catch basins, storm drainage pipes, a water quality structure, a sediment forebay, and then to an extended dry detention basin. It is then discharged through an outlet control structure and released toward ' Wetland Area E (Reach 2W) at the southern limits of the project area. Outflow from the wetland will continue to drain overland into a closed drainage system through a catchbasin at the perimeter of Highland Avenue and ultimately through the manhole at the intersection of ' Coolidge Road and Brookside Drive, point of analysis 1 (Reach PA 1). Proposed Subcatchment 2dP is comprised of a wooded area to the south of the proposed Lowe's t stormwater detention basin and proposed relocated intermittent stream. Stormwater run-off will continue to be overland flow and discharge toward Wetland Area E (Reach 2W) at the southern limits of the project area. Outflow from the wetland will continue to drain overland into a closed ' drainage system through a catchbasin at the perimeter of Highland Avenue and ultimately through the manhole at the intersection of Coolidge Road and Brookside Drive, point of analysis 1 (Reach PA 1). Proposed Subcatchment 3P consists mostly of dense woods. The run-off is overland flow and discharges toward Wetland Area D (Reach 1 W) at the southwest limit of this subcatchment. The wetland discharges into the proposed relocated intermittent stream which runs through ' Subcatchment 2aP. The proposed relocated intermittent stream discharges toward Wetland Area E (Reach 2W)at the southern limits of the project area. Outflow from the wetland will continue to drain overland into a closed drainage system through a catchbasin at the perimeter of Highland ' Avenue and ultimately through the manhole at the intersection of Coolidge Road and Brookside Drive, point of analysis 1 (Reach PA 1). Proposed Subcatchment 4P is unchanged from the existing condition. Proposed Subcatchment 5P is unchanged from the existing condition. ' Proposed Subcatchment 6P is unchanged from the existing condition. ' Tetra Tech Rizzo 8 Drainage Report , Lowe's of Salem, Massachusetts Proposed Subcatchment 7P is unchanged from the existing condition. , Subcatchment 8P is further broken into four(4) additional subcatchments 8aP, 8bP, 8cP, and 8dP: ' Subcatchment UP is comprised of the rooftop of the proposed 9,900± sf future Camp building within the future Camp development. Stormwater runoff will be collected and directed to an extended dry detention basin. It is then discharged through an outlet control structure and released toward Wetland Area G, point of analysis 2 (Reach PA2) at the western limits of the study area. Subcatchment 8bP is comprised of a large portion of the future Camp development parcel. Most of the stormwater will be collected and drain to an extended dry detention basin with a sediment forebay. A small portion of the catchment area is the parking lot associated with future Camp ' improvements. In the future condition stormwater runoff from this area will be collected and conveyed to a sediment forebay and extended dry detention basin. It is then discharged through an outlet control structure and released toward Wetland Area G (Reach PA2)at the western ' limits of the study area. Although the Camp stormwater collection system will be designed at a future date, the sediment forebay and extended dry detention basin have been designed to adequately attenuate anticipated peak flow rates. t Proposed Subcatchment 8cP is comprised of a proposed grassed slope and a wooded area to the west of the future Camp Lion athletic field. Stormwater runoff will continue to drain toward ' Wetland Area G, point of analysis 2 (Reach PA2) at the western limits of the study area. Proposed Subcatchment 8dP is comprised of a proposed grassed slope and a portion of the proposed Camp Lion extended dry detention basin. Run-off will be collected in the extended dry ' detention basin and then discharge through an outlet control structure and toward Wetland Area G, point of analysis 2 (Reach PA2)at the western limits of the study area. Proposed Subcatchment 9P is comprised of a large portion of the main project access drive,the ' Meineke parcel, and a portion of Highland Avenue. Most of the stormwater runoff from this area is collected and conveyed through deep sump, hooded catch basins, storm drainage pipes and ' water quality structures, and released into the existing 30" culvert under Highland Avenue, point of analysis 3 (Reach PA3). Tetra Tech Rizzo ' 9 2.1.6 Proposed Runoff Calculations . The proposed stormwater discharge rates are shown in Table 3 (refer to Appendix C, HydroCAD®Pre- and Post-Development Calculations& StormCAe Hydraulic Analysis). ' Table 3 Proposed Conditions-Peak Stormwater Runoff Rates ' 2-Year Storm 10-Year Storm 25-Year Storm 50-YearStorrn 100-Year Storm Point of Analysis (3.2 inches) (4.6 inches) (5.5 inches) (5.5 inches) (6.6 inches) left) (cfs) (cfs) (cfs) (cfs) PA1 ' (Coolidge Rd @ 35.20 62.56 81.38 93.29 109.80 Brookside Rd PA2 2.52 6.43 8.39 9.31 10.31 Wetland Area G ' PA3 (Culvert Across 5.58 9.22 11.57 12.87 14.43 Highland Ave PA4 ' (Northern Limits of 0.00 0.00 0.00 0.00 0.00 Study Area PA5 (Northern Limits of 0.00 0.00 0.00 0.00 0.00 ' Study Area ' 3.0 Stormwater Management Standards The purpose of the Stormwater Management Plan is to provide a comprehensive framework for the long-term protection of natural resources in and around the project area from degradation as a ' result of stormwater discharges.This is achieved through the use of a variety of water quality and quantity control measures designed to decrease the amount of pollutants discharged from the project area and control discharge rates. ' The proposed Stormwater management system complies with the current Massachusetts Department of Environmental Protection(DEP) Stormwater Management Standards. The ' following section discusses compliance with Standards 1 through 10. The Checklist for Stormwater Report is enclosed. The project as designed will meet or exceed all of the ten(10) standards. 1 3.1 Standard # 1 - Untreated Stormwater ' No point discharges of untreated Stormwater to resource areas are proposed. Stormwater quality control for the project includes street sweeping, deep sump, hooded catch basins, water quality structures, and extended dry detention basins with sediment forebays. Runoff from proposed paved impervious surfaces is directed to the sediment forebays and extended dry detentions basin to the south of the Lowe's building and future Camp improvements. The clean runoff from the Lowe's and Camp rooftops are routed directly to the extended dry detention basins. All points of discharge are designed to prevent scour and erosion. At reach 3R and point of analysis PA3 the proposed closed drainage system outlets into the existing closed drainage system with a ' Tetra Tech Rizzo 10 Drainage Report ' Lowe's of Salem, Massachusetts reduction in flow rate. At discharge points PA4 and PA5 there is no proposed runoff contribution. Discharge points 2D and 1Rfwill utilize rip rap aprons to dissipate the discharge velocities. Rip Rap Sizing Calculations are included in Appendix D. 3.2 Standard # 2 - Post-Development Peak Discharge Rates ' DEP standards state that controls must be developed for the 2-year and 10-year, 24-hour storm , events. The 100-year, 24-hour storm event must also be evaluated in order to demonstrate that the proposed project will not increase impacts off-site. Stormwater management controls were developed for the 2-, 10-, 25-, 50- and 100-year 24-hour ' storm events. Table 4 summarizes the pre- and post-development peak runoff discharge rates determined in the hydrologic/hydraulic analyses performed for the project area. There will be no , increase in peak run-off discharge rates as a result of the project for the 2-, 10-, 25-, 50-, or 100- year stones. Table 4 Comparison of Peak Runoff Rates (in cfs) ' Point of 2-Year Storm 10-Year Storm 25-Year Storm 50-Year Storm 100-Year Storm ' Analysis Pre Post A Pre Post A Pre Post A Pre Post A Pre Post A PAI (Coolidge 36.40 35.20 -1.20 65.09 62.56 -2.53 86.67 81.38 .5.29 99.64 93.29 -6.35 114.75 109.80 4.95 ' Rd r@i Brookside Rd PA2 (Wetland 4.16 2.52 -1.64 8.09 6.43 -1.66 10.79 8.39 -2.40 12.32 9.31 -3.01 14.16 10.31 -3.85 ' Area G) PA3 Culver, ' Across 6.26 5.58 -0.68 11.46 9.22 -2.24 14.89 11.57 -3.32 16.81 12.87 -3.94 19.14 14.43 x.71 Highland Ave) PA4 , (Northern Limits of 0.04 0.00 .0.04 0.08 0.00 -0.08 0.10 OM -0.10 0.12 0.00 -0.12 0.14 0.00 -0.14 Study Area) ' PAS (Northem 0.10 0.00 .0.10 0.20 0.00 -0.20 ,0.27 0.00 -0.27 0.31 0.00 -0.31 0.36 0.00 -0.36 Limits of Study Area) , 3.3 Standard # 3- Recharge to Groundwater NRCS soil mapping indicates that the project area is primarily comprised of`B" soil types(See ' Appendix A for NRCS Soils Map). On October 29, 2008, a preliminary geotechnical investigation was completed for the proposed Lowe's parcel. The majority of the project area is comprised of exposed and shallow bedrock. Other areas of the project area are overlain by granular fill consisting of fine to coarse sand with some fines and gravel beneath the top soil and Tetra Tech Rizzo ' 11 1 pavement. These layers were generally shallow, approximately 4-5 feet below ground surface, ' and underlain by bedrock. The extensive bedrock within the project area provides limited to no infiltration of stormwater. Although stormwater does permeate through the initial soil layer in areas where bedrock is not located at the surface, it is eventually intercepted by the underlying ' bedrock, preventing infiltration. The bedrock surfaces, both exposed and shallow, severely limit the project areas ability to infiltrate stormwater and make the implementation of stormwater infiltration features technically infeasible. Although a hydrologic soil group"D"classification ' could be applied to the soils within the project area;a hydrologic soil group"C"has been used in this analysis. Although the soils are not suitable for infiltration, limited infiltration may occur. The required recharge volume has been incorporated into the design of the extended dry ' detention basins in the event that the naturally occurring soils allow for infiltration. (Refer to Appendix E, Water Quality, Ground Water Recharge, TSS Removal Calculations, and Contech Vortechs Sizing Calculations). The recharge volume is provided below the low level orifice. ' 3.4 Standard #4—TSS Removal (Stormwater Quality) Best Management Practices(BMPs) will be used to provide water quality. The following BMPs ' will be provided with in the project area: roadway sweeping, deep sump, hooded catch basins, water quality structures, sediment forebays, and extended dry detention basins. ' 3.4.1 Roadway Sweeping The proposed design incorporates street sweeping as a BMP to control the amount ' of sediment that enters the drainage system. Street sweeping will be conducted on a monthly average, with sweeping scheduled primarily in the spring and fall with a mechanical sweeper. The catch basins shall also be cleaned in mid-February. ' Street sweeping will occur after winter snowmelt when road sand and other sediments have accumulated. In accordance with the MADEP Standards a 5 percent TSS removal rate is credited for this BMP. ' 3.4.2 Deep Sump, Hooded Catch Basins. All proposed catch basins within the project area will be deep sump, hooded catch basins, which will serve to trap sediment and floatables before entering the drainage system. Sumps will be four-foot deep. Inlets should be inspected and, if necessary, cleaned a minimum of two (2)times per year(including mid- February). Sediments and hydrocarbons shall be properly handled and disposed of, in accordance with local, state, and federal requirements. All catch basins will be installed with sediment sumps and oil hoods. In accordance with the MADEP ' Standards a 25 percent TSS removal rate is credited for this BMP. ' 3.4.3 Water Quality Structures Two(2)water quality structures are proposed to treat runoff from the project area. The structures are located at the end of drainage systems before the parking lot runoff enters into the sediment forebay and extended dry detention basin or into the closed drainage system in Highland Avenue. An 80 percent TSS removal rate ' Tetra Tech Rizzo 12 Drainage Report ' Lowe's of Salem, Massachusetts is credited for this BMP. All water quality structures have been sized to ' adequately treat the equivalent flow rate of the I"water quality volume, consistent with MADEP requirements(See enclosed Checklist for Stormwater Report). Water quality volume and water quality unit sizing calculations are ' included in Appendix E. 3.4.4 Extended Dry Detention Basins with Sediment Forebays ' The proposed designs for both the Lowe's and the future Camp development incorporate extended dry detention basins with sediment forebays as BMPs to , control the amount of sediment that discharges from the project area. The basins are located at the end of the parking lot drainage systems before the runoff discharges toward Wetlands E and G at the southern limit of the project area. ' Sediment forebays were sized in accordance with the Massachusetts Stormwater handbook requirements(Refer to Appendix E, Water Quality, Ground Water Recharge, TSS Removal Calculations, and Contech Vortechs Sizing ' Calculations). In accordance with the MADEP Standards a 50 percent TSS removal rate is credited for this BMP. The incorporation of these BMP's will achieve a cumulative TSS removal rate of 91 percent, ' exceeding the DEP requirement of 80 percent(Refer to Appendix E, Water Quality, Ground Water Recharge, TSS Removal Calculations, and Contech Vortechs Sizing Calculations). 1 3.5 Standard # 5 — Higher Pollutant Load The project is classified as one that will generate higher pollutant loads and is subject to the ' requirements of Standard 5, including pretreatment of stormwater. In accordance with these standards,the project area stormwater management system has been designed to achieve a ' cumulative TSS removal rate of 91%which is greater than the 80%required. As discussed under Standard#3, groundwater recharge may not occur as a result of the extensive ledge that is present throughout the site. However,the project area stormwater management system has also been designed to achieve a TSS removal rate of 86%prior to discharge into the extended dry ' detention basin, which is greater than the 44%required in the MADEP Stormwater Management Standards. (Refer to Appendix E, Water Quality, Ground Water Recharge, TSS Removal Calculations, and Contech Vortechs Sizing Calculations). ' Consistent with MADEP Stormwater Management Standards, the stormwater quality structures proposed as part of the project area stormwater management system have been sized to ' accommodate the equivalent flow rate of the I"water quality volume. Water Quality Volume Calculations and Water Quality Unit Sizing are included in Appendix E, Water Quality, Ground Water Recharge, TSS Removal Calculations, and Contech Vortechs Sizing Calculations. ' 3.6 Standard # 6 — Protection of Critical Areas ' The project is not located in and does not discharge to a critical area as defined by the MADEP. Tetra Tech Rizzo ' 13 3.7 Standard # 7 — Redevelopment Project ' The stormwater management system has been designed to meet the standards for a new development. 3.8 Standard # 8 — Erosion / Sediment Control Plan ' The project will result in the disturbance of greater than one acre of land and discharges to a water of the US or a municipal separate storm drain system which discharges to a water of the US, and therefore requires the preparation and implementation of a Storm Water Pollution Prevention Plan (SWPPP) in accordance with the Environmental Protection Agency(EPA) National Pollutant Discharge Elimination System General Permit for Discharges from Construction Activities. The Construction General Permit(CGP) authorizes the discharge of ' storm water from construction activities. The SWPPP will include site specific temporary and permanent erosion and sediment control practices including the following: • Installation of silt fence between the limit of work and wetland resource areas to minimize sediment laden runoff from entering resource areas. 1 • Establish stabilized crushed stone construction entrances to prevent sediment tracking on the public ways. ' ■ Immediate stabilization of all regraded area adjacent to wetland areas; stabilization will be achieved by hydroseed and/or the use of erosion control blankets until permanent ' ground cover can be established. Site specific construction sequencing plans in order to minimize the extent of the ' disturbance at any give time. Construction of temporary sediment basin(s) and swales to divert, convey and detain construction term storm runoff and allow for settling of solids prior to discharge. A Notice of Intent will be filed with the U.S. EPA to obtain coverage under the NPDES Construction General Permit. ' 3.9 Standard # 9 — Operation / Maintenance Plan The Lowe's stormwater management system will be owned and operated by Lowe's. The General Contractor(under Contract with Lowe's)will appoint a Project Manager who will be responsible during construction. The Lowe's Store Manager will be responsible for operation and maintenance of the storm water management system during store operations. The future Camp and City of Salem Water Tank stormwater collection systems will utilize similar Operation and Maintenance Plans. Costs associated with the operation and maintenance of the i ' stormwater management systems are subject to contracts with licensed maintenance providers and are variable. As a result costs associated with the Operation and Maintenance Plans are not ' Tetra Tech Rizzo 14 Drainage Report ' Lowe's of Salem, Massachusetts currently included with this report. The Stormwater Operations and Maintenance Plans are ' included in Appendix F. 3.10 Standard # 10 — Illicit Discharges ' The Stormwater Management System has been designed such that prior to stormwater runoff discharging from the site, it is treated through a series of best management practices. To the t Engineer's knowledge,there are no known or designed non-stormwater discharges that are or will be connected to the stormwater collection system that would convey pollutants directly to groundwater or surface waters. Long-Term Pollution Prevention Plans are included in Appendix , G. 4.0 Drainage Collection System Design ' The proposed storm drainage collection system has been designed for a 25-year storm frequency utilizing the Rational Method. StormCAD®was used to perform the hydraulic analysis for the storm drainage system. The following criteria were used to design the pipe network: • Pipes shall be sized to convey the 25-year storm event. ' • Manholes shall be provided at all changes in direction or changes in pipe size. 1 • All drainage pipes with diameter less than 48" shall be high density polyethylene (HDPE) with minimum cover of 2 feet. ' • Minimum drain pipe size shall be 12-in. • Minimum roof leader pipe size shall be 6-in. ' • Rainfall intensity of 5.5 inches per hour for a 5 minute duration for the 25-year storm frequency. ' • Manning's coefficient(n)of 0.010 for HDPE. 1 Tetra Tech Rizzo ' 15 1 1 1 5.0 Conclusion 1 The project stormwater management system addresses both the quantity and quality of stormwater runoff from the project area and conforms to the Massachusetts Department of Environmental Protection (DEP) Stormwater Standards. P\12]-3736\08028\ mnage\Drainage Report Ro-SubmiUW 736L8028-DrwnaeRepon41dao 1 1 1 1 1 1 1 1 1 1 1 i 1 1 Tetra Tech Rizzo 16 1 1 1 1 1 1 1 1 1 1 a AS .44 1 ' Appendix A ' NRCS Soils Map 1 Ev-eW � I LE �o WI -w n ' p} t .� s n AL tw _ ✓p.�� ,.aim QFv.r`,�' ,':N � # :' cry" H..,u �s� �# � .tK de�SP: R 9 �`, �.� � q. •� aWAV _ tJ R.7 �°, n- Soil Map—Essex County,Massachusetts,Southern Part MAP LEGEND MAP INFORMATION Area of Interest(AD[) (3 Very Stony Spot Map Scale:1:8,960 if printed on A size(8.5"x 11')sheet. Area of Interest(AOI) t Wet Spot The soil surveys that comprise your AOI were mapped at 1:15,840. Solis Other Please rely on the bar scale on each map sheet for accurate map Soil Map Units measurements. Special Line Features Special Point Features Cni� Gully Source of Map: Natural Resources Conservation Service W Blowout em Web Soil Survey URL: http://websoilsumey.nres.usda.gov .m•., Short Steep Slope ® Borrow Pit Coordinate System: UTM Zone 19N NAD83 X Clay spot 0 Other This product is generated from the USDA-NRCS certified data as of Political Features the version date(s)listed below. If Closed Depression O Cities Soil Survey Area: Essex County,Massachusetts,Southern Pah X Gravel Pit Water Features Survey Area Data: Version 9,Feb 26,2010 ., Gravelly Spot IM Oceans Date(s)aerial images were photographed: 7/25/2003:7/31/2003 t� Landfill 11 Streams and Canals The orthophoto or other base map on which the soil lines were h Lava Flow Transportation compiled and digitized probably differs from the background a-t# Rails imagery displayed on these maps.As a result,some minor shifting ,�, Marsh or swamp , of map unit boundaries may be evident. .K. Mine or Quarry Interstate Highways (D Miscellaneous Water US Routes O Perennial Water Major Roads y Rack Outcrop M Local Roads } Saline Spot Sandy Spot Severely Eroded Spat Sinkhole Slide or Slip Sodic Spot Spoil Area Q Stony Spot UNatural Resources Web Soil Survey 10/18/2010 lawConservation Service National Cooperative Soil Survey Page 2 of 3 ' Soil Map-Essex County,Massachusetts,Southern Part Map Unit Legend g, ,1 * -c Essex County Ma s chusetts Southem Par[(MA606) tMap Unit Symbols „°,"phi Map Unit Name rta, , F'° '"Acresln AOlV Pereent of AOI 52A Freetown muck 0 to 1 percent slopes 3.1 1.1% 53A Freetown muck,ponded,0 to 1 percent slopes 1.8 0.7% 73A Whitman loam,0 to 3 percent slopes,extremely 5.6 2.0% stony ' 102C Chatfield-Hollis-Rock outcrop complex,3 to 15 93.2 33.7% percent slopes 102E Chatfield-Hollis-Rock outcrop complex,15 to 35 82.4 29.8% percent slopes ' 302D Montauk fine sandy loam,15 to 25 percent 1.5 0.5% slopes,extremely stony 3168 Scituate fine sandy loam,3 to 8 percent slopes, 0.7 0.2% ' very stony 316C Scituate fine sandy loam,8 to 15 percent slopes, 1.0 0.4% very stony 3178 Scituate fine sandy loam,3 to 8 percent slopes, 9.9 3.6% ' extremely stony 422D Canton fine sandy loam,15 to 25 percent slopes, 0.7 0.3% extremely stony 602 Urban land 15.6 6.7% ' 622C Paxton-Urban land complex,sloping 44.01 15.9% 626E Merrimac-Urban land complex,gently sloping 2.61 0.9% i ' 651 Udorthents,smoothed 1.41 0.5% 652 Udorthents,refuse substratum 6.1 2.2% 724C Hollis-Urban land-Rock outcrop complex,sloping 6.6 2.4% ' Totals for Area of Interest 276.3 100.0% USDA Natural Resources Web Soil Survey 10/18/2010 �� Conservation Service National Cooperative Soil Survey Page 3 of 3 1 1 1 m '.� $ � � 11 1 1 I 1 I, 1 1 1 1 1 1 1 1 1 Appendix B ' Boring Logs 1 t Figure No. 2 / fk EXPLORATION LOCATION PLAN a 4. 3 ' ' / •f ' ' fi/ .✓ "� GEOTECHNICAL ENGINEERING REPORT LOWE'S HOME CENTERS, INC. �/ r SALEM,MASSACHUSETTS SH—I I a - i' , }# / r"i Drawn By: RWH 'SH 102 SH-103 # v, /r ... - '.p ! / i i ;ry }✓ i r f.r Designed By: SSS .. - i 1'k--A"-`" +,4k 'F+. ,: �v A .`r"�-``, "' ;/r s /� •V I ; ,/ r Reviewed By: VRK W�j, d, a �v i Date: OCT 08 Figure Narrative This plan was based on a plan entitled "Salem, ' ., � f , , \ � •.._ ,-j, � # � MA Conceptual Grading" provided by Tetra Tech _ Rizzo of Manchester, New Hampshire on :TP L _/ a A+ October 16,2008. original scale V=50'. Test borings were completed by New Hampshire Boring, Inc. (NHB) of Londonderry, New A I d j/' Hampshire between June 5 and July 23,2008. l: i ' ' iAT 1 v ! 44-7 I �,/ a<, i��y," +' - _� Air-hammer bedrock probes were completed by vi Blasting Maine Drilling and m' ng of Milford, q -- •1 _ P: y -, �, �` r- Massachusetts on June 2,2008. i r SH 4A I SH-4 -1��..._ " \ f 1 T / / ' r* fi _ Excavator bedrock probes were completed by � NHB on June 13,2008. _ , 2 - v�v 3 I Hand-driven bedrock probes were completed by -�� / ,f, " .:;,.,, ,' f „ „ • , I - SHA between June 2 and July 23,2008. (�} I ,f T 1 AT 13 t , Q► .i c I PT �1 > - :., �z* sit t7 .n bsl- Al- 11 - x\•" AT 110 ✓ v ss DRAFT Vill — 4£ :` I / SH 5 ' ' , L Y � Z � nn�a�,r�a" Legend .4. ��� t Location boring with bedrock coring TP P � ,.,. sit-. 7 S vv ii AT 1 103KWIDE' 2n� i I J Location of test boring without a H 6:•, `� �� w 1 e _� `T bedrock coring AST; Y' 19 -w - Location of air-hammer 417 bedrock probe be Location of bedrock probe - ` T� 15 ,"- completed with an excavator , r Location of hand-driven II _ TP -8 STP s bedrock probe e H Vs r. ;/ S v,, ,� '� r TP 11 H : PROJECT NO.:2932.00 i \ P \' �\ v GMPHICP SME 9 . T12 ,zo , v... ii x f bAb r a so10 Y >. °' '_"-� .„ r ..,,a,. . �• .ter ;a,-J ..l :s„ /4 > ✓ osm ,d, - UE (ROUTE 107 - �_I-1L_L_L_L11LJ_L{�. HIGHLAND AVEN1-J11LLJ1JJ-J�� ezd; n , L J 1 TUT /A\ Project:Lowe's of Salem Log of Boring SH-1 ' M=S1 ' Location:Salem,MA Ground Elevation:199.0 feet jjj.11ll 111 SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:47 Drive and WashINX Core ' Sampling Method:NX Com44 BR,with 250 lb Down Pressure Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/12/08 - Not Measured Foreman:B.Thompson ' Date Started:06/12108 Date Finished:06112108 Logged By:L Norton Checked By:S.Sadkowski Depth Drill Sample Information Stratum Rate Sample Depth Poon an/ Field Geologic Description Remarks ( ) (min/R) No, (ft) Blows Rec Testing Loges Dcription er6 in (in) Data oft- TOPSOIL ' TOPSOIL/SUBSOIL. 2 d WEATHERED y' ' BEDROCK k. J f. J _ � t 4 6 C-1 4-9 60/56 __J -�__ Railer bit �toa� Poximately 4': n!u'. ( tp f t40 6 J C 1 � 9'} and,very slightly weathered J s11gh0}I' red,gmy*O white,One to 6 5 itl,A,g'mined,DIQRITE)with fractures J TF, 39'dipping`lrom,near horizontal to ' xt8y/olive Timm 7 to 8 feet. J R ,G RQ,D=07. . J 8 6 J ' 6 C-2 9-14 60/55 J BEDROCK -' st ly, 14 md,—_[[ghtly weathered, 0 10 5 J s I, !y iraGktt9d[g2}band white,fine to 1 m {drag a1ri. DpIORITE,Gray/olive r J A[,'1'from5'to 14 feet.REC=92%. 6 68%. >> 12 6 -.4 ; N J y.t m 6 O J - '> ' = 14 - 04 Boring terminated at 14 feet. 'a u i6 6 O o ' 4 K Y 7 h 0 22- 0 2 u, 3 y 0 0 24 z 0 m Sheet 1 of 1 SHAProject:Lowe's of Salem Log of Boring SH-2 , Location:Salem,MA Ground Elevation:1812 feet ' SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum is IMPROVING EARTH Drilling Method:4"Drive and Wash/NX Core Sampling Method:NX Core-#4 BR,with 2501b Down Pressure Groundwater Readings Dep , th Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/09/08 07:30 17.5, Grountl Surface 3' 33' 2 days Foreman:B.Thompson Date Started:06/05/08 Date Finished:06/05/08 ' Logged By:L Norton Checked By:S.Sadkowski DepDrill Sample Information Stratum it (mi�n/8)SNo le plh BlowSpoos Rec Testing Log Description n Pend Field Geologic Description Remarks r6in in Data ' TOPSOIL TOPSOIUSUBSOIL. J Roller Bit to approxi �} 7 C-1 3-7 48147 J C-1(3 toemt Ty Ha v�1lp ray tely win itep 4 7 moderately fry{ red gray with white f J fo mure ,$gmipdq DIORITE,fractfwith rom 1 I, near ves,;paCd9�0C 9 di.RQ D=% 30 to 5 J neary LBEC 98%.RQD=Bh ' 6 9 5 C-2 7-8 12/10 J sv C-2(7 to )s1{21d{ ,medium,slightly 8 V weathered sligfft[yfrsGWred,gray with4 C-3 8-13 60/60 J white,fine to miidmmgg ad,DIORITE, J +rIp 1. with Beverly weathered Yi9y"fi{ra from , 4 illi i &?.8 dipping near`hbbcb, I. J i'1 1 RFG�83%eRQD-42/ Cq (8 toz13 Y.-hhpdT o medium,fresh, J rulray wiN while,fne to 5 =.- mgmined DIORITE,with 1'Quarte J Aplile vein at 10.8 dipping 45°. ')iaaled fractures from 8 to 11'. N 12 5 *1 RPC=100%.RQD=90%. m 4 C4 13-18 $0` ,4- s� wkTSpX 4(13 to 18'):Hard to medium,fresh, a14 4 ,.,` sound,gray with while,fine to Z l mediumgmined,DIORITE,with , medium-grained,Quartz and Aplile veins R 5 J from 15.4-15.9'.REC=100%.ROD--93%. y 16 5 1 �4 ka Z 5 5lluggl yf 65 18 5C6 �`t$! y!! 60/60 o i h C-5(18 to 23'):Ham to medium fresh, Se IJ sound,gray with white fine to 0 4 n!+ medium-grained,DIORITE,with slightly 3 1 ".'''+'r J weathered fracture at 18.8'dipping 70°. N 20 5 Moderately weathered and partiallyheaded J fractures from 18-19'.REC=100%. ' 7q RQD=73%. 4 J ¢ J 0 22 4 J 3 J ur 4 C-6 23-26.5 42/36 o J C-6(23 to 26.5'):Hard,fresh,very slightly 24 fractured,grey with while,fine to , Z 5 J medium-grained,DIORITE.REC=86%. m J RQD=52%. Sheet:1 of 3 OSHA /A\ Project:Lowe's of Salem - Log of Boring SH-2 ' O \1 , /� Location:Salem,MA \\\ffJ jjjl 11 Ground Elevation:181.2 feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:4"Drive and Wash/NX Core Sampling Method:NX Com-#4 BR,with 250 lb Down Pressure Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hale Time Drilling Company:New Hampshire Boring,Inc. 06/09/08 07:30 17.5' Ground Surface 3' 33' 2 days Foreman:B.Thompson ' Date Started:06105/08 Date Finished:06/05/08 Logged By:L Norton Checked By:S.Sadkowski Drill Sample Information Stratum Depth Rate Sample Depth Hoon Perd FieldGeologic Description Remarks ' ( ) (min/fl) No, (8) Blows Rec Testing Log Description r 6 in in Data 5 J ' 25 5 J C-7 26.5-28 18/18 J 4 J C-7(26.5 to 28'):Hard,finish,Asound,gray with white fine to medilawaine'8• DIORITE.REC=100 t HQD=100°b, 28 4 CA 28-33 60/58 J ',rd J C-8(28 to 33 ;,Hard resh sound grey 5 J with white {o tb� iumgmined, _ ' DIORIT"E_ h laid ran olivine 3g J depose�"����++aanim "90.5-31.3'.REC=97/ 7 ROD J 7 J 32 J 7 J 6 C-9 33-38 60/60 J ' JI C-9(33 to 38),Haiouhesh sound,gray 34 Ih�whne,fine to meds ained, 6 J - DI16kfrEsryn}t1fracturess ftpiping near bhat 7 2'. AplOe vein al 6 ' 0011 '"0'.,';REC 00%.RQD=93%. 0 Do J Do 36 5 J m 4 BEDROCK m 5 G10 38-43 6tl/60 J 1 ?weathered, (38 to 43'):Hard,very slightly a6 0� weathered,slightly fractured from 38 to 38.9',gray with white,fine-grained, DIORITE,12"Quanz and Aplite vein at g 40 6 .14 38.T. 1/4"Aplile vein at 40.3 dipping 30°. REC=100%.RQD=80%. m 5 i 42- 6 J o J 0 5 C-11 93--8, 60/60' J 0C-11(43 to 48'):Hard,sound,very slightly rc 44 6 ,1 fractured,gray with white,fine to o medium-grained,DIORITE,Crack from 3 J 4343.6'. Healed vertical fracture from ' 0 4 J 43.644.1'.REC=100%.RQD=97%. 0 46 J 5 Q J r 0 5 J w m 48 4 C-12 48-53 60/60 J ' 0 J C-12(48 to 53'):Hard,fresh,sound,gray O J with white,fine to medium-grained, 3 5 DIORITE.REC=100%.RQD=95%. We J m Sheet:2 of 3 (\�Tu� /A\ Project:Lowe's of Salem Log of Boring SH-2 ' Jl ' /"� Location:Salem,MA Ground Elevation:181.2 feet ' jjjl 11 SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:4"Drive and Wash/NX Core Sampling Method:NX Core-1t4 Bit,with 2501b'Down Pressure Groundwater Readings Depth Depth Depth Sob. - Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/09/08 07:30 17.5 Ground Surface, 3' 33' 2 days Foreman:B.Thompson Date Started:06/05108 Date Finished:06/05/08 ' Logged By.L Norton Checked By:S.Sadkowski Drill Sample Information Stratum h Spoon Pend Field(fth Rate Sample Depth Bows Rec Testing Log Description Geologic Description Remarks (min/ft) No. (ft) er6i in Data , 50 5 J 4 J J 52 4 J - 4 C-13 53-58 60/60 J ' J C-1 3(53 to 58'): resh sou ray: 54 4 with white,fn4;to medmmyrained J DIORITE Fe`klsper veins at 54.3 J REC 10 D=100%. x a , 5 BEDROCK h 56 4 VJ 'Ih, '¢5' V . 4 J l,•�a 58 4 C-14 58-60 24/24 a C 14(58 to 60'): a I hash,, erysligh0y , 4 J F °VI i �(?4plySed gray with wdar„ld pink and J l ,.fmgliir�'torr0,ediumymined,DIORITE, fifio V i iN1U1 Kpn2ont81 h'dcluLe at 50.7'. Quartz, 0 60 - .� Fe cisp$r end t3lwme mmeml deposition frpt,58�5§'9=.. C--100%.RQD=100%. I `` Id00d9 terminated at 60 feel ' > i ii IM'! a 0 62 i I Iuiy.44 r { > 64 �. I N d e- 4 1{.. oifi; 0 o � S, K 3 7 y a a 72 ' ai vi u 0 �[74L , z 0 m Sheet:3 of 3 mc ASHASHA Project:Lowe's of Salem Log of Boring SH-3 Location:Salem,MA Ground Elevation:193.8 feet Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:4"Drive and WashINX Core ' Sampling Method:NX Core-#4 Bit with 2501b Down Pressure Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ret.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/09/08 -- Not Measured Foreman:B.Thompson Date Started:06109/08 Date Finished:06/09/08 Logged By:L Norton Checked By:S.Sadkowski Depth Drill Sample Information Stratum Rate Sample Depth Spoon PW FieldGeologic Description Remarks ( ) (minOt) No. (ft) Blows 6 n R'In TDaata Log Description ' TOPSOIL TOPSOIUSUBSOIL. 2 —2'-__ mti7' J ` -e n `I Roller Bit to appro maE: 7 C-1 4-9 60/60 J C-1(4 to",8I_Haz very slightly weathered, 7 J sound.� my with white.fine to medlumgmined,DIORI E,with fractures ' 4 sped tiy0"dipping, Quartz and 6 6 J Apfifevems at 4.9- -5Atg-7.4,and R "dipping 3p 5 HEC=100%. 7 J J E8 J ' m J 8 C-2 9-14 60/60 VJ_ ' t4 fd ,. very slightly 10 we red Ightiyflaclured gray with 8 J w Ieg20�lNue Zrrined DIORITE, t r J hfretures sp ted 318"dipping near 8 hod ontal to 60°. 1/4"Quartz and Aplite J ,veipat 10 4 dipping 45°. Partially healed fractures 11-11.5'.REC=100%. < 12 8 Rr,0D=70%. Z4;i m 8 BEOROCf( . a 14 11 C-3 14-19 6001559 a: ` C3(14 to 19'):Very hard,fresh,Sound. 12 J blue gray with white,fine-grained, DIORITE,1/2"Quartz and Aplite vein from R B 18.2 18.4'dipping 45°.REC=98°!a. q 16 12 _ `{". RQD=98%. O Z 12 J 0 o J m m 1814 J 0 0 0 - C - V 20 C4 19 24' ¢0760 J J C4(19 to 24'):Very hard,fresh,sound, 21 _ T blue gray with white,fine-grained, J DIORITE,1/2"Quartz and Aplite vein at ry 20.2 dipping near horizontal. 1/4"Quartz 21 J and Aplite vein from 20.7-20.8'dipping 45°. 7 118"Aplite vein with crack from 22.6-22.7' r J dipping 30'.REC=100%.RQD=92%. ' 0 22- 20 u J 3 J 23 O J ' i 24 24 C-5 24-29 60/60 J z m J r C-5(24 to 29'):Very hard,fresh,sound, Sheet:1 of 2 1 SMProject:Lowe's of SalemLog of Boring SH-3Location:Salem,MA Ground Elevation:193.8 feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:4"Drive and Wash/NX Core Sampling Method:NX Com-4114 Bit,with 250 Ib Down Pressure Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/09/08 -- Not Measured Foreman:B.Thompson Date Started:06/09/08 Date Finished:O6/09108 ' Logged By:L Norton Checked By:S.Sadkowski Drill Sample Information Stratum Depth RateSpoon Pen/ Re Sample Depth Blows Rec Tng estiLog Description Geologic Description Remarks (min/ft) No. (ft) tooer in in Date ' 26 ./,l blue gray with white,One to medium 75 dip,DIORITE,1118"C-1,Quartz 26 V vein x127.5'dipping 45°.REC-I 24 `I RQD=100%. � J 30 J '�i 1�1�sE51i 28 25 J 'I' J ? 11 C-6 29-34 60/59 J J C8(29 A& V11-11,2rd fresh,sound blue 30 9 gray wit6ifiiWfine to medium-grained J DIORt#E:-WJth fracturesspaced 5-14 "$ dippiromofir horizontal'06,0°. 4 Quartz 9 J a6a]*51 e vein from7J3iJti'83.5'.REC=98%. dtQD 32 J ' 8 J 7 tn 34 J y I 4k�'p,Y ' 8 C-7 34-39 60/56 J HDR7'(34 t439);f q very slightly J we4j6d. hid with white and 7pink'tjrro ome�diyr -g rained,DIORITE, J ,� vti01 ums spaced 8-24"dipping from ' 36 vi FyYc(Spar deposition 36 5-37'near 7 J i I,;� ontal to 30° Olive/grey,BASALT m37-39'. Exteremelyfracturedfrom m 8 F ; .Lry..�317 to 38.1'.REC 93/.RQD=78%. 38—m 8 NO O �:Ii'� lq 1-A J7•, 3a ¢ C-8 39-44 C-8(39 to 44'):Hard,fresh,sound,gray, ' 0 40 ';ZI'p,;,4 fine-grained to aphantic,BASALT,with fractures spaced 8-13"dipping 30-45°. R y ,[ Gray and while DIORITE from 42.5-44'. REC=97%.RQD=88%. m e Z 42- 0 2 m J o44— J ' V ox —44 Boring terminated at 44 feet. 3 h 46— V v ' w � 48 vi 0 0 0 t z 0 m ' Sheet:2 of 2 1 ' (\"� Project:Lowe's of Salem Log of Boring SH41SH-4A ' IA SHA Location:Salem,MA Ground Elevation:162.5±feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:21/4 Hollow Stem Auger Sampling Method:2"Split Spoon,Auto-Hammer Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/12/08 --- Not Enmunlered Foreman:B.Thompson Date Started:06/12/08 Date Finished:06112108 Logged By:L Norton Checked By:S.Sadkowski Sample Information Stratum S'mople Depth &Owen Rec Testing Log Description Geologic Description Remarks ' i Data 0 --0--- TOPSOIL. TOPSOIL 1)Auger refusal encountered at ' ---1'---- approximately 3.5 feel. Boring Brown,fine to coarse SAND 8 GRAV 'x Silt. offset approximately 40 feet north i Moist.FILL. and drilled as SHAA. 2 rl i ' FILL i S-1 5-5.8 50 10/6 r WEATHERED S-1(5 W 5 8)0.1gry .�nse,brown,fine to coarse ' 10014" `t' BEDROCK SAND,lrac�e S{{k. ISL W EAT14ERED 6 --5.8'-- BEDROCIL 'kc�lpii Boling'g {Iia14;M215.8 Wto auger refusal. 8 10 i 12 m ' m i? > 10. a_ 4�F O O z 2 O m 18 O O K O 3 ' ry 20 7 a o 22- 0 2 3 N 0 O z rc m Sheet:1 of 1 Project:Lowe's of Salem ' S][ /� Log of Boring SHS— __][A Location:Salem,MA Ground Elevation:153.0 t(set ' SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:21/4 Hollow Stem Auger Sampling Method:2"Split Spoon,Auto-Hammer Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/12/08 09:00 6' Ground Surface 7' <5 minutes Foreman:B.Thompson Date Started:06/13/08 Date Finished:06/13/08 ' Logged By:L Norton Checked By:S.Sadkowski Sample Information Stratum Depth Sample Depth pOon a le Geologic Description Remarks (ft) No. (p) &ows Rec Testing Log Description ' in finI Data TOPSOIL TOPSOIL. 2 I� I 1 rs 4 mgrs 1 S-1 5-7 17 24/17 FILL &1(5 to 7'):';'4 trace with gray and Smogs 22 I' fine to wars S trace Grave trace Silt.Molst 6 20 to wet Fl U 21 li g .. I sf r 51. 8 ''.-.'1�', S-2 9.5-9.6 50/1" 1/0 vsS2(ROC 9rN Raidf;etllps tip. WEATHERED 10 -90 `¢BEDROCK �'� :N $Ong teff-hated at 9.' �`t due to auger refusal. ' p U > LA I 12 Not i F r. ' > 14 Ell �j$ w R a i P 16 N � o � _ zA N 18 q ' o 3 h ' 0 22- 0 2 ' 3 N 0 O 2 K m Sheet:1 of 1 ' Project:Lowe's of Salem Log of Boring SH-6' Location:Salem,MA = Ground Elevation:149.0 t feet OSHA SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:41/4'Hollow Stem Auger Sampling Method:2"Split Spoon,Auto-Hammer Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/13/08 -- Not Encountered Foreman:B.Thompson t Date Started:06113/08 Date Finished:06113108 Logged By:L Norton Checked By:S.Sadkowski Sample Information Stratum Depth S No. Depth Blows Rec TestingLog Descrip0on Geologic Description Remarks ni Date ' n i 0 -0 Brown,One to coarse SAND,little O trace TOPSOIL Gravel,tram Roots/Grass.Moist.TOPSOIL. --_p—_ 9 Bodn terminated at 1 foot due to au "' I. 2 R. 4 z:. s 8 1 d tD a 1z N m L7 ) g 16 ' N O Z K mur 18 O K O 3 ' ry za n ' 0 22 w 3 vi O 0 ' O 24 z rc m Sheet:1 oil �MS 'Project:Lowe's of Salem Log of Boring SH-7 ' Location:Salem,MA Ground Elevation:168.5 feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum ' IMPROVING EARTH Drilling Method;41/4 Hollow Stem Auger Sampling Method:2"Split Spoon,Auto-Hammer Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/13/08 10:00 5' Ground Surface 15' <5 minutes Foreman:B.Thompson Data Started:06/13/08 Date Finished:06/13/08 ' Logged By:L Norton Checked By:S.Sadkowski Sample Information Stratum Depth Sample Depth Bloonn Pery Rev TField Log Description Geologic Description Remarks No. (ft) aer61l Iml Data , 0 __-0•_—_ Dark brown,fine to coarse SAND,some Silt,trace SU Leaves,Roots,Grass mat,trace Gravel.Moist. 1)Dnlled approximately 5 feet T SUBSOIL BSOII/ TOPSOILISUBSOIL. , south of AT-13. , 4 S-1 5-7 20 24/20 S-1(5 to T) Ve"rydense,broom w/orange fine to 28 coarse SAND trace''Sih,trace Gravel.Wet. 6 30 25 8 SAND N 10— S-2 10-12 12 24/21 &2(10 tokt fine to coarse 17 SAND,tram$itrra(WGraLel.Wet. 0 20 , u 18 i 12 a .-'g 74 �, f w15, , N S-3 15-15.4 100/ ' /4 5-3(15 to 15.4'):Very dense,gray,GRAVEL,little 75.4'--- Sand,trace Silt.Wet.WEATHERED BEDROCK. 'a � 16— Boring terminated at 15.4 feet due to refusal. o ' u z4m O 18 u ' 0 3 w 20— < 0 ' 7 0 22- 61 2 y 0 0 W 24 ' z 0 m Sheet:1 of 1 ' 0 C Project:Lowe's of Salem Log of Boring SH-101 Location:Salem,MA `J Ground Elevation:192.0 3 feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:4"Drive and Wash/NX Core Sampling Method:NX Core410 Bit with-2501b Down Pressure Groundwater Readinepth Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 07/23/08 --- Not Measured Foreman:B.Thompson Date Started:0723/08 Date Finished:07/23/08 Logged By:L Norton Checked By:S.Sadkowski Drill Sample Information Stratum ' DepthDrill Sample Depth loonPontre Geologic Description Remarks (ti) (minRt) No. (It) Blows Rec Testing Log Description r 6 in fini Data TOPSOIL TOPSOIL. J- Roller BR to approximately 2'. J WTHERED 2 C-1 2-3.5 18/10 BEDROCK C-1(2 to 3.5'):Hard,�$$vatpk'A" red, ' 4 J extremely lmctured�giilue ___3.5'-- orange/brown wea(heIII. fine 4 C-2 3.5-7 42/42 J , grained DIORITbR, 5fi%_R eyo- 7 J C 2(3 5 T) 'and,fresh,slightly ' 6 J frectu[ blueimy,fine to medwm•g[afried DIOgI7E,withfractures 8 J sg4t•ad-3-9'dippmgtfar horizontal to 7 ryafUral Verircat ure from 6.7-T. J N(7 'R '36 t''7 C-3 7-12 60/58 `): f3 !!ghlly weathered, 8 4 J slightly fraaure0 Ldu9My,fine to J medium-grained GIORnE,with fractures spaced 3-11"dipploohePf$ zontalto 7 J 4 vRNUcaI Verficalfractat. . 7-7.6'. 1 RGY91Ye.�RQD 72/ 10 9 J _ 4 O 7 J > 12- 8 C4 12-17 60/ „(3' N J7,` BEDROCK :L''1 12 to 1T):Hard,fresh,sound, m 8 t>€Rymy,fine to medium-grained, u 1 -QIORITE,with fractures spaced 4-14" �tTdipping near horizontal to 30". 1/4"Quartz a 14 7 J and ADlim veins from 12-13.2'. BASALT x from 14.7-15.9.REC=90%.RQD=83%. a n 6P 16— J a !22 w 7 7- t6016q11, o C-5(17 to 22'):Hard,fresh,sound, ' m 18 8 J blue-gray,fine to medium-grained, o DIORITE,with fractures spaced 3-30" J dipping 30-60°. Crack from 17-17.9'. Gray rc 11 BASALT from 19.4 to 22'.REC=100%. 3 J RQD=92%. 0 20' J m 8 J 7 8 J ' 0 22 J —22'--_ w 9 Boring terminated at 22 feet. 3 O 0 ' � 24 z 0 m Sheet:1 of 1 J Project:Lowe's of Salem Log of Boring SH-102 ' Location:Salem,MA , � Ground Elevation:200.0 t feet M SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:4"Drive and Wash/NX Core Sampling Method:NX Core4110 Bit with-2501b Down Pressure Groundwater Readings pth ' DeDepth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 07/23/08 07:00 6' Ground Surface 2' 17' -17 hours Foreman:B.Thompson Date Started:07/23/08 Date Finished:07/23/08 ' Logged By:L Norton Checked By:S.Sadkowski Drill Sample Information Stratum °(fth Rate Sample Depth Spoon PeW Field Blows Rec Testing Log Description (ft) Geologic Description Remarks ' (min/ft) No. er6i in Data 0— TOPSOIL TOPSOIUMOSS,14 . J ' Roller Bit to approximately 2'. J 2 C-1 2-7 60/60 J J C-1(2 to 7) Hard ve SIIyhOy.We eyed very slightly fractured bl, -1.':Mo J 6 medium-grained,.f514 wit Cpl spaced 2-13" it ar hodzo7it tp'F p. 4 5 J 70 Partial) .pealedd racture from 3 p dipping70 3j$",Quariz vein from 628 J dipping -100%.RQD=93. - 100%.RQD=93/ 5 'J 6 5 J J ' 5 C-2 7-12 60/59 vJ C-2(7 to iotkHar ;)yery slightly g 5 J weathered,sbit 1rlgmy,fine to medium-graine�diiplORI wlih fractures J spaced 7 26"dipping tg+'at onwl to V +gQuarh and lit" from 4 J ,ti t ii'44x:BasaIt from W4-12'. v °lq,RCib;Tap o. to— 4 J v J 'ip 4 J BEORO !(`. Q 12 8 C-3 12-170115 + 12 to 17'):Hard,fresh,sound,gray, t m 7 J$. aq)ianitic,BASALT,and Blue-gray 0 VORITE(from 12.7-17'). 1/4"Quartz and .�' lite veins at 13.2 and 13.5'dipping 30'. 14 9 ` REC-97%.RQD=97%. J� 1 " v 10 J o ±1 0 16- 10 MB; O J '8 W�! 7-22 60/ � 0 J C-4(17 to 22'):Hard,fresh,sound, 18 8 blue-gray,fine to medium-grained, , J DIORITE,1/2"Quartz and Aplite vein from 0 17 3 17.5'dipping near horizontal. 1/2" 4 J Quartz and Aplite vein from 20.1-20.3' 0 7 VJ dipping 30°.Gray BASALT from 20.6-221 3 REC-95%.RQD=92%. 20 7 0 J ' N J 10 VJ 0 22 8 v ----22---- Boring terminated at 22 feel. , 3 0 0 Z 2C ' 0 m Sheet:1 of 1 ism Project:Lowe's of Salem Log Of Boring SH-103 ' v\ Location:Salem,MA Ground Elevation:197.5_feet IMPROVING EARTH SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:4"Drive and Wash/NX Core Sampling Method:NX Core<fl0 Bit with-250 to Down Pressure Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 07/22/08 — Not Measured Foreman:B.Thompson ' Dale Started:07/21/08 Date Finished:07/22108 Logged By:L Norton Checked By:S.Sadkowski Depth Drill Sample Information Stratum Rate Sample Depth Spoon an/ Field Geologic Description Remarks (ft) (minHl) No. (ft) Blows Roc Testing Lag Description mr6in tint Date 0 _A Brown,fine to Coarse SAND,little Sill, trace Gravel,trace Roots/Leaves.Moist. ' TOPSOIL/ TOPSOIL/SUBSOIL. SUBSOIL 2 ' - J Roller Bit to approxi a{el 3 C-1 3.5-6.5 36/28 d 4 10 J C-1(3.5 to HaN,severely weathered, extremely,fracture-'1c,dark gray with oreng°e' ' weatherin ,fris7grained,BASALT,with '3 1gWEATHERED fmctur�el near horizontal to near J BEDROCK ve 78/o.ROD=-0%. ,e 654 J G2 6.5-8.5 24/21 V. J a s 6 C-2 5 to 8.5)fiam,moderately �- weathered,mcdeAtely fractured,blue-gray with orengewrc2tftEil', (high Quartz 8 20 - 8 - content),fineT0,_r ediuM' aired, i ' C-3 8.5-13.5 60/60 J DIORITE and SAREO=88%.-- J - R4D21%. I 5 —J J 9s 5fo'i35'):He slightly weathered, e 10 10 J sli92gfractulett�b�l���eyray,fneymined, Okllt@,with fraLtures spaced 3-10" ' 13 J lIp» near horizontal to 60°. Quartz and "., ) veins from 9.2-9.4,10.5-10.6,and !L .1-11.5'.REC=100%.RQD=78%. m 12 24 i 0.11; m 30 O C4 13.5- 14- 44 3.5-14 44 15.5 ,y„' - C4(13.5 to 15.5') Hard,fresh,sound, blue-grey,fine-grained,DIORITE. J REC=100%.RQD=100%. 60 C-5 ISIS,48! 30/ 0 BEDROCK ' w 16 7 ,F i' 31 CS(15.5 to 18'):Hard,fresh,(moderately 0 11 weathered 16.5-18')(Severely fractured from 16.5-18')sound,blue-gray, Z 6 fine-grained,DIORITE,with fracture at l6' o dipping 40°.REC=100%.RQD=20%. m 3 ' a 18 7 G6 '18- 60/60 21 J O J C-6(18 to 23'):Hard,fresh,sound,to very slightly fractured,blue-gray,fine-grained, 0 6 ! J DIORITE,dipping near horizontal to 70°. 3 N Healed fracturesfrom 18-19'.REC=100%. 7 J RQD=88%. ry J 10 J 7 a ' J p 22- 14 3 J Is 21 -23 Boring terminated at 23 feet 0 0 ' cs 24 z 0 m Sheet 1 of 1 1 ' TABLE 2 Summary of Bedrock Probe Refusal Data ' Lowe's of Salem Salem, Massachusetts 2932.00 A� Ground Depth Approx. Ground Depth Approx. ' Exploration Surface to Refusal ExplorationSurface to Refusal Location Elevation Refusal Elevation Location Elevation Refusal Elevation III) (ft) (ft) (ft) (ft) (ft) AT-1 162.9 13.0 149.9 TP-7 172.7 2.5 170.2 ' AT-2 162.3 4.5 157.8 TP-8 158.5 2.5 156.0 AT-3 165.9 2.0 163.9 TP-9 148.7 0.0 148.7 AT-4 179.0 2.0 177.0 TP-10 171.3 2.0 169.3 ' AT-5 192.6 1.0 191.6 Tp_11 169.9 2.5 167.4 AT-6 193.9 0.5 193.4 TP-12 166.0 2.0 164.0 AT-7 186.6 1.0 185.6 TP-13 172.4 3.5 168.9 AT-8 190.8 1.0 189.8 TP-14 168.5 0.5 168.0 AT-9 192.4 1.5 190.9 TP-15 172.8 1.5 - 171.3 AT-10 188.8 LO 187.8 TP-16 162.3 0.0 162.3 AT-11 156.5 4.0 152.5 TP-17 162.5 3.5 159.0 AT-12 167.8 1.0 166.8 TP-18 126.2 0.0 126.2 1 AT-13 168.5 12.0 156.5 TP-19 147.6 0.0 147.6 AT-14 153.7 9.0 144.7 SHPP-I 175.9 0.6 175.3 AT-15 171.5 1.0 1 170.5 SHPP-2 173.6 1.0 172.6 ' AT-16 150.2 2.5 147.7 SHPP-3 167.2 0.5 166.7 AT-17 1 148.7 11.5 137.2 SHPP-4 165.4 0.6 164.8 AT-18 147.5 8.5 139.0 SHPP-5 184.4 0.5 183.9 AT-l9 177.8 1.0 176.8 SHPP-6 176.4 0.8 175.6 ' AT-20 175.0 0.5 174.5 SHPP-7 176.7 2.0 174.7 AT-21 132.5 1.5 131.0 SHPP-8 150.6 LO 149.6 TP-1 188.9 2.0 186.9 SHPP-9 169.5 0.2 169.3 TP-2 194.8 3.5 191.3 , SHPP-10 171.0 0.0 171.0 ' TP4 180.5 0.0 180.5 SHPP-Il 141.9 0.3 141.6 TP-4 176.6 0.0 176.6 SHPP-101 195.5 0.7 194.8 TP-5 191.3 2.5 188.8 SHPP-102 199.0 LO 198.0 TP-6 183.9 1 4.0 1 179.9 Notes: ' 1. Ground surface elevations surveyed by Tetra Tech Rizzo of Braintree,MA on May 30 through June 2,2008,with the exception of SHPP-101 and SHPP-102 which were estimated based on field measurements from prominent site features and interpolated to the nearest 0.5 feet based on the grading plan provided by Tetra Tech Rizzo. _ 2. AT-series explorations were conducted by Maine Drilling and Blasting,of Milford,MA on June 2,2008 using an air-hammer probe. 3. TP-series explorations were conducted by New Hampshire Boring,Inc.of Londonderry,NH on June 13,2008 using a Komatsu PC27MR-2 mini-excavator. ' 4. SHPP-series explorations were conducted by SHA on June 5 through July 23,2008 using a hand-driven probe. 5. Elevations reference City of Salem,Massachusetts vertical datum. SoW SDATA@990@93200M.,k00081029 fnf.,W-D.A,tl Page 1 of I Sanborn,Head&Associates,Inc. 1 1 1 1 1 1 1 1 1 x 1 'a c m CL M Q 1 1 1 11 1 1 1 1 1 1 1 1 1 1 t Appendix C ' HydroCADO Pre- and Post-Development Calculations & StormCADO Hydraulic Analysis ' S ISI ' Sabcat men13 � 2cE` 2dE. tx Wetland Are., 0 1 Ria 1'Rb Subcatchment 2C Subcatchment 2d ' Intermittent Slre rte e� Intermittent Stream x 1Rc, ^v 2bE. 2aE Intermide lsheam Subralchmenl 2b Subwtchment 2a Subcatchment 4 2 Wetlan Area E ' 1E- Subcatchment 1 „2R. ' Wetland Area E Outlet 6E_` OII ' Subcatchmenl6 A z4'RC untler URC 9E 1' 10Ei 11 E': 15E€: Highla tl Ave. Subcatc iment 8 S.lueak iment 9 Subcald iment 10 Sulacatcl iment 11 Subcatchment5 24"RCP Hhland Ave to Co lidge Subcatchment 7 PA). PA2. PA3, PA4 PA5 Point of Analysis 1 Point of Analysis 2 Point of Analysis 3 Point of Maysis 4 Point of Analysis 5 Subcat Reach on Link Drainage Diagram for Existing Condition-01 �1 a�ttr: Prepared by{enter your company name here}, Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Existing Condition-01 Prepared by {enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 2 ' Area Listing (all nodes) Area CN Description ' (acres) (subcatchment-numbers) 2.497 77 Brush, Poor, HSG C (1E, 2aE, 2bE, BE, 9E) , 29.552 77 Woods, Poor, HSG C (1 E, 2aE, 2bE,2cE, 2dE, 3E,4E,6E, 7E, 8E, 9E, 10E, 11 E) 30.011 83 1/4 acre lots, 38% imp, HSG C (4E, 5E,6E,7E) 0.270 87 Dirt roads, HSG C (1 E, 2aE, 2bE, SE) 1.790 94 Urban commercial, 85% imp, HSG C (6E) ' 1.582 98 Paved parking& roofs (1 E, 2aE, 2bE, BE, 9E) 2.885 98 Water Surface, HSG C (3E,4E) Existing Condition-01 Type //124-hr2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 3 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS ' Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlE: Subcatchmentl RunoffArea=104.520 sf 13.29% Impervious Runoff Depth=1.40" ' Flow Length=578' Tc=9.7 min CN=80 Runoff=3.43 cfs 0.280 of Subcatchment2aE:Subcatchment2a Runoff Area=74.583 sf 1.74% Impervious Runoff Depth=1.27" Flow Length=612' Tc=14.2 min CN=78 Runoff=1.93 cfs 0.182 of ' Subcatchment2bE:Subcatchment2b Runoff Area=220.572 sf 3.29% Impervious Runoff Depth=1.27" Flow Length=215' Tc=14.6 min CN=78 Runoff=5.63 cfs 0.537 of ' Subcatchment2cE: Subcatchment2c Runoff Area=8,004 sf 0.00% Impervious Runoff Depth=1.21" Flow Length=170' Tc=14.0 min CN=77 Runoff=0.20 cfs 0.019 of ' Subcatchment2dE: Subcatchment2d Runoff Area=14.045 sf 0.00% Impervious Runoff Depth=1.21" Flow Length=458' Tc=19.3 min CN=77 Runoff--0.30 cfs 0.033 of Subcatchment3E: Subcatchment3 Runoff Area=352.158 sf 13.46% Impervious Runoff Depth=1.40" Flow Length=731' Tc--27.5 min CN=80 Runoff--7.71 cfs 0.944 of Subcatchment4E: Subcatchment4 Runoff Area=154.273 sf 58.32% Impervious Runoff Depth=2.08" 1Flow Length=217' Tc=22.2 min CN=89 Runoff=5.56 cfs 0.614 of SubcatchmentSE:SubcatchmentS Runoff Area=403.752 sf 38.00% Impervious Runoff Depth=1.61" Flow Length=1,761' Tc=22.2 min CN=83 Runoff--1 1.26 cfs 1.243 of Subcatchment6E: Subcatchment6 Runoff Area=245.683 sf 36.12% Impervious Runoff Depth=1.68" Flow Length=1,403' Tc=47.1 min CN=84 Runoff--5.01 cfs 0.791 of Subcatchment7E:Subcatchment7 Runoff Area=943.101 sf 32.78% Impervious Runoff Depth=1.54" Flow length=1,525' Tc=32.2 min CN=82 Runoff--21.22 cfs 2.775 of ' Subcatchment8E: Subcatchment8 Runoff Area=214.484 sf 1.16% Impervious Runoff Depth=1.21" Flow Length=731' Tc=25.0 min CN=77 Runoff=4.16 cfs 0.497 of Subcatchment9E: Subcatchment9 Runoff Are6=246.565 sf 17.84% Impervious Runoff Depth=1.47" ' Flow Length=1,028' Tc=21.5 min CN=81 Runoff--6.32 cfs 0.693 of SubcatchmentlOE:Subcatchmentl0 Runoff Area=1,608 sf 0.00% Impervious Runoff Depth=1.21" ' Flow Length=294' Tc=13.2 min CN=77 Runoff=0.04 cfs 0.004 of SubcatchmentllE: Subcatchment1l Runoff Area=4,277 sf 0.00% Impervious RunoffDepth=1.21" Flow Length=279' Tc=14.1 min CN=77 Runoff=0.10 cfs 0.010 of ' Reach 1 Ra: IntermittentStream Avg. Depth=0.12' Max Vel=0.53 fps Inflow=0.49 cfs 0.349 of n=0.050 L=105.0' S=0.0133'/' Capacity=1,215.71 cfs Outflow=0.49 cfs 0.349 of Reach 1Rb: Intermittent Stream Avg. Depth=0.13' Max Vel=0.75 fps Inflow=0.20 cfs 0.019 of n=0.050 L=85.0' S=0.0235'P Capacity=973.97 cfs Outflow=0.19 cfs 0.019 of Existing Condition-01 Type 11124-hr2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 4 ' Reach 1Rc: Intermittent Stream Avg. Depth=0.53' Max Vel=3.19 fps Inflow=5.98 cfs 0.905 of n=0.050 L=573.0' S=0.0740'P Capacity=740.66 cfs Outflow=5.79 cfs 0.905 of Reach 2R:Wetland Area E Outlet Avg. Depth=0.14' Max Vel=1.54 fps Inflow=1.29 cfs 1.150 of ' n=0.050 L=331.0' S=0.0539'P Capacity=6,334.34 cfs Outflow=1.29 cfs 1.150 of Reach 3R: 24" RCP Under Highland Ave. Avg. Depth=0.39' Max Vel=8.02 fps Inflow=3.43 cfs 1.430 of ' 24.0" Round Pipe n=0.013 L=70.0' S=0.0340'/' Capacity=41.71 cfs Outflow=3.43 cfs 1.430 of Reach 4R:24"RCP Highland Ave to CoolidgeAvg. Depth=0.70' Max Vel=5.95 fps Inflow=5.87 cfs 2.221 of ' 24.0" Round Pipe n=0.013 L=1,062.0' S=0.0096'P Capacity=22.13 cfs Outflow=5.85 cfs 2.221 of Reach PA1: Point of Analysis 1 Inflow=36.40 cfs 6.239 of Outflow=36.40 cfs 6.239 of ' Reach PA2: Point of Analysis 2 Inflow=4.16 cfs 0.497 of Outflow=4.16 cfs 0.497 of , Reach PA3: Point of Analysis 3 Inflow=6.32 cfs 0.693 of Outflow=6.32 cfs 0.693 of Reach PA4: Point of Analysis 4 Inflow=0.04 cfs 0.004 of ' Outflow=0.04 cfs 0.004 of Reach PA5: Point of Analysis 5 Inflow=0.10 cfs 0.010 of Outflow=0.10 cfs 0.010 of Pond 1 W:Wetland Area D Peak Elev=174.89' Storage=31.068 cf Inflow=7.71 cfs 0.944 of Primary=0.48 cfs 0.316 of Secondary=0.00 cfs 0.000 of Outflow=0.48 cfs 0.316 of Pond 2W:Wetland Area E Peak Elev=128.76' Storage=35.665 cf Inflow=12.98 cfs 1.701 of Outflow=1.29 cfs 1.150 of , ' Existing Condition-01 Type /// 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1 E: Subcatchment 1 ' Runoff = 3.43 cfs @ 12.14 hrs, Volume= 0.280 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description ' 76,063 77 Woods, Poor, HSG C 13,889 98 Paved parking & roofs 1,272 87 Dirt roads, HSG C 13,296 77 Brush, Poor, HSG C ' 104,520 80 Weighted Average 90,631 86.71% Pervious Area 13,889 13.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.1900 0.16 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 2.0 207 0.1159 1.70 Shallow Concentrated Flow, Shallow Conc. Flow Woodland Kv= 5.0 fps 2.4 243 0.1110 1.67 Shallow Concentrated Flow, Shallow Conc. Flow ' Woodland Kv= 5.0 fps 0.1 41 0.0976 5.03 Shallow Concentrated Flow, Rip-Rap Unpaved Kv= 16.1 fps 1 0.1 25 0.0928 6.18 Shallow Concentrated Flow, Sidewalk-Street Paved Kv= 20.3 fps 0.0 12 0.1090 14.98 11.76 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 9.7 578 Total Summary for Subcatchment 2aE: Subcatchment 2a ' Runoff = 1.93 cfs @ 12.20 hrs, Volume= 0.182 af, Depth= 1.27" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description ' 50,403 77 Woods, Poor, HSG C 1,299 98 Paved parking & roofs 2,776 87 Dirt roads, HSG C ' 20,105 77 Brush, Poor, HSG C 74,583 78 Weighted Average 73,284 98.26% Pervious Area 1,299 1.74% Impervious Area 1 Existing Condition-01 Type /// 24-hr 2-Year Rainfall=3.20" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCADO 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 6 ' Te Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 100 0.2870 0.22 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 2.3 131 0.0183 0.95 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps ' 2.1 141 0.0255 1.12 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps 1.6 112 0.2232 1.18 Shallow Concentrated Flow, Shallow Conc. Forest w/Heavy Litter Kv= 2.5 fps ' 0.7 128 0.0391 2.97 Shallow Concentrated Flow, Shallow Conc Grassed Waterway Kv= 15.0 fps 14.2 612 Total ' Summary for Subcatchment 2bE: Subcatchment 2b Runoff = 5.63 cfs @ 12.21 hrs, Volume= 0.537 af, Depth= 1.27" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" ' Area (sf) CN Description 175,319 77 Woods, Poor, HSG C 7,251 98 Paved parking & roofs , 6,673 87 Dirt roads, HSG C 31,329 77 Brush, Poor, HSG C 220,572 78 Weighted Average ' 213,321 96.71% Pervious Area 7,251 3.29% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 13.4 100 0.0680 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" , 1.2 115 0.1096 1.66 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 14.6 215 Total Summary for Subcatchment 2cE: Subcatchment 2c ' Runoff = 0.20 cfs @ 12.20 hrs, Volume= 0.019 af, Depth= 1.21" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" , Area (sf) CN Description 8,004 77 Woods, Poor, HSG C 8,004 100.00% Pervious Area , 1 Existing Condition-01 Type 111 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 7 Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 6.4 74 0.2392 0.19 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 6.1 26 0.0330 0.07 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.5 70 0.0250 0.79 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 14.0 170 Total Summary for Subcatchment ME: Subcatchment 2d Runoff = 0.30 cfs @ 12.28 hrs, Volume= 0.033 af, Depth= 1.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 14,045 77 Woods, Poor, HSG C ' 14,045 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (fUsec) (cfs) 12.1 100 0.0880 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 44 0.2045 2.26 Shallow Concentrated Flow, Shallow Conc ' Woodland Kv= 5.0 fps 6.2 111 0.0144 0.30 Shallow Concentrated Flow, Shallow Conc. Forest w/Heavy Litter Kv=2.5 fps ' 0.1 37 0.0110 5.62 4.42 Pipe Channel, 12" pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.011 Concrete pipe, straight & clean 0.6 166 0.0970 4.67 Shallow Concentrated Flow, Shallow Conc ' Grassed Waterway Kv= 15.0 fps 19.3 458 Total ' Summary for Subcatchment 3E: Subcatchment 3 Runoff = 7.71 cfs @ 12.38 hrs, Volume= 0.944 af, Depth= 1.40" 1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area(sf) CN Description 304,762 77 Woods, Poor, HSG C 47,396 98 Water Surface, HSG C ' 352,158 80 Weighted Average 304,762 86.54% Pervious Area 47,396 13.46% Impervious Area Existing Condition-01 Type 111 24-hr 2-Year Rainfall=3.20" , Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 8 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 1.6 282 0.0400 3.00 Shallow Concentrated Flow, Shallow Conc Grassed Waterway Kv= 15.0 fps , 13.9 349 0.0070 0.42 Shallow Concentrated Flow, Vernal Pool Woodland Kv= 5.0 fps 27.5 731 Total Summary for Subcatchment 4E: Subcatchment 4 ' Runoff = 5.56 cfs @ 12.31 hrs, Volume= 0.614 af, Depth= 2.08" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0048.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 30,775 83 1/4 acre lots, 38% imp, HSG C 45,227 77 Woods, Poor, HSG C ' 78,271 98 Water Surface, HSG C 154,273 89 Weighted Average 64,308 41.68% Pervious Area ' 89,966 58.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 2.3 33 0.2121 0.24 Sheet Flow, Sheet-Grass Grass: Dense n= 0.240 P2= 3.10" 17.8 67 0.0149 0.06 Sheet Flow, Sheet Woods ' Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 117 0.0340 0.92 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 22.2 217 Total ' Summary for Subcatchment 5E: Subcatchment 5 Runoff = 11.26 cfs @ 12.31 hrs, Volume= 1.243 af, Depth= 1.61" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (so CN Description 403,752 83 1/4 acre lots, 38% imp, HSG C , 250,326 62.00% Pervious Area 153,426 38.00% Impervious Area 1 Existing Condition-01 Type 11124-hr2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAM 9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 9 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 14.6 100 0.0550 0.11 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 4.1 326 0.0706 1.33 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 0.6 140 0.0326 3.67 Shallow Concentrated Flow, Paved Paved Kv=20.3 fps 2.7 1,123 0.0240 7.03 5.52 Pipe Channel, 18" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, bends& connections 0.2 72 0.0117 7.79 24.47 Pipe Channel, 24" RCP ' 24.0" Round Area= 3.1 sf Perim=6.3' r- 0.50' n= 0.013 Concrete pipe, bends& connections 22.2 1,761 Total ' Summary for Subcatchment 6E: Subcatchment 6 Runoff = 5.01 cfs @ 12.66 hrs, Volume= 0.791 af, Depth= 1.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 59,165 83 1/4 acre lots, 38% imp, HSG C 108,567 77 Woods, Poor, HSG C 77,951 94 Urban commercial, 85% imp, HSG C 245,683 84 Weighted Average 156,942 63.88% Pervious Area 88,741 36.12% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) ' 21.8 100 0.0200 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 23.0 723 0.0110 0.52 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2.3 571 0.0400 4.06 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 0.0 9 0.1367 16.77 13.17 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 Concrete pipe, bends& connections 47.1 1,403 Total ' Summary for Subcatchment 7E: Subcatchment 7 Runoff = 21.22 cfs @ 12.45 hrs, Volume= 2.775 af, Depth= 1.54" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" 1 Existing Condition-01 Type 11124-hr2-Year Rainfall=3.20" , Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 10 , Area (sf) CN Description 813,598 83 1/4 acre lots, 38% imp, HSG C 129,503 77 Woods, Poor, HSG C ' 943,101 82 Weighted Average 633,934 67.22% Pervious Area 309,167 32.78% Impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.5 100 0.1000 0.15 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 20.6 1,385 0.0500 1.12 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 0.1 40 0.0100 7.20 22.62 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim=6.3' r= 0.50' n= 0.013 32.2 1,525 Total Summary for Subcatchment 8E: Subcatchment 8 ' Runoff = 4.16 cfs @ 12.36 hrs, Volume= 0.497 af, Depth= 1.21" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" , Area (sf) CN Description 177,338 77 Woods, Poor, HSG C 33,618 77 Brush, Poor, HSG C ' 1,032 87 Dirt roads, HSG C 2,496 98 Paved parking & roofs 214,484 77 Weighted Average , 211,988 98.84% Pervious Area 2,496 1.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) , 17.4 100 0.0350 0.10 Sheet Flow, Sheet Flow Woods: Light underbrush n= _ 9 t0.400 P2 3.10" 5.2 375 0.0579 1.20 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2.4 256 0.1240 1.76 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 25.0 731 Total Summary for Subcatchment 9E: Subcatchment 9 , Runoff = 6.32 cfs @ 12.30 hrs, Volume= 0.693 af, Depth= 1.47" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2-Year Rainfall=3.20" I ' Existing Condition-01 Type 111 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 11 Area (sf) CN Description 192,150 77 Woods, Poor, HSG C 43,981 98 Paved parking & roofs 10,434 77 Brush, Poor, HSG C 246,565 81 Weighted Average 202,584 82.16% Pervious Area 43,981 17.84% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow ' Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-grass Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc. Pavement ' Paved Kv=20.3 fps 1.1 185 0.0070 2.90 1.01 Pipe Channel, 8" CIL 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Pipe Channel, 30" CMP 30.0" Round Area=4.9 sf Perim= 7.9' r- 0.63' n= 0.013 21.5 1,028 Total ' Summary for Subcatchment 10E: Subcatchment 10 Runoff = 0.04 cfs @ 12.19 hrs, Volume= 0.004 af, Depth= 1.21" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0048.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" ' Area (sf) CN Description 1,608 77 Woods, Poor, HSG C 1,608 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 11.8 100 0.0930 0.14, Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 1.4 194 0.2240 2.37 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 13.2 294 Total Existing Condition-01 Type 11124-hr2-Year Rainfall=3.20 Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 12 ' Summary for Subcatchment 11 E: Subcatchment 11 Runoff = 0.10 cfs @ 12.20 hrs, Volume= 0.010 af, Depth= 1.21" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" ' Area (sf) CN Description 4,277 77 Woods, Poor, HSG C 4,277 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (fUsec) (cfs) ' 11.6 100 0.0970 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 48 0.2000 2.24 Shallow Concentrated Flow, Shallow Conc , Woodland Kv= 5.0 fps 2.1 131 0.0450 1.06 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 14.1 279 Total , Summary for Reach 1 Ra: Intermittent Stream Inflow Area = 8.407 ac, 12.94% Impervious, Inflow Depth > 0.50" for 2-Year event , Inflow = 0.49 cfs @ 16.66 hrs, Volume= 0.349 of Outflow = 0.49 cfs @ 16.74 hrs, Volume= 0.349 af, Atten= 0%, Lag= 5.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , Max. Velocity= 0.53 fps, Min. Travel Time= 3.3 min Avg. Velocity= 0.34 fps, Avg. Travel Time= 5.2 min ' Peak Storage= 97 cf @ 16.69 hrs, Average Depth at Peak Storage= 0.12' Bank-Full Depth= 4.20', Capacity at Bank-Full= 1,215.71 cfs Custom cross-section, Length= 105.0' Slope= 0.01337' (104 Elevation Intervals) ' Constant n=0.050 Mountain streams w/large boulders Inlet Invert= 174.80', Outlet Invert= 173.40' Existing Condition-01 Type 111 24-hr2-Year Rainfall=3.20" Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Pace 13 Offset Elevation Chan.Depth (feet) (feet) (feet) -31.83 4.20 0.00 -26.08 3.20 1.00 -22.04 2.20 2.00 -17.79 1.20 3.00 -13.00 0.20 4.00 0.00 0.00 4.20 13.00 0.20 4.00 ' 17.79 1.20 3.00 22.04 2.20 2.00 26.08 3.20 1.00 31.83 4.20 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 0.0 0 0.00 0.20 2.6 26.0 273 1.92 1.20 33.4 35.8 3,506 109.41 ' 2.20 73.2 44.5 7,688 350.10 3.20 121.3 52.8 12,741 724.75 4.20 179.3 64.5 18,821 1,215.71 ' Summary for Reach 1 Rb: Intermittent Stream Inflow Area = 0.184 ac, 0.00% Impervious, Inflow Depth = 1.21" for 2-Year event ' Inflow 0.20 cfs @ 12.20 hrs, Volume= 0.019 of Outflow 0.19 cfs @ 12.26 hrs, Volume= 0.019 af, Atten= 2%, Lag= 3.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 0.75 fps, Min. Travel Time= 1.9 min Avg. Velocity = 0.37 fps, Avg. Travel Time= 3.8 min ' Peak Storage= 22 cf @ 12.23 hrs, Average Depth at Peak Storage= 0.13' Bank-Full Depth= 3.60', Capacity at Bank-Full= 973.97 cfs Custom cross-section, Length= 85.0' Slope= 0.0235 '/' (103 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert=175.40', Outlet Invert= 173.40' Existing Condition-01 Type 11124-hr2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 14 Offset Elevation Chan.Depth (feet) (feet) (feet) -32.87 179.00 0.00 ' -23.63 178.00 1.00 -19.38 177.00 2.00 -9.27 176.00 3.00 , 0.00 175.40 3.60 9.27 176.00 3.00 19.38 177.00 2.00 23.63 178.00 1.00 , 32.87 179.00 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) , 0.00 0.0 0.0 0 0.00 0.60 5.6 18.6 473 11.35 1.60 34.2 38.9 2,908 143.18 ' 2.60 77.2 47.6 6,564 485.85 3.60 133.7 66.2 11,366 973.97 Summary for Reach 1 Re: Intermittent Stream ' Inflow Area = 13.654 ac, 9.19% Impervious, Inflow Depth > 0.80" for 2-Year event Inflow = 5.98 cfs @ 12.21 hrs, Volume= 0.905 of ' Outflow = 5.79 cfs @ 12.31 hrs, Volume= 0.905 af, Atten= 3%, Lag= 5.5 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 3.19 fps, Min. Travel Time= 3.0 min Avg. Velocity= 1.22 fps, Avg. Travel Time= 7.8 min Peak Storage= 1,040 cf @ 12.26 hrs, Average Depth at Peak Storage= 0.53' ' Bank-Full Depth= 3.20', Capacity at Bank-Full= 740.66 cfs Custom cross-section, Length= 573.0' Slope= 0.07407' (103 Elevation Intervals) , Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 173.40', Outlet Invert= 131.00' Existing Condition-01 Type 11124-hr2-Year Rainfall=3.20" Prepared by (enter your company name here) Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HvdroCAD Software Solutions LLC Page 15 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -18.82 3.20 0.00 -13.54 2.20 1.00 -8.63 1.20 2.00 ' -1.17 0.20 3.00 0.00 0.00 3.20 1.17 0.20 3.00 8.63 1.20 2.00 ' 13.54 2.20 1.00 18.82 3.20 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.20 0.2 2.4 134 0.40 ' 1.20 10.0 17.4 5,749 56.14 2.20 32.2 27.4 18,453 289.61 3.20 64.6 38.2 36,995 740.66 ' Summary for Reach 2R: Wetland Area E Outlet Inflow Area= 18.908 ac, 17.72% Impervious, Inflow Depth > 0.73" for 2-Year event ' Inflow 1.29 cfs @ 14.28 hrs, Volume= 1.150 of Outflow 1.29 cfs @ 14.39 hrs, Volume= 1.150 af, Atten= 0%, Lag=6.3 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 1.54 fps, Min. Travel Time= 3.6 min Avg. Velocity = 1.07 fps, Avg. Travel Time= 5.1 min ' Peak Storage= 277 cf @ 14.33 hrs, Average Depth at Peak Storage= 0.14' Bank-Full Depth= 5.40', Capacity at Bank-Full= 6,334.34 cfs ' Custom cross-section, Length= 331.0' Slope= 0.0539 '/' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 128.60', Outlet Invert= 110.77' 1 Existing Condition-01 Type 11124-hr2-Year Rainfall=3.20" ' Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 16 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -67.70 134.00 0.00 ' -58.00 133.00 1.00 -52.50 132.00 2.00 -47.50 131.00 3.00 ' -16.00 130.00 4.00 -8.00 129.00 5.00 -2.00 128.60 5.40 2.00 128.60 5.40 , 8.00 129.00 5.00 16.00 130.00 4.00 47.50 131.00 3.00 52.50 132.00 2.00 ' 58.00 133.00 1.00 67.50 134.00 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 4.0 0 0.00 0.40 4.0 16.0 1,324 10.94 , 1.40 28.0 32.2 .9,269 175.53 2.40 91.5 95.2 30,287 614.76 3.40 191.5 105.4 63,387 1,967.07 ' 4.40 302.0 116.6 99,962 3,929.64 5.40 427.6 135.9 141,536 6,334.34 Summary for Reach 3R: 24" RCP Under Highland Ave. ' Inflow Area = 21.308 ac, 17.22% Impervious, Inflow Depth > 0.81" for 2-Year event Inflow = 3.43 cfs @ 12.14 hrs, Volume= 1.430 of ' Outflow = 3.43 cfs @ 12.14 hrs, Volume= 1.430 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 8.02 fps, Min. Travel Time= 0.1 min , Avg. Velocity = 3.58 fps, Avg. Travel Time= 0.3 min Peak Storage= 30 cf @ 12.14 hrs, Average Depth at Peak Storage= 0.39' ' Bank-Full Depth= 2.00', Capacity at Bank-Full=41.71 cfs 24.0" Round Pipe n= 0.013 Concrete pipe, bends&connections ' Length= 70.0' Slope= 0.03407 Inlet Invert= 105.77', Outlet Invert= 103.39' Existing Condition-01 Type 111 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 17 Summary for Reach 4R: 24" RCP Highland Ave to Coolidge ' Inflow Area = 26.948 ac, 21.17% Impervious, Inflow Depth > 0.99" for 2-Year event Inflow 5.87 cfs @ 12.56 hrs, Volume= 2.221 of Outflow = 5.85 cfs @ 12.66 hrs, Volume= 2.221 af, Atten= 0%, Lag= 6.3 min . Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.95 fps, Min. Travel Time= 3.0 min Avg. Velocity = 2.46 fps, Avg. Travel Time= 7.2 min ' Peak Storage= 1,045 cf @ 12.61 hrs, Average Depth at Peak Storage= 0.70' Bank-Full Depth= 2.00', Capacity at Bank-Full= 22.13 cfs 24.0" Round Pipe n= 0.013 Concrete pipe, bends &connections Length= 1,062.0' Slope= 0.00967' ' Inlet Invert= 103.29', Outlet Invert= 93.13' 1 v Summary for Reach PA1: Point of Analysis 1 Inflow Area = 57.867 ac, 28.21% Impervious, Inflow Depth > 1.29" for 2-Year event Inflow 36.40 cfs @ 12.41 hrs, Volume= 6.239 of Outflow = 36.40 cfs @ 12.41 hrs, Volume= 6.239 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA2: Point of Analysis 2 Inflow Area= 4.924 ac, 1.16% Impervious, Inflow Depth = 1.21" for 2-Year event Inflow = 4.16 cfs @ 12.36 hrs, Volume= 0.497 of ' Outflow = 4.16 cfs @ 12.36 hrs, Volume= 0.497 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Reach PA3: Point of Analysis 3 Inflow Area = 5.660 ac, 17.84% Impervious, Inflow Depth = 1.47" for 2-Year event Inflow 6.32 cfs @ 12.30 hrs, Volume= 0.693 of Outflow 6.32 cfs @ 12.30 hrs, Volume= 0.693 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 1 Existing Condition-01 Type 11124-hr2-Year Rainfall=3.20" ' Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 18 , Summary for Reach PA4: Point of Analysis 4 Inflow Area = 0.037 ac, 0.00% Impervious, Inflow Depth = 1.21" for 2-Year event Inflow = 0.04 cfs 12.19 hrs, Volume= 0.004 of ' Outflow = 0.04 cfs @ 12.19 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA6: Point of Analysis 6 , Inflow Area= 0.098 ac, 0.00% Impervious, Inflow Depth = 1.21" for 2-Year event Inflow = 0.10 cfs @ 12.20 hrs, Volume= 0.010 of Outflow = 0.10 cfs @ 12.20 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min , Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Pond 1W: Wetland Area D , Inflow Area = 8.084 ac, 13.46% Impervious, Inflow Depth = 1.40" for 2-Year event Inflow = 7.71 cfs @ 12.38 hrs, Volume= 0.944 of ' Outflow = 0.48 cfs @ 16.67 hrs, Volume= 0.316 af, Atten= 94%, Lag=257.6 min Primary = 0.48 cfs @ 16.67 hrs, Volume= 0.316 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 174.89' @ 16.67 hrs Surf.Area= 46,588 sf Storage= 31,068 cf Plug-Flow detention time= 533.3 min calculated for 0.316 of(34%of inflow) ' Center-of-Mass det. time= 399.5 min ( 1,262.2 -862.7 ) Volume Invert Avail.Storage Storage Description #1 174.20' 165,452 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.20 43,359 0 0 175.00 47,098 36,183 36,183 , 176.00 59,570 53,334 89,517 177.00 92,301 75,936 165,452 Device Routing Invert Outlet Devices ' #1 Primary 174.80' Custom Weir/Orifice, Cv= 2.62(C= 3.28) Head (feet) 0.00 0.20 1.20 2.20 3.20 4.20 Width (feet) 0.00 25.99 35.58 44.08 52.15 63.66 ' #2 Secondary 175.40' Custom Weir/Orifice, Cv= 2.62(C= 3.28) Head (feet) 0.00 0.60 1.60 2.60 3.60 Width (feet) 0.00 18.54 38.75 47.25 65.73 Existing Condition-01 Type /Il 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD0 9.00 s/n 00983 @2009 HVdroCAD Software Solutions LLC Page 19 Primary OutFlow Max=0.42 cfs @ 16.67 hrs HW=174.89' (Free Discharge) t-1=Custom Weir/Orifice (Weir Controls 0.42 cfs @ 0.79 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=174.20' (Free Discharge) 2=Custom Weir/Orifice ( Controls 0.00 cfs) Summary for Pond 2W:Wetland Area E Inflow Area = 18.908 ac, 17.72% Impervious, Inflow Depth > 1.08" for 2-Year event Inflow 12.98 cfs @ 12.29 hrs, Volume= 1.701 of Outflow = 1.29 cfs @ 14.28 hrs, Volume= 1.150 af, Atten= 90%, Lag= 119.4 min ' Primary = 1.29 cfs @ 14.28 hrs, Volume= 1.150 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 128.76' @ 14.28 hrs Surf.Area= 77,465 sf Storage= 35,665 cf ' Plug-Flow detention time= 430.4 min calculated for 1.150 of(68%of inflow) Center-of-Mass det. time= 277.9 min ( 1,204.8 -926.9 ) ' Volume Invert Avail.Storage Storage Description #1 127.00' 230,600 cf Custom Stage Data (Prismatic)Listed below (Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.00 106 0 0 128.00 469 288 288 128.60 76,102 22,971 23,259 129.00 79,477 31,116 54,375 130.00 88,069 83,773 138,148 ' 131.00 96,836 92,453 230,600 Device Routing Invert Outlet Devices #1 Primary 128.60' Custom Weir/Orifice, Cv= 2.62(C= 3.28) Head (feet) 0.00 0.40 1.40 2.40 3.40 4.40 5.40 Width (feet) 4.00 16.00 32.00 95.00 105.00 116.00 133.00 Primary OutFlow Max=1.26 cfs @ 14.28 hrs HW=128.76' (Free Discharge) t-1=Custom Weir/Orifice (Weir Controls 1.26 cfs @ 1.22 fps) Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" , Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 20 ' Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method ' SubcatchmentlE: Subcatchmentl RunoffArea=104.520 sf 13.29% Impervious Runoff Depth=2.55" Flow Length=578' To--9.7 min CN=80 Runoff=6.32 cfs 0.509 of ' Subcatchment2aE: Subcatchment2a Runoff Area=74.583 sf 1.74% Impervious Runoff Depth=2.38" Flow Length=612' Tc=14.2 min CN=78 Runoff=3.68 cfs 0.339 of Subcatchment2bE:Subcatchment2b Runoff Area=220.572 sf 3.29% Impervious Runoff Depth=2.38" i Flow Length=215' Tc=14.6 min CN=78 Runoff=10.76 cfs 1.002 of Subcatchment2cE:Subcatchment2c Runoff Area=8,004 sf 0.00% Impervious Runoff Depth=2.29" , Flow Length=170' Tc--14.0 min CN=77 Runoff=0.38 cfs 0.035 of Subcatchment2dE: Subcatchment2d Runoff Area=14.045 sf 0.00% Impervious Runoff Depth=2.29" ' Flow Length=458' Tc=19.3 min CN=77 Runoff=0.59 cfs 0.062 of Subcatchment3E: Subcatchment3 Runoff Area=352.158 sf 13.46% Impervious Runoff Depth=2.55" Flow Length=731' Tc=27.5 min CN=80 Runoff=14.22 cfs 1.716 of , Subcatchment4E: Subcatchment4 Runoff Area=154,273 sf 58.32% Impervious Runoff Depth=3.39" Flow Length=217' Tc=22.2 min CN=89 Runoff=8.92 cfs 1.001 of , Subcatchment5E: Subcatchment5 Runoff Area=403.752 sf 38.00% Impervious Runoff Depth=2.81" Flow Length=1,761' Tc=22.2 min CN=83 Runoff--1 9.75 cfs 2.174 of Subcatchment6E: Subcatchment6 Runoff Area=245.683 sf 36.12% Impervious Runoff Depth=2.91" ' Flow Length=1,403' Tc=47.1 min CN=84 Runoff--8.68 cfs 1.366 of Subcatchment7E: Subcatchment7 Runoff Area=943.101 sf 32.78% Impervious Runoff Depth=2.72" , Flow Length=1,525' Tc=32.2 min CN=82 Runoff--37.80 cfs 4.915 of Subcatchment8E: Subcatchment8 Runoff Area=214.484 sf 1.16% Impervious Runoff Depth=2.29" ' Flow Length=731' Tc--25.0 min CN=77 Runoff=8.09 cfs 0.940 of Subcatchment9E: Subcatchment9 Runoff Area=246.565 sf 17.84% Impervious Runoff Depth=2.63" Flow Length=1,028' Tc=21.5 min CN=81 Runoff=11.46 cfs 1.243 of ' SubcatchmentlOE:Subcatchmentl O Runoff Area=1,608 sf 0.00% Impervious Runoff Depth=2.29" Flow Length=294' Tc=13.2 min CN=77 Runoff--0.08 cfs 0.007 of SubcatchmentllE: Subcatchmentll RunoffArea=4,277 sf 0.00% Impervious Runoff Depth=2.29" ' Flow Length=279' Tc=14.1 min CN=77 Runoff--0.20 cfs 0.019 of Reach 1Ra: Intermittent Stream Avg. Depth=0.26' Max Vel=1.02 fps Inflow=4.37 cfs 1.149 of ' n=0.050 L=105.0' S=0.0133'/' Capacity=1,215.71 cfs Outflow=4.37 cfs 1.149 of Reach 1Rb: Intermittent Stream Avg. Depth=0.17' Max Vel=0.88 fps Inflow=0.38 cfs 0.035 of n=0.050 L=85.0' S=0.0235 T Capacity=973.97 ofs Outflow=0.38 cfs 0.035 of t 1 Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by (enter your company name here) Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 21 Reach IRc: Intermittent Stream Avg. Depth=0.67' Max Vel=3.75 fps Inflow=11.54 cfs 2.187 of n=0.050 L=573.0' S=0.0740'/' Capacity=740.66 cfs Outflow=11.25 cfs 2.186 of ' Reach 2R:Wetland Area E Outlet Avg. Depth=0.33' Max Vel=2.45 fps Inflow=7.19 cfs 2.975 of n=0.050 L=331.0' S=0.0539'P Capacity=6,334.34 cfs Outflow=7.18 cfs 2.975 of ' Reach 3R: 24"RCP Under Highland Ave. Avg. Depth=0.59' Max Vel=10.17 fps Inflow=7.79 cfs 3.484 of 24.0" Round Pipe n=0.013 L=70.0' S=0.0340'P Capacity=41.71 cfs Outflow=7.79 cfs 3.484 of ' Reach 4R:24"RCP Highland Ave to Avg. Depth=1.21' Max Vel=7.58 fps Inflow=15.16 cfs 4.851 of 24.0" Round Pipe n=0.013 L=1,062.0' S=0.0096'P Capacity=22.13 cfs Outflow=15.10 cfs 4.850 of ' Reach PAI: Point of Analysis 1 Inflow=65.09 cfs 11.939 of Outflow=65.09 cfs 11.939 of Reach PA2: Point of Analysis 2 Inflow=8.09 cfs 0.940 of ' Outflow=8.09 cfs 0.940 of Reach PA3: Point of Analysis 3 Inflow=11.46 cfs 1.243 of Outflow=11.46 cfs 1.243 of ' Reach PA4: Point of Analysis 4 Inflow=0.08 cfs 0.007af Outflow=0.08 cfs 0.007 of ' Reach PAS: Point of Analysis 5 Inflow=0.20 cfs 0.019 of Outflow=0.20 cfs 0.019 of Pond 1W:Wetland Area D Peak EIev=175.03' Storage=37.511 cf Inflow=14.22 cfs 1.716 of Primary=4.25 cfs 1.088 of Secondary=0.00 cfs 0.000 of Outflow=4.25 cfs 1.088 of Pond 2W:Wetland Area E Peak EIev=129.00' Storage=54.141 cf Inflow=23.35 cfs 3.526 of ' Outflow=7.19 cfs 2.975 of Existing Condition-01 Type /// 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Pace 22 ' Summary for Subcatchment 1 E: Subcatchment 1 Runoff = 6.32 cfs @ 12.14 hrs, Volume= 0.509 af, Depth= 2.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" , Area (sf) CN Description 76,063 77 Woods, Poor, HSG C , 13,889 98 Paved parking & roofs 1,272 87 Dirt roads, HSG C 13,296 77 Brush, Poor, HSG C 104,520 80 Weighted Average , 90,631 86.71% Pervious Area 13,889 13.29% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (fUsec) (cfs) 5.1 50 0.1900 0.16 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 2.0 207 0.1159 1.70 Shallow Concentrated Flow, Shallow Conc. Flow Woodland Kv= 5.0 fps 2.4 243 0.1110 1.67 Shallow Concentrated Flow, Shallow Conc. Flow Woodland Kv= 5.0 fps , 0.1 41 0.0976 5.03 Shallow Concentrated Flow, Rip-Rap Unpaved Kv= 16.1 fps 0.1 25 0.0928 6.18 Shallow Concentrated Flow, Sidewalk-Street ' Paved Kv= 20.3 fps 0.0 12 0.1090 14.98 11.76 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 9.7 578 Total ' Summary for Subcatchment 2aE: Subcatchment 2a Runoff = 3.68 cfs @ 12.20 hrs, Volume= 0.339 af, Depth= 2.38" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs t Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description 50,403 77 Woods, Poor, HSG C ' 1,299 98 Paved parking & roofs 2,776 87 Dirt roads, HSG C 20,105 77 Brush, Poor, HSG C 74,583 78 Weighted Average 73,284 98.26% Pervious Area 1,299 1.74% Impervious Area Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 23 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 7.5 100 0.2870 0.22 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.3 131 0.0183 0.95 Shallow Concentrated Flow, Shallow Cone ' Short Grass Pasture Kv= 7.0 fps 2.1 141 0.0255 1.12 Shallow Concentrated Flow, Shallow Cone Short Grass Pasture Kv= 7.0 fps 1.6 112 0.2232 1.18 Shallow Concentrated Flow, Shallow Cone. ' Forest w/Heavy Litter Kv= 2.5 fps 0.7 128 0.0391 2.97 Shallow Concentrated Flow, Shallow Cone Grassed Waterway Kv= 15.0 fps ' 14.2 612 Total Summary for Subcatchment 2bE: Subcatchment 2b ' Runoff = 10.76 cfs @ 12.20 hrs, Volume= 1.002 af, Depth= 2.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description 175,319 77 Woods, Poor, HSG C 7,251 98 Paved parking & roofs 6,673 87 Dirt roads, HSG C 31,329 77 Brush, Poor, HSG C 220,572 78 Weighted Average 213,321 96.71% Pervious Area 7,251 3.29% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.4 100 0.0680 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.2 115 0.1096 1.66 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps ' 14.6 215 Total Summary for Subcatchment 2cE: Subcatchment 2c ' Runoff = 0.38 cfs @ 12.20 hrs, Volume= 0.035 af, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description 8,004 77 Woods, Poor, HSG C ' 8,004 100.00% Pervious Area Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 0 2009 HydroCAD Software Solutions LLC Page 24 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.4 74 0.2392 0.19 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 6.1 26 0.0330 0.07 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 1.5 70 0.0250 0.79 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 14.0 170 Total Summary for Subcatchment 2dE: Subcatchment 2d Runoff = 0.59 cfs @ 12.27 hrs, Volume= 0.062 af, Depth= 2.29" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" ' Area (sf) CN Description 14,045 77 Woods, Poor, HSG C 14,045 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) ' 12.1 100 0.0880 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 44 0.2045 2.26 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps ' 6.2 111 0.0144 0.30 Shallow Concentrated Flow, Shallow Cone. Forest w/Heavy Litter Kv= 2.5 fps 0.1 37 0.0110 5.62 4.42 Pipe Channel, 12" pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' ' n= 0.011 Concrete pipe, straight&clean 0.6 166 0.0970 4.67 Shallow Concentrated Flow, Shallow Cone Grassed Waterway Kv= 15.0 fps 19.3 458 Total Summary for Subcatchment 3E: Subcatchment 3 ' Runoff = 14.22 cfs @ 12.38 hrs, Volume= 1.716 af, Depth= 2.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description , 304,762 77 Woods, Poor, HSG C 47,396 98 Water Surface, HSG C 352,158 80 Weighted Average 304,762 86.54% Pervious Area ' 47,396 13.46% Impervious Area Existing Condition-01 Type /// 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 25 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) ' 12.0 100 0.0900 0.14 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 1.6 282 0.0400 3.00 Shallow Concentrated Flow, Shallow Conc ' Grassed Waterway Kv= 15.0 fps 13.9 349 0.0070 0.42 Shallow Concentrated Flow,Vernal Pool Woodland Kv= 5.0 fps 27.5 731 Total ' Summary for Subcatchment 4E: Subcatchment 4 Runoff = 8.92 cfs @ 12.30 hrs, Volume= 1.001 af, Depth= 3.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description 30,775 83 1/4 acre lots, 38% imp, HSG C ' 45,227 77 Woods, Poor, HSG C 78,271 98 Water Surface, HSG C 154,273 89 Weighted Average ' 64,308 41.68% Pervious Area 89,966 58.32% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 33 0.2121 0.24 Sheet Flow, Sheet-Grass Grass: Dense n= 0.240 P2= 3.10" ' 17.8 67 0.0149 0.06 Sheet Flow, Sheet Woods Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 117 0.0340 0.92 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 22.2 217 Total Summary for Subcatchment 5E: Subcatchment 5 ' Runoff = 19.75 cfs @ 12.31 hrs, Volume= 2.174 af, Depth= 2.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description ' 403,752 83 1/4 acre lots, 38% imp, HSG C 250,326 62.00% Pervious Area 153,426 38.00% Impervious Area Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 26 ' Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 14.6 100 0.0550 0.11 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 4.1 326 0.0706 1.33 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps , 0.6 140 0.0326 3.67 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 2.7 1,123 0.0240 7.03 5.52 Pipe Channel, 18" RCP 12.0" Round Area=0.8 sf Perim= 3.1' r= 0.25' ' n= 0.013 Concrete pipe, bends &connections 0.2 72 0.0117 7.79 24.47 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete pipe, bends &connections 22.2 1,761 Total Summary for Subcatchment 6E: Subcatchment 6 ' Runoff = 8.68 cfs @ 12.62 hrs, Volume= 1.366 af, Depth= 2.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" Area (so CN Description ' 59,165 83 1/4 acre lots, 38% imp, HSG C 108,567 77 Woods, Poor, HSG C 77,951 94 Urban commercial, 85% imp, HSG C ' 245,683 84 Weighted Average 156,942 63.88% Pervious Area 88,741 36.12% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 21.8 100 0.0200 0.08 Sheet Flow, Sheet , Woods: Light underbrush n= 0.400 P2= 3.10" 23.0 723 0.0110 0.52 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 2.3 571 0.0400 4.06 Shallow Concentrated Flow, Paved , Paved Kv= 20.3 fps 0.0 9 0.1367 16.77 13.17 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' ' n= 0.013 Concrete pipe, bends &connections 47.1 1,403 Total Summary for Subcatchment 7E: Subcatchment 7 , Runoff = 37.80 cfs @ 12.45 hrs, Volume= 4.915 af, Depth= 2.72" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" 1 1 1 Existing Condition-01 Type ///24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 27 Area (sf) CN Description t 813,598 83 1/4 acre lots, 38% imp, HSG C 129,503 77 Woods, Poor, HSG C 943,101 82 Weighted Average 633,934 67.22% Pervious Area ' 309,167 32.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) ' 11.5 100 0.1000 0.15 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 20.6 1,385 0.0500 1.12 Shallow Concentrated Flow, Shallow Cone ' Woodland Kv= 5.0 fps 0.1 40 0.0100 7.20 22.62 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 ' 32.2 1,525 Total Summary for Subcatchment 8E: Subcatchment 8 ' Runoff = 8.09 cfs @ 12.36 hrs, Volume= 0.940 af, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description 177,338 77 Woods, Poor, HSG C 33,618 77 Brush, Poor, HSG C 1,032 87 Dirt roads, HSG C 2,496 98 Paved parking 8 roofs ' 214,484 77 Weighted Average 211,988 98.84% Pervious Area 2,496 1.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (fUsec) (cfs) 17.4 100 0.0350 0.10 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 5.2 375 0.0579 1.20 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 2.4 256 0.1240 1.76 Shallow Concentrated Flow, Shallow Cone ' Woodland Kv= 5.0 fps 25.0 731 Total Summary for Subcatchment 9E: Subcatchment 9 Runoff = 11.46 cfs @ 12.30 hrs, Volume= 1.243 af, Depth= 2.63" 1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 28 ' Area (sf) CN Description 192,150 77 Woods, Poor, HSG C ' 43,981 98 Paved parking & roofs 10,434 77 Brush, Poor, HSG C 246,565 81 Weighted Average 202,584 82.16% Pervious Area ' 43,981 17.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (M/ft) (M/sec) (cfs) ' 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. ' Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow ' Woodland Kv= 5.0 fps 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-gras� Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc. Pavement Paved Kv= 20.3 fps ' 1.1 185 0.0070 2.90 1.01 Pipe Channel, 8" CL 8.0" Round Area= 0.3 sf Perim= 2.1' r- 0.17' n= 0.013 0.1, 68 0.0110 8.76 43.02 Pipe Channel, 30" CMP 30.0" Round Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 ' 21.5 1,028 Total Summary for Subcatchment 10E: Subcatchment 10 , Runoff = 0.08 cfs @ 12.19 hrs, Volume= 0.007 af, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description ' 1,608 77 Woods, Poor, HSG C 1,608 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 1 (min) (feet) (fUft) (ft/sec) (cfs) 11.8 100 0.0930 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 1.4 194 0.2240 2.37 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 13.2 294 Total ' 1 1 Existing Condition-01 Type ///24-hr 10-Year Rainfall=4.60" Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 11 E: Subcatchment 11 Runoff = 0.20 cfs @ 12.20 hrs, Volume= 0.019 af, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" Area (so CN Description ' 4,277 77 Woods, Poor, HSG C 4,277 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (f/ft) (f/sec) (cfs) 11.6 100 0.0970 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.4 48 0.2000 2.24 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2.1 131 0.0450 1.06 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 14.1 279 Total Summary for Reach 1 Ra: Intermittent Stream ' Inflow Area= 8.407 ac, 12.94% Impervious, Inflow Depth > 1.64" for 10-Year event Inflow = 4.37 cfs @ 13.01 hrs, Volume= 1.149 of Outflow = 4.37 cfs @ 13.05 hrs, Volume= 1.149 af, Atten= 0%, Lag= 2.8 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 1.02 fps, Min. Travel Time= 1.7 min ' Avg. Velocity= 0.39 fps, Avg. Travel Time=4.5 min Peak Storage= 449 cf @ 13.02 hrs, Average Depth at Peak Storage= 0.26' Bank-Full Depth=4.20', Capacity at Bank-Full= 1,215.71 cfs Custom cross-section, Length= 105.0' Slope= 0.0133 '/' (104 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders ' Inlet Invert= 174.80', Outlet Invert= 173.40' Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 30 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -31.83 4.20 0.00 ' -26.08 3.20 1.00 -22.04 2.20 2.00 -17.79 1.20 3.00 ' -13.00 0.20 4.00 0.00 0.00 4.20 13.00 0.20 4.00 17.79 1.20 3.00 ' 22.04 2.20 2.00 26.08 3.20 1.00 31.83 4.20 0.00 , Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.20 2.6 26.0 273 1.92 ' 1.20 33.4 35.8 3,506 109.41 2.20 73.2 44.5 7,688 350.10 3.20 121.3 52.8 12,741 724.75 ' 4.20 179.3 64.5 18,821 1,215.71 Summary for Reach 1 Rb: Intermittent Stream ' Inflow Area = 0.184 ac, 0.00% Impervious, Inflow Depth = 2.29" for 10-Year event Inflow = 0.38 cfs @ 12.20 hrs, Volume= 0.035 of ' Outflow = 0.38 cfs @ 12.24 hrs, Volume= 0.035 af, Atten= 1%, Lag= 2.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 0.88 fps, Min. Travel Time= 1.6 min ' Avg. Velocity= 0.41 fps, Avg. Travel Time= 3.4 min Peak Storage= 37 cf @ 12.22 hrs, Average Depth at Peak Storage= 0.17' , Bank-Full Depth= 3.60', Capacity at Bank-Full= 973.97 cfs Custom cross-section, Length= 85.0' Slope= 0.0235 '/' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders ' Inlet Invert= 175.40', Outlet Invert= 173.40' 1 I ' Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 31 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -32.87 179.00 0.00 -23.63 178.00 1.00 -19.38 177.00 2.00 ' -9.27 176,00 3.00 0.00 175.40 3.60 9.27 176.00 3.00 19.38 177.00 2.00 ' 23.63 178.00 1.00 32.87 179.00 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.60 5.6 18.6 473 11.35 ' 1.60 34.2 38.9 2,908 143.18 2.60 77.2 47.6 6,564 485.85 3.60 133.7 66.2 11,366 973.97 Summary for Reach 1 Rc: Intermittent Stream Inflow Area = 13.654 ac, 9.19% Impervious, Inflow Depth > 1.92" for 10-Year event t Inflow 11.54 cfs @ 12.21 hrs, Volume= 2.187 of Outflow 11.25 cfs @ 12.28 hrs, Volume= 2.186 af, Atten= 3%, Lag= 4.5 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt=0.01 hrs Max. Velocity= 3.75 fps, Min. Travel Time= 2.5 min Avg. Velocity = 1.37 fps, Avg. Travel Time= 7.0 min ' Peak Storage= 1,718 cf @ 12.24 hrs, Average Depth at Peak Storage= 0.67' Bank-Full Depth= 3.20', Capacity at Bank-Full= 740.66 cfs Custom cross-section, Length= 573.0' Slope= 0.07407' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 173.40', Outlet Invert= 131.00' Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 32 , Offset Elevation Chan.Depth (feet) (feet) (feet) -18.82 3.20 0.00 , -13.54 2.20 1.00 -8.63 1.20 2.00 -1.17 0.20 3.00 ' 0.00 0.00 3.20 1.17 0.20 3.00 8.63 1.20 2.00 13.54 2.20 1.00 18.82 3.20 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.20 0.2 2.4 134 0.40 1.20 10.0 17.4 5,749 56.14 ' 2.20 32.2 27.4 18,453 289.61 3.20 64.6 38.2 36,995 740.66 Summary for Reach 2R: Wetland Area E Outlet ' Inflow Area = 18.908 ac, 17.72% Impervious, Inflow Depth > 1.89" for 10-Year event Inflow = 7.19 cfs @ 13.29 hrs, Volume= 2.975 of , Outflow = 7.18 cfs @ 13.36 hrs, Volume= 2.975 af, Atten= 0%, Lag= 3.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 2.45 fps, Min. Travel Time=2.3 min Avg. Velocity = 1.22 fps, Avg. Travel Time=4.5 min Peak Storage= 971 cf @ 13.32 hrs, Average Depth at Peak Storage= 0.33' ' Bank-Full Depth= 5.40', Capacity at Bank-Full=6,334.34 cfs Custom cross-section, Length= 331.0' Slope= 0.0539 '/' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 128.60', Outlet Invert= 110.77' Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 33 Offset Elevation Chan.Depth ' (feet) (feet) (feet) -67.70 134.00 0.00 -58.00 133.00 1.00 -52.50 132.00 2.00 -47.50 131.00 3.00 -16.00 130.00 4.00 -8.00 129.00 5.00 -2.00 128.60 5.40 2.00 128.60 5.40 8.00 129.00 5.00 16.00 130.00 4.00 47.50 131.00 3.00 52.50 132.00 2.00 58.00 133.00 1.00 67.50 134.00 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 4.0 0 0.00 0.40 4.0 16.0 1,324 10.94 1.40 28.0 32.2 9,269 175.53 2.40 91.5 95.2 30,287 614.76 3.40 191.5 105.4 63,387 1,967.07 4.40 302.0 116.6 99,962 3,929.64 5.40 427.6 135.9 141,536 6,334.34 1 Summary for Reach 3R: 24" RCP Under Highland Ave. Inflow Area = 21.308 ac, 17.22% Impervious, Inflow Depth > 1.96" for 10-Year event ' Inflow 7.79 cfs @ 13.33 hrs, Volume= 3.484 of Outflow 7.79 cfs @ 13.34 hrs, Volume= 3.484 af, Atten= 0%, Lag= 0.3 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 10.17 fps, Min. Travel Time= 0.1 min Avg. Velocity =4.18 fps, Avg. Travel Time= 0.3 min ' Peak Storage= 54 cf @ 13.33 hrs, Average Depth at Peak Storage= 0.59' Bank-Full Depth= 2.00', Capacity at Bank-Full=41.71 cfs 24.0" Round Pipe ' n= 0.013 Concrete pipe, bends &connections Length= 70.0' Slope= 0.03407' Inlet Invert= 105.77', Outlet Invert= 103.39' 1 Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCADO 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 34 ' Summary for Reach 4R: 24" RCP Highland Ave to Coolidge Inflow Area = 26.948 ac, 21.17% Impervious, Inflow Depth > 2.16" for 10-Year event ' Inflow = 15.16 cfs @ 12.72 hrs, Volume= 4.851 of Outflow = 15.10 cfs @ 12.80 hrs, Volume= 4.850 af, Atten= 0%, Lag=4.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 7.58 fps, Min. Travel Time= 2.3 rain Avg. Velocity= 2.83 fps, Avg. Travel Time=6.3 min Peak Storage= 2,116 cf @ 12.76 hrs, Average Depth at Peak Storage= 1.21' ' Bank-Full Depth=2.00', Capacity at Bank-Full= 22.13 cfs 24.0" Round Pipe n= 0.013 Concrete pipe, bends & connections Length= 1,062.0' Slope= 0.0096 T Inlet Invert= 103.29', Outlet Invert= 93.13' ' (io I Summary for Reach PAI: Point of Analysis 1 Inflow Area = 57.867 ac, 28.21% Impervious, Inflow Depth > 2.48" for 10-Year event Inflow = 65.09 cfs @ 12.41 hrs, Volume= 11.939 of Outflow = 65.09 cfs @ 12.41 hrs, Volume= 11.939 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA2: Point of Analysis 2 ' Inflow Area = 4.924 ac, 1.16% Impervious, Inflow Depth = 2.29" for 10-Year event Inflow = 8.09 cfs @ 12.36 hrs, Volume= 0.940 of Outflow = 8.09 cfs @ 12.36 hrs, Volume= 0.940 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Reach PA3: Point of Analysis 3 ' Inflow Area = 5.660 ac, 17.84% Impervious, Inflow Depth = 2.63" for 10-Year event , Inflow = 11.46 cfs @ 12.30 hrs, Volume= 1.243 of Outflow = 11.46 cfs @ 12.30 hrs, Volume= 1.243 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 35 Summary for Reach PA4: Point of Analysis 4 ' Inflow Area = 0.037 ac, 0.00% Impervious, Inflow Depth = 2.29" for 10-Year event Inflow ' 0.08 cfs @ 12.19 hrs, Volume= 0.007 of Outflow = 0.08 cfs @ 12.19 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min ' Routing by Star-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Reach PA5: Point of Analysis 5 Inflow Area = 0.098 ac, 0.00% Impervious, Inflow Depth = 2.29" for 10-Year event Inflow = 0.20 cfs @ 12.20 hrs, Volume= 0.019 of ' Outflow = 0.20 cfs @ 12.20 hrs, Volume= 0.019 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Pond 1 W: Wetland Area D Inflow Area = 8.084 ac, 13.46% Impervious, Inflow Depth = 2.55" for 10-Year event Inflow 14.22 cfs @ 12.38 hrs, Volume= 1.716 of Outflow 4.25 cfs @ 13.01 hrs, Volume= 1.088 af, Atten= 70%, Lag= 37.9 min Primary = 4.25 cfs @ 13.01 hrs, Volume= 1.088 of ' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 175.03' @ 13.01 hrs Surf.Area= 47,449 sf Storage= 37,511 cf Plug-Flow detention time= 271.7 min calculated for 1.087 of(63% of inflow) Center-of-Mass det. time= 166.9 min ( 1,012.3 -845.4 ) ' Volume Invert Avail.Storage Storage Description #1 174.20' 165,452 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.20 43,359 0 0 175.00 47,098 36,183 36,183 176.00 59,570 53,334 89,517 177.00 92,301 75,936 165,452 ' Device Routing Invert Outlet Devices #1 Primary 174.80' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.20 1.20 2.20 3.20 4.20 ' Width (feet) 0.00 25.99 35.58 44.08 52.15 63.66 #2 Secondary 175.40' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.60 1.60 2.60 3.60 Width (feet) 0.00 18.54 38.75 47.25 65.73 1 Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 36 ' Primary OutFlow Max=4.21 cfs @ 13.01 hrs HW=175.03' (Free Discharge) t 1=Custom Weir/Orifice (Weir Controls 4.21 cfs @ 1.26 fps) , Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=174.20' (Free Discharge) 2=Custom Weir/Orifice ( Controls 0.00 cfs) , Summary for Pond 2W: Wetland Area E Inflow Area = 18.908 ac, 17.72% Impervious, Inflow Depth > 2.24" for 10-Year event ' Inflow = 23.35 cfs @ 12.28 hrs, Volume= 3.526 of Outflow = 7.19 cfs @ 13.29 hrs, Volume= 2.975 af, Atten= 69%, Lag=61.0 min Primary = 7.19 cfs @ 13.29 hrs, Volume= 2.975 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 129.00' @ 13.29 hrs Surf.Area= 79,452 sf Storage= 54,141 cf Plug-Flow detention time= 233.2 min calculated for 2.975 of(84% of inflow) ' Center-of-Mass det. time= 151.9 min ( 1,042.2 -890.3 ) Volume Invert Avail.Storage Storage Description ' #1 127.00' 230,600 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.00 106 0 0 128.00 469 288 288 128.60 76,102 22,971 23,259 129.00 79,477 31,116 54,375 130.00 88,069 83,773 138,148 131.00 96,836 92,453 230,600 ' Device Routing Invert Outlet Devices #1 Primary 128.60' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.40 1.40 2.40 3.40 4.40 5.40 Width (feet) 4.00 16.00 32.00 95.00 105.00 116.00 133.00 Primary OutFlow Max=7.18 cfs @ 13.29 hrs HW=129.00' (Free Discharge) ' L1=Custom Weir/Orifice (Weir Controls 7.18 cfs @ 1.82 fps) 1 Existing Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 37 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS ' Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlE: Subcatchmentl Runoff Area=104,520 sf 13.29% Impervious RunoffDepth=3.33" ' Flow Length=578' Tc=9.7 min CN=80 Runoff=8.26 cfs 0.667 of Subcatchment2aE:Subcatchment2a Runoff Area=74.583 sf 1.74% Impervious Runoff Depth=3.14" Flow Length=612' Tc=14.2 min CN=78 Runoff=4.88 cfs 0.448 of Subcatchment2bE:Subcatchment2b Runoff Area=220.572 sf 3.29% Impervious Runoff Depth=3.14" Flow Length=215' Tc=14.6 min CN=78 Runoff=14.25 cfs 1.325 of ' Subcatchment2cE: Subcatchment2c Runoff Area=8,004 sf 0.00% Impervious Runoff Depth=3.05" Flow Length=170' Tc=14.0 min CN=77 Runoff=0.51 cfs 0.047 of ' Subcatchment2dE: Subcatchment2d Runoff Area=14.045 sf 0.00% Impervious Runoff Depth=3.05" Flow Length=458' Tc=19.3 min CN=77 Runoff=0.79 cfs 0.082 of Subcatchment3E: Subcatchment3 Runoff Area=352.158 sf 13.46% Impervious Runoff Depth=3.33" ' Flow Length=731' Tc=27.5 min. CN=80 Runoff=18.60 cfs 2.246 of Subcatchment4E: Subcatchment4 Runoff Area=154.273 sf 58.32% Impervious Runoff Depth=4.25" ' Flow Length=217' Tc=22.2 min CN=89 Runoff=11.08 cfs 1.255 of Subcatchment5E: Subcatchment5 Runoff Area=403.752 sf 38.00% Impervious Runoff Depth=3.63" Flow Length=1,761' Tc=22.2 min CN=83 Runoff=25.36 cfs 2.804 of ' Subcatchment6E: Subcatchment6 RunoffArea=245.683 sf 36.12% Impervious Runoff Depth=3.73" Flow Length=1,403' Tc=47.1 min CN=84 Runoff--1 1.09 cfs 1.754 of Subcatchment7E: Subcatchment7 Runoff Area=943.101 sf 32.78% Impervious Runoff Depth=3.53" Flow Length=1,525' Tc=32.2 min CN=82 Runoff-48.83 cfs 6.369 of t Subcatchment8E: Subcatchment8 Runoff Area=214.484 sf 1.16% Impervious Runoff Depth=3.05" Flow Length=731' Tc=25.0 min CN=77 Runoff=10.79 cfs 1.250 of Subcatchment9E: Subcatchment9 Runoff Area=246.565 sf 17.84% Impervious Runoff Depth=3.43" ' Flow Length=1,028' Tc=21.5 min CN=81 Runoff=14.89 cfs 1.618 of SubcatchmentlOE: Subcatchmentl0 Runoff Area=1,608 sf 0.00% Impervious Runoff Depth=3.05" Flow Length=294' Tc=13.2 min CN=77 Runoff=0.10 cfs 0.009 of Subcatchment1lE:Subcatchment1l RunoffArea=4,277 sf 0.00% Impervious Runoff Depth=3.05" Flow Length=279' Tc=14.1 min CN=77 Runoff=0.27 cfs 0.025 of ' Reach 1Ra: Intermittent Stream Avg. Depth=0.37' Max Vel=1.38 fps Inflow=9.78 cfs 1.699 of n=0.050 L=105.0' S=0.01 33? Capacity=1,215.71 cfs Outflow=9.77 cfs 1.699 of ' Reach 1Rb: IntermittentStream Avg. Depth=0.19' Max Vel=0.94 fps Inflow=0.51 cfs 0.047 of n=0.050 L=85.0' S=0.0235'P Capacity=973.97 cfs Outflow=0.50 cfs 0.047 of Existing Condition-01 Type /// 24-hr 25-Year Rainfall=5.50" , Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 38 t Reach 1Rc: Intermittent Stream Avg. Depth=0.74' Max Vel=4.03 fps Inflow=15.33 cfs 3.071 of n=0.050 L=573.0' S=0.0740'/' Capacity=740.66 cfs Outflow=15.00 cfs 3.071 of Reach 2R:Wetland Area E Outlet Avg. Depth=0.45' Max Vel=3.01 fps Inflow=14.54 cfs 4.223 of ' n=0.050 L=331.0' S=0.0539'P Capacity=6,334.34 cfs Outflow=14.54 cfs 4.223 of Reach 3R: 24" RCP Under Highland Ave. Avg. Depth=0.84' Max Vel=12.29 fps Inflow=15.47 cfs 4.890 of ' 24.0" Round Pipe n=0.013 L=70.0' S=0.0340'P Capacity=41.71 cfs Outflow=15.47 cfs 4.890 of Reach 4R: 24" RCP Highland Ave to Avg. Depth=2.00' Max Vel=8.03 fps Inflow=24.59 cfs 6.643 of ' 24.0" Round Pipe n=0.013 L=1,062.0' S=0.0096'P Capacity=22.13 cfs Outflow=23.79 cfs 6.643 of Reach PA1: Point of Analysis 1 Inflow=86.67 cfs 15.815 of Outflow=86.67 cfs 15.815 of , Reach PA2: Point of Analysis 2 Inflow=10.79 cfs 1.250 of Outflow=10.79 cfs 1.250 of ' Reach PA3: Point of Analysis 3 Inflow=14.89 cfs 1.618 of Outflow=14.89 cfs 1.618 of Reach PA4: Point of Analysis 4 Inflow=0.10 cfs 0.009 of ' Outflow=0.10 cfs 0.009 of Reach PA5: Point of Analysis 5 Inflow=0.27 cfs 0.025 of , Outflow=0.27 cfs 0.025 of Pond 1W:Wetland Area D Peak Elev=175.13' Storage=42.262 cf Inflow=18.60 cfs 2.246 of , Primary=9.54 cfs 1.617 of Secondary=0.00 cfs 0.000 of Outflow=9.54 cfs 1.617 of Pond 2W:Wetland Area E Peak Elev=129.16' Storage=67.187 cf Inflow=30.32 cfs 4.774 of Outflow=14.54 cfs 4.223 of ' R ' . Existing Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment 1E: Subcatchment 1 ' Runoff = 8.26 cfs @ 12.13 hrs, Volume= 0.667 af, Depth= 3.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description ' 76,063 77 Woods, Poor, HSG C 13,889 98 Paved parking & roofs 1,272 87 Dirt roads, HSG C 13,296 77 Brush, Poor, HSG C 1 104,520 80 Weighted Average 90,631 86.71% Pervious Area 13,889 13.29% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.1900 0.16 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 2.0 207 0.1159. 1.70 Shallow Concentrated Flow, Shallow Cone. Flow Woodland Kv= 5.0 fps 2.4 243 0.1110 1.67 Shallow Concentrated Flow, Shallow Cone. Flow Woodland Kv= 5.0 fps 0.1 41 0.0976 5.03 Shallow Concentrated Flow, Rip-Rap Unpaved Kv= 16.1 fps 0.1 25 0.0928 6.18 Shallow Concentrated Flow, Sidewalk-Street Paved Kv= 20.3 fps 0.0 12 0.1090 14.98 11.76 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 9.7 578 Total Summary for Subcatchment 2aE: Subcatchment 2a Runoff = 4.88 cfs @ 12.20 hrs, Volume= 0.448 af, Depth= 3.14" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description 50,403 77 Woods, Poor, HSG C 1,299 98 Paved parking & roofs 2,776 87 Dirt roads, HSG C ' 20,105 77 Brush, Poor, HSG C 74,583 78 Weighted Average 73,284 98.26% Pervious Area 1,299 1.74% Impervious Area Existing Condition-01 Type 11124-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 40 ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 7.5 100 0.2870 0.22 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 2.3 131 0.0183 . 0.95 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps ' 2.1 141 0.0255 1.12 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps 1.6 112 0.2232 1.18 Shallow Concentrated Flow, Shallow Conc. Forest w/Heavy Litter Kv= 2.5 fps ' 0.7 128 0.0391 2.97 Shallow Concentrated Flow, Shallow Conc Grassed Waterway Kv= 15.0 fps 14.2 612 Total , Summary for Subcatchment 2bE: Subcatchment 2b Runoff = 14.25 cfs @ 12.20 hrs, Volume= 1.325 af, Depth= 3.14" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" ' Area (so CN Description 175,319 77 Woods, Poor, HSG C 7,251 98 Paved parking & roofs ' 6,673 87 Dirt roads, HSG C 31,329 77 Brush, Poor, HSG C 220,572 78 Weighted Average 213,321 96.71% Pervious Area 7,251 3.29% Impervious Area . Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 13.4 100 0.0680 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" , 1.2 115 0.1096 1.66 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 14.6 215 Total Summary for Subcatchment 2cE: Subcatchment 2c Runoff = 0.51 cfs @ 12.19 hrs, Volume= 0.047 af, Depth= 3.05' ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" ' Area (sf) CN Description 8,004 77 Woods, Poor, HSG C 8,004 100.00% Pervious Area ' 1 Existing Condition-01 Type /// 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 41 Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) ' 6.4 74 0.2392 0.19 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 6.1 26 0.0330 0.07 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.5 70 0.0250 0.79 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 14.0 170 Total Summary for Subcatchment ME: Subcatchment 2d ' Runoff = 0.79 cfs @ 12.27 hrs, Volume= 0.082 af, Depth= 3.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description 14,045 77 Woods, Poor, HSG C 14,045 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 12.1 100 0.0880 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 44 0.2045 2.26 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 6.2 111 0.0144 0.30 Shallow Concentrated Flow, Shallow Conc. Forest w/Heavy Litter Kv=2.5 fps ' 0.1 37 0.0110 5.62 4.42 Pipe Channel, 12" pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.011 Concrete pipe, straight& clean 0.6 166 0.0970 4.67 Shallow Concentrated Flow, Shallow Conc ' Grassed Waterway Kv= 15.0 fps 19.3 458 Total - Summary for Subcatchment 3E: Subcatchment 3 Runoff - 18.60 cfs @ 12.38 hrs, Volume= 2.246 af, Depth= 3.33" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description 304,762 77 Woods, Poor, HSG C 47,396 98 Water Surface, HSG C 352,158 80 Weighted Average ' 304,762 86.54% Pervious Area 47,396 13.46% Impervious Area 1 Existing Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 42 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 1.6 282 0.0400 3.00 Shallow Concentrated Flow, Shallow Cone Grassed Waterway Kv= 15.0 fps ' 13.9 349 0.0070 0.42 Shallow Concentrated Flow,Vernal Pool Woodland Kv= 5.0 fps 27.5 731 Total Summary for Subcatchment 4E: Subcatchment 4 ' Runoff = 11.08 cfs @ 12.30 hrs, Volume= 1.255 af, Depth= 4.25" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description 30,775 83 1/4 acre lots, 38% imp, HSG C 45,227 77 Woods, Poor, HSG C ' 78,271 98 Water Surface, HSG C 154,273 89 Weighted Average 64,308 41.68% Pervious Area ' 89,966 58.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) , 2.3 33 0.2121 0.24 Sheet Flow, Sheet-Grass Grass: Dense n= 0.240 P2= 3.10" 17.8 67 0.0149 0.06 Sheet Flow, Sheet Woods Woods: Light underbrush n= 0.400 P2= 3.10" ' 2.1 117 0.0340 0.92 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 22.2 217 Total , Summary for Subcatchment 5E: Subcatchment 5 Runoff = 25.36 cfs @ 12.31 hrs, Volume= 2.804 af, Depth= 3.63" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" ' Area (sf) CN Description 403,752 83 1/4 acre lots, 38% imp, HSG C , 250,326 62.00% Pervious Area 153,426 38.00% Impervious Area Existing Condition-01 Type /// 24-hr 25-Year Rainfall=5.50" Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 43 Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 14.6 100 0.0550 0.11 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 4.1 326 0.0706 1.33 Shallow Concentrated Flow, Shallow Conc ' Woodland Kv= 5.0 fps 0.6 140 0.0326 3.67 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 2.7 1,123 0.0240 7.03 5.52 Pipe Channel, 18" RCP ' 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 Concrete pipe, bends& connections 0.2 72 0.0117 7.79 24.47 Pipe Channel, 24" RCP ' 24.0" Round Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013 Concrete pipe, bends& connections 22.2 1,761 Total ' Summary for Subcatchment 6E: Subcatchment 6 Runoff = 11.09 cfs @ 12.62 hrs, Volume= 1.754 af, Depth= 3.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" ' Area (sf) CN Description 59,165 83 1/4 acre lots, 38% imp, HSG C 108,567 77 Woods, Poor, HSG C ' 77,951 94 Urban commercial, 85% imp, HSG C 245,683 84 Weighted Average 156,942 63.88% Pervious Area ' 88,741 36.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 21.8 100 0.0200 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 23.0 723 0.0110 0.52 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 2.3 571 0.0400 4.06 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 0.0 9 0.1367 16.77 13.17 Pipe Channel, 12" RCP ' 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 Concrete pipe, bends& connections 47.1 1,403 Total Summary for Subcatchment 7E: Subcatchment 7 Runoff = 48.83 cfs @ 12.42 hrs, Volume= 6.369 af, Depth= 3.53" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Existing Condition-01 Type 11124-hr25•Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 44 Area (sf) CN Description ' 813,598 83 1/4 acre lots, 38% imp, HSG C 129,503 77 Woods, Poor, HSG C ' 943,101 82 Weighted Average 633,934 67.22% Pervious Area 309,167 32.78% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.5 100 0.1000 0.15 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 20.6 1,385 0.0500 1.12 Shallow Concentrated Flow, Shallow Conc Woodland Kv=5.0 fps , 0.1 40 0.0100 7.20 22.62 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim=6.3' r- 0.50' n= 0.013 32.2 1,525 Total Summary for Subcatchment 8E: Subcatchment 8 ' Runoff = 10.79 cfs @ 12.36 hrs, Volume= 1.250 af, Depth= 3.05" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" , Area (sf) CN Description 177,338 77 Woods, Poor, HSG C 33,618 77 Brush, Poor, HSG C ' 1,032 87 Dirt roads, HSG C 2,496 98 Paved parking & roofs 214,484 77 Weighted Average ' 211,988 98.84% Pervious Area 2,496 1.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) ' 17.4 100 0.0350 0.10 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 5.2 375 0.0579 1.20 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2.4 256 0.1240 1.76 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 25.0 731 Total Summary for Subcatchment 9E: Subcatchment 9 ' Runoff = 14.89 cfs @ 12.30 hrs, Volume= 1.618 af, Depth= 3.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25-Year Rainfall=5.50" Existing Condition-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 45 Area (so CN Description ' 192,150 77 Woods, Poor, HSG C 43,981 98 Paved parking & roofs 10,434 77 Brush, Poor, HSG C 246,565 81 Weighted Average ' 202,584 82.16% Pervious Area 43,981 17.84% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Cone. Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow ' Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-grass Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Cone. Pavement ' Paved Kv= 20.3 fps 1.1 185 0.0070 2.90 1.01 Pipe Channel, 8" CL 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Pipe Channel, 30" CMP 30.0" Round Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 21.5 1,028 Total Summary for Subcatchment 10E: Subcatchment 10 Runoff = 0.10 cfs @ 12.18 hrs, Volume= 0.009 af, Depth= 3.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" ' Area (sf) CN Description 1,608 77 Woods, Poor, HSG C 1,608 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 100 0.0930 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.4 194 0.2240 2.37 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 13.2 294 Total Existing Condition-01 Type 11124-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 46 ' Summary for Subcatchment 11 E: Subcatchment 11 Runoff = 0.27 cfs @ 12.20 hrs, Volume= 0.025 af, Depth= 3.05" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" ' Area (so CN Description 4,277 77 Woods, Poor, HSG C ' 4,277 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 11.6 100 0.0970 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 48 0.2000 2.24 Shallow Concentrated Flow, Shallow Cone ' Woodland Kv= 5.0 fps 2.1 131 0.0450 1.06 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 14.1 279 Total ' Summary for Reach 1Ra: Intermittent Stream Inflow Area = 8.407 ac, 12.94% Impervious, Inflow Depth > 2.43" for 25-Year event , Inflow = 9.78 cfs @ 12.76 hrs, Volume= 1.699 of Outflow = 9.77 cfs @ 12.80 hrs, Volume= 1.699 af, Atten= 0%, Lag= 2.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 1.38 fps, Min. Travel Time= 1.3 min Avg. Velocity= 0.41 fps, Avg. Travel Time=4.3 min ' Peak Storage= 741 cf @ 12.77 hrs, Average Depth at Peak Storage= 0.37' Bank-Full Depth= 4.20', Capacity at Bank-Full= 1,215.71 cfs Custom cross-section, Length= 105.0' Slope= 0.0133 '/' (104 Elevation Intervals) , Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 174.80', Outlet Invert= 173.40' ' Existing Condition-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by (enter your company name here) Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 47 Offset Elevation Chan.Depth ' (feet) (feet) (feet) -31.83 4.20 0.00 -26.08 3.20 1.00 -22.04 2.20 2.00 ' -17.79 1.20 3.00 -13.00 0.20 4.00 0.00 0.00 4.20 13.00 0.20 4.00 ' 17.79 1.20 3.00 22.04 2.20 2.00 26.08 3.20 1.00 ' 31.83 4.20 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.20 2.6 26.0 273 1.92 1.20 33.4 35.8 3,506 109.41 ' 2.20 73.2 44.5 7,688 350.10 3.20 121.3 52.8 12,741 724.75 4.20 179.3 64.5 18,821 1,215.71 ' Summary for Reach 1 Rb: Intermittent Stream Inflow Area = 0.184 ac, 0.00% Impervious, Inflow Depth = 3.05" for 25-Year event ' Inflow 0.51 cfs @ 12.19 hrs, Volume= 0.047 of Outflow 0.50 cfs @ 12.24 hrs, Volume= 0.047 af, Atten= 1%, Lag= 2.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 0.94 fps, Min. Travel Time= 1.5 min Avg. Velocity = 0.44 fps, Avg. Travel Time= 3.3 min ' Peak Storage=46 cf @ 12.21 hrs, Average Depth at Peak Storage= 0.19' Bank-Full Depth= 3.60', Capacity at Bank-Full= 973.97 cfs Custom cross-section, Length= 85.0' Slope= 0.02357' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 175.40', Outlet Invert= 173.40' 1 # j ' Existing Condition-01 Type /// 24-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 48 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -32.87 179.00 0.00 ' -23.63 178.00 1.00 -19.38 177.00 2.00 -9.27 176.00 3.00 ' 0.00 175.40 3.60 9.27 176.00 3.00 19.38 177.00 2.00 23.63 178.00 1.00 , 32.87 179.00 0.00 Depth End Area Perim. Storage Discharge , (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.60 5.6 18.6 473 11.35 1.60 34.2 38.9 2,908 143.18 ' 2.60 77.2 47.6 6,564 485.85 3.60 133.7 66.2 11,366 973.97 Summary for Reach 1 Rc: Intermittent Stream ' Inflow Area = 13.654 ac, 9.19% Impervious, Inflow Depth > 2.70" for 25-Year event Inflow = 15.33 cfs @ 12.21 hrs, Volume= 3.071 of , Outflow = 15.00 cfs @ 12.28 hrs, Volume= 3.071 af, Atten= 2%, Lag=4.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity=4.03 fps, Min. Travel Time=2.4 min Avg. Velocity= 1.44 fps, Avg. Travel Time=6.7 min Peak Storage=2,132 cf @ 12.24 hrs, Average Depth at Peak Storage= 0.74' ' Bank-Full Depth= 3.20', Capacity at Bank-Full= 740.66 cfs Custom cross-section, Length= 573.0' Slope= 0.0740 '/' (103 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 173.40', Outlet Invert= 131.00' 1 Existing Condition-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 49 Offset Elevation Chan.Depth ' (feet) (feet) (feet) -18.82 3.20 0.00 -13.54 2.20 1.00 -8.63 1.20 2.00 -1.17 0.20 3.00 0.00 0.00 3.20 1.17 0.20 3.00 8.63 1.20 2.00 ' 13.54 2.20 1.00 18.82 3.20 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.20 0.2 2.4 134 0.40 ' 1.20 10.0 17.4 5,749 56.14 2.20 32.2 27.4 18,453 289.61 3.20 64.6 38.2 36,995 740.66 ' Summary for Reach 2R: Wetland Area E Outlet Inflow Area = 18.908 ac, 17.72% Impervious, Inflow Depth > 2.68" for 25-Year event ' Inflow 14.54 cfs @ 12.99 hrs, Volume= 4.223 of Outflow 14.54 cfs @ 13.04 hrs, Volume= 4.223 af, Atten= 0%, Lag= 3.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 3.01 fps, Min. Travel Time= 1.8 min Avg. Velocity = 1.28 fps, Avg. Travel Time=4.3 min ' Peak Storage= 1,600 cf @ 13.01 hrs, Average Depth at Peak Storage= 0.45' Bank-Full Depth= 5.40', Capacity at Bank-Full= 6,334.34 cfs ' Custom cross-section, Length= 331.0' Slope= 0.0539 '/' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 128.60', Outlet Invert= 110.77' 1 Existing Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 50 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -67.70 134.00 0.00 ' -58.00 133.00 1.00 -52.50 132.00 2.00 -47.50 131.00 3.00 ' -16.00 130.00 4.00 -8.00 129.00 5.00 -2.00 128.60 5.40 2.00 128.60 5.40 , 8.00 129.00 5.00 16.00 130.00 4.00 47.50 131.00 3.00 52.50 132.00 2.00 ' 58.00 133.00 1.00 67.50 134.00 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 4.0 0 0.00 , 0.40 4.0 16.0 1,324 10.94 1.40 28.0 32.2 9,269 175.53 2.40 91.5 95.2 30,287 614.76 3.40 191.5 105.4 63,387 1,967.07 t 4.40 302.0 116.6 99,962 3,929.64 5.40 427.6 135.9 141,536 6,334.34 Summary for Reach 3R: 24" RCP Under Highland Ave. , Inflow Area = 21.308 ac, 17.22% Impervious, Inflow Depth > 2.75" for 25-Year event Inflow = 15.47 cfs @ 13.01 hrs, Volume= 4.890 of ' Outflow = 15.47 cfs @ 13.02 hrs, Volume= 4.890 af, Atten= 0%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 0.0048.00 hrs, dt= 0.01 hrs , Max. Velocity= 12.29 fps, Min. Travel Time= 0.1 min Avg. Velocity= 4.41 fps, Avg. Travel Time= 0.3 min Peak Storage= 88 cf @ 13.02 hrs, Average Depth at Peak Storage= 0.84' Bank-Full Depth= 2.00', Capacity at Bank-Full= 41.71 cfs 24.0" Round Pipe n= 0.013 Concrete pipe, bends &connections ' Length= 70.0' Slope= 0.0340T Inlet Invert= 105.77', Outlet Invert= 103.39' 1 1 Existing Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 51 Summary for Reach 4R: 24" RCP Highland Ave to Coolidge ' Inflow Area = 26.948 ac, 21.17% Impervious, Inflow Depth > 2.96" for 25-Year event Inflow 24.59 cfs @ 12.78 hrs, Volume= 6.643 of Outflow = 23.79 cfs @ 12.76 hrs, Volume= 6.643 af, Atten= 3%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 8.03 fps, Min. Travel Time= 2.2 min Avg. Velocity= 2.95 fps, Avg. Travel Time=6.0 min ' Peak Storage= 3,336 cf @ 12.75 hrs, Average Depth at Peak Storage=2.00' Bank-Full Depth=2.00', Capacity at Bank-Full= 22.13 cfs ' 24.0" Round Pipe n= 0.013 Concrete pipe, bends& connections Length= 1,062.0' Slope= 0.00967 ' Inlet Invert= 103.29', Outlet Invert= 93.13' } Summary for Reach PAI: Point of Analysis 1 ' Inflow Area = 57.867 ac, 28.21% Impervious, Inflow Depth > 3.28" for 25-Year event Inflow = 86.67 cfs @ 12.42 hrs, Volume= 15.815 of Outflow = 86.67 cfs @ 12.42 hrs, Volume= 15.815 af, Atten= 0%, Lag= 0.0 min ' Routing by Star-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA2: Point of Analysis 2 Inflow Area = 4.924 ac, 1.16% Impervious, Inflow Depth = 3.05" for 25-Year event I ' Inflow 10.79 cfs @ 12.36 hrs, Volume= 1.250 of Outflow 10.79 cfs @ 12.36 hrs, Volume= 1.250 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Reach PA3: Point of Analysis 3 ' Inflow Area = 5.660 ac, 17.84% Impervious, Inflow Depth = 3.43" for 25-Year event Inflow 14.89 cfs @ 12.30 hrs, Volume= 1.618 of Outflow 14.89 cfs @ 12.30 hrs, Volume= 1.618 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Existing Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" ' Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 52 ' Summary for Reach PA4: Point of Analysis 4 Inflow Area = 0.037 ac, 0.00% Impervious, Inflow Depth = 3.05" for 25-Year event ' Inflow = 0.10 cfs @ 12.18 hrs, Volume= 0.009 of Outflow = 0.10 cfs @ 12.18 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PAS: Point of Analysis 5 , Inflow Area= 0.098 ac, 0.00% Impervious, Inflow Depth = 3.05" for 25-Year event Inflow = 0.27 cfs @ 12.20 hrs, Volume= 0.025 of Outflow = 0.27 cfs @ 12.20 hrs, Volume= 0.025 af, Atten= 0%, Lag= 0.0 min , Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Pond 1W: Wetland Area D ' Inflow Area = 8.084 ac, 13.46% Impervious, Inflow Depth = 3.33" for 25-Year event Inflow = 18.60 cfs @ 12.38 hrs, Volume= 2.246 of ' Outflow = 9.54 cfs @ 12.77 hrs, Volume= 1.617 af, Atten= 49%, Lag=23:4 min Primary = 9.54 cfs @ 12.77 hrs, Volume= 1.617 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 175.13' @ 12.77 hrs Surf.Area=48,681 sf Storage=42,262 cf Plug-Flow detention time= 217.1 min calculated for 1.617 of(72% of inflow) ' Center-of-Mass det. time= 125.4 min ( 963.1 - 837.7 ) Volume Invert Avail.Storage Storage Description ' #1 174.20' 165,452 cf Custom Stage Data(Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.20 43,359 0 0 175.00 47,098 36,183 36,183 ' 176.00 59,570 53,334 89,517 177.00 92,301 75,936 165,452 Device Routing Invert Outlet Devices , #1 Primary 174.80' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.20 1.20 2.20 3.20 4.20 Width (feet) 0.00 25.99 35.58 44.08 52.15 63.66 ' #2 Secondary 175.40' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.60 1.60 2.60 3.60 Width (feet) 0.00 18.54 38.75 47.25 65.73 t Existing Condition-01 Type /// 24-hr 25-Year Rainfall=5.50" Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 0 2009 HydroCAD Software Solutions LLC Page 53 Primary OutFlow Max=9.50 cfs @ 12.77 hrs HW=175.13' (Free Discharge) L1=Custom Weir/Orifice (Weir Controls 9.50 cfs @ 1.59 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=174.20' (Free Discharge) �2=Custom Weir/Orifice ( Controls 0.00 cfs) tSummary for Pond 2W: Wetland Area E ' Inflow Area= 18.908 ac, 17.72% Impervious, Inflow Depth > 3.03" for 25-Year event Inflow 30.32 cfs @ 12.27 hrs, Volume= 4.774 of Outflow = 14.54 cfs @ 12.99 hrs, Volume= 4.223 af, Atten= 52%, Lag=43.4 min ' Primary = 14.54 cfs @ 12.99 hrs, Volume= 4.223 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs,dt= 0.01 hrs Peak Elev= 129.16' @ 12.99 hrs Surf.Area= 80,850 sf Storage=67,187 cf ' Plug-Flow detention time= 186.2 min calculated for 4.223 of(88%of inflow) Center-of-Mass det. time= 122.3 min ( 996.6- 874.2 ) Volume Invert Avail.Storage Storage Description #1 127.00' 230,600 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.00 106 0 0 128.00 469 288 288 ' 128.60 76,102 22,971 23,259 129.00 79,477 31,116 54,375 130.00 88,069 83,773 138,148 ' 131.00 96,836 92,453 230,600 Device Routing Invert Outlet Devices #1 Primary 128.60' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.40 1.40 2.40 3.40 4.40 5.40 Width (feet) 4.00 16.00 32.00 95.00 105.00 116.00 133.00 ' Primary OutFlow Max=14.52 cfs @ 12.99 hrs HW=129.16' (Free Discharge) t-1=Custom Weir/Orifice (Weir Controls 14.52 cfs @ 2.15 fps) Existing Condition-01 Type 11124-hr 50-Year Rainfall=6.00" . Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 54 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlE:Subcatchmentl -Runoff Area=104,520 sf 13.29% Impervious RunoffDepth=3.78" Flow Length=578' Tc=9.7 min CN=80 Runoff=9.35 cfs 0.756 of Subcatchment2aE: Subcatchment2a Runoff Area=74.583 sf 1.74% Impervious Runoff Depth=3.58" ' Flow Length=612' Tc=14.2 min CN=78 Runoff=5.55 cfs 0.511 of Subcatchment2bE: Subcatchment2b Runoff Area=220.572 sf 3.29% Impervious Runoff Depth=3.58" ' Flow Length=215' Tc=14.6 min CN=78 Runoff=16.23 cfs 1.510 of Subcatchment2cE:Subcatchment2c Runoff Area=8,004 sf 0.00% Impervious Runoff Depth=3.48" ' Flow Length=170' Tc=14.0 min CN=77 Runoff=0.58 cfs 0.053 of Subcatchment2dE: Subcatchment2d Runoff Area=14.045 sf 0.00% Impervious Runoff Depth=3.48" Flow Length=458' Tc=19.3 min CN=77 Runoff=0.90 cfs 0.093 of ' Subcatchment3E: Subcatchment3 RunoffArea=352.158 sf 13.46% Impervious Runoff Depth=3.78" Flow Length=731' Tc=27.5 min CN=80 Runoff--21.07 cfs 2.547 of Subcatchment4E: Subcatchment4 Runoff Area=154.273 sf 58.32% Impervious Runoff Depth=4.74" Flow Length=217' Tc--22.2 min CN=89 Runoff=12.27 cfs 1.398 of Subcatchment6E: Subcatchment5 Runoff Area=403.752 sf 38.00% Impervious Runoff Depth=4.09" Flow Length=1,761' Tc=22.2 min CN=83 Runoff=28.49 cfs 3.160 of Subcatchment6E: Subcatchment6 RunoffArea=245.683 sf 36.12% Impervious Runoff Depth=4.20" t Flow Length=1,403' Tc=47.1 min CN=84 Runoff--12.44 cfs 1.972 of Subcatchment7E: Subcatchment7 RunoffArea=943.101 sf 32.78% Impervious Runoff Depth=3.99" ' Flow Length=1,525' Tc=32.2 min CN=82 Runoff--55.06 cfs 7.194 of Subcatchment8E: Subcatchment8 Runoff Area=214.484 sf 1.16% Impervious Runoff Depth=3.48" Flow Length=731' Tc=25.0 min CN=77 Runoff=12.32 cfs 1.428 of Subcatchment9E: Subcatchment9 Runoff Area=246.565 sf 17.84% Impervious Runoff Depth=3.88" Flow Length=1,028' Tc=21.5 min CN=81 Runoff--16.81 cfs 1.832 of , SubcatchmentlOE:Subcatchment10 Runoff Area=1,608 sf 0.00% Impervious Runoff Depth=3.48" Flow Length=294' Tc--13.2 min CN=77 Runoff=0.12 cfs 0.011 of SubcatchmentllE:Subcatchmentll Runoff Area=4,277 sf 0.00% Impervious RunoffDepth=3.48" 1 Flow Length=279' Tc=14.1 min CN=77 Runoff=0.31 cfs 0.028 of Reach 1Ra: Intermittent Stream Avg. Depth=0.42' Max Vel=1.54 fps Inflow=13.02 cfs 2.012 of , n=0.050 L=105.0' S=0.0133'P Capacity=1,215.71 cfs Outflow=13.01 cfs 2.012 of Reach 1Rb: Intermittent Stream Avg. Depth=0.19' Max Vel=0.97 fps Inflow=0.58 cfs 0.053 of ' n=0.050 L=85.0' S=0.0235 T Capacity=973.97 cfs Outflow=0.58 cfs 0.053 of 1 ' Existing Condition-01 Type Ill 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 11/23/2010 j HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 55 Reach 1Rc: Intermittent Stream Avg. Depth=0.79' Max Vel=4.19 fps Inflow=17.55 cfs 3.576 of n=0.050 L=573.0' S=0.07407 Capacity=740.66 cfs Outflow=17.47 cfs 3.576 of ' Reach 2R:Wetland Area E Outlet Avg. Depth=0.51' Max Vel=3.30 fps Inflow=19.41 cfs 4.933 of n=0.050 L=331.0' S=0.0539'r Capacity=6,334.34 cfs Outflow=19.40 cfs 4.933 of ' Reach 3R: 24"RCP Under Highland Ave. Avg. Depth=0.99' Max Vel=13.23 fps Inflow=20.54 cfs 5.689 of 24.0" Round Pipe n=0.013 L=70.0' S=0.0340'r Capacity=41.71 cfs Outflow=20.54 cfs 5.689 of ' Reach 4R: 24"RCP Highland Ave to Avg. Depth=2.00' Max Vel=8.03 fps Inflow=31.29 cfs 7.661 of 24.0" Round Pipe n=0.013 L=1,062.0' S=0.00967 Capacity=22.13 cfs Outflow=23.69 cfs 7.661 of Reach PAI: Point of Analysis 1 Inflow=99.64 cfs 18.015 of ' Outflow=99.64 cfs 18.015 of Reach PA2: Point of Analysis 2 Inflow=12.32 cfs 1.428 of Outflow=12.32 cfs 1.428 of Reach PA3: Point of Analysis 3 Inflow=16.81 cfs 1.832 of Outflow=16.81 cfs 1.832 of Reach PA4: Point of Analysis Inflow=0.12 cfs 0.011 of Outflow=0.12 cfs 0.011 of Reach PA5: Point of Analysis 5 Inflow=0.31 cfs 0.028 of Outflow=0.31 cfs 0.028 of I ' Pond 11W:Wetland Area D Peak Elev=175.18' Storage=44.620 cf Inflow=21.07 cfs 2.547 of Primary=12.68 cfs 1.919 of Secondary=0.00 cfs 0.000 of Outflow=12.68 cfs 1.919 of Pond 2W:Wetland Area E Peak Elev=129.25' Storage=74.137 cf Inflow=34.26 cfs 5.484 of ' Outflow=19.41 cfs 4.933 of 1 Existing Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 56 ' Summary for Subcatchment 1 E: Subcatchment 1 Runoff = 9.35 cfs @ 12.13 hrs, Volume= 0.756 af, Depth= 3.78" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description 76,063 77 Woods, Poor, HSG C 13,889 98 Paved parking & roofs ' 1,272 87 Dirt roads, HSG C 13,296 77 Brush, Poor, HSG C 104,520 80 Weighted Average ' 90,631 86.71% Pervious Area 13,889 13.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) , 5.1 50 0.1900 0.16 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 2.0 207 0.1159 1.70 Shallow Concentrated Flow, Shallow Cone. Flow Woodland Kv= 5.0 fps 2.4 243 0.1110 1.67 Shallow Concentrated Flow, Shallow Cone. Flow Woodland Kv= 5.0 fps ' 0.1 41 0.0976 5.03 Shallow Concentrated Flow, Rip-Rap Unpaved Kv= 16.1 fps 0.1 25 0.0928 6.18 Shallow Concentrated Flow, Sidewalk-Street Paved Kv= 20.3 fps ' 0.0 12 0.1090 14.98 11.76 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 9.7 578 Total ' Summary for Subcatchment 2aE: Subcatchment 2a Runoff = 5.55 cfs @ 12.20 hrs, Volume= 0.511 af, Depth= 3.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" ' Area (sf) CN Description 50,403 77 Woods, Poor, HSG C ' 1,299 98 Paved parking & roofs 2,776 87 Dirt roads, HSG C 20,105 77 Brush, Poor, HSG C 74,583 78 Weighted Average ' 73,284 98.26% Pervious Area 1,299 1.74% Impervious Area ' Existing Condition-01 Type /// 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 57 Tc Length Slope Velocity Capacity Description (min) (feet) (fuft) (ft/sec) (cfs) ' 7.5 100 0.2870 0.22 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.3 131 0.0183 0.95 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps 2.1 141 0.0255 1.12 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps 1.6 112 0.2232 1.18 Shallow Concentrated Flow, Shallow Conc. Forest w/Heavy Litter Kv= 2.5 fps 0.7 128 0.0391 2.97 Shallow Concentrated Flow, Shallow Conc Grassed Waterway Kv= 15.0 fps 14.2 612 Total Summary for Subcatchment 2bE: Subcatchment 2b 1 Runoff = 16.23 cfs @ 12.20 hrs, Volume= 1.510 af, Depth= 3.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0048.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description 175,319 77 Woods, Poor, HSG C 7,251 98 Paved parking & roofs 6,673 87 Dirt roads, HSG C 31,329 77 Brush, Poor, HSG C ' 220,572 78 Weighted Average 213,321 96.71% Pervious Area 7,251 3.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.4 100 0.0680 0.12 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 1.2 115 0.1096 1.66 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 14.6 215 Total Summary for Subcatchment 2cE: Subcatchment 2c Runoff = 0.58 cfs @ 12.19 hrs, Volume= 0.053 af, Depth= 3.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" ' Area (sf) CN Description 8,004 77 Woods, Poor, HSG C ' 8,004 100.00% Pervious Area Existing Condition-01 Type 11124-hr 50-Year Rainfall=6.00" , Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 58 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 6.4 74 0.2392 0.19 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 6.1 26 0.0330 0.07 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.5 70 0.0250 0.79 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 14.0 170 Total Summary for Subcatchment 2dE: Subcatchment 2d e Runoff = 0.90 cfs @ 12.26 hrs, Volume= 0.093 af, Depth= 3.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description 14,045 77 Woods, Poor, HSG C 14,045 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 12.1 100 0.0880 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 44 0.2045 2.26 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps ' 6.2 111 0.0144 0.30 Shallow Concentrated Flow, Shallow Cone. Forest w/Heavy Litter Kv= 2.5 fps 0.1 37 0.0110 5.62 4.42 Pipe Channel, 12" pipe 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.011 Concrete pipe, straight&clean 0.6 166 0.0970 4.67 Shallow Concentrated Flow, Shallow Cone Grassed Waterway Kv= 15.0 fps 19.3 458 Total ' Summary for Subcatchment 3E: Subcatchment 3 Runoff = 21.07 cfs @ 12.38 hrs, Volume= 2.547 af, Depth= 3.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description 304,762 77 Woods, Poor, HSG C 47,396 98 Water Surface HSG C 352,158 80 Weighted Average 304,762 86.54% Pervious Area , 47,396 13.46% Impervious Area ' Existing Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 ©2009 Hyd,oCAD Software Solutions LLC Page 59 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 12.0 100 0.0900 0.14 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 1.6 282 0.0400 3.00 Shallow Concentrated Flow, Shallow Conc ' Grassed Waterway Kv= 15.0 fps 13.9 349 0.0070 0.42 Shallow Concentrated Flow,Vernal Pool Woodland Kv= 5.0 fps 27.5 731 Total ' Summary for Subcatchment 4E: Subcatchment 4 ' Runoff = 12.27 cfs @ 12.30 hrs, Volume= 1.398 af, Depth= 4.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" ' Area (sf) CN Description 30,775 83 1/4 acre lots, 38% imp, HSG C ' 45,227 77 Woods, Poor, HSG C 78,271 98 Water Surface, HSG C 154,273 89 Weighted Average 64,308 41.68% Pervious Area 89,966 58.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 33 0.2121 0.24 Sheet Flow, Sheet-Grass Grass: Dense n= 0.240 P2= 3.10" 17.8 67 0.0149 0.06 Sheet Flow, Sheet Woods 1 Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 117 0.0340 0.92 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 22.2 217 Total Summary for Subcatchment SE: Subcatchment 5 1 Runoff = 28.49 cfs @ 12.31 hrs, Volume= 3.160 af, Depth= 4.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description ' 403,752 83 1/4 acre lots, 38% imp, HSG C 250,326 62.00% Pervious Area 153,426 38.00% Impervious Area 1 Existing Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 60 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 14.6 100 0.0550 0.11 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" , 4.1 326 0.0706 1.33 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 0.6 140 0.0326 3.67 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 2.7 1,123 0.0240 7.03 5.52 Pipe Channel, 18" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' ' n= 0.013 Concrete pipe, bends &connections 0.2 72 0.0117 7.79 24.47 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete pipe, bends & connections , 22.2 1,761 Total Summary for Subcatchment 6E: Subcatchment 6 t Runoff = 12.44 cfs @ 12.62 hrs, Volume= 1.972 af, Depth= 4.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description 59,165 83 1/4 acre lots, 38% imp, HSG C 108,567 77 Woods, Poor, HSG C 77,951 94 Urban commercial, 85% imp, HSG C 245,683 84 Weighted Average 156,942 63.88% Pervious Area 88,741 36.12% Impervious Area Tc Length Slope Velocity Capacity Description 1 (min) (feet) (ft/ft) (ft/sec) (cfs) 21.8 100 0.0200 0.08 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 23.0 723 0.0110 0.52 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2.3 571 0.0400 4.06 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 0.0 9 0.1367 16.77 13.17 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, bends& connections 47.1 1,403 Total Summary for Subcatchment 7E: Subcatchment 7 ' Runoff = 55.06 cfs @ 12.42 hrs, Volume= 7.194 af, Depth= 3.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , Type III 24-hr 50-Year Rainfall=6.00" Existing Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 009113 112009 HydroCAD Software Solutions LLC Page 61 Area (sf) CN Description 813,598 83 1/4 acre lots, 38% imp, HSG C 129,503 77 Woods, Poor, HSG C 943,101 82 Weighted Average 633,934 67.22% Pervious Area 309,167 32.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 11.5 100 0.1000 0.15 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 20.6 1,385 0.0500 1.12 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 0.1 40 0.0100 7.20 22.62 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013 32.2 1,525 Total ' Summary for Subcatchment 8E: Subcatchment 8 ' Runoff = 12.32 cfs @ 12.36 hrs, Volume= 1.428 af, Depth= 3.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description 177,338 77 Woods, Poor, HSG C ' 33,618 77 Brush, Poor, HSG C 1,032 87 Dirt roads, HSG C 2,496 98 Paved parking & roofs 214,484 77 Weighted Average ' 211,988 98.84% Pervious Area 2,496 1.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 17.4 100 0.0350 0.10 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 5.2 375 0.0579 1.20 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 2.4 256 0.1240 1.76 Shallow Concentrated Flow, Shallow Cone ' Woodland Kv= 5.0 fps 25.0 731 Total I ' Summary for Subcatchment 9E: Subcatchment 9 Runoff 16.81 cfs @ 12.30 hrs, Volume= 1.832 af, Depth= 3.88" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" 1 Existing Condition-01 Type 11124-hr 50-Year Rainfall=6.00" t Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 62 Area (so CN Description 192,150 77 Woods, Poor, HSG C 43,981 98 Paved parking & roofs , 10,434 77 Brush, Poor, HSG C 246,565 81 Weighted Average 202,584 82.16% Pervious Area 43,981 17.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-gras� Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc. Pavement Paved Kv= 20.3 fps 1.1 185 0.0070 2.90 1.01 Pipe Channel, 8" CL 8.0" Round Area= 0.3 sf Perim=2.1' r= 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Pipe Channel, 30" CMP 30.0" Round Area= 4.9 sf Perim= 7.9' r= 0.63' n= 0.013 ' 21.5 1,028 Total Summary for Subcatchment 10E: Subcatchment 10 Runoff = 0.12 cfs @ 12.18 hrs, Volume= 0.011 af, Depth= 3.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description 1,608 77 Woods, Poor, HSG C 1,608 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 100 0.0930 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" , 1.4 194 0.2240 2.37 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 13.2 294 Total 1 ' Existing Condition-01 Type ll/24-hr 50-Year Rainfall=6.00" Prepared by (enter your company name here) Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 63 Summary for Subcatchment 11 E: Subcatchment 11 ' Runoff = 0.31 cfs @ 12.20 hrs, Volume= 0.028 af, Depth= 3.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description 4,277 77 Woods Poor HSG C ' 4,277 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 11.6 100 0.0970 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 48 0.2000 2.24 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2.1 131 0.0450 1.06 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 14.1. 279 Total Summary for Reach 1 Ra: Intermittent Stream Inflow Area 8.407 ac, 12.94% Impervious, Inflow Depth > 2.87" for 50-Year event Inflow 13.02 cfs @ 12.69 hrs, Volume= 2.012 of Outflow = 13.01 cfs @ 12.72 hrs, Volume= 2.012 af, Atten= 0%, Lag= 1.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 1.54 fps, Min. Travel Time= 1.1 min ' Avg. Velocity = 0.42 fps, Avg. Travel Time=4.2 min Peak Storage= 887 cf @ 12.70 hrs, Average Depth at Peak Storage= 0.42' Bank-Full Depth=4.20', Capacity at Bank-Full= 1,215.71 cfs Custom cross-section, Length= 105.0' Slope= 0.0133 '/' (104 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 174.80', Outlet Invert= 173.40' 1 Existing Condition-01 Type 11124-hr 50-Year Rainfall=6.00" ' Prepared by {enter your company name here) Printed 11/23/2010 HydroCAD89 00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 64 Offset Elevation Chan.Depth (feet) (feet) (feet) -31.83 4.20 0.00 ' -26.08 3.20 1.00 -22.04 2.20 2.00 -17.79 1.20 3.00 -13.00 0.20 4.00 ' 0.00 0.00 4.20 13.00 0.20 4.00 17.79 1.20 3.00 , 22.04 2.20 2.00 26.08 3.20 1.00 31.83 4.20 0.00 Depth End Area Perim. Storage Discharge w (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 ' 0.20 2.6 26.0 273 1.92 1.20 33.4 35.8 3,506 109.41 2.20 73.2 44.5 7,688 350.10 3.20 121.3 52.8 12,741 724.75 4.20 179.3 64.5 18,821 1,215.71 Summary for Reach 1 Rb: Intermittent Stream Inflow Area = 0.184 ac, 0.00% Impervious, Inflow Depth = 3.48" for 50-Year event Inflow = 0.58 cfs @ 12.19 hrs, Volume= 0.053 of Outflow = 0.58 cfs @ 12.24 hrs, Volume= 0.053 af, Atten= 1%, Lag= 2.7 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 0.97 fps, Min. Travel Time= 1.5 min ' Avg. Velocity = 0.45 fps, Avg. Travel Time= 3.2 min Peak Storage= 50 cf @ 12.21 hrs, Average Depth at Peak Storage= 0.19' Bank-Full Depth= 3.60', Capacity at Bank-Full= 973.97 cfs ' Custom cross-section, Length= 85.0' Slope= 0.0235 '/' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 175.40', Outlet Invert= 173.40' ' Existing Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 65 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -32.87 179.00 0.00 -23.63 178.00 1.00 -19.38 177.00 2.00 ' -9.27 176.00 3.00 0.00 175.40 3.60 9.27 176.00 3.00 19.38 177.00 2.00 ' 23.63 178.00 1.00 32.87 179.00 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.60 5.6 18.6 473 11.35 1.60 34.2 38.9 2,908 143.18 2.60 77.2 47.6 6,564 485.85 3.60 133.7 66.2 11,366 973.97 Summary for Reach 1 Rc: Intermittent Stream Inflow Area = 13.654 ac, 9.19% Impervious, Inflow Depth > 3.14" for 50-Year event ' Inflow 17.55 cfs @ 12.63 hrs, Volume= 3.576 of Outflow 17.47 cfs @ 12.70 hrs, Volume= 3.576 af, Atten= 0%, Lag= 4.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity=4.19 fps, Min. Travel Time= 2.3 min Avg. Velocity = 1.47 fps, Avg. Travel Time=6.5 min Peak Storage= 2,391 cf @ 12.66 hrs, Average Depth at Peak Storage= 0.79' Bank-Full Depth= 3.20', Capacity at Bank-Full= 740.66 cfs Custom cross-section, Length= 573.0' Slope= 0.0740 '/' (103 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 173.40', Outlet Invert= 131.00' 1 Existing Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" ' Prepared by (enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 66 , Offset Elevation Chan.Depth (feet) (feet) (feet) -18.82 3.20 0.00 ' -13.54 2.20 1.00 -8.63 1.20 2.00 -1.17 0.20 3.00 0.00 0.00 3.20 ' 1.17 0.20 3.00 8.63 1.20 2.00 13.54 2.20 1.00 , 18.82 3.20 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) , 0.00 0.0 0.0 0 0.00 0.20 0.2 2.4 134 0.40 1.20 10.0 17.4 5,749 56.14 ' 2.20 32.2 27.4 18,453 289.61 3.20 64.6 38.2 36,995 740.66 Summary for Reach 2R: Wetland Area E Outlet , Inflow Area= 18.908 ac, 17.72% Impervious, Inflow Depth > 3.13" for 50-Year event Inflow = 19.41 cfs @ 12.89 hrs, Volume= 4.933 of , Outflow = 19.40 cfs @ 12.94 hrs, Volume= 4.933 af, Atten= 0%, Lag= 2.8 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 3.30 fps, Min. Travel Time= 1.7 min ' Avg. Velocity = 1.31 fps, Avg. Travel Time=4.2 min Peak Storage= 1,946 cf @ 12.91 hrs, Average Depth at Peak Storage= 0.51' Bank-Full Depth= 5.40', Capacity at Bank-Full= 6,334.34 cfs Custom cross-section, Length= 331.0' Slope= 0.0539T (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders , Inlet Invert= 128.60', Outlet Invert= 110.77' 1 ' Existing Condition-01 Type 11124-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 67 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -67.70 134.00 0.00 -58.00 133.00 1.00 -52.50 132.00 2.00 -47.50 131.00 3.00 -16.00 130.00 4.00 -8.00 129.00 5.00 -2.00 128.60 5.40 ' 2.00 128.60 5.40 8.00 129.00 5.00 16.00 130.00 4:00 47.50 131.00 3.00 52.50 132.00 2.00 58.00 133.00 1.00 67.50 134.00 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 4.0 0 0.00 0.40 4.0 16.0 1,324 10.94 1.40 28.0 32.2 9,269 175.53 2.40 91.5 95.2 30,287 614.76 ' 3.40 191.5 105.4 63,387 1,967.07 4.40 302.0 116.6 99,962 3,929.64 5.40 427.6 135.9 141,536 6,334.34 Summary for Reach 3R: 24" RCP Under Highland Ave. Inflow Area = 21.308 ac, 17.22% Impervious, Inflow Depth > 3.20" for 50-Year event Inflow 20.54 cfs @ 12.92 hrs, Volume= 5.689 of Outflow 20.54 cfs @ 12.93 hrs, Volume= 5.689 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 13.23 fps, Min. Travel Time= 0.1 min Avg. Velocity =4.51 fps, Avg. Travel Time= 0.3 min Peak Storage= 109 cf @ 12.93 hrs, Average Depth at Peak Storage= 0.99' Bank-Full Depth= 2.00', Capacity at Bank-Full= 41.71 cfs 24.0" Round Pipe n= 0.013 Concrete pipe, bends & connections Length= 70.0' Slope= 0.0340T Inlet Invert= 105.77', Outlet Invert= 103.39' Existing Condition-01 Type 11124-hr 50-Year Rainfall=6.00" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 68 ' Summary for Reach 4R: 24" RCP Highland Ave to Coolidge Inflow Area= 26.948 ac, 21.17% Impervious, Inflow Depth > 3.41" for 50-Year event , Inflow = 31.29 cfs @ 12.78 hrs, Volume= 7.661 of Outflow = 23.69 cfs @ 12.51 hrs, Volume= 7.661 af, Atten=24%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , Max. Velocity= 8.03 fps, Min. Travel Time=2.2 min Avg. Velocity = 2.99 fps, Avg. Travel Time= 5.9 min Peak Storage= 3,336 cf @ 12.49 hrs, Average Depth at Peak Storage= 2.00' , Bank-Full Depth= 2.00', Capacity at Bank-Full= 22.13 cfs 24.0" Round Pipe , n= 0.013 Concrete pipe, bends &connections Length= 1,062.0' Slope= 0.00967' Inlet Invert= 103.29', Outlet Invert= 93.13' ' "�a vT 1 Summary for Reach PAI: Point of Analysis 1 , Inflow Area = 57.867 ac, 28.21% Impervious, Inflow Depth > 3.74" for 50-Year event ' Inflow = 99.64 cfs @ 12.42 hrs, Volume= 18.015 of Outflow = 99.64 cfs @ 12.42 hrs, Volume= 18.015 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA2: Point of Analysis 2 Inflow Area= 4.924 ac, 1.16% Impervious, Inflow Depth = 3.48" for 50-Year event ' Inflow = 12.32 cfs @ 12.36 hrs, Volume= 1.428 of Outflow = 12.32 cfs @ 12.36 hrs, Volume= 1.428 af, Atten= 0%, Lag= 0.0 min , Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Reach PA3: Point of Analysis 3 , Inflow Area = 5.660 ac, 17.84% Impervious, Inflow Depth = 3.88" for 50-Year event Inflow = 16.81 cfs @ 12.30 hrs, Volume= 1.832 of ' Outflow = 16.81 cfs @ 12.30 hrs, Volume= 1.832 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , Existing Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 02009 HydfoCAD Software Solutions LLC Page 69 Summary for Reach PA4: Point of Analysis 4 ' Inflow Area = 0.037 ac, 0.00% Impervious, Inflow Depth = 3.48" for 50-Year event Inflow 0.12 cfs @ 12.18 hrs, Volume= 0.011 of Outflow = 0.12 cfs @ 12.18 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Reach PAS: Point of Analysis 6 Inflow Area = 0.098 ac, 0.00% Impervious, Inflow Depth = 3.48" for 50-Year event Inflow = 0.31 cfs @ 12.20 hrs, Volume= 0.028 of ' Outflow = 0.31 cfs @ 12.20 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Pond 1W: Wetland Area D Inflow Area= 8.084 ac, 13.46% Impervious, Inflow Depth = 3.78" for 50-Year event Inflow 21.07 cfs @ 12.38 hrs, Volume= 2.547 of Outflow 12.68 cfs @ 12.70 hrs, Volume= 1.919 af, Atten=40%, Lag= 19.4 min Primary = 12.68 cfs @ 12.70 hrs, Volume= 1.919 of ' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 175.18' @ 12.70 hrs Surf.Area= 49,282 sf Storage=44,620 cf ' Plug-Flow detention time= 197.4 min calculated for 1.919 of(75%of inflow) Center-of-Mass det. time= 111.7 min ( 945.8-834.1 ) ' Volume Invert Avail.Storage Storage Description #1 174.20' 165,452 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.20 43,359 0 0 175.00 47,098 36,183 36,183 ' 176.00 59,570 53,334 89,517 177.00 92,301 75,936 .165,452 ' Device Routing Invert Outlet Devices #1 Primary 174.80' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.20 1.20 2.20 3.20 4.20 Width (feet) 0.00 25.99 35.58 44.08 52.15 63.66 #2 Secondary 175.40' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.60 1.60 2.60 3.60 Width (feet) 0.00 18.54 38.75 47.25 65.73 Existing Condition-01 Type /Il 24-hr 50-Year Rainfall=6.00" , Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 70 ' Primary OutFlow Max=12.64 cfs @ 12.70 hrs HW=175.18' (Free Discharge) t-7=Custom Weir/Orifice (Weir Controls 12.64 cfs @ 1.73 fps) ' Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=174.20' (Free Discharge) 2=Custom Weir/Orifice ( Controls 0.00 cfs) Summary for Pond 2W: Wetland Area E Inflow Area = 18.908 ac, 17.72% Impervious, Inflow Depth > 3.48" for 50-Year event , Inflow = 34.26 cfs @ 12.26 hrs, Volume= 5.484 of Outflow = 19.41 cfs @ 12.89 hrs, Volume= 4.933 af, Atten= 43%, Lag= 37.8 min Primary = 19.41 cfs @ 12.89 hrs, Volume= 4.933 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 2 - Peak Elev= 1 9.25' @ 12.89 hrs Surt.Area- 81,585 sf Storage-- 74,137 cf Plug-Flow detention time= 168.2 min calculated for 4.932 of(90%of inflow) ' Center-of-Mass det. time= 111.6 min ( 979.1 - 867.5 ) Volume Invert Avail.Storage Storage Description ' #1 127.00' 230,600 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation SUrt.Afea Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.00 106 0 0 128.00 469 288 288 128.60 76,102 22,971 23,259 ' 129.00 79,477 31,116 54,375 130.00 88,069 83,773 138,148 131.00 96,836 92,453 230,600 ' Device Routing Invert Outlet Devices #1 Primary 128.60' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.40 1.40 2.40 3.40 4.40 5.40 ' Width (feet) 4.00 16.00 32.00 95.00 105.00 116.00 133.00 Primary OutFlow Max=19.40 cfs @ 12.89 hrs HW=129.25' (Free Discharge) ' t1=Custom Weir/Orifice (Weir Controls 19.40 cfs @ 2.31 fps) ' Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 0 2009 HydroCAD Software Solutions LLC Page 71 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS ' Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlE: Subcatchmentl RunoffArea=104.520 sf 13.29% Impervious Runoff Depth=4.33" Flow Length=578' Tc=9.7 min CN=80 Runoff=10.67 cfs 0.865 of ' Subcatchment2aE: Subcatchment2a Runoff Area=74.583 sf 1.74% Impervious Runoff Depth=4.11" Flow Length=612' Tc=14.2 min CN=78 Runoff=6.37 cfs 0.587 of ' Subcatchment2bE:Subcatchment2b Runoff Area=220.572 sf 3.29% Impervious Runoff Depth=4.11" Flow Length=215' Tc=14.6 min CN=78 Runoff=18.63 cfs 1.736 of ' Subcatchment2cE:Subcatchment2c Runoff Area=8,004 sf 0.00% Impervious Runoff Depth=4.01" Flow Length=170' Tc=14.0 min CN=77 Runoff=0.67 cfs 0.061 of ' Subcatchment2dE:Subcatchment2d Runoff Area=14,045 sf 0.00% Impervious Runoff Depth=4.01" Flow Length=458' Tc=19.3 min CN=77 Runoff=1.04 cfs 0.108 of Subcatchment3E: Subcatchment3 Runoff Area=352.158 sf 13.46% Impervious Runoff Depth=4.33" Flow Length=731' Tc=27.5 min CN=80 Runoff=24.05 cfs 2.915 of Subcatchment4E: Subcatchment4 Runoff Area=154.273 sf 58.32% Impervious Runoff Depth=5.32" Flow Length=217' Tc=22.2 min CN=89 Runoff=13.70 cfs 1.570 of rSubcatchment5E: Subcatchment5 Runoff Area=403.752 sf 38.00% Impervious Runoff Depth=4.65" Flow Length=1,761' Tc=22.2 min CN=83 Runoff--32.25 cfs 3.593 of Subcatchment6E: Subcatchment6 RunoffArea=245.683 sf 36.12% Impervious Runoff Depth=4.76" Flow Length=1,403' Tc=47.1 min CN=84 Runoff--14.07 cfs 2.238 of Subcatchment7E:Subcatchment7 Runoff Area=943.101 sf 32.78% Impervious Runoff Depth=4.54" Flow Length=1,525' Tc=32.2 min CN=82 Runoff--62.54 cfs 8.196 of Subcatchment8E: Subcatchment8 Runoff Area=214.484 sf 1.16% Impervious Runoff Depth=4.01" Flow Length=731' Tc=25.0 min CN=77 Runoff=14.16 cfs 1.645 of Subcatchment9E: Subcatchment9 Runoff Area=246.565 sf 17.84% Impervious Runoff Depth=4.43" Flow Length=1,028' Tc=21.5 min CN=81 Runoff--19.14 cfs 2.092 of SubcatchmentlOE:Subcatchment10 Runoff Area=1,608 sf 0.00% Impervious Runoff Depth=4.01" Flow Length=294' Tc=13.2 min CN=77 Runoff=0.14 cfs 0.012 of ' Subcatchmentl1E:Subcatchmentll Runoff Area=4,277 sf 0.00% Impervious Runoff Depth=4.01" Flow Length=279' Tc--1 4.1 min CN=77 Runoff=0.36 cfs 0.033 of Reach 1Ra: Intermittent Stream Avg. Depth=0.47' Max Vel=1.70 fps Inflow=16.94 cfs 2.394 of n=0.050 L=105.0' S=0.0133'P Capacity=1,215.71 cfs Outflow=16.93 ofs 2.394 of ' Reach 1Rb: Intermittent Stream Avg. Depth=0.21' Max Vel=1.01 fps Inflow=0.67 cfs 0.061 of n=0.050 L=85.0' S=0.0235'P Capacity=973.97 cfs Outflow=0.66 cfs 0.061 of Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCADOR 9:00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 72 ' Reach I Rc: Intermittent Stream Avg. Depth=0.87' Max Vel=4.50 fps Inflow=23.42 cfs 4.191 of n=0.050 L=573.0' 5=0.0740'/' Capacity=740.66 cfs Outflow=23.32 cfs 4.191 of Reach 2R:Wetland Area E Outlet Avg. Depth=0.58' Max Vel=3.61 fps Inflow=25.86 cfs 5.797 of ' n=0.050 L=331.0' S=0.0539'/' Capacity=6,334.34 cfs Outflow=25.84 cfs 5.796 of Reach 3R: 24"RCP Under Highland Ave. Avg. Depth=1.18' Max Vel=14.15 fps Inflow=27.24 cfs 6.662 of ' 24.0" Round Pipe n=0.013 L=70.0' S=0.0340'/' Capacity=41.71 cfs Outflow=27.24 cfs 6.662 of Reach 4R: 24" RCP Highland Ave to Avg. Depth=2.00' Max Vel=8.03 fps Inflow=40.06 cfs 8.899 of , 24.0" Round Pipe n=0.013 L=1,062.0' S=0.0096'P Capacity=22.13 cfs Outflow=23.60 cfs 8.899 of Reach PAI: Point of Analysis 1 Inflow=114.75 cfs 20.687 of Outflow=114.75 cfs 20.687 of , Reach PA2: Point of Analysis Inflow=14.16 cfs 1.645 of Outflow=14.16 cfs 1.645 of Reach PA3: Point of Analysis 3 Inflow=19.14 cfs 2.092 of ' Outflow=19.14 cfs 2.092 of Reach PA4: Point of Analysis 4 Inflow=0.14 cfs 0.012 of ' Outflow=0.14 cfs 0.012 of Reach PAS: Point of Analysis 5 Inflow=0.36 cfs 0.033 of Outflow=0.36 cfs 0.033 of Pond 1W:Wetland Area D Peak Elev=175.23' Storage=47.214 cf Inflow=24.05 cfs 2.915 of ' Primary=16.48 cfs 2.286 of Secondary=0.00 cfs 0.000 of Outflow=16.48 cfs 2.286 of Pond 2W:Wetland Area E Peak Elev=129.34' Storage=82.105 cf Inflow=39.00 cfs 6.348 of Outflow=25.86 cfs 5.797 of ' ' Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by (enter your company name here} Printed 11/23/2010 HydroCAM 9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 73 Summary for Subcatchment 1E: Subcatchment 1 ' Runoff = 10.67 cfs @ 12.13 hrs, Volume= 0.865 af, Depth= 4.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100-Year Rainfall=6.60" Area (sf) CN Description 76,063 77 Woods, Poor, HSG C ' 13,889 98 Paved parking &roofs 1,272 87 Dirt roads, HSG C 13,296 77 Brush, Poor, HSG C ' 104,520 80 Weighted Average 90,631 86.71% Pervious Area 13,889 13.29% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 50 0.1900 0.16 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.0 207 0.1159 1.70 Shallow Concentrated Flow, Shallow Conc. Flow Woodland Kv= 5.0 fps 2.4 243 0.1110 1.67 Shallow Concentrated Flow, Shallow Conc. Flow ' Woodland Kv= 5.0 fps 0.1 41 0.0976 5.03 Shallow Concentrated Flow, Rip-Rap Unpaved Kv= 16.1 fps ' 0.1 25 0.0928 6.18 Shallow Concentrated Flow, Sidewalk-Street Paved Kv= 20.3 fps 0.0 12 0.1090 14.98 11.76 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 ' 9.7 578 Total Summary for Subcatchment 2aE: Subcatchment 2a Runoff = 6.37 cfs @ 12.19 hrs, Volume= 0.587 af, Depth= 4.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" Area (sf) CN Description ' 50,403 77 Woods, Poor, HSG C 1,299 98 Paved parking & roofs 2,776 87 Dirt roads, HSG C 20,105 77 Brush, Poor, HSG C 74,583 78 Weighted Average 73,284 98.26% Pervious Area 1,299 1.74% Impervious Area Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" , Prepared by {enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 74 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 7.5 100 0.2870 0.22 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 2.3 131 0.0183 0.95 Shallow Concentrated Flow, Shallow Cone Short Grass Pasture Kv= 7.0 fps ' 2.1 141 0.0255 1.12 Shallow Concentrated Flow, Shallow Cone Short Grass Pasture Kv= 7.0 fps 1.6 112 0.2232 1.18 Shallow Concentrated Flow, Shallow Cone. Forest w/Heavy Litter Kv= 2.5 fps ' 0.7 128 0.0391 2.97 Shallow Concentrated Flow, Shallow Cone Grassed Waterway Kv= 15.0 fps 14.2 612 Total Summary for Subcatchment 2bE: Subcatchment 2b Runoff = 18.63 cfs @ 12.20 hrs, Volume= 1.736 af, Depth= 4.11" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" Area (sf) CN Description 175,319 77 Woods, Poor, HSG C 7,251 98 Paved parking & roofs , 6,673 87 Dirt roads, HSG C 31,329 77 Brush, Poor, HSG C 220,572 78 Weighted Average ' 213,321 96.71% Pervious Area 7,251 3.29% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (fUft) (ft/sec) (cfs) 13.4 100 0.0680 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 1.2 115 0.1096 1.66 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 14.6 215 Total Summary for Subcatchment 2cE: Subcatchment 2c , Runoff = 0.67 cfs @ 12.19 hrs, Volume= 0.061 af, Depth= 4.01" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" Area (sf) CN Description ' 8,004 77 Woods, Poor, HSG C 8,004 100.00% Pervious Area ' ' Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAM 9.00 s/n 00983 @ 2009 HvdroCAD Software Solutions LLC Page 75 Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) ' 6.4 74 0.2392 0.19 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 6.1 26 0.0330 0.07 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 1.5 70 0.0250 0.79 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 14.0 170 Total ' Summary for Subcatchment 2dE: Subcatchment 2d Runoff = 1.04 cfs @ 12.26 hrs, Volume= 0.108 af, Depth= 4.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" ' Area (sf) CN Description 14,045 77 Woods, Poor, HSG C ' 14,045 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 12.1 100 0.0880 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 44 0.2045 2.26 Shallow Concentrated Flow, Shallow Conc ' Woodland Kv= 5.0 fps 6.2 111 0.0144 0.30 Shallow Concentrated Flow, Shallow Conc. Forest w/Heavy Litter Kv= 2.5 fps 0.1 37 0.0110 5.62 4.42 Pipe Channel, 12" pipe ' 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.011 Concrete pipe, straight& clean 0.6 166 0.0970 4.67 Shallow Concentrated Flow, Shallow Conc ' Grassed Waterwav Kv= 15.0 fps 19.3 458 Total Summary for Subcatchment 3E: Subcatchment 3 Runoff = 24.05 cfs @ 12.37 hrs, Volume= 2.915 af, Depth= 4.33" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" Area (so CN Description 304,762 77 Woods, Poor, HSG C 47,396 98 Water Surface HSG C 352,158 80 Weighted Average 304,762 86.54% Pervious Area 47,396 13.46% Impervious Area 1 Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" , Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 76 ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 1.6 282 0.0400 3.00 Shallow Concentrated Flow, Shallow Cone Grassed Waterway Kv= 15.0 fps ' 13.9 349 0.0070 0.42 Shallow Concentrated Flow, Vernal Pool Woodland Kv= 5.0 fps 27.5 731 Total Summary for Subcatchment 4E: Subcatchment 4 , Runoff = 13.70 cfs @ 12.30 hrs, Volume= 1.570 af, Depth= 5.32" ' Runoff by SCS TR-20 method, UH=SCS, Time Span='0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" Area (sf) CN Description ' 30,775 83 1/4 acre lots, 38% imp, HSG C 45,227 77 Woods, Poor, HSG C ' 78,271 98 Water Surface HSG C 154,273 89 Weighted Average 64,308 41.68% Pervious Area 89,966 58.32% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) ' 2.3 33 0.2121 0.24 Sheet Flow, Sheet-Grass Grass: Dense n= 0.240 P2= 3.10" 17.8 67 0.0149 0.06 Sheet Flow, Sheet Woods Woods: Light underbrush n= 0.400 P2= 3.10" , 2.1 117 0.0340 0.92 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 22.2 217 Total , Summary for Subcatchment SE: Subcatchment 5 Runoff = 32.25 cfs @ 12.30 hrs, Volume= 3.593 af, Depth= 4.65' ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" ' Area (sf) CN Description 403,752 83 1/4 acre lots 38% imp HSG C 250,326 62.00% Pervious Area 153,426 38.00% Impervious Area 1 ' Existing Condition-01 Type Ill 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCADO 9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 77 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) ' 14.6 100 0.0550 0.11 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 4.1 326 0.0706 1.33 Shallow Concentrated Flow, Shallow Cone, Woodland Kv= 5.0 fps ' 0.6 140 0.0326 3.67 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 2.7 1,123 0.0240 7.03 5.52 Pipe Channel, 18" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 Concrete pipe, bends& connections 0.2 72 0.0117 7.79 24.47 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim=6.3' r= 0.50' n= 0.013 Concrete pipe bends& connections 22.2 1,761 Total ' Summary for Subcatchment 6E: Subcatchment 6 Runoff = 14.07 cfs @ 12.61 hrs, Volume= 2.238 af, Depth= 4.76" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" ' Area (sf) CN Description 59,165 83 1/4 acre lots, 38% imp, HSG C 108,567 77 Woods, Poor, HSG C ' 77,951 94 Urban commercial, 85% imp, HSG C 245,683 84 Weighted Average 156,942 63.88% Pervious Area 88,741 36.12% Impervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (fUsec) (cfs) 21.8 100 0.0200 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 23.0 723 0.0110 0.52 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 2.3 571 0.0400 4.06 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 0.0 9 0.1367 16.77 13.17 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' ' n= 0.013 Concrete pipe bends& connections 47.1 1,403 Total ' Summary for Subcatchment 7E: Subcatchment 7 Runoff = 62.54 cfs @ 12.42 hrs, Volume= 8.196 af, Depth= 4.54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCADO 9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 78 ' Area_(sf) CN Description 813,598 83 1/4 acre lots, 38% imp, HSG C 129,503 77 Woods, Poor, HSG C , 943,101 82 Weighted Average 633,934 67.22% Pervious Area 309,167 32.78% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 11.5 100 0.1000 0.15 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 20.6 1,385 0.0500 1.12 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 0.1 40 0.0100 7.20 22.62 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 32.2 1,525 Total Summary for Subcatchment 8E: Subcatchment 8 , Runoff = 14.16 cfs @ 12.35 hrs, Volume= 1.645 af, Depth= 4.01" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" Area (sf) CN Description ' 177,338 77 Woods, Poor, HSG C 33,618 77 Brush, Poor, HSG C ' 1,032 87 Dirt roads, HSG C 2,496 98 Paved parking & roofs 214,484 77 Weighted Average 211,988 98.84% Pervious Area 2,496 1.16% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (fUft) (fUsec) (cfs) 17.4 100 0.0350 0.10 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 5.2 375 0.0579 1.20 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2.4 256 0.1240 1.76 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 25.0 731 Total Summary for Subcatchment 9E: Subcatchment 9 ' Runoff = 19.14 cfs @ 12.30 hrs, Volume= 2.092 af, Depth= 4.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100-Year Rainfall=6.60" Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCADO 9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 79 Area (so CN Description 192,150 77 Woods, Poor, HSG C ' 43,981 98 Paved parking & roofs 10,434 77 Brush, Poor, HSG C 246,565 81 Weighted Average ' 202,584 82.16% Pervious Area 43,981 17.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Cone. Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-grass Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Cone. Pavement ' Paved Kv= 20.3 fps 1.1 185 0.0070 2.90 1.01 Pipe Channel, 8" CL 8.0" Round Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Pipe Channel, 30" CMP ' 30.0" Round Area=4.9 sf Perim= 7.9' r- 0.63' n= 0.013 21.5 1,028 Total Summary for Subcatchment 10E: Subcatchment 10 Runoff = 0.14 cfs @ 12.18 hrs, Volume= 0.012 af, Depth= 4.01" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" ' Area (so CN Description 1,608 77 Woods, Poor, HSG C 1,608 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.8 100 0.0930 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.4 194 0.2240 2.37 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps t13.2 294 Total Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" , Prepared by (enter your company name here) Printed 11/23/2010 HydroCADV 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 80 ' Summary for Subcatchment 11 E: Subcatchment 11 Runoff = 0.36 cfs @ 12.19 hrs, Volume= 0.033 af, Depth= 4.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" ' Area (sf) CN Description 4,277 77 Woods, Poor, HSG C 4,277 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) ' 11.6 100 0.0970 0.14 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 48 0.2000 2.24 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 2.1 131 0.0450 1.06 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 14.1 279 Total ' Summary for Reach 1 Ra: Intermittent Stream Inflow Area = 8.407 ac, 12.94% Impervious, Inflow Depth > 3.42" for 100-Year event , Inflow = 16.94 cfs @ 12.63 hrs, Volume= 2.394 of Outflow = 16.93 cfs @ 12.66 hrs, Volume= 2.394 af, Atten= 0%, Lag= 1.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 1.70 fps, Min. Travel Time= 1.0 min Avg. Velocity = 0.43 fps, Avg. Travel Time=4.1 min Peak Storage= 1,046 cf @ 12.64 hrs, Average Depth at Peak Storage= 0.47' ' Bank-Full Depth= 4.20', Capacity at Bank-Full= 1,215.71 cfs Custom cross-section, Length= 105.0' Slope= 0.01337 (104 Elevation Intervals) , Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 174.80', Outlet Invert= 173.40' ' Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 11/23/2010 t HydroCAD119.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 81 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -31.83 4.20 0.00 -26.08 3.20 1.00 -22.04 2.20 2.00 ' -17.79 1.20 3.00 -13.00 0.20 4.00 0.00 0.00 4.20 13.00 0.20 4.00 ' 17.79 1.20 3.00 22.04 2.20 2.00 26.08 3.20 1.00 31.83 4.20 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.20 2.6 26.0 273 1.92 1.20 33.4 35.8 3,506 109.41 2.20 73.2 44.5 7,688 350.10 ' 3.20 121.3 52.8 12,741 724.75 4.20 179.3 64.5 18,821 1,215.71 ' Summary for Reach 1 Rb: Intermittent Stream Inflow Area = 0.184 ac, 0.00% Impervious, Inflow Depth = 4.01" for 100-Year event Inflow = 0.67 cfs @ 12.19 hrs, Volume= 0.061 of ' Outflow = 0.66 cfs @ 12.23 hrs, Volume= 0.061 af, Atten= 1%, Lag=2.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt=0.01 hrs Max. Velocity= 1.01 fps, Min. Travel Time= 1.4 min Avg. Velocity = 0.46 fps, Avg. Travel Time= 3.1 min Peak Storage= 56 cf @ 12.21 hrs, Average Depth at Peak Storage= 0.21' ' Bank-Full Depth= 3.60', Capacity at Bank-Full= 973.97 cfs Custom cross-section, Length= 85.0' Slope= 0.0235 '/' (103 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 175.40', Outlet Invert= 173.40' 1 # 1 Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 82 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -32.87 179.00 0.00 ' -23.63 178.00 1.00 -19.38 177.00 2.00 -9.27 176.00 3.00 0.00 175.40 3.60 ' 9.27 176.00 3.00 19.38 177.00 2.00 23.63 178.00 1.00 ' 32.87 179.00 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) , 0.00 0.0 0.0 0 0.00 0.60 5.6 18.6 473 11.35 1.60 34.2 38.9 2,908 143.18 ' 2.60 77.2 47.6 6,564 485.85 3.60 133.7 66.2 11,366 973.97 Summary for Reach 1 Rc: Intermittent Stream , Inflow Area= 13.654 ac, 9.19% Impervious, Inflow Depth > 3.68" for 100-Year event Inflow = 23.42 cfs @ 12.57 hrs, Volume= 4.191 of ' Outflow = 23.32 cfs @ 12.63 hrs, Volume= 4.191 af, Atten= 0%, Lag= 3.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity=4.50 fps, Min. Travel Time=2.1 min Avg. Velocity = 1.50 fps, Avg. Travel Time= 6.4 min Peak Storage= 2,971 cf @ 12.59 hrs, Average Depth at Peak Storage= 0.87' , Bank-Full Depth= 3.20', Capacity at Bank-Full= 740.66 cfs Custom cross-section, Length= 573.0' Slope= 0.0740 '/' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders , Inlet Invert= 173.40', Outlet Invert= 131.00' $ m ' Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 83 Offset Elevation Chan.Depth (feet) (feet) (feet) ' 18.82 3.20 0.00 -13.54 2.20 1.00 -8.63 1.20 2.00 -1.17 0.20 3.00 0.00 0.00 3.20 1.17 0.20 3.00 8.63 1.20 2.00 ' 13.54 2.20 1.00 18.82 3.20 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.20 0.2 2.4 134 0.40 ' 1.20 10.0 17.4 5,749 56.14 2.20 32.2 27.4 18,453 289.61 3.20 64.6 38.2 36,995 740.66 Summary for Reach 2R: Wetland Area E Outlet Inflow Area = 18.908 ac, 17.72% Impervious, Inflow Depth > 3.68" for 100-Year event Inflow 25.86 cfs @ 12.81 hrs, Volume= 5.797 of Outflow 25.84 cfs @ 12.85 hrs, Volume= 5.796 af, Atten= 0%, Lag=2.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 3.61 fps, Min. Travel Time= 1.5 min Avg. Velocity = 1.34 fps, Avg. Travel Time=4.1 min ' Peak Storage=2,370 cf @ 12.83 hrs, Average Depth at Peak Storage= 0.58' Bank-Full Depth= 5.40', Capacity at Bank-Full= 6,334.34 cfs Custom cross-section, Length= 331.0' Slope= 0.05397' (103 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 128.60', Outlet Invert= 110.77' 1 Existing Condition-01 Type /I/ 24-hr 100-Year Rainfall=6.60" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 84 , Offset Elevation Chan.Depth (feet) (feet) (feet) -67.70 134.00 0.00 ' -58.00 133.00 1.00 -52.50 132.00 2.00 -47.50 131.00 3.00 -16.00 130.00 4.00 ' -8.00 129.00 5.00 -2.00 128.60 5.40 2.00 128.60 5.40 ' 8.00 129.00 5.00 16.00 130.00 4.00 47.50 131.00 3.00 52.50 132.00 2.00 ' 58.00 133.00 1.00 67.50 134.00 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 4.0 0 0.00 0.40 4.0 16.0 1,324 10.94 ' 1.40 28.0 32.2 9,269 175.53 2.40 91.5 95.2 30,287 614.76 3.40 191.5 105.4 63,387 1,967.07 ' 4.40 302.0 116.6 99,962 3,929.64 5.40 427.6 135.9 141,536 6,334.34 Summary for Reach 3R: 24" RCP Under Highland Ave. ' Inflow Area = 21.308 ac, 17.22% Impervious, Inflow Depth > 3.75" for 100-Year event Inflow = 27.24 cfs @ 12.84 hrs, Volume= 6.662 of ' Outflow = 27.24 cfs @ 12.84 hrs, Volume= 6.662 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 14.15 fps, Min. Travel Time= 0.1 min , Avg. Velocity= 4.62 fps, Avg. Travel Time= 0.3 min Peak Storage= 135 cf @ 12.84 hrs, Average Depth at Peak Storage= 1.18' Bank-Full Depth= 2.00', Capacity at Bank-Full=41.71 cfs ' 24.0" Round Pipe n= 0.013 Concrete pipe, bends & connections ' Length= 70.0' Slope= 0.0340 '/' Inlet Invert= 105.77', Outlet Invert= 103.39' 1 1 Existing Condition-01 Type ///24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 85 Summary for Reach 4R: 24" RCP Highland Ave to Coolidge ' Inflow Area = 26.948 ac, 21.17% Impervious, Inflow Depth > 3.96" for 100-Year event Inflow 40.06 cfs @ 12.76 hrs, Volume= 8.899 of Outflow. = 23.60 cfs @ 12.40 hrs, Volume= 8.899 af, Atten=41%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 8.03 fps, Min. Travel Time= 2.2 min Avg. Velocity = 3.06 fps, Avg. Travel Time= 5.8 min ' Peak Storage= 3,336 cf @ 12.38 hrs, Average Depth at Peak Storage= 2.00' Bank-Full Depth= 2.00', Capacity at Bank-Full= 22.13 cfs t 24.0" Round Pipe n= 0.013 Concrete pipe, bends&connections Length= 1,062.0' Slope= 0.0096 '/' ' Inlet Invert= 103.29', Outlet Invert= 93.13' Summary for Reach PA1: Point of Analysis 1 Inflow Area = 57.867 ac, 28.21% Impervious, Inflow Depth > 4.29" for 100-Year event Inflow 114.75 cfs @ 12.40 hrs, Volume= 20.687 of Outflow = 114.75 cfs @ 12.40 hrs, Volume= 20.687 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA2: Point of Analysis 2 Inflow Area = 4.924 ac, 1.16% Impervious, Inflow Depth = 4.01" for 100-Year event Inflow = 14.16 cfs @ 12.35 hrs, Volume= 1.645 of ' Outflow = 14.16 cfs @ 12.35 hrs, Volume= 1.645 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.0048.00 hrs, dt= 0.01 hrs Summary for Reach PA3: Point of Analysis 3 ' Inflow Area = 5.660 ac, 17.84% Impervious, Inflow Depth = 4.43" for 100-Year event Inflow 19.14 cfs @ 12.30 hrs, Volume= 2.092 of Outflow 19.14 cfs @ 12.30 hrs, Volume= 2.092 af, Atten= 0%, Lag= 0.0 min I ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs I , 1 Existing Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 86 ' Summary for Reach PA4: Point of Analysis 4 Inflow Area= 0.037 ac, 0.00% Impervious, Inflow Depth = 4.01" for 100-Year event ' Inflow = 0.14 cfs @ 12.18 hrs, Volume= 0.012 of Outflow = 0.14 cfs @ 12.18 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Routing by Star-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA5: Point of Analysis 5 1 Inflow Area = 0.098 ac, 0.00% Impervious, Inflow Depth= 4.01" for 100-Year event Inflow = 0.36 cfs @ 12.19 hrs, Volume= 0.033 of Outflow = 0.36 cfs @ 12.19 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Pond 1W: Wetland Area D ' Inflow Area= 8.084 ac, 13.46% Impervious, Inflow Depth = 4.33" for 100-Year event Inflow = 24.05 cfs @ 12.37 hrs, Volume= 2.915 of ' Outflow = 16.48 cfs @ 12.64 hrs, Volume= 2.286 af, Atten= 31%, Lag= 15.8 min Primary = 16.48 cfs @ 12.64 hrs, Volume= 2.286 of Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 175.23' @ 12.64 hrs Surf.Area=49,934 sf Storage=47,214 cf Plug-Flow detention time= 179.7 min calculated for 2.286 of(78% of inflow) Center-of-Mass det. time= 100.0 min ( 930.2 -830.2 ) Volume Invert Avail.Storage Storage Description ' #1 174.20' 165,452 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.20 43,359 0 0 175.00 47,098 36,183 36,183 ' 176.00 59,570 53,334 89,517 177.00 92,301 75,936 165,452 Device Routing Invert Outlet Devices 1 #1 Primary 174.80' Custom Weir/Orifice, Cv= 2.62(C= 3.28) Head (feet) 0.00 0.20 1.20 2.20 3.20 4.20 Width (feet) 0.00 25.99 35.58 44.08 52.15 63.66 #2 Secondary 175.40' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) ' Head (feet) 0.00 0.60 1.60 2.60 3.60 Width (feet) 0.00 18.54 38.75 47.25 65.73 I ' IIT Existing Condition-01 Type ll/24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 02009 HVdroCAD Software Solutions LLC Page 87 Primary OutFlow Max=16.44 cfs @ 12.64 hrs HW=175.23' (Free Discharge) ' t-1=Custom Weir/Orifice (Weir Controls 16.44 cfs @ 1.88 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=174.20' (Free Discharge) ' 2=Custom Weir/Orifice ( Controls 0.00 cfs) Summary for Pond 2W: Wetland Area E ' Inflow Area= 18.908 ac, 17.72% Impervious, Inflow Depth > 4.03" for 100-Year event Inflow 39.00 cfs @ 12.26 hrs, Volume= 6.348 of Outflow = 25.86 cfs @ 12.81 hrs, Volume= 5.797 af, Atten= 34%, Lag= 32.8 min t Primary = 25.86 cfs @ 12.81 hrs, Volume= 5.797 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 129.34' @ 12.81 hrs Surf.Area= 82,420 sf Storage= 82,105 cf ' Plug-Flow detention time= 151.9 min calculated for 5.795 of(91% of inflow) Center-of-M det. time= 101.8 min ( 962.5 - 860.7 ) ' Volume Invert Avail.Storage Storage Description #1 127.00' 230,600 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.00 106 0 0 ' 128.00 469 288 288 128.60 76,102 22,971 23,259 129.00 79,477 31,116 54,375 130.00 88,069 83,773 138,148 131.00 96,836 92,453 230,600 Device Routing Invert Outlet Devices ' 11 Primary 128.60' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.40 1.40 2.40 3.40 4.40 5.40 Width (feet) 4.00 16.00 32.00 95.00 105.00 116.00 133.00 ' Primary OutFlow Max=25.80 cfs @ 12.81 hrs HW=129.34' (Free Discharge) t-7=Custom Weir/Orifice (Weir Controls 25.80 cfs @ 2.48 fps) 1 ' SmSubcatcmment 3 ubczl ant 2c A V\V\f7 ' Wellatrea D 2F Sediment -bay 2 1 Rc, 1 R6! 1 Ra, ZaP. ' Relocated Intermittent Relocated Intermittent Relocated Intermittent Subcatchment 2a SV am Stream Stream 26F.' v 2D. ' Subcattliment 2b Detenlio Pond 2 FR Relocated Intermittent St am r, ' 2dP' 1Re. Subcalchment 2tl Relowtetlntermittenl gbP Sdm ��;; Subral menl8b �o- �',Rf�.. Subcatchment4 WetlanntreaE Intermittent Stream ' SF 2R� Sedimenjorebay8 Wetland At E Outlet ' 8aP; ----—� Da LLLL Subralchment Ba Detengogll Pond Ba 24" hit Ave. Subratchmenl 1 ' Highla tl Ave. 4117 Subcatc iment9 n� 6P" v .4R', B PIDb, Subcatchment 6 24"RCP Hhland Ave Subcatchment 8c Detentioq Pond so to C lidge IIIb PA1R4N�C 1 5P-' 8cP..} PA2' PA3 Subcatchment 7 Point of Analysis 1 Subcatrhmenl5 Subcatchment Bc Point of Analysis 2 Point of Analysis 3 SUbCai ReaCb on Llnk' Drainage Diagram for Proposed Condition-01 FHypdmCAD(D red by{enter your company name here}, Printed 11/23/2010 9.00 s/n 00983 O 2009 HydroCAD Software Solutions LLC I 1 Proposed Condition-01 ' Prepared by (enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 2 ' Area Listing (all nodes) Area CN Description , (acres) (subcatchment-numbers) 6.758 74 >75% Grass cover, Good, HSG C (1 P, 2aP, 2bP, 2cP, 2dP, 8bP, 8cP, 8dP, 9P) 0.388 77 Brush, Poor, HSG C (1 P, 2aP,2dP, 8bP, 9P) ' 14.781 77 Woods, Poor, HSG C (1 P, 2aP, 2cP,2dP, 3P, 4P, 6P, 7P, 8bP, 8cP, 9P) 30.011 83 1/4 acre lots, 38% imp, HSG C (4P, 5P, 6P, 7P) 0.025 87 Dirt roads, HSG C (8bP) ' 0.217 89 Gravel roads, HSG C (2cP) 1.790 94 Urban commercial, 85% imp, HSG C (6P) 11.837 98 Paved parking& roofs (1 P, 2bP, 2cP, 8aP, 8bP, 9P) ' 2.780 98 Water Surface, HSG C (3P,4P) 1 I r ' Proposed Condition-01 Type Ill 24-hr2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 3 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS ' Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1P: Subcatchmentl Runoff Area=45.255 sf 23.41% Impervious Runoff Depth=1.47" ' Flow Length=312' Tc=8.4 min CN=81 Runoff=1.63 cfs 0.127 of Subcatchment2aP:Subcatchment2a Runoff Area=54.034 sf 0.00% Impervious Runoff Depth=1.04" Tc=0.0 min CN=74 Runoff--1.75 cfs 0.107 of Subcatchment2bP: Subcatchment2b Runoff Area=168.563 sf 77.36% Impervious Runoff Depth=2.45" Tc=5.0 min CN=93 Runoff=11.13 cfs 0.789 of Subcatchment2cP:Subcatchment2c Runoff Area=329.415 sf 80.38% Impervious Runoff Depth=2.54" Tc=5.0 min CN=94 Runoff=22.39 cfs 1.603 of Subcatchment2dP:Subcatchment2d Runoff Area=38.242 sf 0.00% Impervious Runoff Depth=1.15'. Flow Length=213' Tc=18.4 min CN=76 Runoff=0.79 cfs 0.084 of Subcatchment3P: Subcatchment3 Runoff Area=281.378 sf 15.22% Impervious Runoff Depth=1.40" ' Flow Length=731' Tc=27.5 min CN=80 Runoff--6.16 cfs 0.755 of Subcatchment4P: Subcatchment4 Runoff Area=154.273 sf 58.32% Impervious Runoff Depth=2.08" Flow Length=217' Tc=22.2 min CN=89 Runoff=5.56 cfs 0.614 of Subcatchment5P: Subcatchment5 Runoff Area=403.752 sf 38.00% Impervious Runoff Depth=1.61" Flow Length=1,761' Tc=22.2 min CN=83 Runoff--1 1.26 cfs 1.243 of ' Subcatchment6P: Subcatchment6 Runoff Area=245.683 sf 36.12% Impervious Runoff Depth=1.68" Flow Length=1,403' Tc=47.1 min CN=84 Runoff--5.01 cfs 0.791 of Subcatchment7P: Subcatchmentl Runoff Area=943.101 sf 32.78% Impervious Runoff Depth=1.54" Flow Length=1,525' Tc=32.2 min CN=82 Runoff--21.22 cfs 2.775 of Subcatchment8aP:Subcatchment8a Runoff Area=9,900 sf 100.00% Impervious Runoff Depth=2.97" Tc=5.0 min CN=98 Runoff=0.73 cfs 0.056 of Subcatchment8bP:Subcatchment8b Runoff Area=139.994 sf 19.30% Impervious Runoff Depth=1.34" ' Flow Length=554' Tc=18.6 min CN=79 Runoff=3.43 cfs 0.358 of Subcatchment8cP:Subcatchment8c Runoff Area=22.435 sf 0.00% Impervious Runoff Depth=1.09" Flow Length=399' Tc=13.3 min CN=75 Runoff=0.50 cfs 0.047 of ' SubcatchmentBdP: Subcatchment8c Runoff Area=8,920 sf 0.00% Impervious Runoff Depth=1.04" Flow Length=169' Tc=2.4 min CN=74 Runoff=0.27 cfs 0.018 of ' Subcatchment9P: Subcatchment9 Runoff Area=142,680 sf 51.11% Impervious Runoff Depth=1.91" Flow Length=591' Tc=14.9 min CN=87 Runoff=5.58 cfs 0.523 of ' Reach 1Ra: Relocated Intermittent Stream Avg. Depth=0.18' Max Vel=4.44 fps Inflow=1.75 cfs 0.231 of n=0.050 L=43.9' S=0.2699'f Capacity=749.24 cfs Outflow=1.73 cfs 0.231 of Proposed Condition-01 Type 111 24-hr2-Year Rainfall=3.20" , Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 4 ' Reach 1Rb: Relocated Intermittent Stream Avg. Depth=0.43' Max Vel=1.09 fps Inflow=1.73 cfs 0.231 of n=0.050 L=346.7' S=0.0085'P Capacity=133.02 cfs Outflow=1.29 cfs 0.231 of Reach 1Rc: Relocated Intermittent Stream Avg. Depth=0.28' Max Vel=1.92 fps Inflow=1.29 cfs 0.231 of ' n=0.050 L=244.7' S=0.0300'P Capacity=249.76 cfs Outflow=1.24 cfs 0.231 of Reach 1Rd:Relocated I nterm ittent Stream Avg. Depth=0.40' Max Vel=0.81 fps Inflow=1.24 cfs 0.231 of ' n=0.050 L=537.0' S=0.0051 T Capacity=102.82 cfs Outflow=0.85 cfs 0.230 of Reach 1Re: Relocated Intermittent Stream Avg. Depth=0.12' Max Vel=3.37 fps Inflow=0.85 cfs 0.230 of ' n=0.050 L=23.8' S=0.2508'P Capacity=722.26 cfs Outflow=0.85 cfs 0.230 of Reach 1 Rf: Interm ittent Stream Avg. Depth=0.21' Max Vel=3.27 fps Inflow=0.85 cfs 0.230 of n=0.050 L=51.7' 5=0.2515'P Capacity=1,365.34 cfs Outflow=0.84 cfs 0.230 of ' Reach 2R:Wetland Area E Outlet Avg. Depth=0.15' Max Vel=1.59 fps Inflow=1.45 cfs 2.297 of n=0.050 L=331.0' 5=0.0539'/' Capacity=6,334.34 cfs Outflow=1.45 cfs 2.295 of ' Reach 3R: 24"RCP Under Highland Ave. Avg. Depth=0.27' Max Vel=6.44 fps Inflow=1.63 cfs 2.423 of 24.0" Round Pipe n=0.013 L=70.0' 5=0.0340'P Capacity=41.71 cfs Outflow=1.63 cfs 2.422 of Reach 4R: 24"RCP Highland Ave to CoolidgeAvg. Depth=0.67' Max Vel=5.79 fps Inflow=5.34 cfs 3.213 of , 24.0" Round Pipe n=0.013 L=1,062.0' 5=0.0096'P Capacity=22.13 cfs Outflow=5.31 cfs 3.211 of Reach PAII: Point of Analysis 1 Inflow=35.20 cfs 7.229 of , Outflow=35.20 cfs 7.229 of Reach PA2: Point of Analysis 2 Inflow=2.52 cfs 0.380 of ' Outflow=2.52 cfs 0.380 of Reach PA3: Point of Analysis 3 Inflow=5.58 cfs 0.523 of Outflow=5.58 cfs 0.523 of Pond IW:Wetland Area D Peak EIev=174.89' Storage=30.779 cf Inflow=6.16 cfs 0.755 of Outflow=0.12 cfs 0.124 of Pond 21): Detention Pond 2 Peak Elev=152.77' Storage=70.834 cf Inflow=33.43 cfs 2.336 of Outflow=1.16 cfs 1.956 of Pond 2F: Sediment Forebay 2 Peak Elev=149.97' Storage=3,087 cf Inflow=22.39 cfs 1.603 of ' Outflow=22.32 cfs 1.548 of Pond 2W:Wetland Area E Peak Elev=128.77' Storage=36.393 cf Inflow=7.57 cfs 2.885 of ' Outflow=1.45 cfs 2.297 of Pond 813a: Detention Pond 8a Peak EIev=152.04' Storage=708 cf Inflow=3.72 cfs 0.403 of , Outflow=3.76 cfs 0.394 of Pond 8Db: Detention Pond 8b Peak EIev=153.20' Storage=5,595 cf Inflow=3.87 cfs 0.411 of Outflow=2.29 cfs 0.333 of Pond 8F: Sediment ForebaY 9 8 Peak EIev=153.96' Stora a=553 cf Inflow=3.43 cfs 0.358 of ' Outflow=3.43 cfs 0.347 of Proposed Condition-01 Type 111 24-hr 2-Year Rainfall=3.20" Prepared by{enter your company name here} Printed 11/23/2010 HydroCAD9 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1P: Subcatchment 1 ' Runoff = 1.63 cfs @ 12.12 hrs, Volume= 0.127 af, Depth= 1.47" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area(sf) CN Description ' 16,308 77 Woods, Poor, HSG C 10,594 98 Paved parking & roofs 3,381 77 Brush, Poor, HSG C 14,972 74 >75% Grass cover, Good, HSG C ' 45,255 81 Weighted Average 34,661 76.59% Pervious Area 10,594 23.41% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 1.5 6 0.0200 0.07 Sheet Flow, Sheet Flow ' Grass: Dense n= 0.240 P2= 3.10" 6.2 94 0.4100 0.25 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 29 0.3100 2.78 Shallow Concentrated Flow, Shallow Concentrated Flow ' Woodland Kv= 5.0 fps 0.4 101 0.0528 4.66 Shallow Concentrated Flow, Shallow Conc - Paved Paved Kv= 20.3 fps 0.1 82 0.0730 19.46 61.12 Pipe Channel, 15" HDPE 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Corrugated PE smooth interior 8.4 312 Total Summary for Subcatchment 2aP: Subcatchment 2a Runoff = 1.75 cfs @ 12.00 hrs, Volume= 0.107 af, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2-Year Rainfall=3.20" Area (so CN Description 2,808 77 Woods, Poor, HSG C 225 77 Brush, Poor, HSG C 51,001 74 >75% Grass cover, Good, HSG C 54,034 74 Weighted Average ' 54,034 100.00% Pervious Area Proposed Condition-01 Type 111 24-hr2-Year Rainfall=3.20" r Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 2bP: Subcatchment 2b Runoff = 11.13 cfs @ 12.07 hrs, Volume= 0.789 af, Depth= 2.45' ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" ' Area (so CN Description 130,400 98 Paved parking & roofs 38,163 74 >75% Grass cover, Good, HSG C , 168,563 93 Weighted Average 38,163 22.64% Pervious Area 130,400 77.36% Impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 5.0 Direct Entry, ' Summary for Subcatchment 2cP: Subcatchment 2c Runoff = 22.39 cfs @ 12.07 hrs, Volume= 1.603 af, Depth= 2.54" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 264,782 98 Paved parking & roofs , 34,400 74 >75% Grass cover, Good, HSG C 9,446 89 Gravel roads, HSG C 20,787 77 Woods, Poor, HSG C ' 329,415 94 Weighted Average 64,633 19.62% Pervious Area 264,782 80.38% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (fUsec) (cfs) 5.0 Direct Entry, Direct Entry , Summary for Subcatchment 2dP: Subcatchment 2d Runoff = 0.79 cfs @ 12.27 hrs, Volume= 0.084 af, Depth= 1.15' ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" ' ' Proposed Condition-01 Type 111 24-hr2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 7 Area (sf) CN Description 27,068 77 Woods, Poor, HSG C ' 461 77 Brush, Poor, HSG C 10,713 74 >75% Grass cover, Good, HSG C 38,242 76 Weighted Average ' 38,242 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 2.0 29 0.6550 0.24 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 14.5 71 0.0280 0.08 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 1.9 113 0.0389 0.99 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 18.4 213 Total Summary for Subcatchment 3P: Subcatchment 3 ' Runoff = 6.16 cfs @ 12.38 hrs, Volume= 0.755 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 238,560 77 Woods, Poor, HSG C ' 42,818 98 Water Surface, HSG C 281,378 80 Weighted Average 238,560 84.78% Pervious Area ' 42,818 15.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 12.0 100 0.0900 0.14 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 1.6 282 0.0400 3.00 Shallow Concentrated Flow, Shallow Conc ' Grassed Waterway Kv= 15.0 fps 13.9 349 0.0070 0.42 Shallow Concentrated Flow,Vernal Pool Woodland Kv= 5.0 fps 27.5 731 Total ' Summary for Subcatchment 4P: Subcatchment 4 ' Runoff = 5.56 cfs @ 12.31 hrs, Volume= 0.614 af, Depth= 2.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Proposed Condition-01 Type 111 24-hr 2-Year Rainfall=3.20" ' Prepared by(enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 8 ' Area (sf) CN Description 30,775 83 1/4 acre lots, 38% imp, HSG C 45,227 77 Woods, Poor, HSG C ' 78,271 98 Water Surface, HSG C 154,273 89 Weighted Average 64,308 41.68% Pervious Area , 89,966 58.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) , 2.3 33 0.2121 0.24 Sheet Flow, Sheet-Grass Grass: Dense n= 0.240 P2= 3.10" 17.8 67 0.0149 0.06 Sheet Flow, Sheet Woods ' Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 117 0.0340 0.92 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 22.2 217 Total ' Summary for Subcatchment 5P: Subcatchment 5 Runoff = 11.26 cfs @ 12.31 hrs, Volume= 1.243 af, Depth= 1.61" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 403,752 83 1/4 acre lots, 38% imp, HSG C , 250,326 62.00% Pervious Area 153,426 38.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 100 0.0550 0.11 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" , 4.1 326 0.0706 1.33 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 0.6 140 0.0326 3.67 Shallow Concentrated Flow, Paved ' Paved Kv= 20.3 fps 2.7 1,123 0.0240 7.03 5.52 Pipe Channel, 18" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, bends &connections , 0.2 72 0.0117 7.79 24.47 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013 Concrete pipe, bends &connections 22.2 1,761 Total ' Proposed.Condition-01 Type /// 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAM 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 6P: Subcatchment 6 L 1 Runoff = 5.01 cfs @ 12.66 hrs, Volume= 0.791 af, Depth= 1.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 59,165 83 1/4 acre lots, 38% imp, HSG C ' 108,567 77 Woods, Poor, HSG C 77,951 94 Urban commercial, 85% imp, HSG C 245,683 84 Weighted Average 156,942 63.88% Pervious Area 88,741 36.12% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 21.8 100 0.0200 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" ' 23.0 723 0.0110 0.52 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 2.3 571 0.0400 4.06 Shallow Concentrated Flow, Paved Paved Kv=20.3 fps ' 0.0 9 0.1367 16.77 13.17 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 Concrete pipe, bends &connections ' 47.1 1,403 Total Summary for Subcatchment 713: Subcatchment 7 ' Runoff = 21.22 cfs @ 12.45 hrs, Volume= 2.775 af,' Depth= 1.54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0048.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description ' 813,598 83 1/4 acre lots, 38% imp, HSGC 129,503 77 Woods, Poor, HSG C 943,101 82 Weighted Average 633,934 67.22% Pervious Area ' 309,167 32.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.5 100 0.1000 0.15 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 20.6 1,385 0.0500 1.12 Shallow Concentrated Flow, Shallow Cone ' Woodland Kv= 5.0 fps 0.1 40 0.0100 7.20 22.62 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 ' 32.2 1,525 Total Proposed Condition-01 Type 111 24-hr 2-Year Rainfall=3.20" , Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 10 ' Summary for Subcatchment 8aP: Subcatchment 8a Runoff = 0.73 cfs @ 12.07 hrs, Volume= 0.056 af, Depth= 2.97" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" , Area (sf) CN Description 9,900 98 Paved parking & roofs 9,900 100.00% Impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) ' 5.0 Direct Entry, Direct Summary for Subcatchment 8bP: Subcatchment 8b , Runoff = 3.43 cfs @ 12.26 hrs, Volume= 0.358 af, Depth= 1.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , Type III 24-hr 2-Year Rainfall=3.20" Area (so CN Description , 88,872 74 >75% Grass cover, Good, HSG C 27,017 98 Paved parking & roofs 7,871 77 Brush, Poor, HSG C 1,109 87 Dirt roads, HSG C ' 15,125 77 Woods, Poor, HSG C 139,994 79 Weighted Average 112,977 80.70% Pervious Area ' 27,017 19.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (fUsec) (cfs) ' 4.2 20 0.0500 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.2 25 0.2400 0.34 Sheet Flow, Sheet ' Grass: Short n= 0.150 P2= 3.10" 5.5 55 0.0270 0.17 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 3.10" 7.6 433 0.0185 0.95 Shallow Concentrated Flow, Shallow Conc , Short Grass Pasture Kv= 7.0 fps 0.1 21 0.7143 5.92 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps 18.6 554 Total ' ' Proposed Condition-01 Type 11124-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 8cP: Subcatchment 8c Runoff = 0.50 cfs @ 12.19 hrs, Volume= 0.047 af, Depth= 1.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description ' 17,859 74 >75% Grass cover, Good, HSG C 4,576 77 Woods Poor HSG C 22,435 75 Weighted Average 22,435 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 10.7 100 0.1200 0.16 Sheet Flow, Sheet . Woods: Light underbrush n= 0.400 P2= 3.10" 2.6 299 0.1438 1.90 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 13.3 399 Total Summary for Subcatchment UP: Subcatchment 8c Runoff = 0.27 cfs @ 12.04 hrs, Volume= 0.018 af, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0048.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description ' 8,920 74 >75% Grass cover, Good HSG C 8,920 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (fUsec) (cfs) 2.2 100 0.0950 0.75 Sheet Flow, Sheet Fallow n= 0.050 P2= 3.10" ' 0.2 69 0.1014 5.13 Shallow Concentrated Flow, Shallow Conc Unpaved Kv= 16.1 fps 2.4 169 Total ' Summary for Subcatchment 9P: Subcatchment 9 Runoff = 5.58 cfs @ 12.20 hrs, Volume= 0.523 af, Depth= 1.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Proposed Condition-01 Type 11124-hr2-Year Rainfall=3.20" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 12 ' Area (sf) CN Description * 35,333 77 Woods, Poor, HSG C 72,919 98 Paved parking & roofs 1 4,965 77 Brush, Poor, HSG C 29,463 74 >75% Grass cover, Good, HSG C 142,680 87 Weighted Average ' 69,761 48.89% Pervious Area 72,919 51.11% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/fl) (ft/sec) (cfs) 1.3 14 0.4300 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.0 13 0.7800 0.22 Sheet Flow, , Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 298 0.0127 5.11 4.02 Pipe Channel, ' 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 14.9 591 Total Summary for Reach 1 Ra: Relocated Intermittent Stream ' Inflow Area = 7.700 ac, 12.77% Impervious, Inflow Depth > 0.36" for 2-Year event Inflow = 1.75 cfs @ 12.00 hrs, Volume= 0.231 of , Outflow = 1.73 cfs @ 12.01 hrs, Volume= 0.231 af, Atten= 1%, Lag= 0.4 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity=4.44 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.71 fps, Avg. Travel Time= 0.4 min Peak Storage= 17 cf @ 12.01 hrs, Average Depth at Peak Storage= 0.18' ' Bank-Full Depth= 3.67', Capacity at Bank-Full= 749.24 cfs Custom cross-section, Length=43.9' Slope= 0.26997 (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders ' Inlet Invert= 174.80', Outlet Invert= 162.95' Proposed Condition-01 Type /// 24-hr 2-Year Rainfall=3.20" Prepared by (enter your company name here) Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 13 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 ' -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 ' 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 ' 4.00 176.80 1.67 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 34 3.75 1.00 3.9 6.1 172 44.96 ' 1.50 6.7 10.3 293 79.46 2.00 11.2 11.6 492 169.68 3.67 35.4 22.1 1,555 749.24 Summary for Reach 1 Rb: Relocated Intermittent Stream Inflow Area= 7.700 ac, 12.77% Impervious, Inflow Depth > 0.36" for 2-Year event Inflow 1.73 cfs @ 12.01 hrs, Volume= 0.231 of Outflow 1.29 cfs @ 12.15 hrs, Volume= 0.231 af, Atten= 25%, Lag= 8.5 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 1.09 fps, Min. Travel Time= 5.3 min Avg. Velocity= 0.43 fps, Avg. Travel Time= 13.3 min ' Peak Storage=411 cf @ 12.06 hrs, Average Depth at Peak Storage= 0.43' Bank-Full Depth= 3.67', Capacity at Bank-Full= 133.02 cfs ' Custom cross-section, Length= 346.7' Slope= 0.0085 '/' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 162.95', Outlet Invert= 160.00' i 1 1 Proposed Condition-01 Type 111 24-hr 2-Year Rainfall=3.20" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 14 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 ' -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 , -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 ' 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 270 0.67 1.00 3.9 6.1 1,360 7.98 1.50 6.7 10.3 2,311 14.11 , 2.00 11.2 11.6 3,888 30.13 3.67 35.4 22.1 12,284 133.02 Summary for Reach 1 Rc: Relocated Intermittent Stream ' Inflow Area = 7.700 ac, 12.77% Impervious, Inflow Depth > 0.36" for 2-Year event , Inflow = 1.29 cfs @ 12.15 hrs, Volume= 0.231 of Outflow = 1.24 cfs @ 12.21 hrs, Volume= 0.231 af, Atten=4%, Lag= 3.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 1.92 fps, Min. Travel Time= 2.1 min Avg. Velocity= 0.69 fps, Avg. Travel Time= 5.9 min Peak Storage= 158 cf @ 12.18 hrs, Average Depth at Peak Storage= 0.28' , Bank-Full Depth= 3.67', Capacity at Bank-Full= 249.76 cfs Custom cross-section, Length= 244.7' Slope= 0.03007' (102 Elevation Intervals) , Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 160.00', Outlet Invert= 152.66' ' Proposed Condition-01 Type 111 24-hr 2-Year Rainfall=3.20" Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 15 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 ' 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 ' 4.00 176.80 1.67 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 191 1.25 1.00 3.9 6.1 960 14.99 ' 1.50 6.7 10.3 1,631 26.49 2.00 11.2 11.6 2,744 56.56 3.67 35.4 22.1 8,670 249.76 ' Summary for Reach 1 Rd: Relocated Intermittent Stream ' Inflow Area = 7.700 ac, 12.77% Impervious, Inflow Depth > 0.36" for 2-Year event Inflow 1.24 cfs @ 12.21 hrs, Volume= 0.231 of Outflow 0.85 cfs @ 12.54 hrs, Volume= 0.230 af, Atten= 32%, Lag= 19.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 0.81 fps, Min. Travel Time= 11.1 min Avg. Velocity= 0.37 fps, Avg. Travel Time=24.5 min ' Peak Storage= 572 cf @ 12.36 hrs, Average Depth at Peak Storage= 0.40' Bank-Full Depth= 3.67', Capacity at Bank-Full= 102.82 cfs ' Custom cross-section, Length= 537.0' Slope= 0.0051 'I' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 152.70', Outlet Invert= 149.97' I I , Proposed Condition-01 Type /// 24-hr 2-Year Rainfall=3.20" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 16 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 ' -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 ' -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 ' 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) , 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 418 0.51 1.00 3.9 6.1 2,107 6.17 1.50 6.7 10.3 3,579 10.91 ' 2.00 11.2 11.6 6,022 23.29 3.67 35.4 22.1 19,026 102.82 Summary for Reach 1 Re: Relocated Intermittent Stream ' Inflow Area = 7.700 ac, 12.77% Impervious, Inflow Depth > 0.36" for 2-Year event ' Inflow = 0.85 cfs @ 12.54 hrs, Volume= 0.230 of Outflow = 0.85 cfs @ 12.54 hrs, Volume= 0.230 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 3.37 fps, Min. Travel Time= 0.1 min Avg. Velocity= 1.66 fps, Avg. Travel Time= 0.2 min Peak Storage= 6 cf @ 12.54 hrs, Average Depth at Peak Storage= 0.12' , Bank-Full Depth= 3.67', Capacity at Bank-Full= 722.26 cfs Custom cross-section, Length=23.8' Slope= 0.2508 '/' (102 Elevation Intervals) , Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 149.97', Outlet Invert= 144.00' ' Proposed Condition-01 Type 111 24-hr2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 11/23/2010 t HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 17 Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 ' -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 II ' 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 ' 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 19 3.61 1.00 3.9 6.1 93 43.34 ' 1.50 6.7 10.3 159 76.60 2.00 11.2 11.6 267 163.57 3.67 35.4 22.1 843 722.26 ' Summary for Reach 1 Rf: Intermittent Stream ' Inflow Area = 7.700 ac, 12.779/6 Impervious, Inflow Depth > 0.36" for 2-Year event Inflow 0.85 cfs @ 12.54 hrs, Volume= 0.230 of Outflow 0.84 cfs @ 12.55 hrs, Volume= 0.230 af, Atten= 0%, Lag= 0.5 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 3.27 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.70 fps, Avg. Travel Time= 0.5 min ' Peak Storage= 13 cf @ 12.55 hrs, Average Depth at Peak Storage= 0.21' Bank-Full Depth= 3.20', Capacity at Bank-Full= 1,365.34 cfs ' Custom cross-section, Length= 51.7 Slope= 0.25157' (103 Elevation Intervals) Constant n=0.050 Mountain streams w/large boulders Inlet Invert= 144.00', Outlet Invert= 131.00' 1 $ Proposed Condition-01 Type 111 24-hr2-Year Rainfall=3.20" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 18 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -18.82 3.20 0.00 ' -13.54 2.20 1.00 -8.63 1.20 2.00 -1.17 0.20 3.00 ' 0.00 0.00 3.20 1.17 0.20 3.00 8.63 1.20 2.00 13.54 2.20 1.00 ' 18.82 3.20 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 0.0 0 0.00 0.20 0.2 2.4 12 0.74 1.20 10.0 17.4 519 103.49 ' 2.20 32.2 27.4 1,665 533.88 3.20 64.6 38.2 3,338 1,365.34 Summary for Reach 2R: Wetland Area E Outlet ' Inflow Area = 23.552 ac, 51.46% Impervious, Inflow Depth > 1.17" for 2-Year event Inflow = 1.45 cfs @ 17.17 hrs, Volume= 2.297 of ' Outflow = 1.45 cfs @ 17.27 hrs, Volume= 2.295 af, Atten= 0%, Lag= 6.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 1.59 fps, Min. Travel Time= 3.5 min Avg. Velocity= 1.28 fps, Avg. Travel Time=4.3 min Peak Storage= 301 cf @ 17.22 hrs, Average Depth at Peak Storage= 0.15' ' Bank-Full Depth= 5.40', Capacity at Bank-Full= 6,334.34 cfs Custom cross-section, Length= 331.0' Slope= 0.05397' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders , Inlet Invert= 128.60', Outlet Invert= 110.77' Proposed Condition-01 Type 111 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 11/23/2010 t HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 19 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -67.70 134.00 0.00 -58.00 133.00 1.00 -52.50 132.00 2.00 ' -47.50 131.00 3.00 -16.00 130.00 4.00 -8.00 129.00 5.00 -2.00 128.60 5.40 2.00 128.60 5.40 8.00 129.00 5.00 16.00 130.00 4.00 47.50 131.00 3.00 ' 52.50 132.00 2.00 58.00 133.00 1.00 67.50 134.00 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 4.0 0 0.00 ' 0.40 4.0 16.0 1,324 10.94 1.40 28.0 32.2 9,269 175.53 2.40 91.5 95.2 30,287 614.76 ' 3.40 191.5 105.4 63,387 1,967.07 4.40 302.0 116.6 99,962 3,929.64 5.40 427.6 135.9 141,536 6,334.34 ' Summary for Reach 3R: 24" RCP Under Highland Ave. Inflow Area = 24.590 ac, 50.28% Impervious, Inflow Depth > 1.18" for 2-Year event ' Inflow 1.63 cfs @ 12.12 hrs, Volume= 2.423 of Outflow 1.63 cfs @ 12.13 hrs, Volume= 2.422 af, Atten= 0%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 6.44 fps, Min. Travel Time= 0.2 min Avg. Velocity= 4.78 fps, Avg. Travel Time= 0.2 min ' Peak Storage= 18 cf @ 12.12 hrs, Average Depth at Peak Storage= 0.27' Bank-Full Depth= 2.00', Capacity at Bank-Full= 41.71 cfs 24.0" Round Pipe ' n= 0.013 Concrete pipe, bends &connections Length= 70.0' Slope= 0.0340 '/' Inlet Invert= 105.77', Outlet Invert= 103.39' 01 Proposed Condition-01 Type 111 24-hr 2-Year Rainfall=3.20" ' Prepared by {enter your company name here} Printed 11/23/2010 I HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 20 ' Summary for Reach 4R: 24" RCP Highland Ave to Coolidge Inflow Area = 30.231 ac, 47.64% Impervious, Inflow Depth > 1.28" for 2-Year event , Inflow = 5.34 cfs @ 12.61 hrs, Volume= 3.213 of Outflow = 5.31 cfs @ 12.71 hrs, Volume= 3.211 af, Atten= 1%, Lag= 5.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 5.79 fps, Min. Travel Time= 3.1 min Avg. Velocity= 3.27 fps, Avg. Travel Time= 5.4 min Peak Storage= 974 cf @ 12.66 hrs, Average Depth at Peak Storage= 0.67' ' Bank-Full Depth= 2.00', Capacity at Bank-Full= 22.13 cfs 24.0" Round Pipe , n= 0.013 Concrete pipe, bends& connections Length= 1,062.0' Slope= 0.0096 '/' Inlet Invert= 103.29', Outlet Invert= 93.13' ' Summary for Reach PA1: Point of Analysis 1 Inflow Area = 61.150 ac, 40.92% Impervious, Inflow Depth > 1.42" for 2-Year event ' Inflow = 35.20 cfs @ 12.42 hrs, Volume= 7.229 of Outflow = 35.20 cfs @ 12.42 hrs, Volume= 7.229 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA2: Point of Analysis 2 , Inflow Area = 4.161 ac, 20.37% Impervious, Inflow Depth = 1.10" for 2-Year event Inflow = 2.52 cfs @ 12.53 hrs Volume= 0.380 of 0 Outflow = 2.52 cfs @ 12.53 hrs, Volume= 0.380 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Reach PA3: Point of Analysis 3 , Inflow Area= 3.275 ac, 51.11% Impervious, Inflow Depth = 1.91" for 2-Year event Inflow = 5.58 cfs @ 12.20 hrs, Volume= 0.523 of ' Outflow = 5.58 cfs @ 12.20 hrs, Volume= 0.523 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' 1 ' Proposed Condition-01 Type /// 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 21 Summary for Pond 1 W: Wetland Area D ' Inflow Area = 6.460 ac, 15.22% Impervious, Inflow Depth = 1.40" for 2-Year event Inflow 6.16 cfs @ 12.38 hrs, Volume= 0.755 of Outflow = 0.12 cfs @ 24.23 hrs, Volume= 0.124 af, Atten= 98%, Lag= 711.2 min ' Primary = 0.12 cfs @ 24.23 hrs, Volume= .0.124 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 174.89' @ 24.23 hrs Surf.Area=46,017 sf Storage= 30,779 cf Plug-Flow detention time= 964.8 min calculated for 0.124 of(16% of inflow) Center-of-Mass det. time= 815.1 min ( 1,677.8 -862.7 ) ' Volume Invert Avail.Storage Storage Description #1 174.20' 160,521 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.20 42,818 0 0 ' 175.00 46,511 35,732 35,732 176.00 57,259 51,885 87,617 177.00 88,549 72,904 160,521 ' Device Routing Invert Outlet Devices #1 Primary 174.80' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.20 1.20 2.20 ' Width (feet) 1.00 2.50 5.50 13.50 Primary OutFlow Max=0.12 cfs @ 24.23 hrs HW=174.89' (Free Discharge) Ll=Custom Weir/Orifice (Weir Controls 0.12 cfs @ 0.95 fps) tSummary for Pond 2D: Detention Pond 2 ' Inflow Area= 11.432 ac, 79.36% Impervious, Inflow Depth = 2.45" for 2-Year event Inflow 33.43 cfs @ 12.08 hrs, Volume= 2.336 of Outflow - 1.16 cfs @ 15.51 hrs, Volume= 1.956 af, Atten= 97%, Lag=205.9 min Primary = 1.16 cfs @ 15.51 hrs, Volume= 1.956 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 152.77' @ 15.51 hrs Surf.Area= 22,783 sf Storage= 70,834 cf ' Plug-Flow detention time= 697.3 min calculated for 1.956 of(84% of inflow) Center-of-Mass det. time= 631.2 min ( 1,428.4 -797.1 ) Volume Invert Avail.Storage Storage Description #1 148.00' 153,060 cf Custom Stage Data (Prismatic)Listed below (Recalc) Proposed Condition-01 Type 111 24-hr 2-Year Rainfall=3.20" ' Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 22 ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.00 7,866 0 0 ' 149.00 9,989 8,928 8,928 150.00 12,444 11,217 20,144 151.00 17,519 14,982 35,126 t 152.00 20,428 18,974 54,099 153.00 23,468 21,948 76,047 154.00 26,590 25,029 101,076 155.00 29,786 28,188 129,264 ' 155.75 33,670 23,796 153,060 Device Routing Invert Outlet Devices , #1 Primary 149.60' 5.0"Vert. Orifice/Grate C= 0.600 #2 Primary 152.70' 8.0"Vert. Orifice/Grate C= 0.600 #3 Primary 153.45' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.15 cfs @ 15.51 hrs HW=152.77' (Free Discharge) , �1=Orifice/Grate (Orifice Controls 1.13 cfs @ 8.29 fps) 2=Orifice/Grate (Orifice Controls 0.02 cfs @ 0.93 fps) 3=Slharp-Crested Rectangular Weir( Controls 0.00 cfs) , Summary for Pond 2F: Sediment Forebay 2 Inflow Area = 7.562 ac, 80.38% Impervious, Inflow Depth = 2.54" for 2-Year event ' Inflow = 22.39 cfs @ 12.07 hrs, Volume= 1.603 of Outflow = 22.32 cfs @ 12.08 hrs, Volume= 1.548 af, Atten= 0%, Lag= 0.3 min ' Primary = 22.32 cfs @ 12.08 hrs, Volume= 1.548 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 149.97' @ 12.08 hrs Surf.Area= 2,178 sf Storage= 3,087 cf ' Plug-Flow detention time= 34.0 min calculated for 1.548 of(97% of inflow) Center-of-Mass det. time= 13.7 min ( 799.9-786.2 ) Volume Invert Avail.Storage Storage Description , #1 148.00' 3,150 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.00 1,026 0 0 ' 149.00 1,496 1,261 1,261 149.65 2,040 1,149 2,410 150.00 2,190 740 3,150 Device Routing Invert Outlet Devices ' #1 Primary 149.65' 50.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 ' Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Primary 150.00' 104.0' long x 4.0' breadth Broad-Crested Rectangular Weir t Proposed Condition-01 Type 111 24-hr 2-Year Rainfall=3.20" Prepared by{enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 23 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 ' Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=22.27 cfs @ 12.08 hrs HW=149.97' (Free Discharge) ' �1=Broad-Crested Rectangular Weir(Weir Controls 22.27 cfs @ 1.39 fps) 2=13road-Crested Rectangular Weir( Controls 0.00 cfs) ' Summary for Pond 2W: Wetland Area E Inflow Area = 23.552 ac, 51.46% Impervious, Inflow Depth > 1.47" for 2-Year event Inflow 7.57 cfs @ 12.31 hrs, Volume= 2.885 of Outflow 1.45 cfs @ 17.17 hrs, Volume= 2.297 af, Atten= 81%, Lag=291.5 min Primary = 1.45 cfs @ 17.17 hrs, Volume= 2.297 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 128.77' @ 17.17 hrs Surf.Area= 77,545 sf Storage= 36,393 cf ' Plug-Flow detention time= 473.9 min calculated for 2.297 of(80% of inflow) Center-of-Mass det. time= 274.4 min ( 1,551.3 - 1,276.9 ) Volume Invert Avail.Storage Storage Description ' #1 127.00' 230,600 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.00 106 0 0 128.00 469 288 288 128.60 76,102 22,971 23,259 t 129.00 79,477 31,116 54,375 130.00 88,069 83,773 138,148 131.00 96,836 92,453 230,600 ' Device Routing Invert Outlet Devices #1 Primary 128.60' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.40 1.40 2.40 3.40 4.40 5.40 ' Width (feet) 4.00 16.00 32.00 95.00 105.00 116.00 133.00 Primary OutFlow Max=1.40 cfs @ 17.17 hrs HW=128.77' (Free Discharge) 't 1=Custom Weir/Orifice (Weir Controls 1.40 cfs @ 1.25 fps) tSummary for Pond 8Da: Detention Pond 8a Inflow Area = 3.441 ac, 24.63% Impervious, Inflow Depth = 1.41" for 2-Year event Inflow 3.72 cfs @ 12.26 hrs, Volume= 0.403 of Outflow = 3.76 cfs @ 12.27 hrs, Volume= 0.394 af, Atten= 0%, Lag= 0.4 min ' Primary = 3.76 cfs @ 12.27 hrs, Volume= 0.394 of Routing by Stor-Ind method, Time Span= 0.0048.00 hrs, dt= 0.01 hrs 1 t Proposed Condition-01 Type 11124-hr2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 24 ' Peak Elev= 152.04' @ 12.27 hrs Surf.Area= 650 sf Storage= 708 cf Plug-Flow detention time= 27.1 min calculated for 0.394 of(98% of inflow) ' Center-of-Mass det. time= 13.3 min ( 862.5 -849.2 ) Volume Invert Avail.Storage Storage Description , #1 150.00' 708 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 150.00 106 0 0 151.00 330 218 218 152.00 650 490 708 ' Device Routing Invert Outlet Devices #1 Primary 151.50' Custom Weir/Orifice, Cv= 2.62 (C=3.28) Head (feet) 0.00 0.50 1.50 2.50 3.50 ' Width (feet) 0.00 6.61 12.69 18.64 24.92 Primary OutFlow Max=3.74 cfs @ 12.27 hrs HW=152.04' (Free Discharge) L1=Custom Weir/Orifice (Weir Controls 3.74 cfs @ 1.93 fps) Summary for Pond 8Db: Detention, Pond 8b Inflow Area = 3.646 ac, 23.25% Impervious, Inflow Depth = 1.35" for 2-Year event Inflow = 3.87 cfs @ 12.27 hrs, Volume= 0.411 of Outflow = 2.29 cfs @ 12.55 hrs, Volume= 0.333 af, Atten= 41%, Lag= 17.1 min Primary = 2.29 cfs @ 12.55 hrs, Volume= 0.333 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 153.20' @ 12.55 hrs Surf.Area= 3,513 sf Storage= 5,595 cf t Plug-Flow detention time= 147.6 min calculated for 0.333 of(81%of inflow) Center-of-Mass det. time= 69.2 min ( 931.6- 862.4 ) , Volume Invert Avail.Storage Storage Description #1 150.00' 14,261 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 325 0 0 ' 151.00 870 598 598 152.00 2,222 1,546 2,144 153.00 3,326 2,774 4,918 154.00 4,271 3,799 8,716 ' 155.00 6,818 5,545 14,261 Device Routing Invert Outlet Devices , #1 Primary 152.50' 18.0"Vert. Orifice/Grate C= 0.600 #2 Primary 155.25' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1 >� Proposed Condition-01 Type Ill 24-hr2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 25 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=2.29 cfs @ 12.55 hrs HW=153.20' (Free Discharge) �1=Orifice/Grate (Orifice Controls 2.29 cfs @ 2.84 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) ISummary for Pond 8F: Sediment Forebay 8 ' Inflow Area = 3.214 ac, 19.30% Impervious, Inflow Depth = 1.34" for 2-Year event Inflow 3.43 cfs @ 12.26 hrs, Volume= 0.358 of Outflow 3.43 cfs @ 12.27 hrs, Volume= 0.347 af, Atten= 0%, Lag= 0.4 min Primary = 3.43 cfs @ 12.27 hrs, Volume= 0.347 of Routing by Stor-Ind method, Time Span= 0.0048.00 hrs, dt= 0.01 hrs Peak Elev= 153.96' @ 12.27 hrs Surf.Area= 548 sf Storage= 553 cf ' Plug-Flow detention time= 23.5 min calculated for 0.347 of(97% of inflow) Center-of-Mass det. time= 6.7 min ( 864.4 -857.7 ) 1 Volume Invert Avail.Storage Storage Description #1 152.00' 574 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.00 68 0 0 153.00 260 164 164 ' 154.00 559 410 574 Device Routing Invert Outlet Devices #1 Primary 153.80' 21.9' long x 6.0' breadth Broad-Crested Rectangular Weir ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 ' 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Primary 154.00' 23.1' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=3.43 cfs @ 12.27 hrs HW=153.96' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 3.43 cfs @ 0.96 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 1 1 1 Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 11/23/2010 HydroCADS 9.00 s/n 00983 Q2009 HydroCAD Software Solutions.LLC Page 26 ' Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method , SubcatchmentlP: Subcatchmentl RunoffArea=45.255 sf 23.41% Impervious Runoff Depth=2.63" Flow Length=312' Tc--8.4 min CN=81 Runoff=2.95 cfs 0.228 of Subcatchment2aP: Subcatchment2a Runoff Area=54.034 sf 0.00% Impervious Runoff Depth=2.05" Tc=0.0 min CN=74 Runoff--3.62 cfs 0.212 of Subcatchment2bP:Subcatchment2b RunoffArea=168.563 sf 77.36% Impervious Runoff Depth=3.81" , TG--5.0 min CN=93 Runoff--16.91 cfs 1.227 of Subcatchment2cP: Subcatchment2c Runoff Area=329.415 sf 80.38% Impervious Runoff Depth=3.91" ' Tc=5.0 min CN=94 Runoff--33.61 cfs 2.466 of Subcatchment2dP:Subcatchment2d Runoff Area=38.242 sf 0.00% Impervious Runoff Depth=2.21" ' Flow Length=213' Tc=18.4 min CN=76 Runoff=1.58 cfs 0.162 of Subcatchment3P: Subcatchment3 Runoff Area=281.378 sf 15.22% Impervious Runoff Depth=2.55" Flow Length=731' Tc=27.5 min CN=80 Runoff=11.36 cfs 1.371 of , Subcatchment4P: Subcatchment4 Runoff Area=154.273 sf 58.32% Impervious Runoff Depth=3.39" Flow Length=217' Tc=22.2 min CN=89 Runoff=8.92 cfs 1.001 of Subcatchment5P:Subcatchment5 Runoff Area=403.752 sf 38.00% Impervious Runoff Depth=2.81" Flow Length=1,761' Tc=22.2 min CN=83 Runoff=19.75 cfs 2.174 of Subcatchment6P: Subcatchment6 Runoff Area=245.683 sf 36.12% Impervious Runoff Depth=2.91" ' Flow Length=1,403' Tc=47.1 min CN=84 Runoff=8.68 cfs 1.366 of Subcatchment7P: Subcatchment7 Runoff Area=943,1 01 sf 32.78% Impervious Runoff Depth=2.72" Flow Length=1,525' Tc=32.2 min CN=82 Runoff--37.80 cfs 4.915 of , Subcatchment8aP:Subcatchment8a Runoff Area=9,900 sf 100.00% Impervious Runoff Depth=4.36" ' Tc=5.0 min CN=98 Runoff=1.06 cfs 0.083 of Subcatchment8bP: Subcatchment8b Runoff Area=139,994 sf 19.30% Impervious Runoff Depth=2.46" Flow Length=554' Tc=18.6 min CN=79 Runoff=6.44 cfs 0.659 of ' Subcatchment8cP:Subcatchment8c . Runoff Area=22.435 sf 0.00% Impervious Runoff Depth=2.13" Flow Length=399' Tc=13.3 min CN=75 Runoff=1.01 cfs 0.091 of Subcatchment8dP:Subcatchment8c Runoff Area=8,920 sf 0.00% Impervious Runoff Depth=2.05" ' Flow Length=169' Tc--2.4 min CN=74 Runoff=0.56 cfs 0.035 of Subcatchment9P: Subcatchment9 Runoff Area=142.680 sf 51.11% Impervious Runoff Depth=3.19" ' Flow Length=591' Tc=14.9 min CN=87 Runoff=9.22 cfs 0.871 of Reach 1111a: Relocated Intermittent Stream Avg. Depth=0.27' Max Vel=5.69 fps Inflow=3.62 cfs 0.947 of ' n=0.050 L=43.9' S=0.2699'P Capacity=749.24 cfs Outflow=3.57 cfs 0.947 of 1 1 Proposed Condition-01 Type Ill 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 11/23/2010 HydroCADCD 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 27 Reach 1 Rb: Relocated I nterm ittent Stream Avg. Depth=0.61' Max Vel=1.46 fps Inflow=3.57 cfs 0.947 of n=0.050 L=346.7' S=0.00857 Capacity=133.02 cfs Outflow=2.95 cfs 0.946 of ' Reach 1Re: Relocated Intermittent Stream Avg. Depth=0.45' Max Vel=2.17 fps Inflow=2.95 cfs 0.946 of n=0.050 L=244.7' 5=0.0300'/' Capacity=249.76 cfs Outflow=2.84 cfs 0.946 of Reach IRd:Relocated Intermittent Stream Avg. Depth=0.59' Max Vel=1.10 fps Inflow=2.84 cfs 0.946 of n=0.050 L=537.0' S=0.0051 'P Capacity=102.82 cfs Outflow=2.12 cfs 0.945 of Reach 1Re: Relocated Intermittent Stream Avg. Depth=0.20' Max Vel=4.65 fps Inflow=2.12 cfs 0.945 of n=0.050 L=23.8' 5=0.2508'P Capacity=722.26 cfs Outflow=2.12 cfs 0.945 of ' Reach 1Rf: Intermittent Stream Avg. Depth=0.30' Max Vel=4.00 fps Inflow=2.12 cfs 0.945 of n=0.050 L=51.7' S=0.2515'P Capacity=1,365.34 cfs Outflow=2.12 cfs 0.945 of Reach 2R:Wetland Area E Outlet Avg. Depth=0.29' Max Vel=2.29 fps Inflow=5.56 cfs 4.745 of ' n=0.050 L=331.0' S=0.0539'P Capacity=6,334.34 cfs Outflow=5.56 cfs 4.742 of Reach 3R: 24"RCP Under Highland Ave. Avg. Depth=0.50' Max Vel=9.33 fps Inflow=5.77 cfs 4.970 of 24.0" Round Pipe n=0.013 L=70.0' 5=0.0340'P Capacity=41.71 cfs Outflow=5.77 cfs 4.970 of Reach 4R: 24"RCP Highland Ave to Avg. Depth=0.99" Max Vel=7.02 fps Inflow=10.92 cfs 6.337 of 24.0" Round Pipe n=0.013 L=1,062.0' S=0.0096'P Capacity=22.13 cfs Outflow=10.91 cfs 6.334 of ' Reach PAI: Point of Analysis 1 Inflow=62.56 cfs 13.422 of Outflow=62.56 cfs 13.422 of Reach PA2: Point of Analysis 2 Inflow=6.43 cfs 0.770 of Outflow=6.43 cfs 0.770 of Reach PAI Point of Analysis 3 Inflow=9.22 cfs 0.871 of ' Outflow=9.22 cfs 0.871 of Pond 1 W:Wetland Area D Peak EIev=175.09' Storage=39.826 cf Inflow=11.36 cfs 1.371 of ' Outflow=0.93 cfs 0.735 of Pond 2D: Detention Pond 2 Peak EIev=153.78' Storage=95.260 cf Inflow=51.58 cfs 3.638 of Outflow=5.19 cfs 3.249 of ' Pond 2F: Sediment Forebay 2 Peak EIev=150.05' Storage=3,150 cf Inflow=33.61 cfs 2.466 of Outflow=34.68 cfs 2.411 of Pond 2W:Wetland Area E Peak EIev=128.95' Storage=50.322 cf Inflow=14.86 cfs 5.356 of Outflow=5.56 cfs 4.745 of ' Pond 8Da: Detention Pond 8a Peak EIev=152.21' Storage=708 of Inflow=6.91 cfs 0.731 of Outflow=7.06 cfs 0.721 of Pond 8Db: Detention Pond 8b Peak EIev=153.72' Storage=7,550 of Inflow=7.28 cfs 0.756 of ' Outflow=5.78 cfs 0.678 of Pond 8F; Sediment Forebay 8 Peak EIev=154.04' Storage=574 cf Inflow=6.44 cfs 0.659 of ' Outflow=6.49 cfs 0.648 of Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 28 ' Summary for Subcatchment 1P: Subcatchment 1 Runoff = 2.95 cfs @ 12.12 hrs, Volume= 0.228 af, Depth= 2.63" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description 16,308 77 Woods, Poor, HSG C ' 10,594 98 Paved parking & roofs 3,381 77 Brush, Poor, HSG C 14,972 74 >75% Grass cover, Good, HSG C 45,255 81 Weighted Average ' 34,661 76.59% Pervious Area 10,594 23.41% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 6 0.0200 0.07 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.10" 6.2 94 0.4100 0.25 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 29 0.3100 2.78 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.4 101 0.0528 4.66 Shallow Concentrated Flow, Shallow Cone - Paved Paved Kv= 20.3 fps 0.1 82 0.0730 19.46 61.12 Pipe Channel, 15" HDPE t 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Corrugated PE, smooth interior 8.4 312 Total Summary for Subcatchment 2aP: Subcatchment 2a Runoff = 3.62 cfs @ 12.00 hrs, Volume= 0.212 af, Depth= 2.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description ' 2,808 77 Woods, Poor, HSG C 225 77 Brush, Poor, HSG C 51,001 74 >75% Grass cover, Good, HSG C 54,034 74 Weighted Average 54,034 100.00% Pervious Area , 1 Proposed Condition-01 Type 11124-hr 10-Year Rainfall=4.60" Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 2bP: Subcatchment 2b ' Runoff = 16.91 cfs @ 12.07 hrs, Volume= 1.227 af, Depth= 3.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description 130,400 98 Paved parking & roofs 38,163 74 >75% Grass cover, Good, HSG C 168,563 93 Weighted Average 38,163 22.64% Pervious Area ' 130,400 77.36% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 5.0 Direct Entry, Summary for Subcatchment UP: Subcatchment 2c 1 Runoff = 33.61 cfs @ 12.07 hrs, Volume= 2.466 af, Depth= 3.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description ' 264,782 98 Paved parking & roofs 34,400 74 >75% Grass cover, Good, HSG C 9,446 89 Gravel roads, HSG C ' 20,787 77 Woods, Poor, HSG C 329,415 94 Weighted Average 64,633 19.62% Pervious Area 264,782 80.38% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (fUsec) (cfs) 1 5.0 Direct Entry, Direct Entry Summary for Subcatchment 2dP: Subcatchment 2d ' Runoff = 1.58 cfs @ 12.25 hrs, Volume= 0.162 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCADO 9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 30 ' Area (sf) CN Description 27,068 77 Woods, Poor, HSG C * 461 77 Brush, Poor, HSG C , 10,713 74 >75% Grass cover, Good, HSG C 38,242 76 Weighted Average 38,242 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 2.0 29 0.6550 0.24 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 14.5 71 0.0280 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" , 1.9 113 0.0389 0.99 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 18.4 213 Total Summary for Subcatchment 3P: Subcatchment 3 Runoff = 11.36 cfs @ 12.38 hrs, Volume= 1.371 af, Depth= 2.55' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description 238,560 77 Woods, Poor, HSG C 42,818 98 Water Surface, HSG C ' 281,378 80 Weighted Average 238,560 84.78% Pervious Area 42,818 15.22% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 1.6 282 0.0400 3.00 Shallow Concentrated Flow, Shallow Cone Grassed Waterway Kv= 15.0 fps ' 13.9 349 0.0070 0.42 Shallow Concentrated Flow,Vernal Pool Woodland Kv= 5.0 fps 27.5 731 Total Summary for Subcatchment 4P: Subcatchment 4 ' Runoff = 8.92 cfs @ 12.30 hrs, Volume= 1.001 af, Depth= 3.39" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 31 Area (sf) CN Description ' 30,775 83 1/4 acre lots, 38% imp, HSG C 45,227 77 Woods, Poor, HSG C 78,271 98 Water Surface HSG C 154,273 89 Weighted Average ' 64,308 41.68% Pervious Area 89,966 58.32% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 2.3 33 0.2121 0.24 Sheet Flow, Sheet-Grass Grass: Dense n= 0.240 P2= 3.10" ' 17.8 67 0.0149 0.06 Sheet Flow, Sheet Woods Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 117 0.0340 0.92 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 22.2 217 Total Summary for Subcatchment 5P: Subcatchment 5 Runoff = 19.75 cfs @ 12.31 hrs, Volume= 2.174 af, Depth= 2.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN Description ' 403,752 83 1/4 acre lots, 38% imp, HSG C 250,326 62.00% Pervious Area 153,426 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 100 0.0550 0.11 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 4.1 326 0.0706 1.33 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 0.6 140 0.0326 3.67 Shallow Concentrated Flow, Paved Paved Kv=20.3 fps 2.7 1,123 0.0240 7.03 5.52 Pipe Channel, 18" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' 1 n= 0.013 Concrete pipe, bends & connections 0.2 72 0.0117 7.79 24.47 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete pipe, bends &connections 22.2 1,761 Total Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" , Prepared by{enter your company name here} Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 32 ' Summary for Subcatchment 6P: Subcatchment 6 Runoff = 8.68 cfs @ 12.62 hrs, Volume= 1.366 af, Depth= 2.91" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" ' Area (si) CN Description 59,165 83 1/4 acre lots, 38% imp, HSG C 108,567 77 Woods, Poor, HSG C 77,951 94 Urban commercial, 85% imp, HSG C 245,683 84 Weighted Average 156,942 63.88% Pervious Area ' 88,741 36.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) ' 21.8 100 0.0200 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 23.0 723 0.0110 0.52 Shallow Concentrated Flow, Shallow Cone , Woodland Kv= 5.0 fps 2.3 571 0.0400 4.06 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 0.0 9 0.1367 16.77 13.17 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 Concrete pipe, bends &connections 47.1 1,403 Total ' Summary for Subcatchment 7P: Subcatchment 7 Runoff = 37.80 cfs @ 12.45 hrs, Volume= 4.915 af, Depth= 2.72" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" ' Area (sf) CN Description 813,598 83 1/4 acre lots, 38% imp, HSG C ' 129,503 77 Woods, Poor, HSG C 943,101 82 Weighted Average 633,934 67.22% Pervious Area 309,167 32.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) , 11.5 100 0.1000 0.15 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 20.6 1,385 0.0500 1.12 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps ' 0.1 40 0.0100 7.20 22.62 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 32.2 1,525 Total 1 Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by{enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment UP: Subcatchment 8a ' Runoff = 1.06 cfs @ 12.07 hrs, Volume= 0.083 af, Depth= 4.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" Area (sf) CN .Description ' 9,900 98 Paved parking & roofs 9,900 100.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (fUsec) (cfs) 5.0 Direct Entry, Direct ' Summary for Subcatchment 8bP: Subcatchment 8b Runoff = 6.44 cfs @ 12.26 hrs, Volume= 0.659 af, Depth= 2.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (so CN Description 88,872 74 >75% Grass cover, Good, HSG C 27,017 98 Paved parking & roofs 7,871 77 Brush, Poor, HSG C 1,109 87 Dirt roads, HSG C 15,125 77 Woods, Poor, HSG C 139,994 79 Weighted Average 112,977 80.70% Pervious Area 27,017 19.30% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 20 0.0500 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 1.2 25 0.2400 0.34 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 3.10" 5.5 55 0.0270 0.17 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 3.10" ' 7.6 433 0.0185 0.95 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps 0.1 21 0.7143 5.92 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps 18.6 554 Total Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCADO 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 34 ' Summary for Subcatchment 8cP: Subcatchment 8c Runoff = 1.01 cfs @ 12.19 hrs, Volume= 0.091 af, Depth= 2.13" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" , Area (sf) CN .Description 17,859 74 >75% Grass cover, Good, HSG C ' 4,576 77 Woods, Poor, HSG C 22,435 75 Weighted Average 22,435 100.00% Pervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.1200 0.16 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" , 2.6 299 0.1438 1.90 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 13.3 399 Total , Summary for Subcatchment 8dP: Subcatchment 8c Runoff = 0.56 cfs @ 12.04 hrs, Volume= 0.035 af, Depth= 2.05' ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" ' Area (sf) CN 'Description 8,920 74 >75% Grass cover, Good, HSG C ' 8,920 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) , 2.2 100 0.0950 0.75 Sheet Flow, Sheet Fallow n= 0.050 P2= 3.10" 0.2 69 0.1014 5.13 Shallow Concentrated Flow, Shallow Conc ' Unpaved Kv= 16.1 fps 2.4 169 Total Summary for Subcatchment 9P: Subcatchment 9 , Runoff = 9.22 cfs @ 12.20 hrs, Volume= 0.871 af, 'Depth= 3.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" i ' Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here) Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 35 Area (so CN Description ' 35,333 77 Woods,Poor, HSG C 72,919 98 Paved parking & roofs 4,965 77 Brush, Poor, HSG C 29,463 74 >75% Grass cover, Good, HSG C ' 142,680 87 Weighted Average 69,761 48.89% Pervious Area 72,919 51.11% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 1.3 14 0.4300 0.18 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" I ' 1.0 13 0.7800 0.22 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.0 298 0.0127 5.11 4.02 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 14.9 591 Total ' Summary for Reach 1 Ra: Relocated Intermittent Stream Inflow Area= 7.700 ac, 12.77% Impervious, Inflow Depth > 1.48" for 10-Year event Inflow 3.62 cfs @ 12.00 hrs, Volume= 0.947 of Outflow 3.57 cfs @ 12.01 hrs, Volume= 0.947 af, Atten= 1%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.69 fps, Min. Travel Time= 0.1 min Avg. Velocity= 2.23 fps, Avg. Travel Time= 0.3 min ' Peak Storage=28 cf @ 12.00 hrs, Average Depth at Peak Storage= 0.27' Bank-Full Depth= 3.67', Capacity at Bank-Full= 749.24 cfs ' Custom cross-section, Length=43.9' Slope= 0.2699 '/' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 174.80', Outlet Invert= 162.95' i 1 Proposed Condition-01 Type 11124-hr 10-Year Rainfall=4.60" , Prepared by {enter your company name here} Printed 11/23/2010 HydroCADID 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 36 , Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 ' -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 ' -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 ' 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 , 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) , 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 34 3.75 1.00 3.9 6.1 172 44.96 1.50 6.7 10.3 293 79.46 ' 2.00 11.2 11.6 492 169.68 3.67 35.4 22.1 1,555 749.24 Summary for Reach 1 Rb: Relocated Intermittent Stream ' Inflow Area = 7.700 ac, 12.77% Impervious, Inflow Depth > 1.48" for 10-Year event ' Inflow = 3.57 cfs @ 12.01 hrs, Volume= 0.947 of Outflow = 2.95 cfs @ 12.11 hrs, Volume= 0.946 af, Atten= 17%, Lag=6.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 1.46 fps, Min. Travel Time= 3.9 min Avg. Velocity= 0.61 fps, Avg. Travel Time= 9.5 min Peak Storage= 700 cf @ 12.04 hrs, Average Depth at Peak Storage= 0.61' , Bank-Full Depth= 3.67', Capacity at Bank-Full= 133.02 cfs Custom cross-section, Length= 346.7' Slope= 0.0085 '/' (102 Elevation Intervals) , Constant n= 0.050 Mountain streams w/large boulders Inet Invert=I I v 162.95', Outlet Invert= 160.00' 6 2. 5 9 Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 37 Offset Elevation Chan.Depth ' (feet) (feet) (feet) -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 1 4.00 176.80 1.67 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge ' _ (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 270 0.67 ' 1.00 3.9 6.1 1,360 7.98 1.50 6.7 10.3 2,311 14.11 2.00 11.2 11.6 3,888 30.13 3.67 35.4 22.1 12,284 133.02 Summary for Reach 1 Rc: Relocated Intermittent Stream ' Inflow Area 7.700 ac, 12.77% Impervious, Inflow Depth > 1.47" for 10-Year event Inflow 2.95 cfs @ 12.11 hrs, Volume= 0.946 of Outflow 2.84 cfs @ 12.16 hrs, Volume= 0.946 af, Atten= 4%, Lag= 3.2 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.17 fps, Min. Travel Time= 1.9 min Avg. Velocity= 0.98 fps, Avg. Travel Time=4.1 min Peak Storage= 321 cf @ 12.13 hrs, Average Depth at Peak Storage= 0.45' Bank-Full Depth= 3.67', Capacity at Bank-Full= 249.76 cfs ' Custom cross-section, Length=244.7' Slope= 0.03007' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 160.00', Outlet Invert= 152.66' Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" , Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 38 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 ' -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 ' -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 ' 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 191 1.25 1.00 3.9 6.1 960 14.99 ' 1.50 6.7 10.3 1,631 26.49 2.00 11.2 11.6 2,744 56.56 3.67 35.4 22.1 8,670 249.76 Summary for Reach 1 Rd: Relocated Intermittent Stream , Inflow Area = 7.700 ac, 12.77% Impervious, Inflow Depth > 1.47" for 10-Year event , Inflow = 2.84 cfs @ 12.16 hrs, Volume= 0.946 of Outflow = 2.12 cfs @ 12.38 hrs, Volume= 0.945 af, Atten= 25%, Lag= 12.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 1.10 fps, Min. Travel Time= 8.1 min Avg. Velocity = 0.51 fps, Avg. Travel Time= 17.7 min Peak Storage= 1,033 cf @ 12.24 hrs, Average Depth at Peak Storage= 0.59' , Bank-Full Depth= 3.67', Capacity at Bank-Full= 102.82 cfs Custom cross-section, Length= 537.0' Slope= 0.0051 T (102 Elevation Intervals) , Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 152.70', Outlet Invert= 149.97' Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by (enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 39 Offset Elevation Chan.Depth ' (feet) (feet) (feet) -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 ' 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 Depth End Area Perini. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 418 0.51 ' 1.00 3.9 6.1 2,107 6.17 1.50 6.7 10.3 3,579 10.91 2.00 11.2 11.6 6,022 23.29 3.67 35.4 22.1 19,026 102.82 ' Summary for Reach 1 Re: Relocated Intermittent Stream ' Inflow Area 7.700 ac, 12.77% Impervious, Inflow Depth > 1.47" for 10-Year event Inflow 2.12 cfs @ 12.38 hrs, Volume= 0.945 of Outflow 2.12 cfs @ 12.38 hrs, Volume= 0.945 af, Atten= 0%, Lag= 0.2 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity=4.65 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.18 fps, Avg. Travel Time= 0.2 min ' Peak Storage= 11 cf @ 12.38 hrs, Average Depth at Peak Storage= 0.20' Bank-Full Depth= 3.67', Capacity at Bank-Full= 722.26 cfs ' Custom cross-section, Length= 23.8' Slope= 0.2508 '/' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 149.97', Outlet Invert= 144.00' Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 40 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 ' -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 , -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 ' 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 , Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) , 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 19 3.61 1.00 3.9 6.1 93 43.34 1.50 6.7 10.3 159 76.60 2.00 11.2 11.6 267 163.57 3.67 35.4 22.1 843 722.26 Summary for Reach 1 Rf: Intermittent Stream ' Inflow Area = 7.700 ac, 12.77% Impervious, Inflow Depth > 1.47" for 10-Year event , Inflow = 2.12 cfs @ 12.38 hrs, Volume= 0.945 of Outflow = 2.12 cfs @ 12.39 hrs, Volume= 0.945 af, Atten= 0%, Lag= 0.4 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hts, dt= 0.01 hrs ' Max. Velocity= 4.00 fps, Min. Travel Time= 0.2 min Avg. Velocity= 2.18 fps, Avg. Travel Time= 0.4 min Peak Storage= 27 cf @ 12.38 hrs, Average Depth at Peak Storage= 0.30' ' Bank-Full Depth= 3.20', Capacity at Bank-Full= 1,365.34 cfs Custom cross-section, Length= 51.7' Slope= 0.2515 '/' (103 Elevation Intervals) , Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 144.00', Outlet Invert= 131.00' Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by (enter your company name here) Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 41 Offset Elevation Chan.Depth ' (feet) (feet) (feet) -18.82 3.20 0.00 -13.54 2.20 1.00 -8.63 1.20 . 2.00 -1.17 0.20 3.00 0.00 0.00 3.20 1.17 0.20 3.00 8.63 1.20 2.00 ' 13.54 2.20 1.00 18.82 3.20 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.20 0.2 2.4 12 0.74 ' 1.20 10.0 17.4 519 103.49 2.20 32.2 27.4 1,665 533.88 3.20 64.6 38.2 3,338 1,365.34 Summary for Reach 2R: Wetland Area E Outlet Inflow Area = 23.552 ac, 51.46% Impervious, Inflow Depth > 2.42" for 10-Year event ' Inflow 5.56 cfs @ 13.87 hrs, Volume= 4.745 of Outflow 5.56 cfs @ 13.94 hrs, Volume= 4.742 af, Atten= 0%, Lag=4.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity=2.29 fps, Min. Travel Time= 2.4 min Avg. Velocity = 1.50 fps, Avg. Travel Time= 3.7 min ' Peak Storage= 802 cf @ 13.90 hrs, Average Depth at Peak Storage= 0.29' Bank-Full Depth= 5.40', Capacity at Bank-Full= 6,334.34 cfs ' Custom cross-section, Length= 331.0' Slope= 0.0539 '/' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 128.60', Outlet Invert= 110.77' 1 Proposed Condition-01 Type ///24-hr 10-Year Rainfall=4.60" ' Prepared by(enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 42 , Offset Elevation Chan.Depth (feet) (feet) (feet) -67.70 134.00 0.00 , -58.00 133.00 1.00 -52.50 132.00 2.00 -47.50 131.00 3.00 ' -16.00 130.00 4.00 -8.00 129.00 5.00 -2.00 128.60 5.40 2.00 128.60 5.40 , 8.00 129.00 5.00 16.00 130.00 4.00 47.50 131.00 3.00 , 52.50 132.00 2.00 58.00 133.00 1.00 67.50 134.00 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 4.0 0 0.00 0.40 4.0 16.0 1,324 10.94 ' 1.40 28.0 32.2 9,269 175.53 2.40 91.5 95.2 30,287 614.76 3.40 191.5 105.4 63,387 1,967.07 , 4.40 302.0 116.6 99,962 3,929.64 5.40 427.6 135.9 141,536 6,334.34 Summary for Reach 3R: 24" RCP Under Highland Ave. ' Inflow Area = 24.590 ac, 50.28% Impervious, Inflow Depth > 2.43" for 10-Year event Inflow = 5.77 cfs @ 13.88 hrs, Volume= 4.970 of Outflow = 5.77 cfs @ 13.88 hrs, Volume= 4.970 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 9.33 fps, Min. Travel Time= 0.1 min ' Avg. Velocity= 5.58 fps, Avg. Travel Time= 0.2 min Peak Storage= 43 cf @ 13.88 hrs, Average Depth at Peak Storage= 0.50' , Bank-Full Depth= 2.00', Capacity at Bank-Full=41.71 cfs 24.0" Round Pipe n= 0.013 Concrete pipe, bends &connections ' Length= 70.0' Slope= 0.03407' Inlet Invert= 105.77', Outlet Invert= 103.39' 1 Proposed Condition-01 Type Ill 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 43 Summary for Reach 4R: 24" RCP Highland Ave to Coolidge ' Inflow Area = 30.231 ac, 47.64% Impervious, Inflow Depth > 2.52" for 10-Year event Inflow = 10.92 cfs @ 12.80 hrs, Volume= 6.337 of Outflow = 10.91 cfs @ 12.87 hrs, Volume= 6.334 af, Atten= 0%, Lag= 4.2 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 7.02 fps, Min. Travel Time= 2.5 min ' Avg. Velocity= 3.75 fps, Avg. Travel Time= 4.7 min Peak Storage= 1,650 cf @ 12.83 hrs, Average Depth at Peak Storage= 0.99' Bank-Full Depth= 2.00', Capacity at Bank-Full= 22.13 cfs 24.0" Round Pipe n= 0.013 Concrete pipe, bends & connections Length= 1,062.0' Slope= 0.00967 ' Inlet Invert= 103.29', Outlet Invert= 93.13' Summary for Reach PA1: Point of Analysis 1 ' Inflow Area= 61.150 ac, 40.92% Impervious, Inflow Depth > 2.63" for 10-Year event Inflow = 62.56 cfs @ 12.41 hrs, Volume= 13.422 of Outflow = 62.56 cfs @ 12.41 hrs, Volume= 13.422 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA2: Point of Analysis 2 Inflow Area = 4.161 ac, 20.37% Impervious, Inflow Depth = 2.22" for 10-Year event ' Inflow 6.43 cfs @ 12.37 hrs, Volume= 0.770 of Outflow 6.43 cfs @ 12.37 hrs, Volume= 0.770 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Reach PA3: Point of Analysis 3 ' Inflow Area = 3.275 ac, 51.11% Impervious, Inflow Depth = 3.19" for 10-Year event Inflow 9.22 cfs @ 12.20 hrs, Volume= 0.871 of Outflow 9.22 cfs @ 12.20 hrs, Volume= 0.871 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.0048.00 hrs, dt= 0.01 hrs Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 44 ' Summary for Pond 1W: Wetland Area D Inflow Area= 6.460 ac, 15.22% Impervious, Inflow Depth = 2.55" for 10-Year event , Inflow = 11.36 cfs @ 12.38 hrs, Volume= 1.371 of Outflow = 0.93 cfs @ 15.41 hrs, Volume= 0.735 af, Atten= 92%, Lag= 182.1 min Primary = 0.93 cfs @ 15.41 hrs, Volume= 0.735 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 175.09' @ 15.41 hrs Surf.Area= 47,448 sf Storage= 39,826 cf ' Plug-Flow detention time= 495.9 min calculated for 0.735 of(54% of inflow) Center-of-Mass det. time= 382.1 min ( 1,227.5 -845.4 ) Volume Invert Avail.Storage Storage Description ' #1 174.20' 160,521 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.20 42,818 0 0 175.00 46,511 35,732 35,732 ' 176.00 57,259 51,885 87,617 177.00 88,549 72,904 160,521 Device Routing Invert Outlet Devices , #1 Primary 174.80' Custom Weir/Orifice, Cv= 2.62(C= 3.28) Head (feet) 0.00 0.20 1.20 2.20 Width (feet) 1.00 2.50 5.50 13.50 ' Primary OutFlow Max=0.92 cfs @ 15.41 hrs HW=175.09' (Free Discharge) t1=Custom Weir/Orifice (Weir Controls 0.92 cfs @ 1.60 fps) Summary for Pond 2D: Detention Pond 2 Inflow Area = 11.432 ac, 79.36% Impervious, Inflow Depth = 3.82" for 10-Year event , Inflow = 51.58 cfs @ 12.07 hrs, Volume= 3.638 of Outflow = 5.19 cfs @ 12.78 hrs, Volume= 3.249 af, Atten= 90%, Lag=42.6 min Primary = 5.19 cfs @ 12.78 hrs, Volume= 3.249 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , Peak Elev= 153.78' @ 12.78 hrs Surf.Area= 25,898 sf Storage= 95,260 cf Plug-Flow detention time= 568.7 min calculated for 3.248 of(89% of inflow) ' Center-of-Mass det. time= 518.2 min ( 1,302.0 -783.8 ) Volume Invert Avail.Storage Storage Description , #1 148.00' 153,060 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 45 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 148.00 7,866 0 0 149.00 9,989 8,928 8,928 150.00 12,444 11,217 20,144 ' 151.00 17,519 14,982 35,126 152.00 20,428 18,974 54,099 153.00 23,468 21,948 76,047 154.00 26,590 25,029 101,076 ' 155.00 29,786 28,188 129,264 155.75 33,670 23,796 153,060 ' Device Routing Invert Outlet Devices #1 Primary 149.60' 5.0" Vert. Orifice/Grate C= 0.600 #2 Primary 152.70' 8.0" Vert. Orifice/Grate C= 0.600 #3 Primary 153.45' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) ' Primary OutFlow Max=5.18 cfs @ 12.78 hrs HW=153.78' (Free Discharge) L1=Orifice/Grate (Orifice Controls 1.31 cfs @ 9.59 fps) ' 2=Orifice/Grate (Orifice Controls 1.45 cfs @ 4.16 fps) 3=Sharp-Crested Rectangular Weir(Weir Controls 2.42 cfs @ 1.87 fps) Summary for Pond 2F: Sediment Forebay 2 ' Inflow Area = 7.562 ac, 80.38% Impervious, Inflow Depth = 3.91" for 10-Year event Inflow = 33.61 cfs @ 12.07 hrs, Volume= 2.466 of Outflow 34.68 cfs @ 12.07 hrs, Volume= 2.411 af, Atten= 0%, Lag= 0.0 min Primary 34.68 cfs @ 12.07 hrs, Volume= 2.411 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 150.05' @ 12.07 hrs Surf.Area=2,190 sf Storage= 3,150 cf Plug-Flow detention time= 24.8 min calculated for 2.411 of(98% of inflow) ' Center-of-Mass det. time= 10.9 min ( 785.9- 774.9 ) Volume Invert Avail.Storage Storage Description #1 148.00' 3,150 cf Custom Stage Data(Prismatic)Listed below (Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 148.00 1,026 0 0 149.00 1,496 1,261 1,261 149.65 2,040 1,149 2,410 150.00 2,190 740 3,150 Device Routing Invert Outlet Devices #1 Primary 149.65' 50.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Primary 150.00' 104.0' long x 4.0' breadth Broad-Crested Rectangular Weir Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here) Printed 11/23/2010 HydroCADO 9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 46 , Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 , 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=34.59 cfs @ 12.07 hrs HW=150.05' (Free Discharge) t L1=Broad-Crested Rectangular Weir(Weir Controls 31.79 cfs @ 1.59 fps) 2=13road-Crested Rectangular Weir(Weir Controls 2.79 cfs @ 0.53 fps) Summary for Pond 2W: Wetland Area E ' Inflow Area = 23.552 ac, 51.46% Impervious, Inflow Depth > 2.73" for 10-Year event Inflow = 14.86 cfs @ 12.37 hrs, Volume= 5.356 of ' Outflow = 5.56 cfs @ 13.87 hrs, Volume= 4.745 af, Atten=63%, Lag= 90.3 min Primary = 5.56 cfs @ 13.87 hrs, Volume= 4.745 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 128.95' @ 13.87 hrs Surf.Area= 79,046 sf Storage= 50,322 cf Plug-Flow detention time= 288.8 min calculated for 4.744 of(89% of inflow) ' Center-of-Mass det. time= 156.8 min ( 1,331.0 - 1,174.2 ) Volume Invert Avail.Storage Storage Description #1 127.00' 230,600 cf Custom Stage Data (Prismatic)Listed below(Recalc) , Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.00 106 0 0 ' 128.00 469 288 288 128.60 76,102 22,971 23,259 129.00 79,477 31,116 54,375 ' 130.00 88,069 83,773 138,148 131.00 96,836 92,453 230,600 Device Routing Invert Outlet Devices ' #1 Primary 128.60' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.40 1.40 2.40 3.40 4.40 5.40 Width (feet) 4.00 16.00 32.00 95.00 105.00 116.00 133.00 , Primary OutFlow Max=5.52 cfs @ 13.87 hrs HW=128.95' (Free Discharge) t1=Custom Weir/Orifice (Weir Controls 5.52 cfs @ 1.72 fps) Summary for Pond 8Da: Detention Pond 8a 1 Inflow Area = 3.441 ac, 24.63% Impervious, Inflow Depth = 2.55" for 10-Year event Inflow = 6.91 cfs @ 12.26 hrs, Volume= 0.731 of , Outflow = 7.06 cfs @ 12.26 hrs, Volume= 0.721 af, Atten= 0%, Lag= 0.0 min Primary = 7.06 cfs @ 12.26 hrs, Volume= 0.721 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 47 Peak Elev= 152.21' @ 12.26 hrs Surf.Area= 650 sf Storage= 708 cf ' Plug-Flow detention time= 16.9 min calculated for 0.721 of(99% of inflow) Center-of-Mass det. time= 9.0 min ( 842.9 -833.9 ) i ' Volume Invert Avail.Storage Storage Description #1 150.00' 708 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 106 0 0 151.00 330 218 218 ' 152.00 650 490 708 Device Routing Invert Outlet Devices #1 Primary 151.50' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) 1 Head (feet) 0.00 0.50 1.50 2.50 3.50 Width (feet) 0.00 6.61 12.69 18.64 24.92 ' Primary OutFlow Max=7.05 cfs @ 12.26 hrs HW=152.20' (Free Discharge) t 9=Custom Weir/Orifice (Weir Controls 7.05 cfs @ 2.25 fps) Summary for Pond 8Db: Detention Pond 8b Inflow Area = 3.646 ac, 23.25% Impervious, Inflow Depth = 2.49" for 10-Year event Inflow = 7.28 cfs @ 12.26 hrs, Volume= 0.756 of ' Outflow 5.78 cfs @ 12.39 hrs, Volume= 0.678 af, Atten= 21%, Lag= 7.7 min Primary 5.78 cfs @ 12.39 hrs, Volume= 0.678 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 153.72' @ 12.39 hrs Surf.Area=4,005 sf Storage= 7,550 cf Plug-Flow detention time= 94.0 min calculated for 0.678 of(90% of inflow) ' Center-of-Mass det. time= 43.7 min ( 886.4-842.7 ) Volume Invert Avail.Storage Storage Description #1 150.00' 14,261 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 150.00 325 0 0 151.00 870 598 598 152.00 2,222 1,546 2,144 153.00 3,326 2,774 4,918 ' 154.00 4,271 3,799 8,716 155.00 6,818 5,545 14,261 ' Device Routing Invert Outlet Devices #1 Primary 152.50' 18.0"Vert. Orifice/Grate C= 0.600 #2 Primary 155.25' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1 1 Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD0 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 48 , Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=5.78 cfs @ 12.39 hrs HW=153.72' (Free Discharge) , �1=Orifice/Grate (Orifice Controls 5.78 cfs @ 3.76 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 8F: Sediment Forebay 8 ' Inflow Area = 3.214 ac, 19.30% Impervious, Inflow Depth = 2.46" for 10-Year event ' Inflow = 6.44 cfs @ 12.26 hrs, Volume= 0.659 of Outflow = 6.49 cfs @ 12.26 hrs, Volume= 0.648 af, Atten= 0%, Lag= 0.2 min Primary = 6.49 cfs @ 12.26 hrs, Volume= 0.648 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , Peak Elev= 154.04' @ 12.26 hrs Surf.Area= 559 sf Storage= 574 cf Plug-Flow detention time= 14.5 min calculated for 0.648 of(98%of inflow) Center-of-Mass det. time= 4.9 min ( 844.7 -839.9 ) Volume Invert Avail.Storage Storage Description ' #1 152.00' 574 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) , 152.00 68 0 0 153.00 260 164 164 154.00 559 410 574 ' Device Routing Invert Outlet Devices #1 Primary 153.80' 21.9' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 ' 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 , #2 Primary 154.00' 23.1' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=6.47 cfs @ 12.26 hrs HW=154.04' (Free Discharge) ' t1=Broad-Crested Rectangular Weir(Weir Controls 6.06 cfs @ 1.17 fps) 2=Broad-Crested Rectangular Weir(Weir Controls 0.41 cfs @ 0.48 fps) 1 Proposed Condition-01 Type /1124-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 49 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS ' Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlP: Subcatchmentl RunoffArea=45.255 sf 23.41% Impervious Runoff Depth=3.43" ' Flow Length=312' Tc=8.4 min CN=81 Runoff=3.84 cfs 0.297 of Subcatchment2aP:Subcatchment2a Runoff Area=54.034 sf 0.00% Impervious Runoff Depth=2.77" Tc=0.0 min CN=74 Runoff--4.93 cfs 0.286 of ' Subcatchment2bP: Subcatchment2b Runoff Area=168.563 sf 77.36% Impervious .Runoff Depth=4.69" Tc=5.0 min CN=93 Runoff--20.59 cfs 1.512 of ' Subcatchment2cP: Subcatchment2c Runoff Area=329.415 sf 80.38% Impervious Runoff Depth=4.80" Tc=5.0 min CN=94 Runoff--40.75 cfs 3.026 of ' Subcatchment2dP: Subcatchment2d Runoff Area=38.242 sf 0.00% Impervious Runoff Depth=2.95" Flow Length=213' Tc=18.4 min CN=76 Runoff--2.12 cfs 0.216 of Subcatchment3P: Subcatchment3 Runoff Area=281.378 sf 15.22% Impervious Runoff Depth=3.33" ' Flow Length=731' Tc--27.5 min CN=80 Runoff=14.86 cfs 1.794 of Subcatchment4P: Subcatchment4 Runoff Area=154.273 sf 58.32% Impervious Runoff Depth=4.25" ' Flow Length=217' Tc--22.2 min CN=89 Runoff=11.08 cfs 1.255 of Subcatchment5P: Subcatchment5 Runoff Area=403.752 sf 38.00% Impervious Runoff Depth=3.63" Flow Length=1,761' Tc=22.2 min CN=83 Runoff--25.36 cfs 2.804 of Subcatchment6P: Subcatchment6 Runoff Area=245.683 sf 36.12% Impervious Runoff Depth=3.73" Flow Length=1,403' Tc=47.1 min CN=84 Runoff--1 1.09 cfs 1.754 of ' Subcatchment7P:Subcatchment7 Runoff Area=943.101 sf 32.78% Impervious Runoff Depth=3.53" Flow Length=1,525' Tc=32.2 min CN=82 Runoff=48.83 cfs 6.369 of ' Subcatchment8aP: Subcatchment8a Runoff Area=9,900 sf 100.00% Impervious Runoff Depth=5.26" Tc=5.0 min CN=98 Runoff=1.27 cfs 0.100 of Subcatchment8bP: Subcatchment8b Runoff Area=139.994 sf 19.30% Impervious Runoff Depth=3.24" ' Flow Length=554' Tc=18.6 min CN=79 Runoff=8.48 cfs 0.867 of Subcatchment8cP: Subcatchment8c RunoffArea=22.435 sf 0.00% Impervious Runoff Depth=2.86" ' Flow Length=399' Tc=13.3 min CN=75 Runoff=1.37 cfs 0.123 of Subcatchment8dP: Subcatchment8c Runoff Area=8,920 sf 0.00% Impervious Runoff Depth=2.77" Flow Length=169' Tc=2.4 min CN=74 Runoff=0.76 cfs 0.047 of Subcatchment9P: Subcatchment9 Runoff Area=142.680 sf 51.11% Impervious Runoff Depth=4.04" Flow Length=591' Tc=14.9 min CN=87 Runoff=11.57 cfs 1.103 of Reach 1Ra: Relocated Intermittent Stream Avg. Depth=0.36' Max Vel=5.88 fps Inflow=4.93 cfs 1.444 of n=0.050 L=43.9' S=0.2699'/' Capacity=749.24 cfs Outflow=4.86 cfs 1.444 of Proposed Condition-01 Type /// 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 50 ' Reach 1 Rb: Relocated Interm ittent Stream Avg. Depth=0.72' Max Vel=1.64 fps Inflow=4.86 cfs 1.444 of n=0.050 L=346.7' S=0.0085'P Capacity=133.02 cfs Outflow=4.11 cfs 1.443 of Reach IRc: Relocated Intermittent Stream Avg. Depth=0.53' Max Vel=2.45 fps Inflow=4.11 cfs 1.443 of , n=0.050 L=244.7' S=0.0300'P Capacity=249.76 cfs Outflow=3.99 cfs 1.443 of Reach 1Rd: Relocated Intermittent Stream Avg. Depth=0.71' Max Vel=1.26 fps Inflow=3.99 cfs 1.443 of ' n=0.050 L=537.0' 5=0.0051 T Capacity=102.82 cfs Outflow=3.10 cfs 1.442 of Reach 1Re: Relocated Intermittent Stream Avg. Depth=0.26' Max Vel=5.28 fps Inflow=3.10 cfs 1.442 of ' n=0.050 L=23.8' S=0.2508'P Capacity=722.26 cfs Outflow=3.10 cfs 1.442 of Reach 1Rf: Intermittent Stream Avg. Depth=0.34' Max Vel=4.37 fps Inflow=3.10 cfs 1.442 of n=0.050 L=51.7' S=0.2515'P Capacity=1,365.34 cfs Outflow=3.10 cfs 1.442 of ' Reach 2R:Wetland Area E Outlet Avg. Depth=0.41' Max Vel=2.82 fps Inflow=11.97 cfs 6.385 of n=0.050 L=331.0' S=0.0539'P Capacity=6,334.34 cfs Outflow=11.96 cfs 6.383 of , Reach 3R: 24" RCP Under Highland Ave. Avg. Depth=0.75' Max Vel=11.56 fps Inflow=12.35 cfs 6.680 of 24.0" Round Pipe n=0.013 L=70.0' S=0.0340'P Capacity=41.71 cfs Outflow--12.35 cfs 6.680 of Reach 4R: 24"RCP Highland Ave to Avg. Depth=1.57' Max Vel=8.02 fps Inflow=21.26 cfs 8.433 of ' 24.0" Round Pipe n=0.013 L=1,062.0' S=0.0096'P Capacity=22.13 cfs Outflow=21.18 cfs 8.430 of Reach PAI: Point of Analysis 1 Inflow=81.38 cfs 17.603 of ' Outflow=81.38 cfs 17.603 of Reach PA2: Point of Analysis 2 Inflow=8.39 cfs 1.038 of ' Outflow=8.39 cfs 1.038 of Reach PA3: Point of Analysis 3 Inflow=11.57 ofs 1.103 of Outflow=11.57 cfs 1.103 of , Pond 1W:Wetland Area D Peak Elev=175.22' Storage=46.366 cf Inflow=14.86 cfs 1.794 of Outflow=1.91 cfs 1.157 of ' Pond 21): Detention Pond 2 Peak Elev=154.26' Storage=107.983 cf Inflow=62.07 cfs 4.483 of Outflow=12.33 cfs 4.090 of Pond 2F: Sediment Forebay 2 Peak EIev=150.08' Storage=3,150 cf Inflow=40.75 cfs 3.026 of ' Outflow=41.48 cfs 2.971 of Pond 2W:Wetland Area E Peak Elev=129.11' Storage=63.077 cf Inflow=26.69 cfs 7.003 of ' Outflow=11.97 cfs 6.385 of Pond 8Da: Detention Pond 8a Peak EIev=152.29' Storage=708 of Inflow=9.05 cfs 0.956 of ' Outflow=9.09 cfs 0.946 of Pond 8Db: Detention Pond 8b Peak EIev=154.03' Storage=8,837 cf Inflow=9.38 cfs 0.993 of Outflow=7.50 cfs 0.915 of ' Pond 8F: Sediment Forebay 8 Peak EIev=154.07' Storage=574 cf Inflow=8.48 cfs 0.867 of Outflow=8.53 cfs 0.856 of ' 1 ' Proposed Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment 1 P: Subcatchment 1 ' Runoff = 3.84 cfs @ 12.12 hrs, Volume= 0.297 af, Depth= 3.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description 16,308 77 Woods, Poor, HSG C 10,594 98 Paved parking & roofs 3,381 . 77 Brush, Poor, HSG C 14,972 74 >75% Grass cover, Good, HSG C ' 45,255 81 Weighted Average 34,661 76.59% Pervious Area 10,594 23.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 1.5 6 0.0200 0.07 Sheet Flow, Sheet Flow ' Grass: Dense n= 0.240 P2= 3.10" 6.2 94 0.4100 0.25 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 29 0.3100 2.78 Shallow Concentrated Flow, Shallow Concentrated Flow ' Woodland Kv= 5.0 fps 0.4 101 0.0528 4.66 Shallow Concentrated Flow, Shallow Conc - Paved Paved Kv= 20.3 fps 0.1 82 0.0730 19.46 61.12 Pipe Channel, 15" HDPE 24.0" Round Area= 3.1 sf Perim=6.3' r- 0.50' n= 0.013 Corrugated PE, smooth interior 8.4 312 Total Summary for Subcatchment 2aP: Subcatchment 2a ' Runoff = 4.93 cfs @ 12.00 hrs, Volume= 0.286 af, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25-Year Rainfall=5.50" _ Area (sf) CN Description 2,808 77 Woods, Poor, HSG C ' 225 77 Brush, Poor, HSG C 51,001 74 >75% Grass cover, Good, HSG C 54,034 74 Weighted Average ' 54,034 100.00% Pervious Area Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 52 ' Summary for Subcatchment 2bP: Subcatchment 2b Runoff = 20.59 cfs @ 12.07 hrs, Volume= 1.512 af, Depth= 4.69" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" , Area (sf) CN Description 130,400 98 Paved parking & roofs 38,163 74 >75% Grass cover, Good, HSG C ' 168,563 93 Weighted Average 38,163 22.64% Pervious Area 130,400 77.36% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' Summary for Subcatchment 2cP: Subcatchment 2c Runoff = 40.75 cfs @ 12.07 hrs, Volume= 3.026 af, Depth= 4.80" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description 264,782 98 Paved parking & roofs ' 34,400 74 >75% Grass cover, Good, HSG C 9,446 89 Gravel roads, HSG C 20,787 77 Woods, Poor, HSG C , 329,415 94 Weighted Average 64,633 19.62% Pervious Area 264,782 80.38% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (f/sec) (cfs) 5.0 Direct Entry, Direct Entry , Summary for Subcatchment 2dP: Subcatchment 2d Runoff = 2.12 cfs @ 12.25 hrs, Volume= 0.216 af, Depth= 2.95" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" t 1 Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 53 Area (sf) CN Description ' 27,068 77 Woods, Poor, HSG C " 461 77 Brush, Poor, HSG C 10,713 74 >75% Grass cover, Good, HSG C 38,242 76 Weighted Average ' 38,242 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (ft/sec) (cfs) 2.0 29 0.6550 0.24 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 14.5 71 0.0280 0.08 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 1.9 113 0.0389 0.99 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 18.4 213 Total Summary for Subcatchment 3P: Subcatchment 3 ' Runoff = 14.86 cfs @ 12.38 hrs, Volume= 1.794 af, Depth= 3.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description 238,560 77 Woods, Poor, HSG C ' 42,818 98 Water Surface, HSG C 281,378 80 Weighted Average 238,560 84.78% Pervious Area 42,818 15.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 1.6 282 0.0400 3.00 Shallow Concentrated Flow, Shallow Cone ' Grassed Waterway Kv= 15.0 fps 13.9 349 0.0070 0.42 Shallow Concentrated Flow,Vernal Pool Woodland Kv= 5.0 fps 27.5 731 Total Summary for Subcatchment 4P: Subcatchment 4 ' Runoff = 11.08 cfs @ 12.30 hrs, Volume= 1.255 af, Depth= 4.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25-Year Rainfall=5.50" Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 54 ' Area (sf) CN Description 30,775 83 1/4 acre lots, 38% imp, HSG C 45,227 77 Woods, Poor, HSG C , 78,271 98 Water Surface, HSG C 154,273 89 Weighted Average 64,308 41.68% Pervious Area ' 89,966 58.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 2.3 33 0.2121 0.24 Sheet Flow, Sheet-Grass Grass: Dense n= 0.240 P2= 3.10" 17.8 67 0.0149 0.06 Sheet Flow, Sheet Woods , Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 117 0.0340 0.92 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 22.2 217 Total ' Summary for Subcatchment 5P: Subcatchment 5 Runoff = 25.36 cfs @ 12.31 hrs, Volume= 2.804 af, Depth= 3.63" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description 403,752 83 1/4 acre lots, 38% imp, HSG C , 250,326 62.00% Pervious Area 153,426 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 100 0.0550 0.11 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" t 4.1 326 0.0706 1.33 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 0.6 140 0.0326 3.67 Shallow Concentrated Flow, Paved ' Paved Kv= 20.3 fps 2.7 1,123 0.0240 7.03 5.52 Pipe Channel, 18" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, bends & connections , 0.2 72 0.0117 7.79 24.47 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete pipe, bends & connections 22.2 1,761 Total , 1 ' Proposed Condition-01 Type /// 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 55 Summary for Subcatchment 6P: Subcatchment 6 ' Runoff = 11.09 cfs @ 12.62 hrs, Volume= 1.754 af, Depth= 3.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description 59,165 83 1/4 acre lots, 38% imp, HSG C 108,567 77 Woods, Poor, HSG C 77,951 94 Urban commercial, 85% imp, HSG C 245,683 84 Weighted Average ' 156,942 63.88% Pervious Area 88,741 36.12% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (fUsec) (cfs) 21.8 100 0.0200 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" ' 23.0 723 0.0110 0.52 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2.3 571 0.0400 4.06 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps t 0.0 9 0.1367 16.77 13.17 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe bends &connections ' 47.1 1,403 Total Summary for Subcatchment 7P: Subcatchment 7 ' Runoff = 48.83 cfs @ 12.42 hrs, Volume= 6.369 af, Depth= 3.53" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description ' 813,598 83 1/4 acre lots, 38% imp, HSG C 129,503 77 Woods, Poor, HSG C 943,101 82 Weighted Average 633,934 67.22% Pervious Area ' 309,167 32.78% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (fUsec) (cfs) 11.5 100 0.1000 0.15 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 20.6 1,385 0.0500 1.12 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 0.1 40 0.0100 7.20 22.62 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 32.2 1,525 Total Proposed Condition-01 Type /// 24-hr 25-Year Rainfall=5.50" ' Prepared by{enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 56 ' Summary for Subcatchment UP: Subcatchment 8a Runoff = 1.27 cfs @ 12.07 hrs, Volume= 0.100 af, Depth= 5.26" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" , Area (so CN Description 9,900 98 Paved parking & roofs 9,900 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) , 5.0 Direct Entry, Direct Summary for Subcatchment 8bP: Subcatchment 8b ' Runoff = 8.48 cfs @ 12.26 hrs, Volume= 0.867 af, Depth= 3.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (so CN Description ' 88,872 74 >75% Grass cover, Good, HSG C 27,017 98 Paved parking & roofs 7,871 77 Brush, Poor, HSG C 1,109 87 Dirt roads, HSG C ' 15,125 77 Woods, Poor, HSG C 139,994 79 Weighted Average 112,977 80.70% Pervious Area 27,017 19.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 4.2 20 0.0500 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.2 25 0.2400 0.34 Sheet Flow, Sheet ' Grass: Short n= 0.150 P2= 3.10" 5.5 55 0.0270 0.17 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 3.10" 7.6 433 0.0185 0.95 Shallow Concentrated Flow, Shallow Conc ' Short Grass Pasture Kv= 7.0 fps 0.1 21 0.7143 5.92 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps , 18.6 554 Total 1 ' Proposed Condition-01 Type 11124-hr25-Year Rainfall=5.50" Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 57 Summary for Subcatchment 8cP: Subcatchment 8c ' Runoff = 1.37 cfs @ 12.19 hrs, Volume= 0.123 af, Depth= 2.86" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description 1 17,859 74 >75% Grass cover, Good, HSG C 4,576 77 Woods, Poor, HSG C 22,435 75 Weighted Average 22,435 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.1200 0.16 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 2.6 299 0.1438 1.90 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 13.3 399 Total Summary for Subcatchment 8dP: Subcatchment 8c tRunoff = 0.76 cfs @ 12.04 hrs, Volume= 0.047 af, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25-Year Rainfall=5.50" _ Area (so CN Description ' 8,920 74 >75% Grass cover, Good, HSG C 8,920 100.00% Pervious Area Tc Length Slope Vefocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0950 0.75 Sheet Flow, Sheet Fallow n= 0.050 P2= 3.10" 0.2 69 0.1014 5.13 Shallow Concentrated Flow, Shallow Conc Unpaved Kv= 16.1 fps 2.4 169 Total ' Summary for Subcatchment 9P: Subcatchment 9 Runoff = 11.57 cfs @ 12.20 hrs, Volume= 1.103 af, Depth= 4.04" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Proposed Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 58 ' Area (so CN Description * 35,333 77 Woods, Poor, HSG C 72,919 98 Paved parking & roofs ' 4,965 77 Brush, Poor, HSG C 29,463 74 >75% Grass cover, Good, HSG C 142,680 87 Weighted Average 69,761 48.89% Pervious Area 72,919 51.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 14 0.4300 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" , 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.0 13 0.7800 0.22 Sheet Flow, , Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 298 0.0127 5.11 4.02 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 14.9 591 Total Summary for Reach 1 Ra: Relocated Intermittent Stream , Inflow Area = 7.700 ac, 12.77% Impervious, Inflow Depth > 2.25" for 25-Year event Inflow = 4.93 cfs @ 12.00 hrs, Volume= 1.444 of ' Outflow = 4.86 cfs @ 12.01 hrs, Volume= 1.444 af, Atten= 1%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , Max. Velocity= 5.88 fps, Min. Travel Time= 0.1 min Avg. Velocity= 2.41 fps, Avg. Travel Time= 0.3 min Peak Storage= 40 cf @ 12.01 hrs, Average Depth at Peak Storage= 0.36' Bank-Full Depth= Capacity 3.67', Ca acit at Bank-Full= 749.24 cfs Custom cross-section, Length=43.9' Slope= 0.2699 '/' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders , Inlet Invert= 174.80', Outlet Invert= 162.95' Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 59 Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 ' -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 ' 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 ' 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 34 3.75 1.00 3.9 6.1 172 44.96 ' 1.50 6.7 10.3 293 79.46 2.00 11.2 11.6 492 169.68 3.67 35.4 22.1 1,555 749.24 Summary for Reach 1 Rb: Relocated Intermittent Stream ' Inflow Area= 7.700 ac, 12.77% Impervious, Inflow Depth > 2.25" for 25-Year event Inflow 4.86 cfs @ 12.01 hrs, Volume= 1.444 of Outflow 4.11 cfs @ 12.10 hrs, Volume= 1.443 af, Atten= 16%, Lag= 5.6 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 1.64 fps, Min. Travel Time= 3.5 min Avg. Velocity= 0.65 fps, Avg. Travel Time= 8.8 min ' Peak Storage= 870 cf @ 12.04 hrs, Average Depth at Peak Storage= 0.72' Bank-Full Depth= 3.67', Capacity at Bank-Full= 133.02 cfs Custom cross-section, Length= 346.7' Slope= 0.0085 '/' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 162.95', Outlet Invert= 160.00' 1 Proposed Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" , Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 60 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 , -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) , 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 270 0.67 1.00 3.9 6.1 1,360 7.98 1.50 6.7 10.3 2,311 14.11 ' 2.00 11.2 11.6 3,888 30.13 3.67 35.4 22.1 12,284 133.02 Summary for Reach 1 Rc: Relocated Intermittent Stream ' Inflow Area = 7.700 ac, 12.77% Impervious, Inflow Depth > 2.25" for 25-Year event Inflow = 4.11 cfs @ 12.10 hrs, Volume= 1.443 of ' Outflow = 3.99 cfs @ 12.15 hrs, Volume= 1.443 af, Atten= 3%, Lag= 2.8 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , Max. Velocity= 2.45 fps, Min. Travel Time= 1.7 min Avg. Velocity= 1.04 fps, Avg. Travel Time= 3.9 min Peak Storage= 399 cf @ 12.12 hrs, Average Depth at Peak Storage= 0.53' ' Bank-Full Depth= 3.67', Capacity at Bank-Full= 249.76 cfs Custom cross-section, Length=244.7' Slope= 0.03007' (102 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 160.00', Outlet Invert= 152.66' Proposed Condition-01 Type /// 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 61 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 ' -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 ' 4.00 176.80 1.67 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 191 1.25 ' 1.00 3.9 6.1 960 14.99 1.50 6.7 10.3 1,631 26.49 2.00 11.2 11.6 2,744 56.56 3.67 35.4 22.1 8,670 249.76 Summary for Reach 1 Rd: Relocated Intermittent Stream Inflow Area = 7.700 ac, 12.77% Impervious, Inflow Depth > 2.25" for 25-Year event Inflow 3.99 cfs @ 12.15 hrs, Volume= 1.443 of Outflow 3.10 cfs @ 12.33 hrs, Volume= 1.442 af, Atten= 22%, Lag= 11.1 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 1.26 fps, Min. Travel Time= 7.1 min Avg. Velocity = 0.55 fps, Avg. Travel Time= 16.3 min t Peak Storage= 1,327 cf @ 12.21 hrs, Average Depth at Peak Storage= 0.71' Bank-Full Depth= 3.67', Capacity at Bank-Full= 102.82 cfs ' Custom cross-section, Length= 537.0' Slope= 0.0051 T (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 152.70', Outlet Invert= 149.97' 1 Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 62 ' Offset Elevation Chan.DeP th (feet) (feet) (feet) -10.50 178.47 0.00 ' -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 ' -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 3.50 175.80 2.67 ' 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 ' Depth End Area Perim. Storage Discharge feet (sq-ft) feet cubic-feet cfs 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 418 0.51 1.00 3.9 6.1 2,107 6.17 1.50 6.7 10.3 3,579 10.91 , 2.00 11.2 11.6 6,022 23.29 3.67 35.4 22.1 19,026 102.82 Summary for Reach 1 Re: Relocated Intermittent Stream ' Inflow Area = 7.700 ac, 12.77% Impervious, Inflow Depth > 2.25" for 25-Year event ' Inflow = 3.10 cfs @ 12.33 hrs, Volume= 1.442 of Outflow = 3.10 cfs @ 12.33 hrs, Volume= 1.442 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 5.28 fps, Min. Travel Time= 0.1 min Avg. Velocity =2.36 fps, Avg. Travel Time= 0.2 min Peak Storage= 14 cf @ 12.33 hrs, Average Depth at Peak Storage= 0.26' , Bank-Full Depth= 3.67', Capacity at Bank-Full= 722.26 cfs Custom cross-section, Length= 23.8' Slope= 0.2508 T (102 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 149.97', Outlet Invert= 144.00' 1 ' Proposed Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" Prepared by (enter your company name here) Printed 11/23/2010 1 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 63 Offset Elevation Chan.Depth (feet) (feet) (feet) 1 -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 1 -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 1 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 1 4.00 176.80 1.67 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 19 3.61 1 1.00 3.9 6.1 93 43.34 1.50 6.7 10.3 159 76.60 2.00 11.2 11.6 267 163.57 3.67 35.4 22.1 843 722.26 ' Summary for Reach 1 Rf: Intermittent Stream ' Inflow Area 7.700 ac, 12.77% Impervious, Inflow Depth > 2.25" for 25-Year event Inflow 3.10 cfs @ 12.33 hrs, Volume= 1.442 of Outflow 3.10 cfs @ 12.34 hrs, Volume= 1.442 af, Atten= 0%, Lag= 0.4 min 1 Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity=4.37 fps, Min. Travel Time= 0.2 min Avg. Velocity = 2.30 fps, Avg. Travel Time= 0.4 min 1 Peak Storage= 37 cf @ 12.34 hrs, Average Depth at Peak Storage= 0.34' Bank-Full Depth= 3.20', Capacity at Bank-Full= 1,365.34 cfs ' Custom cross-section, Length= 51.7' Slope= 0.2515 '/' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 144.00', Outlet Invert= 131.00' i 1 i 1 \ 1 Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" 1 Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 64 1 Offset Elevation Chan.Depth (feet) (feet) (feet) -18.82 3.20 0.00 1 -13.54 2.20 1.00 -8.63 1.20 2.00 -1.17 0.20 3.00 1 0.00 0.00 3.20 1.17 0.20 3.00 8.63 1.20 2.00 13.54 2.20 1.00 ' 18.82 3.20 0.00 Depth End Area Perim. Storage Discharge feet (sq-ft) feet cubic-feet cfs 0.00 0.0 0.0 0 0.00 0.20 0.2 2.4 12 0.74 1.20 10.0 17.4 519 103.49 1 2.20 32.2 27.4 1,665 533.88 3.20 64.6 38.2 3,338 1,365.34 Summary for Reach 2R: Wetland Area E Outlet 1 Inflow Area= 23.552 ac, 51.46% Impervious, Inflow Depth > 3.25" for 25-Year event Inflow = 11.97 cfs @ 13.02 hrs, Volume= 6.385 of 1 Outflow = 11.96 cfs @ 13.07 hrs, Volume= 6.383 af, Atten= 0%, Lag= 3.4 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 1 Max. Velocity= 2.82 fps, Min. Travel Time= 2.0 min Avg. Velocity = 1.58 fps, Avg. Travel Time= 3.5 min Peak Storage= 1,405 cf @ 13.04 hrs, Average Depth at Peak Storage= 0.41' 1 Bank-Full Depth= 5.40', Capacity at Bank-Full= 6,334.34 cfs Custom cross-section, Length= 331.0' Slope= 0.0539 '/' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders 1 Inlet Invert= 128.60', Outlet Invert= 110.77' 1 # 1 1 1 i 1 1 Proposed Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 65 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -67.70 134.00 0.00 -58.00 133.00 1.00 -52.50 132.00 2.00 ' -47.50 131.00 3.00 -16.00 130.00 4.00 -8.00 129.00 5.00 -2.00 128.60 5.40 ' 2.00 128.60 5.40 8.00 129.00 5.00 16.00 130.00 4.00 ' 47.50 131.00 3.00 52.50 132.00 2.00 58.00 133.00 1.00 67.50 134.00 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 4.0 0 0.00 ' 0.40 4.0 16.0 1,324 10.94 1.40 28.0 32.2 9,269 175.53 2.40 91.5 95.2 30,287 614.76 ' 3.40 191.5 105.4 63,387 1,967.07 4.40 302.0 116.6 99,962 3,929.64 5.40 427.6 135.9 141,536 6,334.34 ' Summary for Reach 3R: 24" RCP Under Highland Ave. Inflow Area = 24.590 ac, 50.28% Impervious, Inflow Depth > 3.26" for 25-Year event ' Inflow 12.35 cfs @ 13.06 hrs, Volume= 6.680 of Outflow 12.35 cfs @ 13.06 hrs, Volume= 6.680 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 11.56 fps, Min. Travel Time= 0.1 min Avg. Velocity = 5.82 fps, Avg. Travel Time=0.2 min ' Peak Storage= 75 cf @ 13.06 hrs, Average Depth at Peak Storage= 0.75' Bank-Full Depth= 2.00', Capacity at Bank-Full=41.71 cfs 24.0" Round Pipe ' n= 0.013 Concrete pipe, bends &connections Length= 70.0' Slope= 0.0340 '/' Inlet Invert= 105.77', Outlet Invert= 103.39' 1 Proposed Condition-01 Type 111 24-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 66 Summary for Reach 4R: 24" RCP Highland Ave to Coolidge ' Inflow Area = 30.231 ac, 47.64% Impervious, Inflow Depth > 3.35" for 25-Year event ' Inflow = 21.26 cfs @ 12.82 hrs, Volume= 8.433 of Outflow = 21.18 cfs @ 12.88 hrs, Volume= 8.430 af, Atten= 0%, Lag= 3.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 8.02 fps, Min. Travel Time= 2.2 min Avg. Velocity = 3.90 fps, Avg. Travel Time=4.5 min Peak Storage= 2,805 cf @ 12.84 hrs, Average Depth at Peak Storage= 1.57' ' Bank-Full Depth= 2.00', Capacity at Bank-Full= 22.13 cfs 24.0" Round Pipe , n= 0.013 Concrete pipe, bends &connections Length= 1,062.0' Slope= 0.00967' Inlet Invert= 103.29', Outlet Invert= 93.13' ' 6 1 Summary for Reach PAI: Point of Analysis 1 Inflow Area = 61.150 ac, 40.92% Impervious, Inflow Depth > 3.45" for 25-Year event ' Inflow = 81.38 cfs @ 12.41 hrs, Volume= 17.603 of Outflow = 81.38 cfs @ 12.41 hrs, Volume= 17.603 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , Summary for Reach PA2: Point of Analysis 2 Inflow Area= 4.161 ac, 20.37% Impervious, Inflow Depth = 2.99" for 25-Year event ' Inflow = 8.39 cfs @ 12.36 hrs, Volume= 1.038 of Outflow = 8.39 cfs @ 12.36 hrs, Volume= 1.038 af, Atten= 0%, Lag= 0.0 min , Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Reach PA3: Point of Analysis 3 , Inflow Area = 3.275 ac, 51.11% Impervious, Inflow Depth = 4.04" for 25-Year event ' Inflow = 11.57 cfs @ 12.20 hrs, Volume= 1.103 of Outflow = 11.57 cfs @ 12.20 hrs, Volume= 1.103 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Proposed Condition-01 Type /// 24-hr 25-Year Rainfall=5.50" Prepared by (enter your company name here) Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 67 Summary for Pond 1W: Wetland Area D ' Inflow Area = 6.460 ac, 15.22% Impervious, Inflow Depth = 3.33" for 25-Year event Inflow 14.86 cfs @ 12.38 hrs, Volume= 1.794 of Outflow = 1.91 cfs @ 13.85 hrs, Volume= 1.157 af, Atten= 87%, Lag= 88.6 min Primary = 1.91 cfs @ 13.85 hrs, Volume= 1.157 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 175.22' @ 13.85 hrs Surf.Area= 48,907 sf Storage= 46,366 cf Plug-Flow detention time= 400.0 min calculated for 1.157 of(64% of inflow) Center-of-Mass det. time= 297.8 min ( 1,135.5-837.7 ) ' Volume Invert Avail.Storage Storage Description #1 174.20' 160,521 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.20 42,818 0 0 ' 175.00 46,511 35,732 35,732 176.00 57,259 51,885 87,617 177.00 88,549 72,904 160,521 ' Device Routing Invert Outlet Devices #1 Primary 174.80' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.20 1.20 2.20 Width (feet) 1.00 2.50 5.50 13.50 Primary OutFlow Max=1.91 cfs @ 13.85 hrs HW=175.22' (Free Discharge) 't 7=Custom Weir/Orifice (Weir Controls 1.91 cfs @ 1.94 fps) Summary for Pond 2D: Detention Pond 2 ' Inflow Area = 11.432 ac, 79.36% Impervious, Inflow Depth = 4.71" for 25-Year event Inflow 62.07 cfs @ 12.07 hrs, Volume= 4.483 of Outflow = 12.33 cfs @ 12.49 hrs, Volume= 4.090 af, Atten= 80%, Lag= 25.3 min ' Primary = 12.33 cfs @ 12.49 hrs, Volume= 4.090 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 154.26' @ 12.49 hrs Surf.Area= 27,408 sf Storage= 107,983 cf ' Plug-Flow detention time= 486.1 min calculated for 4.090 of(91% of inflow) Center-of-Mass det. time= 441.9 min ( 1,219.8 -777.9 ) Volume Invert Avail.Storage Storage Description #1 148.00' 153,060 cf Custom Stage Data (Prismatic)Listed below (Recalc) Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 68 ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.00 7,866 0 0 ' 149.00 9,989 8,928 8,928 150.00 12,444 11,217 20,144 151.00 17,519 14,982 35,126 , 152.00 20,428 18,974 54,099 153.00 23,468 21,948 76,047 154.00 26,590 25,029 101,076 155.00 29,786 28,188 129,264 ' 155.75 33,670 23,796 153,060 Device Routing Invert Outlet Devices ' #1 Primary 149.60' 5.0"Vert. Orifice/Grate C= 0.600 #2 Primary 152.70' 8.0"Vert. Orifice/Grate C= 0.600 #3 Primary 153.45' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=12.32 cfs @ 12.49 hrs HW=154.26' (Free Discharge) ' Orifice/Grate (Orifice Controls 1.38 cfs @ 10.15 fps) �,3=Sharp-Crested =Orifice/Grate (Orifice Controls 1.86 cfs @ 5.32 fps) ' Rectangular Weir(Weir Controls 9.08 cfs @ 2.94 fps) Summary for Pond 2F: Sediment Forebay 2 Inflow Area = 7.562 ac, 80.38% Impervious, Inflow Depth = 4.80" for 25-Year event , Inflow = 40.75 cfs @ 12.07 hrs, Volume= 3.026 of Outflow = 41.48 cfs @ 12.07 hrs, Volume= 2.971 af, Atten= 0%, Lag= 0.0 min ' Primary = 41.48 cfs @ 12.07 hrs, Volume= 2.971 of Routing by'Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 150.08' @ 12.07 hrs Surf.Area= 2,190 sf Storage= 3,150 cf ' Plug-Flow detention time= 21.2 min calculated for 2.971 of(98% of inflow) Center-of-Mass det. time= 9.7 min ( 779.6-769.9 ) ' Volume Invert Avail.Storage Storage Description #1 148.00' 3,150 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.00 1,026 0 0 ' 149.00 1,496 1,261 1,261 149.65 2,040 1,149 2,410 150.00 2,190 740 3,150 Device Routing Invert Outlet Devices ' #1 Primary 149.65' 50.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 , Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Primary 150.00' 104.0' long x 4.0' breadth Broad-Crested Rectangular Weir , Proposed Condition-01 Type /1124-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 69 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=41.46 cfs @ 12.07 hrs HW=150.08' (Free Discharge) ' �1=Broad-Crested Rectangular Weir(Weir Controls 35.83 cfs @ 1.67 fps) 2=Broad-Crested Rectangular Weir(Weir Controls 5.63 cfs @ 0.67 fps) ' Summary for Pond 2W: Wetland Area E Inflow Area = 23.552 ac, 51.46% Impervious, Inflow Depth > 3.57" for 25-Year event ' Inflow 26.69 cfs @ 12.36 hrs, Volume= 7.003 of Outflow 11.97 cfs @ 13.02 hrs, Volume= 6.385 af, Atten= 55%, Lag= 39.7 min Primary = 11.97 cfs @ 13.02 hrs, Volume= 6.385 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 129.11' @ 13.02 hrs Surf.Area= 80,412 sf Storage=63,077 cf ' Plug-Flow detention time= 231.2 min calculated for 6.384 of(91% of inflow) Center-of-Mass det. time= 123.0 min ( 1,233.2 - 1,110.2 ) Volume Invert Avail.Storage Storage Description ' #1 127.00' 230,600 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation SUrt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.00 106 0 0 128.00 469 288 288 128.60 76,102 22,971 23,259 ' 129.00 79,477 31,116 54,375 130.00 88,069 83,773 138,148 131.00 96,836 92,453 230,600 ' Device Routing Invert Outlet Devices #1 Primary 128.60' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.40 1.40 2.40 3.40 4.40 5.40 ' Width (feet) 4.00 16.00 32.00 95.00 105.00 116.00 133.00 Primary OutFlow Max=11.94 cfs @ 13.02 hrs HW=129.11' (Free Discharge) ' t-1=Custom Weir/Orifice (Weir Controls 11.94 cfs @ 2.05 fps) Summary for Pond 8Da: Detention Pond 8a ' Inflow Area 3.441 ac, 24.63% Impervious, Inflow Depth = 3.33" for 25-Year event Inflow 9.05 cfs @ 12.25 hrs, Volume= 0.956 of Outflow = 9.09 cfs @ 12.25 hrs, Volume= 0.946 af, Atten= 0%, Lag= 0.0 min Primary = 9.09 cfs @ 12.25 hrs, Volume= 0.946 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Proposed Condition-01 Type Ill 24-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 70 ' III Peak Elev= 152.29' @ 12.25 hrs Surf.Area=650 sf Storage= 708 cf Plug-Flow detention time= 13.8 min calculated for 0.946 of(99% of inflow) , Center-of-Mass det. time= 7.6 min ( 834.3 -826.8 ) Volume Invert Avail.Storage Storage Description ' #1 150.00' 708 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) , 150.00 106 0 0 151.00 330 218 218 152.00 650 490 708 ' Device Routing Invert Outlet Devices #1 Primary 151.50' Custom Weir/Orifice, Cv= 2.62(C= 3.28) Head (feet) 0.00 0.50 1.50 2.50 3.50 , Width (feet) 0.00 6.61 12.69.18.64 24.92 Primary Outflow Max=9.08 cfs @ 12.25 hrs HW=152.29' (Free Discharge) ' t1=Custom Weir/Orifice (Weir Controls 9.08 cfs @ 2.39 fps) Summary for Pond 8Db: Detention Pond 8b Inflow Area = 3.646 ac, 23.25% Impervious, Inflow Depth = 3.27" for 25-Year event Inflow = 9.38 cfs @ 12.25 hrs, Volume= 0.993 of Outflow = 7.50 cfs @ 12.39 hrs, Volume= 0.915 af, Atten= 20%, Lag= 8.3 min ' Primary = 7.50 cfs @ 12.39 hrs, Volume= 0.915 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 154.03' @ 12.39 hrs Surf.Area=4,342 sf Storage= 8,837 cf ' Plug-Flow detention time= 78.7 min calculated for 0.915 of(92% of inflow) Center-of-Mass det. time= 38.1 min ( 872.2 - 834.1 ) ' Volume Invert Avail.Storage Storage Description #1 150.00' 14,261 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Ina Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 325 0 0 ' 151.00 870 598 598 152.00 2,222 1,546 2,144 153.00 3,326 2,774 4,918 154.00 4,271 3,799 8,716 , 155.00 6,818 5,545 14,261 Device Routing Invert Outlet Devices , #1 Primary 152.50' 18.0"Vert. Orifice/Grate C= 0.600 #2 Primary 155.25' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 71 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 ' Primary OutFlow Max=7.50 cfs @ 12.39 hrs HW=154.03' (Free Discharge) Orifice/Grate (Orifice Controls 7.50 cfs @ 4.25 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) ' Summary for Pond 8F: Sediment Forebay 8 ' Inflow Area = 3.214 ac, 19.30% Impervious, Inflow Depth = 3.24" for 25-Year event Inflow 8.48 cfs @ 12.26 hrs, Volume= 0.867 of Outflow 8.53 cfs @ 12.25 hrs, Volume= 0.856 af, Atten= 0%, Lag= 0.0 min Primary = 8.53 cfs @ 12.25 hrs, Volume= 0.856 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 154.07' @ 12.25 hrs Surf.Area= 559 sf Storage= 574 cf Plug-Flow detention time= 11.7 min calculated for 0.856 of(99% of inflow) Center-of-Mass det. time= 4.2 min ( 836.2 -832.0 ) ' Volume Invert Avail.Storage Storage Description #1 152.00' 574 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.00 68 0 0 153.00 260 164 164 154.00 559 410 574 Device Routing Invert Outlet Devices #1 Primary 153.80' 21.9' long x 6.0' breadth Broad-Crested Rectangular Weir ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 ' 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Primary 154.00' 23.1' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 ' Primary OutFlow Max=8.51 cfs @ 12.25 hrs HW=154.07' (Free Discharge) 1=Broad-Crested Rectangular Weir(Weir Controls 7.44 cfs @ 1.26 fps) L 2=Broad-Crested Rectangular Weir(Weir Controls 1.07 cfs @ 0.66 fps) i 1 1 Proposed Condition-01 Type 11124-hr 50-Year Rainfall=6.00" , Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 72 ' Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method ' Subcatchment1P: Subcatchmentl RunoffArea=45.255 sf 23.41% Impervious Runoff Depth=3.88" Flow Length=312' Tc=8.4 min CN=81 Runoff=4.33 cfs 0.336 of , Subcatchment2aP: Subcatchment2a Runoff Area=54.034 sf 0.00% Impervious Runoff Depth=3.18" Tc=0.0 min CN=74 Runoff-5.67 cfs 0.329 of Subcatchment2bP: Subcatchment2b Runoff Area=168.563 sf 77.36% Impervious Runoff Depth=5.18" ' Tc=5.0 min CN=93 Runoff--22.62 cfs 1.671 of Subcatchment2cP: Subcatchment2c Runoff Area=329.415 sf 80.38% Impervious Runoff Depth=5.30" ' Tc=5.0 min CN=94 Runoff--44.71 cfs 3.338 of Subcatchment2dP:Subcatchment2d Runoff Area=38.242 sf 0.00% Impervious Runoff Depth=3.38" , Flow Length=213' Tc=18.4 min CN=76 Runoff--2.43 cfs 0.247 of Subcatchment3P: Subcatchment3 Runoff Area=281.378 sf 15.22% Impervious Runoff Depth=3.78" Flow Length=731' Tc=27.5 min CN=80 Runoff=16.84 cfs 2.035 of ' Subcatchment4P: Subcatchment4 Runoff Area=154,273 sf 58.32% Impervious Runoff Depth=4.74" Flow Length=217' Tc=22.2 min CN=89 Runoff--12.27 cfs 1.398 of Subcatchment5P: Subcatchment5 . Runoff Area=403.752 sf 38.00% Impervious Runoff Depth=4.09" , Flow Length=1,761' Tc=22.2 min CN=83 Runoff--28.49 cfs 3.160 of Subcatchment6P: Subcatchment6 Runoff Area=245.683 sf 36.12% Impervious Runoff Depth=4.20" ' Flow Length=1,403' Tc=47.1 min CN=84 Runoff--12.44 cfs 1.972 of Subcatchment7P: Subcatchmentl Runoff Area=943.101 sf 32.78% Impervious Runoff Depth=3.99" ' Flow Length=1,525' Tc=32.2 min CN=82 Runoff--55.06 cfs 7.194 of Subcatchment8aP: Subcatchment8a Runoff Area=9,900 sf 100.00% Impervious Runoff Depth=5.76" , Tc=5.0 min CN=98 Runoff--1.38 cfs 0.109 of Subcatchment8bP:Subcatchment8b Runoff Area=139.994 sf 19.30% Impervious Runoff Depth=3.68" Flow Length=554' Tc=18.6 min CN=79 Runoff=9.63 cfs 0.985 of Subcatchment8cP: Subcatchment8c Runoff Area=22.435 sf 0.00% Impervious Runoff Depth=3.28" , Flow Length=399' Tc=13.3 min CN=75 Runoff=1.57 cfs 0.141 of Subcatchment8dP: Subcatchment8c Runoff Area=8,920 sf 0.00% Impervious Runoff Depth=3.18" , Flow Length=169' Tc=2.4 min CN=74 Runoff=0.87 cfs 0.054 of Subcatchment9P: Subcatchment9 Runoff Area=142.680 sf 51.11% Impervious Runoff Depth=4.52" , Flow Length=591' Tc--14.9 min CN=87 Runoff=12.87 cfs 1.233 of Reach 1Ra: Relocated Intermittent Stream Avg. Depth=0.38' Max Vel=5.81 fps Inflow=5.67 cfs 1.727 of , n=0.050 L=43.9' S=0.2699'P Capacity=749.24 cfs Outflow=5.59 cfs 1.727 of ' Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 73 Reach 1Rb: Relocated Intermittent Stream Avg. Depth=0.77' Max Vel=1.72 fps Inflow=5.59 cfs 1.727 of n=0.050 L=346.7' S=0.0085'P Capacity=133.02 cfs Outflow=4.77 cfs 1.727 of Reach 1Rc: Relocated Intermittent Stream Avg. Depth=0.56' Max Vel=2.58 fps Inflow=4.77 cfs 1.727 of n=0.050 L=244.7' S=0.03007 Capacity=249.76 cfs Outflow=4.63 cfs 1.726 of ' Reach 1Rd: Relocated Intermittent Stream Avg. Depth=0.77' Max Vel=1.33 fps Inflow=4.63 cfs 1.726 of n=0.050 L=537.0' S=0.0051 'P Capacity=102.82 cfs Outflow=3.67 cfs 1.725 of ' Reach IRe: Relocated Intermittent Stream Avg. Depth=0.28' Max Vel=5.59 fps Inflow=3.67 cfs 1.725 of n=0.050 L=23.8' S=0.2508'P Capacity=722.26 cfs Outflow=3.67 cfs 1.725 of Reach 1Rf: Intermittent Stream Avg. Depth=0.36' Max Vel=4.54 fps Inflow=3.67 cfs 1.725 of ' n=0.050 L=51.7' 5=0.2515'/' Capacity=1,365.34 cfs Outflow=3.66 cfs 1.725 of Reach 2R:Wetland Area E Outlet Avg. Depth=0.48' Max Vel=3.14 fps Inflow=16.69 cfs 7.309 of ' n=0.050 L=331.0' S=0.0539'P Capacity=6,334.34 cfs Outflow=16.68 cfs 7.306 of Reach 3R: 24" RCP Under Highland Ave. Avg. Depth=0.89' Max Vel=12.64 fps Inflow=17.18 cfs 7.643 of 24.0" Round Pipe n=0.013 L=70.0' S=0.0340'P Capacity=41.71 cfs Outflow=17.18 cfs 7.643 of ' Reach 4R: 24" RCP Highland Ave to Avg. Depth=2.00' Max Vel=8.03 fps Inflow=28.20 cfs 9.615 of 24.0" Round Pipe n=0.013 L=1,062.0' S=0.0096'P Capacity=22.13 cfs Outflow=23.73 cfs 9.612 of ' Reach PAI: Point of Analysis 1 Inflow=93.29 cfs 19.966 of Outflow=93.29 cfs 19.966 of 1 Reach PA2: Point of Analysis 2 Inflow=9.31 cfs 1.191 of Outflow=9.31 cfs 1.191 of Reach PA3: Point of Analysis Inflow=12.87 cfs 1.233 of ' Outflow=12.87 cfs 1.233 of Pond 1W:Wetland Area D Peak Elev=175.31' Storage=50.600 cf Inflow=16.84 cfs 2.035 of ' Outflow=2.69 cfs 1.398 of Pond 21): Detention Pond 2 Peak Elev=154.49' Storage=114.355 cif Inflow=67.33 cfs 4.954 of Outflow=16.51 cfs 4.559 of ' Pond 2F: Sediment Forebay 2 Peak EIev=150.09' Storage=3,150 cf Inflow=44.71 cfs 3.338 of Outflow=44.89 cfs 3.283 of ' Pond 2W:Wetland Area E Peak EIev=129.20' Storage=70.315 cf Inflow=33.55 cfs 7.929 of Outflow=16.69 cfs 7.309 of ' Pond 813a: Detention Pond 8a Peak EIev=152.33' Storage=708 cf Inflow=10.27 cfs 1.084 of Outflow=10.24 cfs 1.074 of Pond 813b: Detention Pond 8b Peak Elev=154.21' Storage=9,647 cf Inflow=10.57 cfs 1.129 of ' Outflow=8.32 cfs 1.051 of Pond 8F:SedimentForebay8 Peak EIev=154.09' Storage=574 of Inflow=9.63 cfs 0.985 of ' Outflow=9.72 cfs 0.975 of Proposed Condition-01 Type 11124-hr 50-Year Rainfall=6.00" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 74 ' Summary for Subcatchment 1 P: Subcatchment 1 Runoff = 4.33 cfs @ 12.12 hrs, Volume= 0.336 af, Depth= 3.88" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type 111 24-hr 50-Year Rainfall=6.00" , Area (sf) CN Description 16,308 77 Woods, Poor, HSG C 10,594 98 Paved parking & roofs , 3,381 77 Brush, Poor, HSG C 14,972 74 >75% Grass cover, Good, HSG C 45,255 81 Weighted Average , 34,661 76.59% Pervious Area 10,594 23.41% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 6 0.0200 0.07 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.10" ' 6.2 94 0.4100 0.25 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 29 0.3100 2.78 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps t 0.4 101 0.0528 4.66 Shallow Concentrated Flow, Shallow Conc -Paved Paved Kv= 20.3 fps 0.1 82 0.0730 19.46 61.12 Pipe Channel, 16" HDPE ' 24.0" Round Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013 Corrugated PE, smooth interior 8.4 312 Total Summary for Subcatchment 2aP: Subcatchment 2a Runoff = 5.67 cfs @ 12.00 hrs, Volume= 0.329 af, Depth= 3.18" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" Area (so CN Description , 2,808 77 Woods, Poor, HSG C 225 77 Brush, Poor, HSG C , 51,001 74 >75% Grass cover, Good, HSG C 54,034 74 Weighted Average 54,034 100.00% Pervious Area ' Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here) Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 75 Summary for Subcatchment 2bP: Subcatchment 2b ' Runoff = 22.62 cfs @ 12.07 hrs, Volume= 1.671 af, Depth= 5.18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description ' 130,400 98 Paved parking & roofs 38,163 74 >75% Grass cover, Good, HSG C 168,563 93 Weighted Average 38,163 22.64% Pervious Area ' 130,400 77.36% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 2cP: Subcatchment 2c Runoff = 44.71 cfs @ 12.07 hrs, Volume= 3.338 af, Depth= 5.30" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" Area (sq CN Description 264,782 98 Paved parking & roofs 34,400 74 >75% Grass cover, Good, HSG C 9,446 89 Gravel roads, HSG C I ' 20,787 77 Woods, Poor, HSG C 329,415 94 Weighted Average 64,633 19.62% Pervious Area 264,782 80.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fuft) (fusee) (cfs) 5.0 Direct Entry, Direct Entry Summary for Subcatchment 2dP: Subcatchment 2d ' Runoff = 2.43 cfs @ 12.25 hrs, Volume= 0.247 af, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 50-Year Rainfall=6.00" 1 i Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 76 ' Area (sf) CN Description 27,068 77 Woods, Poor, HSG C 461 77 Brush, Poor, HSG C ' 10,713 74 >75% Grass cover, Good, HSG C 38,242 76 Weighted Average 38,242 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 2.0 29 0.6550 0.24 Sheet Flow, Sheet Flow , Woods: Light underbrush n= 0.400 P2= 3.10" 14.5 71 0.0280 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" , 1.9 113 0.0389 0.99 Shallow Concentrated Flow, Shallow Cone Woodland Kv= 5.0 fps 18.4 213 Total Summary for Subcatchment 3P: Subcatchment 3 Runoff = 16.84 cfs @ 12.38 hrs, Volume= 2.035 af, Depth= 3.78" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" ' Area (so CN Description 238,560 77 Woods, Poor, HSG C 42,818 98 Water Surface, HSG C , 281,378 80 Weighted Average 238,560 84.78% Pervious Area 42,818 15.22% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 1.6 282 0.0400 3.00 Shallow Concentrated Flow, Shallow Cone Grassed Waterway Kv= 15.0 fps 13.9 349 0.0070 0.42 Shallow Concentrated Flow,Vernal Pool Woodland Kv= 5.0 fps 27.5 731 Total Summary for Subcatchment 4P: Subcatchment 4 ' Runoff = 12.27 cfs @ 12.30 hrs, Volume= 1.398 af, Depth= 4.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" i ' Proposed Condition-01 Type ll/ 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCADO 9.00 s/n 00983 @ 2009 HVdroCAD Software Solutions LLC Page 77 Area (sf) CN Description ' 30,775 83 1/4 acre lots, 38% imp, HSG C 45,227 77 Woods, Poor, HSG C 78,271 98 Water Surface, HSG C 154,273 89 Weighted Average 64,308 41.68% Pervious Area 89,966 58.32% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (fUsec) (cfs) 2.3 33 0.2121 0.24 Sheet Flow, Sheet-Grass Grass: Dense n= 0.240 P2= 3.10" ' 17.8 67 0.0149 0.06 Sheet Flow, Sheet Woods Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 117 0.0340 0.92 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 22.2 217 Total Summary for Subcatchment 5P: Subcatchment 5 ' Runoff = 28.49 cfs @ 12.31 hrs, Volume= 3.160.af, Depth= 4.09" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" Area (so CN Description ' 403,752 83 1/4 acre lots, 38% imp HSG C 250,326 62.00% Pervious Area 153,426 38.00% Impervious Area I ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 14.6 100 0.0550 0.11 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 4.1 326 0.0706 1.33 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 0.6 140 0.0326 3.67 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 2.7 1,123 0.0240 7.03 5.52 Pipe Channel, 18" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, bends & connections 0.2 72 0.0117 7.79 24.47 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim=6.3' r= 0.50' ' n= 0.013 Concrete pipe bends& connections 22.2 1,761 Total 1 1 Proposed Condition-01 Type ///24-hr 50-Year Rainfall=6.00" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 78 ' Summary for Subcatchment 6P: Subcatchment 6 Runoff = 12.44 cfs @ 12.62 hrs, Volume= 1.972 af, Depth= 4.20" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" Area (so CN Description 59,165 83 1/4 acre lots, 38% imp, HSG C 108,567 77 Woods, Poor, HSG C ' 77,951 94 Urban commercial, 85% imp, HSG C 245,683 84 Weighted Average 156,942 63.88% Pervious Area ' 88,741 36.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) ' 21.8 100 0.0200 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 23.0 723 0.0110 0.52 Shallow Concentrated Flow, Shallow Conc ' Woodland Kv= 5.0 fps 2.3 571 0.0400 4.06 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps 0.0 9 0.1367 16.77 13.17 Pipe Channel, 12" RCP ' 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 Concrete pipe, bends&connections 47.1 1,403 Total ' Summary for Subcatchment 7P: Subcatchment 7 Runoff = 55.06 cfs @ 12.42 hrs, Volume= 7.194 af, Depth= 3.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" ' Area (sf) CN Description 813,598 83 1/4 acre lots, 38% imp, HSG C 129,503 77 Woods, Poor, HSG C 943,101 82 Weighted Average 9 9 633,934 67.22% Pervious Area 309,167 32.78% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (fUsec) (cfs) 11.5 100 0.1000 0.15 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 20.6 1,385 0.0500 1.12 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 0.1 40 0.0100 7.20 22.62 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 32.2 1,525 Total ' Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.0 0" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 79 Summary for Subcatchment 8aP: Subcatchment 8a ' Runoff = 1.38 cfs @ 12.07 hrs, Volume= 0.109 af, Depth= 5.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description 9,900 98 Paved parking & roofs 9,900 100.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (ft/sec) (cfs) 5.0 Direct Entry, Direct ' Summary for Subcatchment 8bP: Subcatchment 8b Runoff = 9.63 cfs @ 12.25 hrs, Volume= 0.985 af, Depth= 3.68" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" ' Area (sf) CN Description 88,872 74 >75% Grass cover, Good, HSG C 27,017 98 Paved parking & roofs 7,871 77 Brush, Poor, HSG C ' 1,109 87 Dirt roads, HSG C _15,125 77 Woods, Poor HSG C 139,994 79 Weighted Average ' 112,977 80.70% Pervious Area 27,017 19.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.2 20 0.0500 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" i ' 1.2 25 0.2400 0.34 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 3.10" 5.5 55 0.0270 0.17 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 3.10" ' 7.6 433 0.0185 0.95 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps 0.1 21 0.7143 5.92 Shallow Concentrated Flow, Shallow Conc ' Short Grass Pasture Kv= 7.0 fps 18.6 554 Total 1 1 Proposed Condition-01 Type /// 24-hr 50-Year Rainfall=6.00" ' Prepared by{enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 80 ' Summary for Subcatchment 8cP: Subcatchment 8c Runoff = 1.57 cfs @ 12.19 hrs, Volume= 0.141 af, Depth= 3.28" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" ' Area (so CN Description 17,859 74 >75% Grass cover, Good, HSG C 4,576 77 Woods, Poor, HSG C ' 22,435 75 Weighted Average 22,435 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (fUsec) (cfs) 10.7 100 0.1200 0.16 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 2.6 299 0.1438 1.90 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 13.3 399 Total ' Summary for Subcatchment 8dP: Subcatchment 8c Runoff = 0.87 cfs @ 12.04 hrs, Volume= 0.054 af, Depth= 3.18" , Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" ' Area (sf) CN Description 8,920 74 >75% Grass cover, Good, HSG C ' 8,920 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) ' 2.2 100 0.0950 0.75 Sheet Flow, Sheet Fallow n= 0.050 P2= 3.10" 0.2 69 0.1014 5.13 Shallow Concentrated Flow, Shallow Conc ' Unpaved Kv= 16.1 fps 2.4 . 169 Total Summary for Subcatchment 9P: Subcatchment 9 t Runoff = 12.87 cfs @ 12.20 hrs, Volume= 1.233 af, Depth= 4.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 50-Year Rainfall=6.00" ' Proposed Condition-'011 Type 11124-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAM 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 81 Area (sf) CN Description " 35,333 77 Woods, Poor, HSG C ' 72,919 98 Paved parking & roofs 4,965 77 Brush, Poor, HSG C 29,463 74 >75% Grass cover, Good, HSG C 142,680 87 Weighted Average 69,761 48.89% Pervious Area 72,919 51.11% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 1.3 14 0.4300 0.18 Sheet Flow, t Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.0 13 0.7800 0.22 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 298 0.0127 5.11 4.02 Pipe Channel, 12.0" Round Area=0.8 sf Perim= 3.1' r- 0.25' n= 0.013 14.9 591 Total ' Summary for Reach 1 Ra: Relocated Intermittent Stream Inflow Area = 7.700 ac, 12.77% Impervious, Inflow Depth > 2.69" for 50-Year event Inflow 5.67 cfs @ 12.00 hrs, Volume= 1.727 of Outflow 5.59 cfs @ 12.01 hrs, Volume= 1.727 af, Atten= 1%, Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.81 fps, Min. Travel Time= 0.1 min Avg. Velocity = 2.49 fps, Avg. Travel Time= 0.3 min ' Peak Storage=44 cf @ 12.00 hrs, Average Depth at Peak Storage= 0.38' Bank-Full Depth= 3.67', Capacity at Bank-Full= 749.24 cfs ' Custom cross-section, Length=43.9' Slope= 0.26997' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 174.80', Outlet Invert= 162.95' 1 1 1 Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 82 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 ' -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 ' -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 ' 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-fl) (feet) (cubic-feet) (cfs) ' 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 34 3.75 1.00 3.9 6.1 172 44.96 1.50 6.7 10.3 293 79.46 , 2.00 11.2 11.6 492 169.68 3.67 35.4 22.1 1,555 749.24 Summary for Reach 1 Rb: Relocated Intermittent Stream ' Inflow Area = 7.700 ac, 12.77% Impervious, Inflow Depth > 2.69" for 50-Year event ' Inflow = 5.59 cfs @ 12.01 hrs, Volume= 1.727 of Outflow = 4.77 cfs @ 12.09 hrs, Volume= 1.727 af, Atten= 15%, Lag= 5.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs , Max. Velocity= 1.72 fps, Min. Travel Time= 3.4 min Avg. Velocity = 0.68 fps, Avg. Travel Time= 8.5 min Peak Storage= 962 cf @ 12.04 hrs, Average Depth at Peak Storage= 0.77' ' Bank-Full Depth= 3.67', Capacity at Bank-Full= 133.02 cfs Custom cross-section, Length= 346.7' Slope= 0.0085 '/' '(102 Elevation Intervals) Constant n= 0.050 Mountain streams w/lar a boulders 9 ' Inlet Invert= 162.95', Outlet Invert= 160.00' 1 1 ' Proposed Condition-01 Type /// 24-hr 50-Year Rainfall=6.00" Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 83 Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 270 0.67 1.00 3.9 6.1 1,360 7.98 ' 1.50 6.7 10.3 2,311 14.11 2.00 11.2 11.6 3,888 30.13 3.67 35.4 22.1 12,284 133.02 tSummary for Reach 1 Rc: Relocated Intermittent Stream I ' Inflow Area= 7.700 ac, 12.77% Impervious, Inflow Depth > 2.69" for 50-Year event Inflow 4.77 cfs @ 12.09 hrs, Volume= 1.727 of Outflow 4.63 cfs @ 12.14 hrs, Volume= 1.726 af, Atten= 3%, Lag= 2.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 2.58 fps, Min. Travel Time= 1.6 min Avg. Velocity= 1.07 fps, Avg. Travel Time= 3.8 min ' Peak Storage= 440 cf @ 12.11 hrs, Average Depth at Peak Storage= 0.56' Bank-Full Depth= 3.67', Capacity at Bank-Full= 249.76 cfs ' Custom cross-section, Length=244.7' Slope= 0.03007' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 160.00', Outlet Invert= 152.66' Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" ' Prepared by{enter your company name here} Printed 11/23/2010 HydroCADO 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 84 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 ' -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 ' -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 ' 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 191 1.25 1.00 3.9 6.1 960 14.99 1.50 6.7 10.3 1,631 26.49 , 2.00 11.2 11.6 2,744 56.56 3.67 35.4 22.1 8,670 249.76 Summary for Reach 1 Rd: Relocated Intermittent Stream ' Inflow Area = 7.700 ac, 12.77% Impervious, Inflow Depth > 2.69" for 50-Year event ' Inflow = 4.63 cfs @ 12.14 hrs, Volume= 1.726 of Outflow = 3.67 cfs @ 12.31 hrs, Volume= 1.725 af, Atten= 21%, Lag= 10.5 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 1.33 fps, Min. Travel Time=6.7 min Avg. Velocity = 0.57 fps, Avg. Travel Time= 15.8 min Peak Storage= 1,484 cf @ 12.20 hrs, Average Depth at Peak Storage= 0.77' ' Bank-Full Depth= 3.67', Capacity at Bank-Full= 102.82 cfs Custom cross-section, Length= 537.0' Slope= 0.0051 T (102 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 152.70', Outlet Invert= 149.97' i I ' ' Proposed Condition-01 Type 11124-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 11/23/2010 HVdroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 85 Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 ' -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 ' 4.00 176.80 1.67 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 418 0.51 1.00 3.9 6.1 2,107 6.17 I ' 1.50 6.7 10.3 3,579 10.91 2.00 11.2 11.6 6,022 23.29 3.67 35.4 22.1 19,026 102.82 ' Summary for Reach 1 Re: Relocated Intermittent Stream Inflow Area = 7.700 ac, 12.77% Impervious, Inflow Depth > 2.69" for 50-Year event Inflow 3.67 cfs @ 12.31 hrs, Volume= 1.725 of Outflow 3.67 cfs @ 12.32 hrs, Volume= 1.725 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 5.59 fps, Min. Travel Time= 0.1 min Avg. Velocity =2.44 fps, Avg. Travel Time= 0.2 min Peak Storage= 16 cf @ 12.31 hrs, Average Depth at Peak Storage= 0.28' Bank-Full Depth= 3.67', Capacity at Bank-Full= 722.26 cfs ' Custom cross-section, Length=23.8' Slope= 0.2508 '/' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 149.97', Outlet Invert= 144.00' Proposed Condition-01 Type 11124-hr 50-Year Rainfall=6.00" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 86 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 ' -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 ' -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 , Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 19 3.61 1.00 3.9 6.1 93 43.34 1.50 6.7 10.3 159 76.60 ' 2.00 11.2 11.6 267 163.57 3.67 35.4 22.1 843 722.26 Summary for Reach 1 Rf: Intermittent Stream , Inflow Area= 7.700 ac, 12.77% Impervious, Inflow Depth > 2.69" for 50-Year event ' Inflow = 3.67 cfs @ 12.32 hrs, Volume= 1.725 of Outflow = 3.66 cfs @ 12.32 hrs, Volume= 1.725 af, Atten= 0%, Lag= 0.4 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity=4.54 fps, Min. Travel Time= 0.2 min Avg. Velocity = 2.36 fps, Avg. Travel Time= 0.4 min Peak Storage=42 cf @ 12.32 hrs, Average Depth at Peak Storage= 0.36' ' Bank-Full Depth= 3.20', Capacity at Bank-Full= 1,365.34 cfs Custom cross-section, Length= 51.7' Slope= 0.2515 ? (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders , Inlet Invert= 144.00', Outlet Invert= 131.00' 1 1 Proposed Condition-01 Type ///24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 11/23/2010 1 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 87 Offset Elevation Chan.Depth (feet) (feet) (feet) 1 -18.82 3.20 0.00 -13.54 2.20 1.00 -8.63 1.20 2.00 1 -1.17 0.20 3.00 0.00 0.00 3.20 1.17 0.20 3.00 8.63 1.20 2.00 1 13.54 2.20 1.00 18.82 3.20 0.00 li 1 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 0.20 0.2 2.4 12 0.74 1 1.20 10.0 17.4 519 103.49 2.20 32.2 27.4 1,665 533.88 3.20 64.6 38.2 3,338 1,365.34 1 Summary for Reach 2R: Wetland Area E Outlet Inflow Area= 23.552 ac, 51.46% Impervious, Inflow Depth > 3.72" for 50-Year event 1 Inflow 16.69 cfs @ 12.86 hrs, Volume= 7.309 of Outflow 16.68 cfs @ 12.91 hrs, Volume= 7.306 af, Atten= 0%, Lag= 3.1 min 1 Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 3.14 fps, Min. Travel Time= 1.8 min Avg. Velocity = 1.61 fps, Avg. Travel Time= 3.4 min 1 Peak Storage= 1,757 cf @ 12.88 hrs, Average Depth at Peak Storage= 0.48' Bank-Full Depth= 5.40', Capacity at Bank-Full= 6,334.34 cfs Custom cross-section, Length= 331.0' Slope= 0.0539 '/' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 128.60', Outlet Invert= 110.77' 1 � 1 1 1 i 1 Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 88 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -67.70 134.00 0.00 -58.00 133.00 1.00 ' -52.50 132.00 2.00 -47.50 131.00 3.00 ' -16.00 130.00 4.00 -8.00 129.00 5.00 -2:00 128.60 5.40 2.00 128.60 5.40 8.00 129.00 5.00 16.00 130.00 4.00 , 47.50 131.00 3.00 52.50 132.00 2.00 , 58.00 133.00 1.00 67.50 134.00 0.00 Depth End Area Perim. Storage Discharge , (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 4.0 0 0.00 0.40 4.0 16.0 1,324 10.94 , 1.40 28.0 32.2 9,269 175.53 2.40 91.5 95.2 30,287 614.76 3.40 191.5 105.4 63,387 1,967.07 ' 4.40 302.0 116.6 99,962 3,929.64 5.40 427.6 135.9 141,536 6,334.34 Summary for Reach 3R: 24" RCP Under Highland Ave. ' Inflow Area= 24.590 ac, 50.28% Impervious, Inflow Depth > 3.73" for 50-Year event Inflow = 17.18 cfs @ 12.90 hrs, Volume= 7.643 of , Outflow = 17.18 cfs @ 12.90 hrs, Volume= 7.643 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 12.64 fps, Min. Travel Time= 0.1 min ' Avg. Velocity = 5.93 fps, Avg. Travel Time= 0.2 min Peak Storage= 95 cf @ 12.90 hrs; Average Depth at Peak Storage= 0.89' ' Bank-Full Depth= 2.00', Capacity at Bank-Full= 41.71 cfs 24.0" Round Pipe n= 0.013 Concrete pipe, bends & connections t Length= 70.0' Slope= 0.0340T Inlet Invert= 105.77', Outlet Invert= 103.39' 1 i ' Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 11/23/2010 ' HVdroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 89 Summary for Reach 4R: 24" RCP Highland Ave to Coolidge ' Inflow Area = 30.231 ac, 47.64% Impervious, Inflow Depth > 3.82" for 50-Year event Inflow 28.20 cfs @ 12.77 hrs, Volume= 9.615 of Outflow = 23.73 cfs @ 12.64 hrs, Volume= 9.612 af, Atten= 16%, Lag= 0.0 min Routing by Star-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 8.03 fps, Min. Travel Time= 2.2 min Avg. Velocity = 3.93 fps, Avg. Travel Time=4.5 min ' Peak Storage= 3,336 cf @ 12.62 hrs, Average Depth at Peak Storage=2.00' Bank-Full Depth= 2.00', Capacity at Bank-Full= 22.13 cfs ' 24.0" Round Pipe n= 0.013 Concrete pipe, bends& connections Length= 1,062.0' Slope= 0.0096T ' Inlet Invert= 103.29', Outlet Invert= 93.13' Summary for Reach PA1: Point of Analysis 1 ' Inflow Area = 61.150 ac, 40.92% Impervious, Inflow Depth > 3.92" for 50-Year event Inflow 93.29 cfs @ 12.42 hrs, Volume= 19.966 of Outflow = 93.29 cfs @ 12.42 hrs, Volume= 19.966 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA2: Point of Analysis 2 Inflow Area = 4.161 ac, 20.37% Impervious, Inflow Depth = 3.44" for 50-Year event Inflow = 9.31 cfs @ 12.36 hrs, Volume= 1.191 of ' Outflow = 9.31 cfs @ 12.36 hrs, Volume= 1.191 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt=0.01 hrs ' Summary for Reach PA3: Point of Analysis 3 ' Inflow Area = 3.275 ac, 51.11% Impervious, Inflow Depth = 4.52" for 50-Year event Inflow 12.87 cfs @ 12.20 hrs, Volume= 1.233 of Outflow 12.87 cfs @ 12.20 hrs, Volume= 1.233 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" , Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 90 ' Summary for Pond 1W: Wetland Area D Inflow Area = 6.460 ac, 15.22% Impervious, Inflow Depth = 3.78" for 50-Year event ' Inflow = 16.84 cfs @ 12.38 hrs, Volume= 2.035 of Outflow = 2.69 cfs @ 13.44 hrs, Volume= 1.398 af, Atten= 84%, Lag=63.9 min Primary = 2.69 cfs @ 13.44 hrs, Volume= 1.398 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 175.31' @ 13.44 hrs Surf.Area=49,829 sf Storage= 50,600 cf Plug-Flow detention time= 364.8 min calculated for 1.398 of(69% of inflow) , Center-of-Mass det. time= 268.7 min ( 1,102.8-834.1 ) Volume Invert Avail.Storage Storage Description ' #1 174.20' 160,521 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.20 42,818 0 0 175.00 46,511 35,732 35,732 ' 176.00 57,259 51,885 87,617 177.00 88,549 72,904 160,521 Device Routing Invert Outlet Devices ' #1 Primary 174.80' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.20 1.20 2.20 Width (feet) 1.00 2.50 5.50 13.50 ' Primary OutFlow Max=2.69 cfs @ 13.44 hrs HW=175.31' (Free Discharge) 't-' l=Custom Weir/Orifice (Weir Controls 2.69 cfs @ 2.13 fps) Summary for Pond 2D: Detention Pond 2 ' Inflow Area = 11.432 ac, 79.36% Impervious, Inflow Depth = 5.20" for 50-Year event ' Inflow = 67.33 cfs @ 12.08 hrs, Volume= 4.954 of Outflow = 16.51 cfs @ 12.44 hrs, Volume= 4.559 af, Atten= 75%, Lag= 21.6 min Primary = 16.51 cfs @ 12.44 hrs, Volume= 4.559 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 154.49' @ 12.44 hrs Surf.Area= 28,141 sf Storage= 114,355 cf Plug-Flow detention time= 451.1 min calculated for 4.559 of(92% of inflow) ' Center-of-Mass det. time= 409.9 min ( 1,185.0-775.1 ) Volume Invert Avail.Storage Storage Description #1 148.00' 153,060 cf Custom Stage Data (Prismatic)Listed below(Recalc) , 1 Proposed Condition-01 Type l(/ 24-hr 50-Year Rainfall=6.00" Prepared by (enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 91 Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.00 7,866 0 0 149.00 9,989 8,928 8,928 150.00 12,444 11,217 20,144 ' 151.00 17,519 14,982 35,126 152.00 20,428 18,974 54,099 153.00 23,468 21,948 76,047 154.00 26,590 25,029 101,076 155.00 29,786 28,188 129,264 155.75 33,670 23,796 153,060 ' Device Routing Invert Outlet Devices #1 Primary 149.60' 5.0" Vert. Orifice/Grate C= 0.600 #2 Primary 152.70' 8.0"Vert. Orifice/Grate C= 0.600 #3 Primary 153.45' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) ' Primary OutFlow Max=16.51 cfs @ 12.44 hrs HW=154.49' (Free Discharge) 1I=Orifice/Grate (Orifice Controls 1.42 cfs @ 10.41 fps) ' 2=Orifice/Grate (Orifice Controls 2.03 cfs @ 5.80 fps) 3=Sharp-Crested Rectangular Weir(Weir Controls 13.06 cfs @ 3.33 fps) Summary for Pond 2F: Sediment Forebay 2 Inflow Area = 7.562 ac, 80.38% Impervious, Inflow Depth = 5.30" for 50-Year event Inflow = 44.71 cfs @ 12.07 hrs, Volume= 3.338 of ' Outflow 44.89 cfs @ 12.08 hrs, Volume= 3.283 af, Atten= 0%, Lag= 0.6 min Primary 44.89 cfs @ 12.08 hrs, Volume= 3.283 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 150.09' @ 12.08 hrs Surf.Area= 2,190 sf Storage= 3,150 cf Plug-Flow detention time= 19.7 min calculated for 3.282 of(98% of inflow) Center-of-Mass det. time= 9.1 min ( 776.7 -767.6 ) Volume Invert Avail.Storage Storage Description #1 148.00' 3,150 cf Custom Stage Data (Prismatic)Listed below (Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 148.00 1,026 0 0 149.00 1,496 1,261 1,261 149.65 2,040 1,149 2,410 150.00 2,190 740 3,150 ' Device Routing Invert Outlet Devices #1 Primary 149.65' 50.0' long x 6.0' breadth Broad-Crested Rectangular Weir ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' #2 Primary 150.00' 104.0' long x 4.0' breadth Broad-Crested Rectangular Weir Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 92 ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 ' 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=44.86 cfs @12.08 hrs HW=150.09' (Free Discharge) 1=Broad-Crested Rectangular Weir Controls 37.73 cfs @ 1.70 fps) tt 2=Broad-Crested Rectangular Weir(Weir Controls 7.12 cfs @ 0.73 fps) Summary for Pond 2W: Wetland Area E ' Inflow Area = 23.552 ac, 51.46% Impervious, Inflow Depth > 4.04" for 50-Year event Inflow = 33.55 cfs @ 12.33 hrs, Volume= 7.929 of ' Outflow = 16.69 cfs @ 12.86 hrs, Volume= 7.309 af, Atten= 50%, Lag= 31.5 min Primary = 16.69 cfs @ 12.86 hrs, Volume= 7.309 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Peak Elev= 129.20' @ 12.86 hrs Surf.Area= 81,182 sf Storage= 70,315 cf Plug-Flow detention time= 208.9 min calculated for 7.307 of(92% of inflow) ' Center-of-Mass det. time= 110.6 min ( 1,194.2 - 1,083.6 ) Volume Invert Avail.Storage Storage Description #1 127.00' 230,600 cf Custom Stage Data (Prismatic)Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.00 106 0 0 ' 128.00 469 288 288 128.60 76,102 22,971 23,259 129.00 79,477 31,116 54,375 ' 130.00 88,069 83,773 138,148 131.00 96,836 92,453 230,600 Device Routing Invert Outlet Devices , #1 Primary 128.60' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.40 1.40 2.40 3.40 4.40 5.40 Width (feet) 4.00 16.00 32.00 95.00 105.00 116.00 133.00 ' Primary OutFlow Max=16.63 cfs @ 12.86 hrs HW=129.20' (Free Discharge) L1=Custom Weir/Orifice (Weir Controls 16.63 cfs @ 2.22 fps) Summary for Pond 8Da: Detention Pond 8a Inflow Area = 3.441 ac, 24.63% Impervious, Inflow Depth = 3.78" for 50-Year event ' Inflow = 10.27 cfs @ 12.26 hrs, Volume= 1.084 of Outflow = 10.24 cfs @ 12.26 hrs, Volume= 1.074 af, Atten= 0%, Lag= 0.0 min Primary = 10.24 cfs @ 12.26 hrs, Volume= 1.074 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 1 1 Proposed Condition-01 Type Ill 24-hr 50-Year Rainfall=6.00" Prepared by (enter your company name here) Printed 11/23/2010 1 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 93 Peak Elev= 152.33' @ 12.26 hrs Surf.Area= 650 sf Storage= 708 cf 1 Plug-Flow detention time= 12.5 min calculated for 1.074 of(99% of inflow) Center-of-Mass det. time= 7.0 min ( 830.4 -823.4 ) 1 Volume Invert Avail.Storage Storage Description #1 150.00' 708 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store 1 (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 106 0 0 151.00 330 218 218 1 152.00 650 490 708 Device Routing Invert Outlet Devices #1 Primary 151.50' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) 1 Head (feet) 0.00 0.50 1.50 2.50 3.50 Width (feet) 0.00 6.61 12.69 18.64 24.92 1 Primary OutFlow Max=10.23 cfs @ 12.26 hrs HW=152.33' (Free Discharge) t-1=Custom Weir/Orifice (Weir Controls 10.23 cfs @ 2.47 fps) Summary for Pond 8Db: Detention Pond 8b III 1 Inflow Area= 3.646 ac, 23.25% Impervious, Inflow Depth = 3.71" for 50-Year event Inflow = 10.57 cfs @ 12.24 hrs, Volume= 1.129 of 1 Outflow 8.32 cfs @ 12.40 hrs, Volume= 1.051 af, Atten= 21%, Lag= 9.3 min Primary 8.32 cfs @ 12.40 hrs, Volume= 1.051 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs 1 Peak Elev= 154.21' @ 12.40 hrs Surf.Area= 4,794 sf Storage= 9,647 cf Plug-Flow detention time= 72.5 min calculated for 1.050 of(93% of inflow) 1 Center-of-Mass det. time= 36.2 min ( 866.3 -830.1 ) Volume Invert Avail.Storage Storage Description #1 150.00' 14,261 cf Custom Stage Data (Prismatic)Listed below(Recalc) 1 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 325 0 0 151.00 870 598 598 152.00 2,222 1,546 2,144 153.00 3,326 2,774 4,918 1 154.00 4,271 3,799 8,716 155.00 6,818 5,545 14,261 1 Device Routing Invert Outlet Devices #1 Primary 152.50' 18.0"Vert. Orifice/Grate C= 0.600 #2 Primary 155.25' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1 1 Proposed Condition-01 Type Ill 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 94 ' Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=8.32 cfs @ 12.40 hrs HW=154.21' (Free Discharge) ' �1=Orifice/Grate (Orifice Controls 8.32 cfs @ 4.71 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 8F: Sediment Forebay 8 ' Inflow Area= 3.214 ac, 19.30% Impervious, Inflow Depth = 3.68" for 50-Year event , Inflow = 9.63 cfs @ 12.25 hrs, Volume= 0.985 of Outflow = 9.72 cfs @ 12.26 hrs, Volume= 0.975 af, Atten= 0%, Lag= 0.3 min Primary = 9.72 cfs @ 12.26 hrs, Volume= 0.975 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 154.09' @ 12.26 hrs Surf.Area= 559 sf Storage= 574 cf Plug-Flow detention time= 10.5 min calculated for 0.975 of(99% of inflow) ' Center-of-Mass det. time= 3.9 min ( 832.3 -828.3 ) Volume Invert Avail.Storage Storage Description ' #1 152.00' 574 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 152.00 68 0 0 153.00 260 164 164 154.00 559 410 574 ' Device Routing Invert Outlet Devices #1 Primary 153.80' 21.9' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 ' 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' #2 Primary 154.00' 23.1' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=9.70 cfs @ 12.26 hrs HW=154.09' (Free Discharge) ' t1=Broad-Crested Rectangular Weir(Weir Controls 8.21 cfs @ 1.30 fps) 2=Broad-Crested Rectangular Weir(Weir Controls 1.49 cfs @ 0.74 fps) 1 � I ' Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 95 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlP: Subcatchmentl Runoff Area=45.255 sf 23.41% Impervious Runoff Depth=4.43" t Flow Length=312' Tc--8.4 min CN=81 Runoff=4.93 cfs 0.384 of Subcatchment2aP:Subcatchment2a Runoff Area=54.034 sf 0.00% Impervious Runoff Depth=3.70" Tc=0.0 min CN=74 Runoff--6.58 cfs 0.382 of ' Subcatchment2bP:Subcatchment2b Runoff Area=168.563 sf 77.36% Impervious Runoff Depth=5.78" Tc=5.0 min CN=93 Runoff--25.05 cfs 1.862 of ' Subcatchment2cP: Subcatchment2c Runoff Area=329.415 sf 80.38% Impervious Runoff Depth=5.89" Tc=5.0 min CN=94 Runoff--49.43 cfs 3.713 of ' Subcatchment2dP:Subcatchment2d Runoff Area=38.242 sf 0.00% Impervious Runoff Depth=3.90" Flow Length=213' Tc=18.4 min CN=76 Runoff=2.81 cfs 0.286 of Subcatchment3P:Subcatchment3 Runoff Area=281.378 sf 15.22% Impervious Runoff Depth=4.33" tFlow Length=731' To--27.5 min CN=80 Runoff=19.22 cfs 2.329 of Subcatchment4P: Subcatchment4 Runoff Area=154,273 sf 58.32% Impervious Runoff Depth=5.32" Flow Length=217' Tc=22.2 min CN=89 Runoff=13.70 cfs 1.570 of 1 SubcatchmentSP: Subcatchment5 Runoff Area=403.752 sf 38.00% Impervious Runoff Depth=4.65" Flow Length=1,761' Tc=22.2 min CN=83 Runoff--32.25 cfs 3.593 of ' Subcatchment6P:Subcatchment6 Runoff Area=245.683 sf 36.12% Impervious Runoff Depth=4.76" Flow Length=1,403' Tc=47.1 min CN=84 Runoff=14.07 cfs 2.238 of ' Subcatchment7P: Subcatchment7 Runoff Area=943.101 sf 32.78% Impervious Runoff Depth=4.54" Flow Length=1,525' Tc=32.2 min CN=82 Runoff--62.54 cfs 8.196 of Subcatchment8aP:Subcatchment8a Runoff Area=9,900 sf 100.00% Impervious Runoff Depth=6.36" Tc=5.0 min CN=98 Runoff=1.52 cfs 0.120 of Subcatchment8bP:Subcatchment8b Runoff Area=139,994 sf 19.30% Impervious Runoff Depth=4.22" Flow Length=554' Tc=18.6 min CN=79 Runoff=11.02 cfs 1.130 of Subcatchment8cP:Subcatchment8c RunoffArea=22.435 sf 0.00% Impervious Runoff Depth=3.80" Flow Length=399' Tc=13.3 min CN=75 Runoff--1.82 cfs 0.163 of ' Subcatchment8dP: Subcatchment8c Runoff Area=8,920 sf 0.00% Impervious Runoff Depth=3.70" Flow Length=169' Tc=2.4 min CN=74 Runoff=1.01 cfs 0.063 of ' Subcatchment9P: Subcatchment9 Runoff Area=142,680 sf 51.11% Impervious Runoff Depth=5.09" Flow Length=591' Tc=14.9 min CN=87 Runoff=14.43 cfs 1.390 of ' Reach 1Ra: Relocated Intermittent Stream Avg. Depth=0.41' Max Vel=5.91 fps Inflow=6.58 cfs 2.073 of n=0.050 L=43.9' 5=0.2699'P Capacity=749.24 cfs Outflow=6.51 cfs 2.073 of t Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 96 ' Reach 1Rb: Relocated Intermittent Stream Avg. Depth=0.83' Max Vel=1.81 fps Inflow=6.51 cfs 2.073 of n=0.050 L=346.7' S=0.0085'P Capacity=133.02 cfs Outflow=5.58 cfs 2.073 of Reach 1Rc: Relocated Intermittent Stream Avg. Depth=0.61' Max Vel=2.73 fps Inflow=5.58 cfs 2.073 of ' n=0.050 L=244.7' S=0.0300'P Capacity=249.76 cfs Outflow=5.43 cfs 2.072'af Reach 1Rd: Relocated Intermittent Stream Avg. Depth=0.84' Max Vel=1.41 fps Inflow=5.43 cfs 2.072 of ' n=0.050 L=537.0' 5=0.0051 'P Capacity=102.82 cfs Outflow=4.36 cfs 2.071 of Reach 1 Re: Relocated Intermittent Stream Avg. Depth=0.35' Max Vel=5.68 fps Inflow=4.36 cfs 2.071 of ' n=0.050 L=23.8' S=0.2508'P Capacity=722.26 cfs Outflow=4.38 cfs 2.071 of Reach 1Rf: Intermittent Stream Avg. Depth=0.38' Max Vel=4.73 fps Inflow=4.38 cfs 2.071 of n=0.050 L=51.7' S=0.25157 Capacity=1,365.34 cfs Outflow=4.35 cfs 2.071 of ' Reach 2R:Wetland Area E Outlet Avg. Depth=0.55' Max Vel=3.48 fps Inflow=22.97 cfs 8.426 of n=0.050 L=331.0' 5=0.0539'P Capacity=6,334.34 cfs Outflow=22.96 cfs 8.423 of , Reach 3R: 24"RCP Under Highland Ave. Avg. Depth=1.08' Max Vel=13.68 fps Inflow=23.59 cfs 8.807 of 24.0" Round Pipe n=0.013 L=70.0' S=0.0340 'P Capacity=41.71 cfs Outflow=23.59 cfs 8.807 of Reach 4R: 24"RCP Highland Ave to Avg. Depth=2.00' Max Vel=8.03 fps Inflow=36.92 cfs 11.045 of ' 24.0" Round Pipe n=0.013 L=1,062.0' S=0.0096'P Capacity=22.13 cfs Outflow=23.60 cfs 11.042 of Reach PA1: Point of Analysis 1 Inflow=109.80 cfs 22.830 of ' Outflow=109.80 cfs 22.830 of Reach PA2: Point of Analysis 2 Inflow=10.31 cfs 1.378 of ' Outflow=10.31 cfs 1.378 of Reach PA3: Point of Analysis 3 Inflow=14.43 cfs 1.390 of Outflow=14.43 cfs 1.390 of ' Pond 1 W:Wetland Area D Peak Elev=175.41' Storage=55.887 cf Inflow=19.22 cfs 2.329 of Outflow=3.82 cfs 1.691 of Pond 21): Detention Pond 2 Peak Elev=154.74' Storage=121.753 cf Inflow=74.50 cfs 5.520 of Outflow=21.67 cfs 5.124 of Pond 2F: Sediment Forebay 2 Peak EIev=150.11' Storage=3,150 cf Inflow=49.43 cfs 3.713 of ' Outflow=49.44 cfs 3.657 of Pond 2W:Wetland Area E Peak EIev=129.30' Storage=78.687 cf Inflow=41.85 cfs 9.050 of ' Outflow=22.97 cfs 8.426 of Pond 813a: Detention Pond 8a Peak Elev=152.38' Storage=708 cf Inflow=11.66 cfs 1.240 of , Outflow=11.74 cfs 1.230 of Pond 813b: Detention Pond 8b Peak Elev=154.42' Storage=10.715 cf Inflow=12.12 cfs 1.293 of Outflow=9.19 cfs 1.215 of ' Pond 817: Sediment Forebay 8 Peak Elev=154.11' Storage=574 cf Inflow=11.02 cfs 1.130 of Outflow=11.04 cfs 1.119 of 1 Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 97 Summary for Subcatchment 1 P: Subcatchment 1 ' Runoff = 4.93 cfs @ 12.12 hrs, Volume= 0.384 af, Depth= 4.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" Area (sf) CN Description ' 16,308 77 Woods, Poor, HSG C 10,594 98 Paved parking & roofs 3,381 77 Brush, Poor, HSG C 14,972 74 >75% Grass cover, Good, HSG C 45,255 81 Weighted Average 34,661 76.59% Pervious Area 10,594 23.41% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 1.5 6 0.0200 0.07 Sheet Flow, Sheet Flow ' Grass: Dense n= 0.240 P2= 3.10" 6.2 94 0.4100 . 0.25 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 29 0.3100 2.78 Shallow Concentrated Flow, Shallow Concentrated Flow II ' Woodland Kv= 5.0 fps 0.4 101 0.0528 4.66 Shallow Concentrated Flow, Shallow Conc -Paved Paved Kv= 20.3 fps ' 0.1 82 0.0730 19.46 61.12 Pipe Channel, 15" HDPE 24.0" Round Area= 3.1 sf Perim=6.3' r= 0.50' n= 0.013 Corrugated PE smooth interior 8.4 312 Total Summary for Subcatchment 2aP: Subcatchment 2a ' Runoff = 6.58 cfs @ 12.00 hrs, Volume= 0.382 af, Depth= 3.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100-Year Rainfall=6.60" Area (so CN Description 2,808 77 Woods, Poor, HSG C ' 225 77 Brush, Poor, HSG C 51,001 74 >75% Grass cover, Good, HSG C 54,034 74 Weighted Average ' 54,034 100.00% Pervious Area 1 t Proposed Condition-01 Type ///24-hr 100-Year Rainfall=6.60" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 98 ' Summary for Subcatchment 2bP: Subcatchment 2b Runoff = 25.05 cfs @ 12.07 hrs, Volume= 1.862 af, Depth= 5.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" ' _ Area (sf) CN Description 130,400 98 Paved parking & roofs 38,163 74 >75% Grass cover, Good, HSG C ' 168,563 93 Weighted Average 38,163 22.64% Pervious Area 130,400 77.36% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (fUsec) (cfs) 5.0 Direct Entry, ' Summary for Subcatchment 2cP: Subcatchment 2c Runoff = 49.43 cfs @ 12.07 hrs, Volume= 3.713 af, Depth= 5.89" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100-Year Rainfall=6.60" Area (si) CN Description 264,782 98 Paved parking & roofs ' 34,400 74 >75% Grass cover, Good, HSG C 9,446 89 Gravel roads, HSG C 20,787 77 Woods, Poor, HSG C ' 329,415 94 Weighted Average 64,633 19.62% Pervious Area 264,782 80.38% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (fUsec) (cfs) 5.0 Direct Entry, Direct Entry ' Summary for Subcatchment 2dP: Subcatchment 2d Runoff = 2.81 cfs @ 12.25 hrs, Volume= 0.286 af, Depth= 3.90" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" ' 1 II ' Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 99 Area (sf) CN Description 27,068 77 Woods, Poor, HSG C ' 461 77 Brush, Poor, HSG C 10,713 74 >75% Grass cover, Good, HSG C 38,242 76 Weighted Average ' 38,242 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) ' 2.0 29 0.6550 0.24 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 14.5 71 0.0280 0.08 Sheet Flow, Sheet Flow ' Woods: Light underbrush n= 0.400 P2= 3.10" 1.9 113 0.0389 0.99 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 18.4 213 Total Summary for Subcatchment 3P: Subcatchment 3 ' Runoff = 19.22 cfs @ 12.37 hrs, Volume= 2.329 af, Depth= 4.33", Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100-Year Rainfall=6.60" Area (sf) CN Description 238,560 77 Woods, Poor, HSG C i ' 42,818 98 Water Surface, HSG C 281,378 80 Weighted Average 238,560 84.78% Pervious Area ' 42,818 15.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) ' 12.0 100 0.0900 0.14 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 1.6 282 0.0400 3.00 Shallow Concentrated Flow, Shallow Conc ' Grassed Waterway Kv= 15.0 fps 13.9 349 0.0070 0.42 Shallow Concentrated Flow,Vernal Pool Woodland Kv= 5.0 fps 27.5 731 Total tSummary for Subcatchment 4P: Subcatchment 4 ' Runoff = 13.70 cfs @ 12.30 hrs, Volume= 1.570 af, Depth= 5.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" t 1 Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" , Prepared by{enter your company name here} Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 100 ' Area (sf) CN Description 30,775 83 1/4 acre lots, 38% imp, HSG C 45,227 77 Woods, Poor, HSG C 78,271 98 Water Surface, HSG C 154,273 89 Weighted Average 64,308 41.68% Pervious Area ' 89,966 58.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 2.3 33 0.2121 0.24 Sheet Flow, Sheet-Grass Grass: Dense n= 0.240 P2= 3.10" 17.8 67 0.0149 0.06 Sheet Flow, Sheet Woods , Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 117 0.0340 0.92 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 22.2 217 Total , Summary for Subcatchment 5P: Subcatchment 5 Runoff = 32.25 cfs @ 12.30 hrs, Volume= 3.593 af, Depth= 4.65" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100-Year Rainfall=6.60" Area (sf) CN Description 403,752 83 1/4 acre lots, 38% imp, HSG C 250,326 62.00% Pervious Area ' 153,426 38.00% Impervious Area Tc Length Slope Velocity Capacity Description t (min) (feet) (ft/ft) (ft/sec) (cfs) 14.6 100 0.0550 0.11 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" ' 4.1 326 0.0706 1.33 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 0.6 140 0.0326 3.67 Shallow Concentrated Flow, Paved ' Paved Kv= 20.3 fps 2.7 1,123 0.0240 7.03 5.52 Pipe Channel, 18" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, bends & connections , 0.2 72 0.0117 7.79 24.47 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 Concrete pipe, bends &connections 22.2 1,761 Total ' ' Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 101 Summary for Subcatchment 6P: Subcatchment 6 ' Runoff = 14.07 cfs @ 12.61 hrs, Volume= 2.238 af, Depth= 4.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100-Year Rainfall=6.60" Area (sf) CN Description 59,165 83 1/4 acre lots, 38% imp, HSG C 108,567 77 Woods, Poor, HSG C 77,951 94 Urban commercial, 85% imp, HSG C 245,683 84 Weighted Average ' 156,942 63.88% Pervious Area 88,741 36.12% Impervious Area Tc Length Slope Velocity Capacity Description ' min (feet) (ft/ft) (fUsec) (cfs) 21.8 100 0.0200 0.08 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" ' 23.0 723 0.0110 0.52 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps 2.3 571 0.0400 4.06 Shallow Concentrated Flow, Paved Paved Kv= 20.3 fps ' 0.0 9 0.1367 16.77 13.17 Pipe Channel, 12" RCP 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, bends& connections ' 47.1 1,403 Total Summary for Subcatchment 7P: Subcatchment 7 Runoff = 62.54 cfs @ 12.42 hrs, Volume= 8.196 af, Depth= 4.54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100-Year Rainfall=6.60" Area (sf) CN Description ' 813,598 83 1/4 acre lots, 38% imp, HSG C 129,503 77 Woods, Poor, HSG C 943,101 82 Weighted Average 633,934 67.22% Pervious Area ' 309,167 32.78% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (fUsec) (cfs) 11.5 100 0.1000 0.15 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10" 20.6 1,385 0.0500 1.12 Shallow Concentrated Flow, Shallow Conc ' Woodland Kv= 5.0 fps 0.1 40 0.0100 7.20 22.62 Pipe Channel, 24" RCP 24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 t32.2 1,525 Total Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" , Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 102 Summary for Subcatchment UP: Subcatchment 8a ' Runoff = 1.52 cfs @ 12.07 hrs, Volume= 0.120 af, Depth= 6.36" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" ' Area (sf) CN Description 9,900 98 Paved parking & roofs 9,900 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, Direct Summary for Subcatchment 8bP: Subcatchment 811b ' Runoff = 11.02 cfs @ 12.25 hrs, Volume= 1.130 af, Depth= 4.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100-Year Rainfall=6.60" Area (sf) CN Description ' 88,872 74 >75% Grass cover, Good, HSG C 27,017 98 Paved parking & roofs 7,871 77 Brush, Poor, HSG C 1,109 87 Dirt roads, HSG C ' 15,125 77 Woods, Poor, HSG C 139,994 79 Weighted Average 112,977 80.70% Pervious Area ' 27,017 19.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) ' 4.2 20 0.0500 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.2 25 0.2400 0.34 Sheet Flow, Sheet ' Grass: Short n= 0.150 P2= 3.10" 5.5 55 0.0270 0.17 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 3.10" 7.6 433 0.0185 0.95 Shallow Concentrated Flow, Shallow Conc ' Short Grass Pasture Kv= 7.0 fps 0.1 21 0.7143 5.92 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps 18.6 554 Total ' 1 ' Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by(enter your company name here) Printed 11/23/2010 ' HydroCADO 9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 103 Summary for Subcatchment 8cP: Subcatchment 8c ' Runoff = 1.82 cfs @ 12.19 hrs, Volume= 0.163 af, Depth= 3.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" Area (so CN Description 17,859 74 >75% Grass cover, Good, HSG C 4,576 77 Woods, Poor, HSG C 22,435 75 Weighted Average 22,435 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.1200 0.16 Sheet Flow, Sheet Woods: Light underbrush n= 0.400 P2= 3.10") 2.6 299 0.1438 1.90 Shallow Concentrated Flow, Shallow Conc Woodland Kv= 5.0 fps ' 13.3 399 Total Summary for Subcatchment 8dP: Subcatchment 8c ' Runoff = 1.01 cfs @ 12.04 hrs, Volume= 0.063 af, Depth= 3.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" Area (so CN Description ' 8,920 74 >75% Grass cover, Good, HSG C 8,920 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 2.2 100 0.0950 0.75 Sheet Flow, Sheet Fallow n= 0.050 P2= 3.10" ' 0.2 69 0.1014 5.13 Shallow Concentrated Flow, Shallow Conc Unpaved Kv= 16.1 fps 2.4 169 Total ' Summary for Subcatchment 9P: Subcatchment 9 Runoff = 14.43 cfs @ 12.20 hrs, Volume= 1.390 af, Depth= 5.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" Proposed Condition-01 Type /ll 24-hr 100-Year Rainfall=6.60" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCADO 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 104 ' Area (sf) CN Description 35,333 77 Woods, Poor, HSG C 72,919 98 Paved parking & roofs ' 4,965 77 Brush, Poor, HSG C 29,463 74 >75% Grass cover, Good HSG C 142,680 87 Weighted Average ' 69,761 48.89% Pervious Area 72,919 51.11% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 14 0.4300 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.0 13 0.7800 0.22 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.0 298 0.0127 5.11 4.02 Pipe Channel, ' 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 14.9 591 Total Summary for Reach 1 Ra: Relocated Intermittent Stream , Inflow Area = 7.700 ac, 12.77% Impervious, Inflow Depth > 3.23" for 100-Year event Inflow = 6.58 cfs @ 12.00 hrs, Volume= 2.073 of ' Outflow = 6.51 cfs @ 12.00 hrs, Volume= 2.073 af, Atten= 1%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 5.91 fps, Min. Travel Time= 0.1 min Avg. Velocity= 2.55 fps, Avg. Travel Time= 0.3 min Peak Storage= 49 cf @ 12.00 hrs, Average Depth at Peak Storage= 0.41' ' Bank-Full Depth= 3.67', Capacity at Bank-Full= 749.24 cfs Custom cross-section, Length=43.9' Slope= 0.26997' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders ' Inlet Invert= 174.80', Outlet Invert= 162.95' ' Proposed Condition-01 Type Ill 24-hr 100-Year Rainfall=6.60" Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 105 Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 ' -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 ' 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 ' 4.00 176.80 1.67 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge I ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 34 3.75 1.00 3.9 6.1 172 44.96 ' 1.50 6.7 10.3 293 79.46 2.00 11.2 11.6 492 169.68 3.67 35.4 22.1 1,555 749.24 ' Summary for Reach 1 Rb: Relocated Intermittent Stream ' Inflow Area = 7.700 ac; 12.77% Impervious, Inflow Depth > 3.23" for 100-Year event Inflow 6.51 cfs @ 12.00 hrs, Volume= 2.073 of Outflow 5.58 cfs @ 12.09 hrs, Volume= 2.073 af, Atten= 14%, Lag= 5.0 min t Routing by Stor-Ind+Trans method, Time Span= 0.0048.00 hrs, dt= 0.01 hrs Max. Velocity= 1.81 fps, Min. Travel Time= 3.2 min Avg. Velocity= 0.70 fps, Avg. Travel Time= 8.3 min ' Peak Storage= 1,069 cf @ 12.03 hrs, Average Depth at Peak Storage= 0.83' Bank-Full Depth= 3.67', Capacity at Bank-Full= 133.02 cfs ' Custom cross-section, Length= 346.7' Slope= 0.0085 '/' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Infet Invert= 162.95', Outlet Invert= 160.00' Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 106 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 , -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 ' -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 , 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 270 0.67 1.00 3.9 6.1 1,360 7.98 1.50 6.7 10.3 2,311 14.11 ' 2.00 11.2 11.6 3,888 30.13 3.67 35.4 22.1 12,284 133.02 Summary for Reach 1 Rc: Relocated Intermittent Stream ' Inflow Area = 7.700 ac, 12.77% Impervious, Inflow Depth > 3.23" for 100-Year event ' Inflow = 5.58 cfs @ 12.09 hrs, Volume= 2.073 of Outflow = 5.43 cfs @ 12.13 hrs, Volume= 2.072 af, Atten= 3%, Lag= 2.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity=2.73 fps, Min. Travel Time= 1.5 min Avg. Velocity = 1.10 fps, Avg. Travel Time= 3.7 min Peak Storage=488 cf @ 12.11 hrs, Average Depth at Peak Storage= 0.61' , Bank-Full Depth= 3.67', Capacity at Bank-Full= 249.76 cfs Custom cross-section, Length= 244.7' Slope= 0.0300 '/' (102 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 160.00', Outlet Invert= 152.66' Proposed Condition-01 Type Ill 24-hr 100-Year Rainfall=6.60" Prepared by (enter your company name here) Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 107 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 ' -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 ' 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 ' 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 191 1.25 1.00 3.9 6.1 960 14.99 Ili , 1.50 6.7 10.3 1,631 26.49 2.00 11.2 11.6 2,744 56.56 3.67 35.4 22.1 8,670 249.76 ' Summary for Reach 1 Rd: Relocated Intermittent Stream ' Inflow Area = 7.700 ac, 12.77% Impervious, Inflow Depth > 3.23" for 100-Year event Inflow 5.43 cfs @ 12.13 hrs, Volume= 2.072 of Outflow 4.36 cfs @ 12.30 hrs, Volume= 2.071 af, Atten= 20%, Lag= 9.9 min ' Routing by Stor-Ind+Trans method, Time Span= 0.0048.00 hrs, dt= 0.01 hrs Max. Velocity= 1.41 fps, Min. Travel Time=6.4 min Avg. Velocity= 0.59 fps, Avg. Travel Time= 15.2 min ' Peak Storage= 1,666 cf @ 12.19 hrs, Average Depth at Peak Storage= 0.84' Bank-Full Depth= 3.67', Capacity at Bank-Full= 102.82 cfs ' Custom cross-section, Length= 537.0' Slope= 0.0051 T (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 152.70', Outlet Invert= 149.97' Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 108 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -10.50 178.47 0.00 , -5.50 176.80 1.67 -5.00 176.30 2.17 -2.00 176.30 2.17 , -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 3.00 175.13 3.34 ' 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 418 0.51 1.00 3.9 6.1 2,107 6.17 1.50 6.7 10.3 3,579 10.91 , 2.00 11.2 11.6 6,022 23.29 3.67 35.4 22.1 19,026 102.82 Summary for Reach 1 Re: Relocated Intermittent Stream ' Inflow Area= 7.700 ac, 12.77% Impervious, Inflow Depth > 3.23" for 100-Year event ' Inflow = 4.36 cfs @ 12.30 hrs, Volume= 2.071 of Outflow = 4.38 cfs @ 12.30 hrs, Volume= 2.071 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 5.68 fps, Min. Travel Time= 0.1 min Avg. Velocity= 2.49 fps, Avg. Travel Time= 0.2 min Peak Storage= 21 cf @ 12.30 hrs, Average Depth at Peak Storage= 0.35' ' Bank-Full Depth= 3.67', Capacity at Bank-Full= 722.26 cfs Custom cross-section, Length=23.8' Slope= 0.2508 '/' (102 Elevation Intervals) , Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 149.97', Outlet Invert= 144.00' Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by (enter your company name here) Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 109 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -10.50 178.47 0.00 -5.50 176.80 1.67 -5.00 176.30 2.17 ' -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 ' 3.00 175.13 3.34 3.50 175.80 2.67 3.75 176.30 2.17 4.00 176.80 1.67 9.00 178.47 0.00 Depth End Area Perim. Storage Discharge ' (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 2.0 0 0.00 0.33 0.8 4.5 19 3.61 ' 1.00 3.9 6.1 93 43.34 1.50 6.7 10.3 159 76.60 2.00 11.2 11.6 267 163.57 3.67 35.4 22.1 843 722.26 tSummary for Reach 1 Rf: Intermittent Stream ' Inflow Area = 7.700 ac, 12.77% Impervious, Inflow Depth > 3.23" for 100-Year event Inflow 4.38 cfs @ 12.30 hrs, Volume= 2.071 of Outflow 4.35 cfs @ 12.31 hrs, Volume= 2.071 af, Atten= 1%, Lag= 0.3 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity=4.73 fps, Min. Travel Time= 0.2 min Avg. Velocity = 2.41 fps, Avg. Travel Time= 0.4 min ' Peak Storage=48 cf @ 12.31 hrs, Average Depth at Peak Storage= 0.38' Bank-Full Depth= 3.20', Capacity at Bank-Full= 1,365.34 cfs ' Custom cross-section, Length= 51.7' Slope= 0.2515 '/' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 144.00', Outlet Invert= 131.00' 1 Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 110 ' Offset Elevation Chan.Depth (feet) (feet) (feet) -18.82 3.20 0.00 ' -13.54 2.20 1.00 -8.63 1.20 2.00 -1.17 0.20 3.00 ' 0.00 0.00 3.20 1.17 0.20 3.00 8.63 1.20 2.00 13.54 2.20 1.00 1 18.82 3.20 0.00 Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 0.0 0 0.00 0.20 0.2 2.4 12 0.74 1.20 10.0 17.4 519 103.49 2.20 32.2 27.4 1,665 533.88 ' 3.20 64.6 38.2 3,338 1,365.34 Summary for Reach 2R: Wetland Area E Outlet ' Inflow Area= 23.552 ac, 51.46% Impervious, Inflow Depth > 4.29" for 100-Year event Inflow = 22.97 cfs @ 12.75 hrs, Volume= 8.426 of t Outflow = 22.96 cfs @ 12.80 hrs, Volume= 8.423 af, Atten= 0%, Lag= 2.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 3.48 fps, Min. Travel Time= 1.6 min Avg. Velocity = 1.65 fps, Avg. Travel Time= 3.3 min Peak Storage= 2,185 cf @ 12.77 hrs, Average Depth at Peak Storage= 0.55' Bank-Full Depth= 5.40', Capacity at Bank-Full= 6,334.34 cfs ' Custom cross-section, Length= 331.0' Slope= 0.05397' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders t Inlet Invert= 128.60', Outlet Invert= 110.77' 1 t ' Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 111 Offset Elevation Chan.Depth (feet) (feet) (feet) ' -67.70 134.00 0.00 -58.00 133.00 1.00 -52.50 132.00 2.00 -47.50 131.00 3.00 -16.00 130.00 4.00 -8.00 129.00 5.00 -2.00 128.60 5.40 ' 2.00 128.60 5.40 8.00 129.00 5.00 16.00 130.00 4.00 47.50 131.00 3.00 52.50 132.00 2.00 58.00 133.00 1.00 67.50 134.00 0.00 ' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) ' 0.00 0.0 4.0 0 0.00 0.40 4.0 16.0 1,324 10.94 1.40 28.0 32.2 9,269 175.53 2.40 91.5 95.2 30,287 614.76 ' 3.40 191.5 105.4 63,387 1,967.07 4.40 302.0 116.6 99,962 3,929.64 5.40 427.6 135.9 141,536 6,334.34 ' Summary for Reach 3R: 24" RCP Under Highland Ave. Inflow Area= 24.590 ac, 50.28% Impervious, Inflow Depth > 4.30" for 100-Year event Inflow 23.59 cfs @ 12.79 hrs, Volume= 8.807 of Outflow 23.59 cfs @ 12.79 hrs, Volume= 8.807 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Max. Velocity= 13.68 fps, Min. Travel Time= 0.1 min Avg. Velocity= 6.03 fps, Avg. Travel Time= 0.2 min Peak Storage= 121 cf @ 12.79 hrs, Average Depth at Peak Storage= 1.08' Bank-Full Depth= 2.00', Capacity at Bank-Full=41.71 cfs 24.0" Round Pipe ' n= 0.013 Concrete pipe, bends& connections Length= 70.0' Slope= 0.0340T Inlet Invert= 105.77', Outlet Invert= 103.39' 1 Proposed Condition-01 Type ll/24-hr 100-Year Rainfall=6.60" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCADO 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 112 , Summary for Reach 4R: 24" RCP Highland Ave to Coolidge Inflow Area = 30.231 ac, 47.64% Impervious, Inflow Depth > 4.38" for 100-Year event , Inflow = 36.92 cfs @ 12.72 hrs, Volume= 11.045 of Outflow = 23.60 cfs @ 12.49 hrs, Volume= 11.042 af, Atten= 36%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Max. Velocity= 8.03 fps, Min. Travel Time=2.2 min Avg. Velocity= 3.98 fps, Avg. Travel Time=4.5 min Peak Storage= 3,336 cf @ 12.47 hrs, Average Depth at Peak Storage= 2.00' ' Bank-Full Depth= 2.00', Capacity at Bank-Full=22.13 cfs 24.0"Round Pipe t n= 0.013 Concrete pipe, bends &connections Length= 1,062.0' Slope= 0.00967' Inlet Invert= 103.29', Outlet Invert= 93.13' ' 1 'n Summary for Reach PA1: Point of Analysis 1 Inflow Area = 61.150 ac, 40.92% Impervious, Inflow Depth > 4.48" for 100-Year event ' Inflow = 109.80 cfs @ 12.46 hrs, Volume= 22.830 of Outflow = 109.80 cfs @ 12.46 hrs, Volume= 22.830 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' Summary for Reach PA2: Point of Analysis 2 ' Inflow Area= 4.161 ac, 20.37% Impervious, Inflow Depth = 3.98" for 100-Year event Inflow = 10.31 cfs @ 12.36 hrs, Volume= 1.378 of Outflow = 10.31 cfs @ 12.36 hrs, Volume= 1.378 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Reach PA3: Point of Analysis 3 ' Inflow Area = 3.275 ac, 51.11% Impervious, Inflow Depth = 5.09" for 100-Year event ' Inflow = 14.43 cfs @ 12.20 hrs, Volume= 1.390 of Outflow = 14.43 cfs @ 12.20 hrs, Volume= 1.390 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs ' ' Proposed Condition-01 Type ///24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 113 Summary for Pond 1W: Wetland Area D ' Inflow Area = 6.460 ac, 15.22% Impervious, Inflow Depth = 4.33" for 100-Year event Inflow 19.22 cfs @ 12.37 hrs, Volume= 2.329 of Outflow = 3.82 cfs @ 13.23 hrs, Volume= 1.691 af, Atten= 80%, Lag= 51.4 min ' Primary = 3.82 cfs @ 13.23 hrs, Volume= 1.691 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 175.41' @ 13.23 hrs Surf.Area= 50,956 sf Storage= 55,887 cf Plug-Flow detention time= 332.5 min calculated for 1.691 of(73% of inflow) Center-of-Mass det. time= 242.7 min ( 1,072.9- 830.2 ) ' Volume Invert Avail.Storage Storage Description #1 174.20' 160,521 cf Custom Stage Data(Prismatic)Listed below (Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 174.20 42,818 0 0 ' 175.00 46,511 35,732 35,732 176.00 57,259 51,885 87,617 177.00 88,549 72,904 160,521 ' Device Routing Invert Outlet Devices #1 Primary 174.80' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.20 1.20 2.20 ' Width (feet) 1.00 2.50 5.50 13.50 Primary OutFlow Max=3.82 cfs @ 13.23 hrs HW=175.41' (Free Discharge) t1=Custom Weir/Orifice (Weir Controls 3.82 cfs @ 2.33 fps) ' Summary for Pond 2D: Detention Pond 2 Inflow Area = 11.432 ac, 79.36% Impervious, Inflow Depth = 5.79" for 100-Year event Inflow 74.50 cfs @ 12.07 hrs, Volume= 5.520 of Outflow - 21.67 cfs @ 12.39 hrs, Volume= 5.124 af, Atten= 71%, Lag= 19.0 min Primary = 21.67 cfs @ 12.39 hrs, Volume= 5.124 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 154.74' @ 12.39 hrs Surf.Area= 28,969 sf Storage= 121,753 cf ' Plug-Flow detention time= 416.5 min calculated for 5.124 of(93% of inflow) Center-of-Mass det. time= 378.3 min ( 1,150.5-772.2 ) ' Volume Invert Avail.Storage Storage Description #1 148.00' 153,060 cf Custom Stage Data (Prismatic)Listed below(Recalc) t 1 Proposed Condition-01 Type U/24-hr 100-Year Rainfall=6.60" ' Prepared by{enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 114 ' Elevation SUrf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.00 7,866 0 0 149.00 9,989 8,928 8,928 150.00 12,444 11,217 20,144 151.00 17,519 14,982 35,126 ' 152.00 20,428 18,974 54,099 153.00 23,468 21,948 76,047 154.00 26,590 25,029 101,076 155.00 29,786 28,188 129,264 155.75 33,670 23,796 153,060 Device Routing Invert Outlet Devices ' #1 Primary 149.60' 5.0"Vert. Orifice/Grate C= 0.600 #2 Primary 152.70' 8.0" Vert. Orifice/Grate C= 0.600 #3 Primary 153.45' 4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=21.67 cfs @ 12.39 hrs HW=154.74' (Free Discharge) ' =Orifice/Grate (Orifice Controls 1.46 cfs @ 10.70 fps) N2=Sharp-Crested =Orifice/Grate (Orifice Controls 2.20 cfs @ 6.30 fps) Rectangular Weir(Weir Controls 18.01 cfs @ 3.72 fps) , Summary for Pond 2F: Sediment Forebay 2 Inflow Area = 7.562 ac, 80.38% Impervious, Inflow Depth = 5.89" for 100-Year event ' Inflow = 49.43 cfs @ 12.07 hrs, Volume= 3.713 of Outflow = 49.44 cfs @ 12.07 hrs, Volume= 3.657 af, Atten= 0%, Lag= 0.0 min ' Primary = 49.44 cfs @ 12.07 hrs, Volume= 3.657 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 150.11' @ 12.07 hrs Surf.Area= 2,190 sf Storage= 3,150 cf ' Plug-Flow detention time= 18.1 min calculated for 3.657 of(99% of inflow) Center-of-Mass det. time= 8.5 min ( 773.6 -765.1 ) Volume Invert Avail.Storage Storage Description ' #1 148.00' 3,150 cf Custom Stage Data(Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 148.00 1,026 0 0 149.00 1,496 1,261 1,261 ' 149.65 2,040 1,149 2,410 150.00 2,190 740 3,150 Device Routing Invert Outlet Devices ' #1 Primary 149.65' 50.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 , Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Primary 150.00' 104.0' long x 4.0' breadth Broad-Crested Rectangular Weir ' Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here) Printed 11/23/2010 ' HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 115 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 ' Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=49.39 cfs @ 12.07 hrs HW=150.11' (Free Discharge) ' �1=Broad-Crested Rectangular Weir(Weir Controls 40.21 cfs @ 1.74 fps) 2=13road-Crested Rectangular Weir(Weir Controls 9.17 cfs @ 0.79 fps) Summary for Pond 2W: Wetland Area E Inflow Area = 23.552 ac, 51.46% Impervious, Inflow Depth > 4.61" for 100-Year event ' Inflow 41.85 cfs @ 12.31 hrs, Volume= 9.050 of Outflow 22.97 cfs @ 12.75 hrs, Volume= 8.426 af, Atten=45%, Lag= 26.5 min Primary = 22.97 cfs @ 12.75 hrs, Volume= 8.426 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 129.30' @ 12.75 hrs Surf.Area= 82,063 sf Storage= 78,687 cf ' Plug-Flow detention time= 188.0 min calculated for 8.426 of(93% of inflow) Center-of-Mass det. time= 99.3 min ( 1,156.6 - 1,057.4 ) Volume Invert Avail.Storage Storage Description ' #1 127.00' 230,600 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 127.00 106 0 0 128.00 469 288 288 128.60 76,102 22,971 23,259 ' 129.00 79,477 31,116 54,375 130.00 88,069 83,773 138,148 131.00 96,836 92,453 230,600 Device Routing Invert Outlet Devices #1 Primary 128.60' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.40 1.40 2.40 3.40 4.40 5.40 ' Width (feet) 4.00 16.00 32.00 95.00 105.00 116.00 133.00 Primary OutFlow Max=22.95 cfs @ 12.75 hrs HW=129.30' (Free Discharge) 't-1=Custom Weir/Orifice (Weir Controls 22.95 cfs @ 2.41 fps) ' Summary for Pond 8Da: Detention Pond 8a Inflow Area 3.441 ac, 24.63% Impervious, Inflow Depth = 4.32" for 100-Year event Inflow 11.66 cfs @ 12.25 hrs, Volume= 1.240 of Outflow = 11.74 cfs @ 12.25 hrs, Volume= 1.230 af, Atten= 0%, Lag= 0.0 min Primary = 11.74 cfs @ 12.25 hrs, Volume= 1.230 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by (enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 116 ' Peak Elev= 152.38' @ 12.25 hrs Surf.Area=650 sf Storage= 708 cf Plug-Flow detention time= 11.3 min calculated for 1.230 of(99% of inflow) t Center-of-Mass det. time= 6.4 min ( 826.2 - 819.8 ) Volume Invert Avail.Storage Storage Description ' #1 150.00' 708 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 150.00 106 0 0 151.00 330 218 218 152.00 650 490 708 ' Device Routing Invert Outlet Devices #1 Primary 151.50' Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.50 1.50 2.50 3.50 ' Width (feet) 0.00 6.61 12.69 18.64 24.92 Primary OutFlow Max=11.73 cfs @ 12.25 hrs HW=152.38' (Free Discharge) r 7=Custom Weir/Orifice (Weir Controls 11.73 cfs @ 2.55 fps) ' Summary for Pond 8Db: Detention Pond 8b Inflow Area = 3.646 ac, 23.25% Impervious, Inflow Depth = 4.26" for 100-Year event ' Inflow = 12.12 cfs @ 12.25 hrs, Volume= 1.293 of Outflow = 9.19 cfs @ 12.41 hrs, Volume= 1.215 at, Atten= 24%, Lag= 9.4 min ' Primary = 9.19 cfs @ 12.41 hrs, Volume= 1.215 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 154.42' @ 12.41 hrs Surf.Area= 5,331 sf Storage= 10,715 cf , Plug-Flow detention time= 67.2 min calculated for 1.215 of(94% of inflow) Center-of-Mass det. time= 34.5 min ( 860.4-825.9 ) ' Volume Invert Avail.Storage Storage Description #1 150.00' 14,261 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Ina Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 150.00 325 0 0 ' 151.00 870 598 598 152.00 2,222 1,546 2,144 153.00 3,326 2,774 4,918 154.00 4,271 3,799 8,716 ' 155.00 6,818 5,545 14,261 Device Routing Invert Outlet Devices #1 Primary 152.50' 18.0"Vert. Orifice/Grate C= 0.600 ' #2 Primary 155.25' 10.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Proposed Condition-01 Type 11124-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 02009 HydroCAD Software Solutions LLC Page 117 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 ' Primary OutFlow Max=9.19 cfs @ 12.41 hrs HW=154.42' (Free Discharge) Orifice/Grate (Orifice Controls 9.19 cfs @ 5.20 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 8F: Sediment Forebay 8 j ' Inflow Area = 3.214 ac, 19.309% Impervious, Inflow Depth = 4.22" for 100-Year event Inflow 11.02 cfs @ 12.25 hrs, Volume= 1.130 of Outflow 11.04 cfs @ 12.25 hrs, Volume= 1.119 af, Atten= 0%, Lag= 0.0 min Primary = 11.04 cfs @ 12.25 hrs, Volume= 1.119 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 154.11' @ 12.25 hrs Surf.Area= 559 sf Storage= 574 cf ' Plug-Flow detention time= 9.5 min calculated for 1.119 of(99% of inflow) Center-of-Mass det. time= 3.6 min ( 828.1 -824.4 ) ' Volume Invert Avail.Storage Storage Description #1 152.00' 574 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation SUrf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 152.00 68 0 0 153.00 260 164 164 ' 154.00 559 410 574 Device Routing Invert Outlet Devices #1 Primary 153.80' 21.9' long x 6.0' breadth Broad-Crested Rectangular Weir ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 ' 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Primary 154.00' 23.1' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 ' Primary OutFlow Max=11.02 cfs @ 12.25 hrs HW=154.11' (Free Discharge) L1=Broad-Crested Rectangular Weir(Weir Controls 9.04 cfs @ 1.35 fps) 2=Broad-Crested Rectangular Weir(Weir Controls 1.98 cfs @ 0.81 fps) t FlexTable: Catch Basin Table (08028D-StonnCAD-01.stc) Label Inlet Drainage Inlet C Total Inlet Tc System Intensity System Rational Elevation Elevation Hydraulic Grade I Area (min) (in/hr) Flow (Rim) (Invert) Line(Out) (acres) (ft3/s) (ft) (ft) . (ft) _ CB-1 0.085 0.870 5.000 6.ODO 0.45 167.70 163.90 164.17' CB-2 0.087 0.802 5.000 6.000 0.42 168.40 164.60 164.86 CB-3 0.283 0.950 5.000 6.000 1.63 167.30 163.50 164.01 ' CB-4 0.129 0.950 5.000 6.000 0.74 168.10 164.30 164.65 CB-5 0.168 0.950 5.000 6.000 0.97 168.00 164.25 164.64 CB-6 0.027 0.950 5.000 6.000 0.16 168.30 164.55 164.71 CB-7 0.514 0.921 5.000 6.000 2.86 162.30 158.50 159.22 ' CB-8 0.880 0.925 5.000 6.000 4.93 162.30 158.30 159.20 CB-9 0.930 0.933 5.000 6.000 5.25 162.30 158.30 159.24 CB-10 0.943 0.930 5.000 6.000 5.31 162.30 158.30 159.22 CB-11 0.429 0.886 5.000 6.000 2.30 162.30 158.50 159.13 CB-12 0.134 0.810 5.000 6.000 0.66 160.00 156.25 157.00 CB-13 0.113 0.902 5.000 6.000 0.61 160.00 156.25 157.00 CB-14 0.316 0.766 5.000 6.000 1.46 166.80 161.50 162.03 ' CB-15 0.077 0.950 5.000 6.000 0.44 167.08 161.80 162.06 CB-16 0.199 0.939 5.000 6.000 1.13 166.93 161.65 162.09 CB-17 0.120 0.829 5.000 6.000 0.60 144.00 139.75 140.08 CS-18 0.365 0.555 5.000 6.000 1.23 144.00 139.75 140.19 ' CB-19 0.119 0.772 5.000 6.000 0.56 132.40 127.15 127.63 CB-20 0.124 0.749 5.000 6.000 0.56 132.40 127.15 127.64 CB-21 0.158 0.688 5.000 6.000 0.66 125.10 121.35 121.98 ' CB-22 D.350 0.863 5.000 6.000 1.83 124.90 121.35 121.99 CB-23 0.336 0.666 5.000 6.000 1.35 118.40 114.55 115.01 CB-24 0.249 0.790 5.000 6.000 1.19 118.00 114.60 115.03 CB-25 0.003 0.400 5.000 6.000 0.01 194.00 190.25 191.29 CB-26 0.240 0.591 5.000 6.000 0.86 191.00 187.00 187.39 CB-27 0.179 0.450 5.000 6.000 0.49 191.00 187.00 187.29 CB-28 0.069 0.561 5.000 6.000 0.24 175.80 171.75 172.59 CB-29 0.337 0.438 5.000 6.000 0.89 175.80 171.75 172.59 CB-30 0.078 0.568 5.000 6.000 0.27 162.00 158.25 158.47 CB-31 0.167 0.470 5.000 6.000 0.47 162.20 158.40 158.69 CB-32 0.145 0.945 5.000 6.000 0.83 167.70 161.45 161.81 ' CB-33 0.351 0.950 5.000 6.000 2.02 166.90 161.60 162.20 RL-1:2 0.072 0.950 5.000 6.ODO 0.41 168.50 165.75 166.02 RL-3:13 2.994 0.950 5.000 6.000 17.20 168.30 162.33 163.73 RL-14 0.194 0.950 5.000 6.000 1.11 167.83 159.20 159.62 TD-1 I D.191 1 0.9501 5.0001 6.0001 1.101 165.251 163.001 163.46 i iBentley StomtCAD Val 08028DS1otmCAD-01.atc Bentley Systems,Inc. Matted Methods Solution Center [08.11.00.241 11/23/2010 27 Siemon Company Drive Suite 200 W Weterto .CT 06795 USA +1-203-7557669 Page 1 of 1 25-Year Storm t 1 ' FlexTable: Manhole Table (08028"tormCA"I.ste) Label System CA System Flow System intensity System Rational Hydraulic Grade Hydraulic Grade Elevation Elevation(Invert Elevation(Invert Elevation(Invert Elevation(Invert Elevation(Invert (acres) Time (in/hr) Flow Line(In) Line(Out) (Ground) in 1) in 2) in 3) in 4) Out) ' (min) (ft3/S) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) DMH-1 0.142 5.249 5.950 0.85 164.02 164.02 167.80 164.65 163.75 - (N/A) (N/A) 163.65 DMH-2 0.393 6.326 5.735 2.27 163.27 163.27 168.80 164.50 162.75 162.75 (N/A) 162.65 DMH-3 0.662 6.992 5.602 3.74 162.65 162.65 167.90 163.35 161.90 (N/A) (N/A) 161.80 ' DMH-4 0.784 7.687 5.463 4.32 161.75 161.75 168.50 160.90 164.25 (N/A) (N/A) 160.80 DMH-S 0.944 8.322 5.336 5.08 160.75 160.75 168.50 164.15 159.95 (N/A) (N/A) 159.85 DMH-6 0.970 8.913 5.217 5.10 159.01 159.01 168.50 164.45 159.00 (N/A) (N/A) 158.10 ' DMH-7 1.288 5.902 5.820 7.56 158.33 158.33 167.40 157.45 157.45 (N/A) (N/A) 157.35 DMH-8 2.125 5.670 5.866 12.57 158.77 158.77 164.60 157.85 157.55 157.75 (N/A) 157.45 DMH-9 3.413 6.775 5.645 19.42 157.45 157.45 167.30 156.05 157.00 (N/A) (N/A) 155.95 DMH-10 0.210 5.111 5.978 1.27 157.00 157.00 161.10 156.15 156.15 (N/A) (N/A) 156.05 DMH-11 0.743 5.657 5.869 4.40 157.00 157.00 162.70 158.20 158.05 155.90 155.90 155.80 DMH-12 4.157 7.177 5.565 23.32 156.88 156.88 165.90 155.50 155.20 (N/A) (N/A) 155.10 DMH-13 4.583 7.309 5.538 25.59 156.59 156.59 167.05 161.45 154.85 158.85 (N/A) 154.75 DMH-14 4.656 7.492 5.502 25.82 156.05 156.05 167.40 161.75 154.30 (N/A) (N/A) 154.20 DMH-15 4.843 7.635 5.473 26.72 155.63 155.63 167.40 161.60 153.85 (N/A) (N/A) 153.75 DMH-16 4.980 7.847 5.431 27.26 155.04 155.04 167.40 161.30 153.25 (N/A) (N/A) 153.15 DMH-17 0.302 5.112 5.978 1.82 140.09 140.09 143.40 139.65 139.65 (N/A) (N/A) 139.55 DMH-18 0.488 5.566 5.887 2.89 127.63 127.63 132.20 127.05 127.05 127.45 (N/A) 126.95 DMH-19 0.898 5.968 5.806 5.26 121.98 121.98 124.90 121.15 121.15 121.15 (N/A) 121.05 DMH-20 1.318 6.164 5.767 7.66 114.93 114.93 119.40 114.05 115.60 (N/A) (N/A) 113.95 DMH-21 0.420 5.351 5.930 2.51 114.94 114.94 119.00 114.25 114.25 (N/A) (N/A) 114.15 ' DMH-22 1.318 6.377 5.725 7.61 114.63 114.63 121.00 113.60 (N/A) (N/A) (N/A) 113.50 DMH-23 1.318 6.446 5.711 7.59 114.38 114.38 121.00 113.50 (N/A) (N/A) (N/A) 113.40 DMH-24 0.001 5.115 5.977 0.01 190.62 190.62 193.75 189.75 (N/A) (N/A) (N/A) 189.65 DMH-25 0.224 5.257 5.949 1.34 185.19 185.19 191.00 186.95 186.95 184.30 (N/A) 184.20 ' DMH-26 0.410 5.436 5.913 2.45 172.59 172.59 175.70 171.70 171.70 171.70 (N/A) 171.60 DMH-27 0.410 5.570 5.886 2.44 160.32 160.32 163.30 159.25 (N/A) (N/A) (N/A) 159.16 DMH-28 5.949 9.381 5.124 30.73 154.70 154.70 167.20 157.45 152.70 (N/A) (N/A) 152.60 DMH-29 6.283 9.397 5.121 32.43 154.72 154.72 167.10 161.50 152.55 (N/A) (N/A) 152.45 ' DMH-30 6.283 9.427 5.115 32.39 154.45 154.45 167.00 152.45 (N/A) (N/A) (N/A) 152.35 DMH-31 1 2.8441 6.1871 5.7631 16.52 1 155.771 155.771 166.801 160.00 N/A) I (N/A)I (N/A)1 154.40 1 a Bentley StormCAD VBi 08028DStormCAD-01.SW Bentley Systems,Inc. Heestad Memods Solution Center (08.11.00.24] 1 V23/2010 27 Siemon Company Ddw Suite 200 W Watertown,CT 06795 USA 0-203.755-1666 Pepe 1 o11 25-Year Storm 1 ' FlexTable: Conduit Table (08028D.StormCA0.01.ste) Label Start Node Stop Node Diameter Length Slope Flow Capacity Invert Invert Elevation Elevation Cover Cover Hydraulic Hydraulic (in) (Unified) (Calculated) (ft3/s) (Full Flow) (Upstream) (Downstream) Ground(Start) Ground (Start) (Stop) Grade Line Grade Line ' (ft) AM W/O (ft) (ft) (ft) (Stop) (ft) (ft) (In) (Out) (ft) (ft) (ft) P48 DMH-23 OF-2 24.0 23.0 0.006 7.59 17.01 113.40 113.27 121.00 118.30 5.60 3.03 114.38 114.21 P49 CB-25 DMH-24 15.0 44.0 0.011 6.69 6.89 190.25 189.75 194.00 193.75 2.50 2.75 191.29 190.74 ' P-50 DMH-24 DMH-25 12.0 100.0 0.053 6.69 8.24 189.65 184.30 193.75 191.00 3.10 5.70 190.62 184.98 P-51 CB-26 DMH-25 12.0 9.0 0.006 0.86 2.66 187.00 186.95 191.00 191.00 3.00 3.05 187.39 187.34 P-52 CB-27 DMH-25 12.0 9.0 0.006 0.49 2.66 187.00 186.95 191.00 191.00 3.00 3.05 187.29 187.24 P-53 DMH-25 DMH-26 12.0 154.0 0.081 8.02 10.15 184.20 171.70 191.00 175.70 5.80 3.00 185.19 172.37 ' P-54 CB-28 DMH-26 12.0 9.0 0.006 0.24 2.66 171.75 171.70 175.80 175.70 3.05 3.00 172.59 172.59 - P-55 CB-29 DMH-26 12.0 9.0 0.006 0.89 2.66 171.75 171.70 175.80 175.70 3.05 3.00 172.59 172.59 P-56 DMH-26 DMH-27 12.0 127.0 0.097 9.13 11.11 171.60 159.25 175.70 163.30 3.10 3.05 172.59 160.32 ' P-57 DMH-27 DMH-11 15.0 65.0 0.050 9.12 14.47 159.16 155.90 163.30 162.70 2.89 5.55 160.32 156.64 P-58 CB-30 DMH-11 12.0 40.0 0.005 0.27 2.52 158.25 158.05 162.00 162.70 2.75 3.65 158.47 158.26 P-59 CB-31 DMH-11 12.0 38.0 0.005 0.47 2.58 158.40 158.20 162.20 162.70 2.80 3.50 158.69 158.49 P-60 DMH-16 DMH-28 36.0 88.0 0.005 33.94 47.69 153.15 152.70 167.40 167.20 11.25 11.50 155.04 154.70 ' P-61 DMH-28 DMH-29 36.0 8.0 0.006 37.41 52.73 152.60 152.55 167.20 167.10 11.60 11.55 154.70 154.72 P-62 CB-33 DMH-29 15.0 22.0 0.005 2.02 4.35 161.60 161.50 166.90 167.10 4.05 4.35 162.20 162.07 P-63 DMH-29 DMH-30 36.0 10.0 0.000 39.11 0.00 152.45 152.45 167.10 167.00 11.65 11.55 154.72 154.49 P-64 DMH-30 OF-1 36.0 31.0 0.005 39.07 46.39 152.35 152.20 167.00 153.00 11.65 -2.20 154.45 154.23 ' P-65 RL-3:13 DMH-31 30.0 446.0 0.005 17.20 29.65 162.33 160.00 168.30 166.80 3.47 4.30 163.73 161.37 P-66 DMH-31 OF-3 30.0 53.0 0.008 16.52 35.63 154.40 154.00 166.80 153.00 9.90 -3.50 155.77 155.21 RL-14 RL-14 DMH-13 15.0 68.0 0.005 1.11 4.63 159.20 158.85 167.83 167.05 7.38 6.95 159.62 159.27 ' 1 TD-1 I TD-1 I DMH-2 1 12.01 50.0 1 0.0051 1.101 2.52 1 163.001 162.751 165.251 168.801 1.251 5.051 163.461 163.27 Beeley Stm CAD Vat 08028D-SWrmCAD4D1.stc Bodey Systems.Inc. Heestae MCMoes Solution Center (08.11.00.241 11232010 27 Siemon Company Dove Suite 200 W Watertown,CT 06785 USA i1-203755-1666 Page 2 of 2 ' 25-Year Storm ' FlexTable: Conduit Table (08028D-StormCAD-01.stc) Label Start Node Stop Node Diameter Length Slope Flow Capacity Invert Invert Elevation Elevation Cover Cover Hydraulic Hydraulic (in) (Unified) (Calculated) (ft3/s) (Full Flow) (Upstream) (Downstream) Ground(Start) Ground (Start) (Stop) Grade Line Grade Line ' (ft) (ft/ft) (ft3/s) (ft) (ft) (ft) (Stop) (ft) (ft) (In) (out) (ft) (ft) (ft) P-1 CB-1 DMH-1 15.0 33.0 0.005 0.45 4.35 163.90 163.75 167.70 167.80 2.55 2.80 164.17 164.02 P-2 RL-1:2 DMH-1 12.0 57.0 0.019 0.41 4.95 165.75 164.65 166.50 167.80 13S 2.15 166.02 164.85 ' P-3 DMH-1 DMH-2 15.0 183.0 0.005 0.85 4.53 163.65 162.75 167.80 168.80 2.90 4.80 164.02 163.27 P-4 CB-2 DMH-2 15.0 20.0 0.005 0.42 4.57 164.60 164.50 168.40 168.80 2.55 3.05 164.86 164.75 P-5 DMH-2 DMH-3 15.0 149.0 0.005 2.27 4.58 162.65 161.90 168.80 167.90 4.90 4.75 163.27 162.65 P-6 CB-3 DMH-3 15.0 26.0 0.006 1.63 4.91 163.50 163.35 167.30 167.90 2.55 3.30 164.01 163.85 ' P-7 DMH-3 DMH-4 15.0 175.0 0.005 3.74 4.63 161.80 160.90 167.90 168.50 4.85 6.35 162.65 161.75 _ P-8 CB-4 DMH-4 15.0 11.0 0.005 0.74 4.35 164.30 164.25 168.10 168.50 2.55 3.00 164.65 164.59 P-9 DMH-4 DMH-5 15.0 164.0 0.005 4.32 4.65 160.80 159.95 168.50 168.50 6.45 7.30 161.75 160.79 P-30 CB-5 DMH-5 15.0 15.0 0.007 0.97 5.27 164.25 164.15 168.00 168.50 2.50 3.10 164.64 164.51 P-11 DMH-5 DMH-6 18.0 163.0 0.005 5.08 7.59 159.85 159.00 168.50 168.50 7.15 8.00 160.75 159.87 P-12 CB-6 DMH-6 15.0 21.0 0.005 0.16 4.46 164.55 164AS 168.30 168.50 2.50 2.80 164.71 163.60 P-13 DMH-6 DMH-28 18.0 128.0 0.005 5.10 7.49 158.10 157.45 168.50 167.20 8.90 8.25 159.01 158.32 ' P-14 CB-7 DMH-7 15.0 212.0 0.005 2.86 4.55 158.50 157.45 162.30 167.40 2.55 8.70 159.22 158.33 P-15 CB-8 DMH-7 18.0 174.0 0.005 4.93 7.34 158.30 157.45 162.30 167.40 2.50 8.45 159.20 158.33 P-16 DMH-7 DMH-9 24.0 262.0 0.005 7.56 15.93 157.35 156.05 167.40 167.30 8.05 9.25 158.33 157.45 P-17 CB-9 DMH-8 18.0 156.0 0.005 5.25 7.28 158.30 157.55 162.30 164.60 2.50 5.55 159.24 158.77 ' P-18 CB-10 DMH-8 18.0 84.0 0.005 5.31 7.69 158.30 157.85 162.30 164.60 2.50 5.25 159.22 158.77 P-19 CB-11 DMH-8 15.0 150.0 0.005 2.30 4.57 158.50 157.75 162.30 164.60 2.55 5.60 159.13 158.77 P-20 DMH-8 DMH-9 24.0 87.0 0.005 12.57 16.27 157.45 157.00 164.60 167.30 5.15 8.30 158.77 158.27 P-21 DMH-9 DMH-12 30.0 152.0 0.005 19.42 28.81 155.95 155.20 167.30 165.90 8.85 8.20 157.45 156.88 ' P-22 CB-12 DMH-10 15.0 18.0 0.006 0.66 4.81 156.25 156.15 160.00 161.10 2.50 3.70 157.00 157.00 P-23 CB-13 DMH-10 15.0 18.0 0.006 0.61 4.81 156.25 156.15 160.00 161.10 2.50 3.70 157.00 157.00 P-24 DMH-1D DMH-11 15.0 28.0 0.005 1.27 4.73 156.05 155.90 161.10 162.70 3.80 5.55 157.00 157.00 ' P-25 DMH-11 DMH-12 24.0 56.0 0.005 11.08 16.56 155.80 155.50 162.70 165.90 4.90 8.40 157.00 156.88 P-26 DMH-12 DMH-13 36.0 54.0 0.005 30.00 45.38 155.10 154.85 165.90 167.05 7.80 9.20 156.88 156.62 P-27 CB-14 DMH-13 15.0 14.0 0.004 1.46 3.86 161.50 161.45 166.80 167.05 4.05 4.35 162.03 161.93 P-28 DMH-13 DMH-14 36.0 82.0 0.005 32.27 49.41 154.75 154.30 167.05 167.40 9.30 10.10 156.59 156.07 ' P-29 CB-15 DMH-14 15.0 7.0 0.007 0.44 5.46 161.80 161.75 167.08 167.40 4.03 4.40 162.06 161.99 P-30 DMH-14 DMH-15 36.0 64.0 0.005 32.50 49.32 154.20 153.85 167.40 167.40 10.20 10.55 156.05 155.63 P-31 CB-16 DMH-15 15.0 12.0 0.004 1.13 4.17 161.65 161.60 166.93 167.40 4.03 4.55 162.09 162.02 P32 DMH-15 DMH-16 36.0 94.0 0.005 33.40 48.64 153.75 153.25 167.40 167.40 10.65 11.15 155.63 155.08 ' P-33 CB-32 DMH-16 15.0 25.0 0.006 0.83 5.00 161.45 161.30 167.70 167.40 5.00 4.85 161.81 161.64 P-34 CB-17 DMH-17 15.0 18.0 0.006 0.60 4.81 139.75 139.65 144.00 143.40 3.00 2.50 140.08 140.09, P-35 CB-18 DMH-17 15.0 18.0 0.006 1.23 4.81 139.75 139.65 144.00 143.40 3.00 2.50 140.19 140.09 ' P-36 DMH-17 DMH-18 15.0 225.0 0.054 1.82 14.98 139.55 127.45 143.40 132.20 2.60 3.50 140.09 127.74 P-37 CB-19 DMH-18 15.0 18.0 0.006 0.56 4.81 127.15 127.05 132.40 132.20 4.00 3.90 127.63 127.63 P-38 CB-20 DMH-18 15.0 24.0 0.004 0.56 4.17 127.15 127.05 132.40 132.20 4.00 3.90 127.64 127.63 P-39 DMH-18 DMH-19 15.0 187.0 0.031 2.89 11.38 126.95 121.15 132.20 124.90 4.00 2.50 127.63 121.98 P-40 CB-21 DMH-19 15.0 17.0 0.012 0.66 7.01 121.35 121.15 125.10 124.90 2.50 2.50 121.98 121.98 P41 CB-22 DMH-19 15.0 37.0 0.005 1.83 4.75 121.35 121.15 124.90 124.90 2.30 2.50 121.99 121.98 P42 DMH-19 DMH-20 15.0 122.0 0.045 5.26 13.65 121.05 115.60 124.90 119.40 2.60 2.55 121.98 116.14 P-43 CB-23 DMH-21 15.0 53.0 0.006 1.35 4.86 114.55 114.25 118.40 119.00 2.60 3.50 115.01 114.94 ' P44 CB-24 DMH-21 15.0 67.0 0.005 1.19 4.67 114.60 114.25 118.00 119.00 2.15 3.50 115.03 114.94 P45 DMH-21 DMH-20 15.0 17.0 0.006 2.51 4.95 114.15 114.05 119.00 119.40 3.60 4.10 114.94 114.93 P46 DMH-20 DMH-22 24.0 66.0 0.005 7.66 16.47 113.95 113.60 119.40 121.00 3.45 5.40 114.93 114.63 ' P47 DMH-22 DMH-23 24.0 10.0 0.000 7.61 0.00 113.50 113.50 121.00 121.00 5.50 5.50 114.63 114.48 Ben0ey StomtCAD V8i 08028D.StormCAD01.nto Benuey Systems,Inc Heested Methods Sdution Center [08.11.00.24] _ 1123/2010 27 Siemon Company Drive Suite 200 W VJatertmm,CT 06795 USA +1-203-755.1666 Page 1 of 2 25-Year Storm 1 0 ' 'vx c d CL CL 'Q 1 1 1 1 1 ' Appendix D ' Rip Rap Sizing Calculations 1 1 1 1 Cala By: MKM 23-Nov-10 Chk.By: Lowe's of Salem Salem, MA Riorao Aoron Sizing Calculations . DutfaltStnicture �`2'-Year*Peak D L. W1 Wz YW° Velocity d666 Apron z rscha a efs Pipe�Diameter (in)Es 0.5xDo(ft) ft/sec Depth �. z D" rg ( ., (ft) (ft) (ft) (ft) (ftp ( ) (in) in Lowe's Detention Basin Outlet 12.33 30 2.5 1.25 23 8 31 0.5 2.5 6 9 Camp Lion Detention Basin Outlet 7.50 30 2.5 1 1.25 21 8 28 0.5 1.5 6 6 'shaded columns indicate input values Equations to determine length of apron are as f011Ows:7 Length of Apron, L,=(1.80 x Q10/Dp^ ) +7Do (TW<O.5Dp) Length of Apron, La(3 x Q1 O/Do sa)+7Do (TW>or=0.5D0) Equations to determine widths of apron are as follows:6 Apron Width (W1)at pipe outlet,W=3D n Apron Width (W2)at end of apron,W=3D 0+ La (TW<0.5 Do) Apron Width (W2)at end of apron,W=3D 0+0.4La (TW>or=0.5 Do) Apron Length m1pi Apron Width @ L r Apron Width @ Outlet % End xtfffi ... .w:t. .:::.:':..: *. sem=:.. . Apron Depth Notes: 1.) 25-Year Storm Peak Discharge value taken from HydroCAD Output located in Appendix C 2.) Pipe Diameter, Do max.width of upstream culvert 3.) Tailwater(TW)=depth above invert of culvert in feet, minimum tailwater is 0.2 feet 4.) The median stone diameter is based on the following equation: d5o=(0.02 x Q4r)/(TW x Do) 5.) Minimum stone diameter is 6 inches 6.) Apron depth =6"min. or 1.5 x d50 7.) Source: NH Stormwater Management and Erosion and Sediment Control Handbook (August 1992). P:U27-3736W8028%DminageZraina8e Report R"ubmittapRip Rap Celce 11-2310.xls December 15,2009 1 x ' x �o c w a 1 CL Q 1 1 1 1 t 1 1 1 Appendix E ' Water Quality, Groundwater Recharge, TSS Removal Calculations, and Contech Vortechs Sizing Calculations i �TETRATECN:RIZZO Project: Lowe's of Salem Proj.No: 127-3736-08028 :I City: Salem Date: 11/23/2010 State: MA Comp: MKM Water Quality Volume Check: AFT Water Quality Volume Required 'Based on MADEP requirement Proposed Impervious Area(si) 418,130 (Includes entire Project Area) Calculation Summary Required Water Quality Volume Required Runoff Proposed Impervious Required Water Depth in Area SF uali Volume CF 1 418,130 34,844 Total 34,844 Notes: (1)Water quality structures have been sized by Contech Contstruction Products,Inc.in accordance with the Massachusetts Department of Environmental Protection Storwater Handbook. (2)Water Quality Volume calculations for 2aP, 2dP,8cP,and 8dP were not included as they contain only pervious area consisting of woods,seeded area,etc. (3) Water Quality Volume calculations for 2bP and 8aP were not included as they represent clean roof runoff for both the Lowe's building and the future Camp building. (4) Water Quality Volume calculations for 4P,5P, 6P,and 7P were not included as they represent non-project area not modifed in the proposed condition. P:127-3736TM81DmnaGe0rainye ROAR Ap AWlMMMV Cats 11.2}10,h Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here) Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1P: Subcatchment 1 Runoff = 3.84 cfs @ 12.12 hrs, Volume= 0.297 af, Depth= 3.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description ' 16,308 77 Woods, Poor, HSG C 10,594 98 Paved parking & roofs 3,381 77 Brush, Poor, HSG C 14,972 74 >75% Grass cover, Good, HSG C 45,255 81 Weighted Average ' 34,661 76.59% Pervious Area 10,594 23.41% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 1.5 6 0.0200 0.07 Sheet Flow, Sheet Flow Grass: Dense n= 0.240 P2= 3.10" ' 6.2 94 0.4100 0.25 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 29 0.3100 2.78 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 0.4 101 0.0528 4.66 Shallow Concentrated Flow, Shallow Conc -Paved Paved Kv= 20.3 fps 0.1 82 0.0730 19.46 61.12 Pipe Channel, 15" HDPE , 24.0" Round Area= 3.1 sf Perim= 6.3' r=0.50' n= 0.013 Corrugated PE, smooth interior 8.4 312 Total 1 Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 2cP: Subcatchment 2c Runoff = 40.75 cfs @ 12.07 hrs, Volume= 3.026 af, Depth= 4.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-18.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description ' 264,782 98 Paved parking & roofs 34,400 74 >75% Grass cover, Good, HSG C 9,446 89 Gravel roads, HSG C 20,787 77 Woods, Poor, HSG C ' 329,415 94 Weighted Average 64,633 19.62% Pervious Area 264,782 80.38% Impervious Area ' Tc Length Slope Velocity Capacity Description _ min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Entry 1 1 Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Paae 3 Summary for Subcatchment 3P: Subcatchment 3 Runoff = 14.86 cfs @ 12.38 hrs, Volume= 1.794 af, Depth= 3.33" Runoff by SCS TR-20 method, UH=SCS; Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" ' Area (sf) CN Description 238,560 77 Woods, Poor, HSG C 42,818 98 Water Surface, HSG C , 281,378 80 Weighted Average 238,560 84.78% Pervious Area 42,818 15.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow, Sheet ' Woods: Light underbrush n= 0.400 P2= 3.10" 1.6 282 0.0400 3.00 Shallow Concentrated Flow, Shallow Conc Grassed Waterway Kv= 15.0 fps , 13.9 349 0.0070 0.42 Shallow Concentrated Flow,Vernal Pool Woodland Kv= 5.0 fps 27.5 731 Total 1 Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 8bP: Subcatchment 8b ' Runoff = 8.48 cfs @ 12.26 hrs, Volume= 0.867 af, Depth= 3.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description I 88,872 74 >75% Grass cover, Good, HSG C 27,017 98 Paved parking & roofs 7,871 77 Brush, Poor, HSG C 1,109 87 Dirt roads, HSG C 15,125 77 Woods, Poor, HSG C 139,994 79 Weighted Average 112,977 80.70% Pervious Area 27,017 19.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 4.2 20 0.0500 0.08 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 1.2 25 0.2400 0.34 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 3.10" 5.5 55 0.0270 0.17 Sheet Flow, Sheet Grass: Short n= 0.150 P2= 3.10" 7.6 433 0.0185 0.95 Shallow Concentrated Flow, Shallow Conc ' Short Grass Pasture Kv= 7.0 fps 0.1 21 0.7143 5.92 Shallow Concentrated Flow, Shallow Conc Short Grass Pasture Kv= 7.0 fps 18.6 554 Total 1 1 Proposed Condition-01 Type /// 24-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here) Printed 11/23/2010 HydroCAD@ 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 9P: Subcatchment 9 Runoff = 11.57 cfs @ 12.20 hrs, Volume= 1.103 af, Depth= 4.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (sf) CN Description * 35,333 77 Woods, Poor, HSG C 72,919 98 Paved parking & roofs 4,965 77 Brush, Poor, HSG C 29,463 74 >75% Grass cover, Good, HSG C 142,680 87 Weighted Average 69,761 48.89% Pervious Area 72,919 51.11% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 14 0.4300 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.0 13 0.7800 0.22 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 298 0.0127 5.11 4.02 Pipe Channel, 12.0" Round Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 14.9 591 Total i i i i i r i i i r i i li i i � i i i :ErttArectt rerzzo Project: Lowe's of Salem Proj.No: 127-3736-08028 City: Salem Date: 11/23/2010 State: MA Comp: MKM Sediment Forebay Volume Check : AFT Sediment Forebay Volume Required *Based on MADEP requirement Calculation Summary Required Sediment Forebay Volume Required Runoff Proposed Impervious Required Sediment Sediment Forebay Forebay De th in Area AC Foreba Volume CF Volume Provided CF 2F 0.10 6.08 2,207 2,410 8F 0.10 0.62 225 468 Total 2,432 2,878 Storare Provided (1) Total storage volume provided in Sediment Forebay 2F below overflow weir(elev=149.65) =2,410 CF (2) Total storage volume provided in Sediment Forebay 8F below overflow weir(elev=153.80) =468 CF (3) Cumulative storage volumes calculated using HydroCAD® watershed modeling program. P:1127-373M80280minageTrainage Report ReSobmftftFinabay_Calc 11-23-10 As Proposed Condition-01 Type Ill 24-hr 100-Year Rainfall=6.60" Prepared by (enter your company name here) Printed 10/18/2010 HydroCADO 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2F: Sediment Forebay 2 Elevation Surface Storage (feet) (sq-ft) (cubic-feet) 148.00 1,026 0 148.05 1,050 52 ' 148.10 1,073 105 148.15 1,097 159 148.20 1,120 215 148.25 1,144 271 , 148.30 1,167 , 329 148.35 1,190 388 148.40 1,214 448 148.45 1,237 509 148.50 1,261 572 148.55 1,285 635 148.60 1,308 700 148.65 1,332 766 148.70 1,355 833 148.75 1,379 902 148.80 1,402 971 148.85 1,425 1,042 148.90 1,449 1,114 148.95 1,472 1,187 149.00 1,496 1,261 149.05 1,538 1,337 149.10 1,580 1,415 149.15 1,622 1,495 149.20 1,663 1,577 149.25 1,705 1,661 , 149.30 1,747 1,747 149.35 1,789 1,836 149.40 1,831 1,926 149.45 1,873 2,019 149.50 1,914 2,114 149.55 1,956 2,210 149.60 1,998 2,309 149.65 2,040 2,410 overflow weir Elevation 149.70 2,061 2,513 149.75 2,083 2,616 149.80 2,104 2,721 149.85 2,126 2,827 , 149.90 2,147 2,934 149.95 2,169 3,041 150.00 2,190 3,150 150.05 2,190 3,150 ' 150.10 2,190 3,150 ' Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 10/18/2010 ' HydrOCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 8F: Sediment Forebay 8 Elevation Surface Storage (feet) (sq-ft) (cubic-feet) 152.00 68 0 I 152.05 78 4 152.10 87 8 152.15 97 12 152.20 106 17 152.25 116 23 152.30 126 29 152.35 135 36 152.40 145 43 ' 152.45 154 50 152.50 164 58 152.55 174 66 152.60 183 75 152.65 193 85 152.70 202 95 152.75 212 105 152.80 222 116 152.85 231 127 152.90 241 139 152.95 250 151 153.00 260 164 153.05 275 177 153.10 290 191 153.15 305 206 153.20 320 222 153.25 335 238 153.30 350 255 153.35 365 273 153.40 380 292 1 153.45 395 311 153.50 410 331 153.55 424 352 153.60 439 374 ' 153.65 454 396 153.70 469 419 153.75 484 443 153.80 499 468 Overflow Weir .Elevation 153.85 514 493 153.90 529 519 153.95 544 546 154.00 559 574 ' 154.05 559 574 154.10 559 574 I Project: Lowe's of Proj.No: 127-3736-08028 'Rizzo City: Salem Date: 11/23/2010 State: MA Comp: MKM Stormwater Recharge Check : AFT Recharge Required *Based on DEP requirement Existing Impervious Area = 68,916 SF (Includes entire Project Area) Proposed Impervious Area = 511,034 SF (Includes entire Project Area) New Impervious Area = 442,118 SF = 10.15 AC Hydrologic Soil Target Depth Factor Goup (in) C 0.25 Calculation Summary Required Recharge Volume Impervious Area Required Volume Volume Provided Soil groupSF CF CF C 442,118 9,211 19,464 Total 9,211 19,464 Recharge Provided (1) Total recharge volume provided in Extended Dry Detention Basin 2D below low level orifice(elev=149.60) = 15,363 CF (2) Total recharge volume provided in Extended Dry Detention Basin 8D below low level orifice (elev=152.50) =4,101 CF (3) Total recharge volume provided in Extended Dry Detention Basin 8D is a summation of sub-ponds 8Da and 8Db (4) Cumulative storage volumes calculated using HydroCAD®watershed modeling program. P\127-37381080280mina8eOraina9e Report Re.SubmKWINRe( aMe_Caio311-23-10.zls r M M MM r r s M MM MM ■� r �l f Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by{enter your company name here} Printed 10/18/2010 HydroCADO 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2D: Detention Pond 2 ' Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 148.00 7,866 0 153.30 24,405 83,228 ' 148,10 8,078 797 153.40 24,717 85,684 148.20 8,291 1,616 153.50 25,029 88,171 148.30 8,503 2,455 153.60 25,341 90,690 148.40 8,715 3,316 153.70 25,653 93,239 148.50 8,928 4,198 153.80 25,966 95,820 148.60 9,140 5,102 153.90 26,278 98,433 148.70 9,352 6,026 154.00 26,590 101,076 148.80 9,564 6,972 154.10 26,910 103,751 ' 148.90 9,777 7,939 154,20 27,229 106,458 149.00 9,989 8,928 154.30 27,549 109,197 149.10 10,234 9,939 154.40 27,868 111,968 149.20 10,480 10,974 154.50 28,188 114,771 149.30 10,726 12,035 154.60 28,508 117,605 149.40 10,971 13,120 154.70 28,827 120,472 149.50 11,217 14 229 154.80 29,147 123,371 Low Flow 149.60 11,462 15,363 1 154.90 29,466 126,301 149.70 11,707 16,521 155.00 29,786 129,264 149.80 11,953 17,704 155.10 30,298 132,268 149.90 12,199 18,912 155.20 30,811 135,324 150.00 12,444 20,144 155.30 31,323 138,430 150.10 12,951 21,414 155.40 31,835 141,588 150.20 13,459 22,734 155.50 32,347 144,797 150.30 13,967 24,106 155.60 32,860 148,058 150.40 14,474 25,528 155.70 33,372 151,369 150.50 14,982 27,000 150.60 15,489 28,524 150.70 15,996 30,098 150.80 16,504 31,723 I 150.90 17,012 33,399 151.00 17,519. 35,126 151.10 17,810 36,892 151.20 18,101 38,687 1 151.30 18,392 40,512 151.40 18,683 42,366 151.50 18,974 44,249 151.60 19,264 46,161 151.70 19,555 48,102 151.80 19,846 50,072 151.90 20,137 52,071 152.00 20,428 54,099 ' 152.10 20,732 56,157 152.20 21,036 58,245 152.30 21,340 60,364 152.40 21,644 62,513 152.50 21,948 64,693 152.60 22,252 66,903 152.70 22,556 69,143 152.80 22,860 71,414 152.90 23,164 73,715 153.00 23,468 76,047 153.10 23,780 78,409 153.20 24,092 80,803 i Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by {enter your company name here} Printed 10/18/2010 HydroCADO 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 8Da: Detention Pond 8a Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 150.00 106 0 152.65 650 708 150.05 117 6 152.70 650 708 , 150.10 128 12 152.75 650 708 150.15 140 18 152.80 650 708 150.20 151 26 152.85 650 708 150.25 162 34 152.90 650 708 ' 150.30 173 42 152.95 650 708 150.35 184 51 153.00 650 708 150.40 196 60 153.05 650 708 150.45 207 70 153.10 650 708 ' 150.50 218 81 153.15 650 708 150.55 229 92 153.20 650 708 150.60 240 104 153.25 650 708 150.65 252 116 153.30 650 708 150.70 263 129 153.35 650 708 150.75 274 143 153.40 650 708 150.80 285 156 153.45 650 708 150.85 296 171 153.50 650 708 150.90 308 . 186 153.55 650 708 150.95 319 202 153.60 650 708 151.00 330 218 153.65 650 708 151.05 346 235 153.70 650 708 151.10 362 253 153.75 650 708 151.15 378 271 153.80 650 708 151.20 394 290 153.85 650 708 151.25 410 311 153.90 650 708 ' 151.30 426 331 153.95 650 708 151.35 442 353 154.00 650 708 151.40 458 376 154.05 650 708 151.45 474 399 154.10 650 708 151.50 490 423 154.15 650 708 151.55 506 448 154.20 650 708 151.60 522 474 154.25 650 708 151.65 538 500 154.30 650 708 151.70 554 527 154.35 650 708 151.75 570 556 154.40 650 708 151.80 586 584 154.45 650 708 151.85 602 614 154.50 650 708 151.90 618 645 154.55 650 708 151.95 634 676 154.60 650 . 708 152.00 650 708 154.65 650 708 152.05 650 708 154.70 650 708 152.10 650 708 154.75 650 708 152.15 650 708 154.80 650 708 152.20 650 708 154.85 650 708 152.25 650 708 154.90 650 708 ' 152.30 650 708 154.95 650 708 152.35 650 708 155.00 650 708 152.40 650 708 152.45 650 708 ' Low Flow 152.50 650 708 152.55 650 708 152.60 650 708 Proposed Condition-01 Type Ill 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 10/18/2010 ' HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 8Db: Detention Pond 8b ' Elevation Surface Storage (feet) (sq-ft) (cubic-feet) 150.00 325 0 150.10 379 35 150.20 434 76 150.30 489 122 150.40 543 174 150.50 598 231 150.60 652 293 150.70 706 361 150.80 761 434 ' 150.90 816 513 151.00 870 598 151.10 1,005 691 151.20 1,140 799 1 151.30 1,276 919 151.40 1,411 1,054 151.50 1,546 1,202 151.60 1,681 1,363 I 151.70 1,816 1,538 151.80 1,952 1,726 151.90 2,087 1,928 152.00 2,222 2,144 152.10 2,332 2,371 152.20 2,443 2,610 152.30 2,553 2,860 152.40 2,664 3,121 1152.50 2,774 5,393Low Flow 152.60 2,884 3,675 152.70 2,995 3,969 152.80 3,105 4,274 ' 152.90 3,216 4,590 153.00 3,326 4,918 153.10 3,420 5,255 153.20 3,515 5,602 153.30 3,610 5,958 153.40 3,704 6,324 153.50 3,799 6,699 153.60 3,893 7,083 153.70 3,987 7,477 153.80 4,082 7,881 153.90 4,177 8,294 154.00 4,271 8,716 154.10 4,526 9,156 154.20 4,780 9,621 154.30 5,035 10,112 154.40 5,290 10,628 154.50 5,545 11,170 154.60 5,799 11,737 154.70 6,054 12,330 154.80 6,309 12,948 154.90 6,563 13,591 155.00 6,818 14,261 155.10 6,818 14,261 155.20 6,818 14,261 Tetra Tech Rizzo Project: Lowe's of Salem By: MKM Date: 11/23/2010 Location: Salem, MA Chkd: AFT Date: 11/23/2010 Watershed Area: 2cP A B C D E TSS Removal Starting TSS Amount Remaining BMP Rate Load* Removed (BxC) Load (C-D) Street Sweeping 0.05 1.00 0.050 0.95 Deep Sump/Hooded 0.25 0.95 0.238 0.71 Catchbasins 0 m z ie c 3 "'I Water Quality ro o; < 0.80 0.71 0.570 0.14 rn Structures Extended Dry Detention Basin 0.50 0.14 0.071 0.07 with Sediment Forebay * Equals remaining load from previous BMP Total TSS Removal Source:Volume Two:Massachusetts Stonnwater Handbook,Dated January 2009 prepared by MADEP,Section VI Case studies. P:\127-3736\08028\Drainage\Drainage Report Re-SubmittaBTSSRemoval_11-23-10.xis Tetra Tech Rizzo Project: Lowe's of Salem By: MKM Date: 11/23/2010 Location: Salem, MA Chkd: AFT Date: 11/23/2010 Watershed Area: 8bP A B C D E TSS Removal Starting TSS Amount Remaining BMP Rate Load* Removed (BxC) Load (C-D) Street Sweeping 0.05 1.00 0.050 0.95 Deep Sump/Hooded 0.25 0.95 0.238 0.71 Catchbasins 0 m ;a c 3Water Quality �+ ?+ 0.80ID 0.71 0.570 0.14 s , to Structures Extended Dry Detention Basin 0.50 0.14 0.071 0.07 with Sediment Forebay Equals remaining load from previous BMP Total TSS Removal Source:Volume Two:Massachusetts Stormwater Handbook,Dated January 2009 prepared by MADEP,Section A Case studies. P:\127-3736\08028\Drainage\Drainage Report Re-Submittal\TSSRemoval_11-23-10.As ii. ■� it � iii. r ii. � � a � � iii. � ii. � i. i� s r r rr it � r �■ � r iir r r r r a■� ii. r ■r � Tetra Tech Rizzo Project: Lowe's of Salem By: MKM Date: 11/23/2010 Location: Salem, MA Chkd: AFT Date: 11/23/2010 Watershed Area: 9P A B C D E TSS Removal Starting TSS Amount Remaining BMP Rate Load* Removed (BxC) Load (C-D) Street Sweeping 0.05 1.00 0.050 0.95 Deep Sump/Hooded 0.25 0.95 0.238 0.71 Catchbasins 0 01z 3 Cn Water Quality rnrn 0.80 0.71 0.570 0.14 Structures Equals remaining load from previous BMP Total TSS Removal Source:Volume Two:Massachusetts Stormwater Handbook,Dated January 2009 prepared by MADEP,Section A Case studies. P:\127-3736\08028\Drainage\Drainage Report Re-SubmittahTSSRemoval_11-23-10.xis Tetra Tech Rizzo Project: Lowe's of Salem By: MKM Date: 11/23/2010 Location: Salem,Massachusetts Chkd: AFT Date: 11/23/2010 Cumulative TSS Removal Rate Basin Area Basin Weighted Basin ID (AC) Removal Rate Removal Rate 2cP 1 7.56 0.93 7.02 81bP 1 3.21 0.93 1 2.98 9P 1 3.28 0.86 1 2.81 Totals 14.05 12.82 Cumulative Rate = 12'82 14.05 = 0.912 Cumulative Rate = 91% (1) TSS removal calculations for 2aP, 2d P, 8cP, and 8dP were not included as they contain only pervious area consisting of woods, seeded area, etc. (2) TSS removal calculations for 2bP and 8aP were not included as they represent clean roof runoff for both the Lowe's building and the future Camp building. (3) TSS removal calculations for 4P, 5P, 6P, and 7P were not included as they represent non-project area not modifed in the proposed condition. P:\127-3738\08028\Drainage\Drainage Report Re-Submittal\TSSRemoval_11-23-10.x15 200 Enterprise Dr. Scarborough, Phone:(07)885-9830 CONSTRUCTION PRODUCTS INC; Toll Free:(877)907-8676 www.contech-cpi.com ' November 30,2010 Austin Turner Tetra Tech Rizzo 889 Elm Street Manchester,NH.03101 Re:Retail Development—Salem Stormwater Treatment Sizing ' Dear Austin, Pursuant to our telephone conversation's regarding the sizing recommendations for the two Vortechs treatment units on the ' above referenced project, I am writing to clarify the methods used to size the units were in conformance with current MADEP standards. ' Stormwater discharges from new development and redevelopment projects located in regulatory jurisdictional areas must meet the standards contained in the MADEP Massachusetts Stormwater Management Policy. Source controls, pollution prevention measures and Best Management Practices(BMPs)in Massachusetts must be designed to remove 80%of the Total Suspended Solids (TSS) load. Water quality BMPs must treat the first X-inch of runoff. In critical areas,such as shellfish beds, coldwater fish habitats, public swimming beaches, and public drinking water recharge areas and reservoirs, BMPs must treat the first 1-inch of runoff. That being said, the recommended Vortechs units were sized to remove a minimum of 80%of the Total Suspended Solids Load as well as treating the calculated V WQF.The Net Annual TSS Calculations provided in the sizing estimate confirms that both units meet the 80%TSS requirement.One inch WQF calculations utilizing the TR-55 Graphical Peak Discharge method were also provided in the sizing estimate.The calculated WQF's, 1.48cfs and 5.76cfs respectively,were less 1 than the maximum treatment capacity of both recommended treatment units, 2.8cfs (Vortechs 2000) and 8.5cfs ( Vortechs 5000). ' Based on the contributing drainage areas provided by Tetra Tech to perform the calculations found in the sizing estimate, Contech Construction Products is confident that the recommended units meet our interpretation of the standards set forth in the MADEP Stormwater Management Policy. Regards, Jason Greenleaf Design Engineer-Team Leader-Stormwater Products CONTECH Construction Products Inc. 200 Enterpnsc Dc I Scarborough,ME 04074 Off:207-885-81221 Fax:207-885-9825 g reenleafiGDcontech-coi.com Ii l STORMWATER Sizing Estimate SOLUTIONS wc. Provided by Jason Greenleaf on December 1, 2010 ' Retail Development-Salem Salem, MA Information provided by Austin Turner(Tetra Tech): Site information: ' Structure ID Area Percent Tc Peak Design Flow-25yr Impervious (cfs) ' WQS 1 7.624 80.38% 5 40.75 WQS 2 3.275 51.11% 5 11.57 Vortechs@ System Sizing Option: The CONTECH Stormwater Solutions Vortechs® stormwater treatment system is a hydrodynamic separator designed to enhance gravitational separation of floating and settleable materials from stormwater flows. Stormwater flows enter the unit tangentially to the grit chamber, which promotes a gentle swirling motion. As stormwater circles within the grit chamber, pollutants migrate toward the center of the unit where velocities are the lowest. The majority of settleable solids are left behind as stormwater exits the swirl chamber. Stormwater flows then are directed below a floatables baffle wall,where buoyant debris and hydrocarbons are removed. Off-line Configuration: The Off-line Vortechs® system is sized to remove a minimum of 80% Total Suspended Solids net annually for the given drainage area while treating the specified WQF and bypassing the peak design storm. ' Peak Design Vortechs® Storm-25 yr Recommended Treatment System cfs Vortechs Model Ca acit cfs WQS 1 40.75 VX 5000 8.5 WQS 2 11.57 VX 2000 2.8 Maintenance: Like any stormwater best management practice, the Vortechs® systems require regular inspection and maintenance to ensure optimal performance. Maintenance frequency will be driven by site conditions. ' Quarterly visual inspections are recommended, at which time the accumulation of pollutants can be determined. On average, the Vortechs®systems require annual removal of accumulated pollutants. 1 02006 CONTECH Stormwater Solutions 200 Enterprise Drive,Scarborough ME 04074 Page 1 of 1 wntechstormwater.com Toll-free:877.907.8676 Fax:207.885.9825 . VORTECHS SYSTEM` ESTIMATED NETANNUAL SOLIDS LOAD REDUCTION , BASED ON AN AVERAGE PARTICLE SIZE OF TYPICAL MICRONS RETAIL DEVELOPMENT-SALEM A .NTMM�' SALEM, MA ' MODEL NAME VORTECHS 5000 UCr10N VRocucra txC. ..SITE DESIGNATION WQS1 Design Ratio' f7.62 acres)x{0.782)x 1449 gpm/cfs) - 69.5 ' (38.5 sQ Bypass occurs at an elevation of 154.8`(at approximately 265 gpmisQ ' Rainfall Intensity Operating Rate Treated Flow %Total Rainfall Rmvl. Effey Rel. Effcd "7hr gpmlsf cfs Volume a% % ' 0:08 56 0.47 41.0%, 98.0% 40.20v 0.16 11.1 0.95 23.9% 953% 228% 024 16.7 1.42 11.5°% 90:6% 10.4% 0.32 22.2 1.89 7:4% 86,1% 6-4% 0.40 27.8 2.36 4A%' 83.8% 3.7% 0.48 33.4 2.84 2.9% 80.4% 2.3% , 0.56 38.9 331 1.8% 772% 1.4% 0.64 44.5 3.78 12%l 71.7% 0.8of 0.72 60.0 4.25 16% 64.4% 1:0%. 0.80 55.6 4.73 0,8% 61.3°% 0-5% ' 1:00 69.5 5.91 0_13% 50.0°% 0_3% 1.40 97.3 8.27 1:4% 109% 02°% 1:80125.1 10.63 0-9% 0.0% 0.0% ' 2.20 152.9 13.00' 0.5% OA% 0.0%. 90.0°%" % rain falling at>0"Ihr or bypassing treatment= 0.0% ' Assumed}removal efficiency for bypassed flows= 0-0% Estimated reduction in efficiencys= 6.5% Predicted Net Annual Load Removal Efficiency= 841A 1 Design Ratio (Total Drainage Area)x(Runoff Coefficient)x(cfs to gpm conversion)I Grit Chamber Area 2 DperatingRate(gpmtsi)=intensity("Por)x0esignRat io. , 3-Based on yearsof data from NCDC station#3276,Groveland,Essex County.MA 4-Based on Contech Construction Products laboratoryvefified removal of an average particle size of TYPICAL microns(see Technical8ullet , w-Reduction due to use of 60-minute.data for a site that has atime of concentration less than 30-minutes. Calculated by: JAG 11/30!2010 Checked b 1 VORTECHS SYSTEM@ FLOW CALCULATIONS A1_V4 ►& TC^1Lx8 . RETAIL DEVELOPMENT- SALEM • ►�:'�i r"r.o". SALEM MA ' CON878Ucu/m p"IDUCT&INC. r. MODEL NAME VORTECHS 5000 SITE DESIGNATION WQS 1 . Vortechs Orifice Vorteehs Weir LypassWei Cd = 0.56 Cd = 3.37A(ft`)= 0.25 Weir Crest Length:(ft)= 0.92 Crest Elevation (ft)= 15253 Crest Elevation (ft)= 154.53Head =Elevation Orifice Flow Weir Flowtal Flow (ft) (ft) (cfs) (Cfs) (cfs) (cfs) 0.00 152:53 0.00 0.00 0.00 000 0.30 152.83 6.06 0.00 0.00 0:06 ' 0.60 153:13 0.73 0.00 0.00 0.74 0.90 153.13 0.96 0.00 000 0-96 1.20 15373 1.14 0.00 0.00 1.14" ' 1:50 154.03 130 0.00 0.00 1.30 1M 154.33 1.43 TOO 100 143 2_10 154.63 1.56 0.10 0.00 1:66- 2.57 155-10 174 1.j2 325 632 - 2.87 16540 1.85 2.50' 9.20 13.55 3.17 155.70 1.94 3:91' 16.91 2276 3.47 156.00 2.44 5.51 26.03 33.57 365 156.18 2.09 6.55 32.10 40.75 Calculated by: JAG 1113012010 ' VO'RTECHSSTAGE:'DISC'HARGE CURVE 156.50 -156.00" 155.50 ' 155.00 p 154.50 -VORTECHS FLOW a 154.00 -WEIR 153.50 - ®ORIFICE. 153.00 -BYPASS CREST 152.50' 15298 0.00 5.00 10.00 15.00 2090:. 25:00 "30.00 35.00 40.00 45.00 , - FLOW(CIPS) - 1 VORTECHS'SYSTEWBYPASS CALCULATIONS ' RETAIL bEVELOPMENT- SALEM / I �i3'cA1�e SALEM, MA , W7'. +i► rt G MODEL NAME VORTECHS 5000 14 iICIfI PRODUCTS INC. SITE DESIGNATION UVQS 1 Vortechs System Specifications and Site Specific Informations ' Vortechs System flow capacity, Qv= 8.5 cfs Actual length of bypass weir crest= 6-0 ft Design flow rate at recurrence interval; Qo= 40.8 cfs Effective length of bypass weir crest, LB = 6 Recurrence Interval, i = 25 yr Peak water surface elevation, Ep= 156.2 ft ' Recurrence(IntervalRatio, R'i = 8 Discharge coefficient,Cc= 3.3 Notation: ' Q-= = Flow over bypass weir,cfs. Qp=Estimated peak flow rate for 25 year storm, cfs Ee=,Elevation of bypass weir crest;ft , h= Depth of flow over bypass weir crest,ft Calculations: Qs OF Qv Calculate the flow over the bypass weir during the design-year storm. ' = 408 -85 = 32.3 cis . Qs= CoLsh'"., Francis formula for rectangular weir. , h = (Oa 13 31.-s)2�' -Use this arrangement of the Francis formula to solve for h. , (32313.3 *6 213 1.4ft Ea_ EY-h Salve for bypass weir crest elevation (EB). , = 156.2 -1,38 154.8 ' Conclusion: The bypass weir crest should be set at an elevation of 154.8 It with a total length of 6 ft. .Ratio of Stated Return Period Rainfall Intensity to-Two-Month intensity` , Recurrence Interval, I 2-yr 5-yr 10-yr 25 yr 50-y7 100-yr Ratio, R : 5 6 7 8 9 10 "See Technical Bulletin 3A. , Calculated b : JAG Checked b r 1 1 1 ' VORTECHS SYSTEW�'ESTIMATED NETANNUAL SOLIDS LOAD REDUCTION RETAIL DEVELOPMENT-SALEM ' AIUTCAv' SALEM,'MA *, � - te n[ MODEL NAME VORTECHS 2000 co"srstrctt°tewtoouctswc SITE DESIGNATION WQS 2 ' Design Ratio'_ (3.28 acres)x t0.6071 x 1449 gpmlcfsl 70.8 (12.6 sf1 Bypass occurs at an elevation of 115.5' (at approximately 1164 gpm/sQ Rainfall Intensity Operating Ratet Treated Flow % Total Rainfall Rmvl. Effcv° Rei.Eft ' 7hr gpmlsf cfs Volumed %j0 0.08 5.7 0.16 41:0% 98.0% 402% 0.16 11.3 0.32 219% 96<3% 22.8% 024 17.0 0.48 11.5% 90.6% 10:4% 0:32 22.7 0.63: 7.4% 86A% 6.4010 0.40 28.3 0.79 .4.4% 83.1% 3:7% 0:48 340 0.95 2.9% 80.4% 2.3% 056 39.6 1.11 18% 76,8% 14% 0.64 46.3 117 12% 69.9% 0.8010 072 510 1.43 1.6% 64.4% 1.0°fo- 080 56:6 159 0.8% 60.8% M% 1.00 - 708 1.98 U% 48.9010 0.3% 140 99,1, 2.76 1.4% 9s0% 0.1% ' 1.80127.4 3 57 0-9% 0.0% 0.00fo 2.20 155.8 4.36 0-5% 1 0.0% 0.0% 90:0% % rain falling at a0'Yhr or bypassing treatment= 0,0% Assumed removal efficiency for bypassed flows= 0.0% Estimated reduction in efficiency = 6.5% Predicted Net Annual Load Removal Efficiency= 83% 1 -Design Ratio (Total Drainage Area)x(Runoff Coefficient)x(cls to gpm conversion)I Grit ChamberArea 2-Operating Rate(gpmfsf)=intensity Cfir)x Design Ratio. 3-Based on 7 years of data from NCDC station#3276,Groveland,Essex County,:MA ' °:Reduction due to use-of 60-minute data for a site that has atime ofconcentration less than.30-minutes. Calculated b JAG 11/30/2010 =lChecked by-- VORTECHS SYSTEM@ FLOW CALCULATIONS 1lITCAv° RETAIL DEVELOPMENT- SALEM ' CCOONN`TRUCTU PRODLr BRIC. SALEM, MA MODEL NAME VORTECHS 2000 SITE DESIGNATION WQS 2 ' Vartechs Orifice Vortechs Weir Bypass Weir Cd = 0.56 Cd=6.2 Cd = 3,3 ' A(it) = 0.11 Weir Crest Length (ft)= 0.1T Crest Len th (ft = 5 Crest Elevation (ft)= 113.58 Crest Elevation (ft)= 115.75 rest- Head Elevation Orifice Flow Weir Flow" Bypass Flow Total Flow ' (ft) (ft) (cfs) (cfs) (cfs) (cfs) 0.00- 113.58 0.00 000 0.00 0.00 ' 0.30 113.88 0:02 0.00 000 0,02 0.60 114.18 0.33 0.00 0.00 0.33 0.90 114.48 0.43 0.00 0.00 0.43' 120 11478 0.51 0.00 0.00 0.51 ' 1.50 115:08 0.58 0.00 0.00 0.58 ...:.:.. . . _ 9Z'wf ... . . .. 0lfi . mmm 2.22 115:80 0.71 0.01 2.71 3.44 ' 252 116:10 0.77 022 767 865 2.65 11824 0.79 0.35 10.42 11:57 Calculated by: JAG /113012010 , VORTECHSSTAGE DISCHARGE CURVE 11660 .. ' 316.00 115.50 lz Z. 115.00 -VORTECHS FLOW 114.50 -WEIR ' 114.00 -ORIFICE "is-so -BY'PASSCRE57 ' 113.00 __.._.._......_._. ...._......_._._._..._._._.____.____..__._._._..__ 0.00 2.00 4.00 6.00 8.00 10.00 12.00 1400 ' FLOW(GFS) ' ,.:ta�,,,,.,VORTECHS SYSTEM°BYPASS CALCULATIONS ►4 n av's RETAIL DEVELOPMENT-SALEM ' SALEM, MA MODEL NAME VORTECHS 2000 SITE DESIGNATION WQS 2 ' Vortechs System Specifications and Site Specific Information: Vortechs System flow capacity, Qv= 2.8 cfs Actual length of bypass weir crest= 5.0 ft Design flow rate at recurrence interval, Qo= 11.6 cfs Effective length of bypass weir crest,LB= 5 Recurrence Interval, 1= 25 yr Peal,water surface elevation,Er= 116.2 It Recurrence Interval Ratio, R,= a Discharge coefficient, Cc= 3.3 Notation: Qw= Flow over bypass weir, cfs Qe= Estimated peak flow rate for 25 year storm,cfs E_= Elevation of bypass weir crest,ft h= Depth of flow over bypass weir crest,ft Calculations: Qs= Qr-Qv Calculate the flow over the bypass weir during the design-year storm. = 116 28 = 8.8 cfs ' Qs=Ccl-eh"`` Francis formula for rectangular weir. ' h = (QF 13 31-a)25 - Use this arrangement of the Francis formula to solve for h. = (8:8!3.3*5}^213 = 0:7 ft ' EB=E_-h -Solve for bypass weir crest elevation (Er). = 116.2-0 65 ' = 115.5 Conclusion: The bypass weir crest should be set at an elevation of 115.5 ft with a total length of 5 ft. ' Ratio of Stated Return Period Rainfall Intensity to Two-Month Intensity" Recurrence Interval;l 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr Ratio, R: 5 6 7 8 9 10 ' *See Technical Bulletin 3A_ Calculated by: JAG Checked by: Page 1 of 2 ' e `t R�tai ve pme t- a em •� oration I SaXem MA �� ' re'ated,;,Por„s sty er 1'a a Tech = m _ I s�- Purpose gTocalculate thefirstflushiunoffflpw rate'(WQF)over-a given site area In thissltuahon the- 1NQV to be analyzed�s therunoff produced by the first 1 Ogof rainfall ' : - ` z Reference: ' United States Department of Agriculture Natural Resources Conservation Service TR-55 Manual rut re-F—A Kunott Percentm ' Given: Name p.(acres) (milesZ) Coefficient (%)* (min) (hr) '&WQS 1 u.:t ,=:.7:62 0.01191 v 0.78228 ff 80.38 r�5,+sntiH'. 0.083 1,,WQS2� !3.22 0.00503 n,1060666 a`rc 51.11HNILP5TT.'s 0.083 'Assumes runoff coefficient of 0.3 for pervious areas and 0.9 for impervious areas. Procedure: The Water Quality Flow(WQF)is calculated using the Water Quality Volume(WQV). This WQV, ' converted to watershed inches, is substituted for the runoff depth(Q)in the Natural Resources Conservation Service(formerly Soil Conservation Service),TR-55 Graphical Peak Discharge Method. 1. Compute WQV in watershed inches using the following equation: ' WQV=P'R where WQV water quality volume(watershed inches) , _P„�`+designprec�pAation((riches),„ (10':.for.waterguahtysfonn)"°F' R=volumetric runoff coefficient=0.05+0.009(1) 1=percent impervious cover ' Structure Percent P WQV WQV Name Imp. % R in in c ft': WQS 1 80.38 1 0.773 WIX 0.773 0;99111 ' WQS 2 51.11 1 0.510 1rrHH1 0 ,r='. 0.510 0;-93681: 2. Compute the NRCS Runoff Curve Number(CN)using the following equation,or graphically ' using Figure 2-1 from TR-55(USDA, 1986): CN=1000/[10+5P+10Q-10(Q2+1.25QP)ln] where: CN=Runoff Curve Number , („Pn;,,_design preupitation(inches) (1 0�'-for water quality storm): -° Q=runoff depth(watershed inches) Structure Q , Name in CN WQS1 0.773 97.81 WQS 2 0.510 9. 11 , 1 Page 2 of 2 3. Using computed CN, read initial abstraction(le)from Table 4-1 in Chapter 4 of TR-55;compute ' IJP,interpolating when appropriate. Structure I, Name (,n) I,/P WQS 1 ? 0045-,!'4 0.045 WQS2 Wm 0130=1 0.130 4. Compute the time of concentration(t.)in hours and the drainage area in square miles. A minimum�of 0.167 hours(10 minutes)should be used. Structure t. A Name hr miles WQS 1 0.167 0.01191 WQS 2 0.167 0.00503 5. Read the unit peak discharge(q„)from Exhibit 4-III in Chapter 4 of TR-55 for appropriate t.for type III rainfall distribution. ' Structure fcq„ Name (hr) I, /P E675,. sm/in) WQS 1 0.167 0.045 625 F-n-�' ' WQS 2 0.167 0.130 ' 6. Substituting WQV(watershed inches)for runoff depth(Q),compute the water quality flow (WQF)from the following equation: WQF=(qj'(A)`(Q) where: WQF=water quality flow(cfs) 1 q„=unit peak discharge(cfs/mit/inch) A=drainage area(miz) Q=runoff depth(watershed inches) Structure q„ A Q WQF Name csm/in miles' in cfs WQS 1 625 0.01191 0.773 ' WQS 2 575 0.00503 0.510 1 1 ' VORTECHS 2000 DESIGN NOTES VORTECHS 2000 RATED TREATMENT CAPACITY IS 2.8 CFS,OR PER LOCAL REGULATIONS. IF THE SITE CONDITIONS EXCEED RATED TREATMENT 10'-0' CAPACITY,AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. ALUMINUM SWIRL THE STANDARD INLET/OUTLET CONFIGURATION IS SHOWN.FOR OTHER CONFIGURATION OPTIONS,PLEASE CONTACT YOUR CONTECH CHAMBER CONSTRUCTION PRODUCTS REPRESENTATIVE. w .00ntech-cpi.com A § A 1 LFLOW � BAFFLE WALL FLOW CONTROL WALL SITE SPECIFIC DATA REQUIREMENTS eterstar SECTION B-B �ao��'o is hg� STRUCTURED WATER QUALITY FLOW RATE(CFS) •�� �� PEAK FLOW RATE(CFS) ` RETURN PERIOD OF PEAK FLOW(YRS) CONTRACTOR TO GROUT TO' CONTRACTORPROVIDE o /o FINISHED GRADE GRADE RING/RISS ER STORNiWATER/�—�� / --- SOLUTIONS_ PIPE DATA: I.E. MATERIAL DIAMETER INLET PIPE 1 _ •'��//����/��'- o �ocr INLET PIPE 2 � Or�O�S tO ffOW eke�G OUTLET PIPE ` I - I `I I 1 '•-I RIM ELEVATION ANTI-FLOTATION BALLAST WIDTH HEIGHT ' ? TOP AND SIDES FRAME AND COVER NOTES/SPECIAL REQUIREMENTS: SEALED TO VAULT (DIAMETER VARIES) o N.T.S. t N B B 'PER ENGINEER OF RECORD IWEIR AND L GENERAL NOTES O ORIFICE - 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. o ---- - PLATES - ----- 2. DIMENSIONS MARKED WITH O ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. 3. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHT,PLEASE CONTACT YOUR q CONTECH CONSTRUCTION PRODUCTS REPRESENTATIVE. v .contechcpi.com 4. VORTECHS WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. 0 S. STRUCTURE SHALL MEET AASHTO HS20 AND CASTINGS SHALL MEET AASHTO M306 LOAD RATING,ASSUMING ay INLET PIPE 1 4 GROUNDWATER ELEVATION AT,OR BELOW,THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO 65 OUTLET PIPE CONFIRM ACTUAL GROUNDWATER ELEVATION. r 4 6. INLET PIPE(S)MUST BE PERPEDICULAR TO THE VAULT AND AT THE CORNER TO INTRODUCE THE FLOW TANGENTIALLY w " TO THE SWIRL CHAMBER. DUAL INLETS NOT TO HAVE OPPOSING TANGENTIAL FLOW DIRECTIONS. rc 7. OUTLET PIPE(S)MUST BE DOWN STREAM OF THE FLOW CONTROL BAFFLE AND MAY BE LOCATED ON THE SIDE OR END ------- OF THE VAULT. THE FLOW CONTROL WALL MAY BE TURNED TO ACCOMODATE OUTLET PIPE KNOCKOUTS ON THE SIDE OF THE VAULT. 0 ¢ g INSTALLATION NOTES i 1. ANY SUB-BASE,BACKFILL DEPTH,AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS o _ - - AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. PERMANENT 2. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE POOL ELEV. VORTSENTRY HIS MANHOLE STRUCTURE(LIFTING CLUTCHES PROVIDED). SECTION A-A 3. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE. i 4. CONTRACTOR TO PROVIDE,INSTALL,AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN. 7 5. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT,HOLDING WATER TO FLOWLINE INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED. w �ortechs- ii4iF!' _�IT_Cw_lJ® ' 3 i MVP!7 VORTECHS 2000 CONSTRUCTION PRODUCTS INC. w .eentechcplxom THIS oor,o.,EPEopoPM-° STANDARD DETAIL Se us.P.rex.vs.�s.xu rwe 9025 Centre Paints Dr.,Suite 400, West Ches[eq OH 45069 800.338-1122 513.6457000 513.6457993 FAX ' VORTECHS 5000 DESIGN NOTES VORTECHS 5000 RATED TREATMENT CAPACITY IS 8.5 CFS,OR PER LOCAL REGULATIONS. IF THE SITE CONDITIONS EXCEED RATED TREATMENT CAPACITY,AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. 13,.0, THE STANDARD INLET/OUTLET CONFIGURATION IS SHOWN.FOR OTHER CONFIGURATION OPTIONS,PLEASE CONTACT YOUR CONTECH CONSTRUCTION PRODUCTS REPRESENTATIVE. w .wntechopi:wm ' ALUMINUM SWIRL CHAMBER ' 4 A A a° L FLOW ---L - -- SITE SPECIFIC --- --- DATA REQUIREMENTS dater starts STRUCTURE ID ' BAFFLE WALL FLOW CONTROL WALL 0'• WATER QUALITY FLOW RATE(CFS) ° SECTION B-B o' PEAK FLOW RATE(CFS) Lj. RETURN PERIOD OF PEAK FLOW(YRS) STORMWATER -- SOLUTIONS ` PIPE DATA: I.E. MATERIAL DIAMETER CONTRACTOR TO GROUT TO .CONTRACTOR TO PROVIDEINLET PIPE 1 FINISHED GRADE GRADE RING/RISER o0 off' INLET PIPE 2 ' O G OUTLET PIPE ' \j%i% re�hstoomWate T—� �T RIM ELEVATION ''I °'. f. - .. .. •f l ANTI-FLOTATION BALLAST WIDTH HEIGHT ' TOP AND SIDES FRAME AND COVER NOTES/SPECIAL REQUIREMENTS: o SEALED TO VAULT (DIAMETER VARIES) IIr N.T.S. d + 'PER ENGINEER OF RECORD WEIRAND --- x B L ORIFICE— B GENERAL NOTES PLATES _ 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 2. DIMENSIONS MARKED WITH()ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. bi --- 3. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHT,PLEASE CONTACT YOUR w CONTECH CONSTRUCTION PRODUCTS REPRESENTATIVE. w .wntechcpimnn 0 INLET PIPE OUTLET 4. VORTECHS WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION 0 0 CONTAINED IN THIS DRAWING. o in 5. STRUCTURE SHALL MEET AASHTO HS20 AND CASTINGS SHALL MEET AASHTO M306 LOAD RATING,ASSUMING ' < ° GROUNDWATER ELEVATION AT,OR BELOW,THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. 09 6. INLET PIPES)MUST BE PERPEDICULAR TO THE VAULT AND AT THE CORNER TO INTRODUCE THE FLOW TANGENTIALLY w _ ' TO THE SWIRL CHAMBER. DUAL INLETS NOT TO HAVE OPPOSING TANGENTIAL FLOW DIRECTIONS. p =!'F-ry 7. OUTLET PIPE(S)MUST BE DOWN STREAM OF THE FLOW CONTROL BAFFLE AND MAY BE LOCATED ON THE SIDE OR END O PERMANENT OF THE VAULT. THE FLOW CONTROL WALL MAY BE TURNED TO ACCOMODATE OUTLET PIPE KNOCKOUTS ON THE SIDE POOL ELEV. OF THE VAULT. p SECTION A-A INSTALLATION NOTES > 1. ANY SUB-BASE,BACKFILL DEPTH,AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS ' p AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. 2. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE y VORTSENTRY HS MANHOLE STRUCTURE(LIFTING CLUTCHES PROVIDED). 3. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE. i 4. CONTRACTOR TO PROVIDE,INSTALL,AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN. 5. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT,HOLDING WATER TO FLOWLINE r INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED. t 3 i%lF Wl i o�=7 VORTECHS 5000 Vortechs° CONSTRUCTION PRODUCTS INC. ef v .cwtech<pi.com STANDARD DETAIL O se Paorecreos..xer«rorvma Chester,OH 45069 arexc srse..s:xewForacsrw s.,rom. 9025 Centre Pointe Dr.,Suite 400, West Cheste 800-338-1122 513-8451000 513645-7993 FAX FOR INFORMATIONAL PURPOSES ONLY NOT INTENDED AS A CONSTRUCTION DOCUMENT BYPASS AND JUNCTION STRUCTURES NOT SUPPLIED BY CONTECH STORMWATER SOLUTIONS- BYPASS OR STORMGATE JUNCTION MANHOLE MANHOLE (OPTIONAL) I BYPASS ____--- O OUTFALL 1 -'� BYPASS WEIR LENGTH AND Tv is CREST ELEVATION TO BE DETERMINED BY CONTECH l STORMWATER SOLUTIONS t l t 6-0"MIN. I I t RECOMMENDED I I I I I t t I I I I I I I I i I I I I I • __ —__ ..::F,l�..•i�<'1 f:�.i ♦ '..I bf r1.1= ALT OUTLET ! 1 TO OUTFALL ' VORTECHS SYSTEM ' ACTUAL ORIENTATION AND LAYOUT MAY VARY DUE TO SITE SPECIFIC CONSIDERATIONS 1 This CADD rile is for the puryose of specifying stoimwater tremment eguipment lo be fumishatl by Contach Sumansater Solutions and may only be vansfemed to ounernocuments exactly as VmNdad by Contech Stomwater Solutions.Tule block Information,excluding the Cometh Stmmwater Solutions logo and the VaneM Stormwaler Treatment System compassion and patent number,may be ' deleted g necessary. Revisions to any part of Nis CADD Ne without pnor mordinadon eiN Cometh Stormwater Solutions shall be mnsidmao unauthonzed use of pmpnetaty Information. w>4I4Luv1Ewu® ���i►�:� I SCI-! TYPICAL BYPASS LAYOUT STORMWATER VORTECHSO STORMWATER TREATMENT SYSTEM SOLUTIONS conteohsw.ter.-M DATE:6I15N6 ISCALENONE I FILE NAME:TYPVRBPLOR DRAWN:GMC CHECKED:NDG 1 1 1 1 1 1 t 1 LL x ' X C Q t O. Q 1 1 1 1 1 � 1 1 1 1 1 1 1 1 1 ' Appendix F ' Stormwater Operations and Maintenance Plans 1 I , ' Lowe's Stormwater Operations and Maintenance Plan The Stormwater Management System will be the overall responsibility of Lowe's. The ' General Contractor(under Contract with Lowe's)will appoint a Project Manager who will be responsible during construction. The Lowe's Store Manager will be responsible for operation and maintenance of the storm water management system during store operations. The schedule for inspection and maintenance during and after construction is as follows. Schedule for Inspection and Maintenance during Construction: Silt Fence: The silt fence will be installed prior to the commencement of ' construction. The fence will be inspected by the Construction Manager on a weekly basis, as well as, prior to storm events and after storm events to ensure its integrity. Portions of the erosion control barrier will be replaced and/or repaired as necessary to prevent erosion. • Construction Entrance and Street Sweeping: The construction entrance will be ' installed prior to commencement of construction. The public way will be inspected daily. Any tracking of sediment onto the public way is to be removed immediately by street sweeping. ' • Slope Stabilization: All slopes will be stabilized within fourteen (14) days of final grading as shown on the project plans. Areas in failure will be re-graded to final grade and stabilized as necessary. ' ■ Catch Basin Inlet Protection: The catch basin inlet protection will be installed immediately after installation of catch basin grates. The catch basin inlet t protection will be inspected weekly, and immediately after storm events.The silt bags will be cleaned out and replaced when necessary. ' • Construction Completion: The entire stormwater management system will be inspected upon completion of construction. Portions of the system containing sediment will have the sediment removed and disposed of in a safe and legal ' manner. Schedule for Inspection and Maintenance after Construction: ' • Deep Sump/Hooded Catch basins& Water Quality inlets: Catch basins and water quality inlets will be inspected on a quarterly basis. Collection of accumulated sediment and hydrocarbons will be accomplished by means of vacuum pumping. ' Disposal of accumulated sediment and hydrocarbons will be performed in accordance with applicable local, state and federal regulations. • Sediment Forebays: After construction, the sediment forebays will be inspected after every major storm for the first few months to ensure proper stabilization and 1 function. Thereafter, they will be inspected monthly. Collection of accumulated sediment should be performed four times per year and when sediment depth is ' between 3 to 6 feet. • Extended Dry Detention Basins: After construction, the extended dry detention , basins will be inspected after every major storm for the first few months to ensure proper stabilization and function. Thereafter,they will be inspected twice per year. The outlet control structure should be examined for evidence of clogging or ' outflow release greater than design flow at least twice per year. The upper-stage, side slopes, embankment, and emergency spillway should be mowed twice per year. Collection of accumulated sediment should be performed at least once ' every five years. • Stormwater Quality Units: • Inspection: During the first year of operation frequent inspections of the ' rate of accumulated sediment volume within the grit chamber will be performed. Based on this an appropriate maintenance plan will be t established. After the first year,the inspection schedule will be reviewed and modified based on the information from the inspections. At minimum inspections will be performed twice per year(spring and fall). ' • The Stormwater Quality units will be cleaned when inspections reveal that the sediment level has accumulated within 12-18" of the dry weather ' water surface elevation; as per the manufacture's recommendation. Any hazardous material spill will be cleaned immediately. • Cleaning: Storwater Quality units will be cleaned out with a vacuum truck. ' Cleanout should be done is dry weather conditions when no flow is entering the system. • Trash Removal: The parking lot will be inspected on a frequent basis to remove ' any trash accumulation. • Street sweeping: Street sweeping will occur at least twice a year, once coinciding , with the end of the winter sanding season and once during the late fall. The entire storm water management system, including piping, catches basins, manholes, ' and other BMPs will be cleaned prior to final site acceptance. Sediment and debris will be removed and disposed of in a safe and legal manner. The overall storm water ' management system will be inspected periodically by the Lowe's Store Manager to ensure that all systems are operating properly. 1 1 ' Camp Lion Stormwater Operations and Maintenance Plan The Stormwater Management System associated with the Camp Lion facilities will be the ' overall responsibility of Camp Lion. The General Contractor(under Contract with Camp Lion)will appoint a Project Manager who will be responsible during construction. The Camp Director will be responsible for operation and maintenance of the storm water ' management system during store operations. The schedule for inspection and maintenance during and after construction is as follows. ' Schedule for Inspection and Maintenance during Construction: • Silt Fence: The silt fence will be installed prior to the commencement of construction. The fence will be inspected by the Construction Manager on a weekly basis, as well as, prior to storm events and after storm events to ensure its integrity. Portions of the erosion control barrier will be replaced and/or repaired ' as necessary to prevent erosion. • Construction Entrance and Street Sweeping: The construction entrance will be ' installed prior to commencement of construction. The public way will be inspected daily. Any tracking of sediment onto the public way is to be removed immediately by street sweeping. • Slope Stabilization: All slopes will be stabilized within fourteen (14)days of final grading as shown on the project plans. Areas in failure will be re-graded to final grade and stabilized as necessary. ' • Catch Basin Inlet Protection: The catch basin inlet protection will be installed immediately after installation of catch basin grates. The catch basin inlet ' protection will be inspected weekly, and immediately after storm events. The silt bags will be cleaned out and replaced when necessary. ' • Construction Completion: The entire stormwater management system will be inspected upon completion of construction. Portions of the system containing sediment will have the sediment removed and disposed of in a safe and legal ' manner. Schedule for Inspection and Maintenance after Construction: ■ Deep Sump/Hooded Catch basins& Water Quality inlets: Catch basins and water quality inlets will be inspected on a quarterly basis. Collection of accumulated sediment and hydrocarbons will be accomplished by means of vacuum pumping. ' Disposal of accumulated sediment and hydrocarbons will be performed in accordance with applicable local, state and federal regulations. ' • Sediment Forebays: After construction,the sediment forebays will be inspected after every major storm for the first few months to ensure proper stabilization'and t 1 function. Thereafter, they will be inspected monthly. Collection of accumulated sediment should be performed four times per year and when sediment depth is t between 3 to 6 feet. • Extended Dry Detention Basins: After construction,the extended dry detention ' basins will be inspected after every major storm for the first few months to ensure proper stabilization and function. Thereafter, they will be inspected twice per year. The outlet control structure should be examined for evidence of clogging or ' outflow release greater than design flow at least twice per year. The upper-stage, side slopes, embankment, and emergency spillway should be mowed twice per year. Collection of accumulated sediment should be performed at least once ' every five years. • Stormwater Quality Units: • Inspection: During the first year of operation frequent inspections of the ' rate of accumulated sediment volume within the grit chamber will be performed. Based on this an appropriate maintenance plan will be , established. After the first year, the inspection schedule will,be reviewed and modified based on the information from the inspections. At minimum inspections will be performed twice per year(spring and fall). ' • The Stormwater Quality units will be cleaned when inspections reveal that the sediment level has accumulated within 12-18"of the dry weather ' water surface elevation; as per the manufacture's recommendation. Any hazardous material spill will be cleaned immediately. • Cleaning: Storwater Quality units will be cleaned out with a vacuum truck. t Cleanout should be done is dry weather conditions when no flow is entering the system. ' • Trash Removal: The parking lot will be inspected on a frequent basis to remove any trash accumulation. ■ Street sweeping: Street sweeping will occur at least twice a year, once coinciding ' with the end of the winter sanding season and once during the late fall. The entire storm water management system, including piping, catches basins, manholes, , and other BMPs will be cleaned prior to final site acceptance. Sediment and debris will be removed and disposed of in a safe and legal manner. The overall storm water ' management system will be inspected periodically by the Camp Director to ensure that all systems are operating properly. ' City of Salem Stormwater Operations and Maintenance Plan The Stormwater Management System associated with the City of Salem water tower will ' be the overall responsibility of the City of Salem. The General Contractor(under Contract with The City of Salem) will appoint a Project Manager who will be responsible during construction. The City of Salem will be responsible for operation and maintenance of the storm water management system during store operations. The schedule for inspection and maintenance during and after construction is as follows. ' Schedule for Inspection and Maintenance during Construction: • Silt Fence: The silt fence will be installed prior to the commencement of ' construction. The fence will be inspected by the Construction Manager on a weekly basis, as well as,prior to storm events and after storm events to ensure its integrity. Portions of the erosion control barrier will be replaced and/or repaired ' as necessary to prevent erosion. • Construction Entrance and Street Sweeping: The construction entrance will be installed prior to commencement of construction. The public way will be inspected daily. Any tracking of sediment onto the public way is to be removed immediately by street sweeping. ' • Slope Stabilization: All slopes will be stabilized within fourteen (14) days of final grading as shown on the project plans. Areas in failure will be re-graded to final grade and stabilized as necessary. ' • Catch Basin Inlet Protection: The catch basin inlet protection will be installed immediately after installation of catch basin grates.The catch basin inlet protection will be inspected weekly, and immediately after storm events. The silt bags will be cleaned out and replaced when necessary. ' • Construction Completion: The entire stormwater management system will be inspected upon completion of construction. Portions of the system containing sediment will have the sediment removed and disposed of in a safe and legal ' manner. Schedule for Insoection and Maintenance after Construction: ' • Deep Sump/Hooded Catch basins& Water Quality inlets: Catch basins and water quality inlets will be inspected on a quarterly basis. Collection of accumulated sediment and hydrocarbons will be accomplished by means of vacuum pumping. ' Disposal of accumulated sediment and hydrocarbons will be performed in accordance with applicable local, state and federal regulations. ' • Trash Removal: The parking lot will be inspected on a frequent basis to remove any trash accumulation. t • Street sweeping: Street sweeping will occur at least twice a year, once coinciding with the end of the winter sanding season and once during the late fall. ' The entire storm water management system, including piping, catches basins, manholes, and other BMPs will be cleaned prior to final site acceptance. Sediment and debris will ' be removed and disposed of in a safe and legal manner. The overall storm water management system will be inspected periodically by The City of Salem to ensure that all systems are operating properly. ' i 1 1 1 1 1 1 1 1 1 1 1 x 1 v c C i a a Q 1 1 1 1 1 1 1 1 1 1 ' Appendix G Long-Term Pollution Prevention Plans 1 1 ' Long Term Pollution Prevention Plan 1 Lowe's Home Centers, Inc. ' Highland Avenue Salem, Massachusetts ' Good Housekeeping Practices The Owner/Operator shall employ the use of good housekeeping practices by adhering to the maintenance schedules and procedures described in the Stormwater Operations and ' Maintenance Plan provided in Appendix E of this report. Provisions for storing materials and waste products inside or under cover tThe storage of hazardous materials and waste is not anticipated at this site. Vehicle washing controls ' The washing of vehicles is not anticipated at this site. In the event that vehicle washing is conducted at the site, it will be performed in a location where runoff can be collected in the closed stormwater collection system and directed to a stormwater quality device. ' Runoff resulting from vehicle washing will not be directly discharged to a wetland. Requirements for routine inspections and maintenance of stormwater BMP's The Owner/Operator will utilize the Stormwater Operations and Maintenance Plan ' contained in Appendix E of this report for use in the maintenance of the stormwater BN/[P's. Spill prevention and response plans There is limited risk of a large spill requiring action at this site. Spills requiring action will most likely be associated with motor vehicle activity. In the event of a large spill ' contact Info Trak at 1-888-429-6281 to determine if the spill is reportable. Info Trak has been retained by Lowe's to provide this service to Lowe's facilities. Info Trak will notify the appropriate authorities immediately if the spill quantity is determined to be ' reportable. Provisions for maintenance of lawns,gardens,and other landscaped areas ' The use of chemical fertilizers will be minimized to the maximum extent practicable. If fertilizers must be used, they will be worked into the soil to limit exposure to stormwater. ' Requirements for storage and use of fertilizers, herbicides,and pesticides Fertilizers, herbicides, and pesticides will be stored in their original containers with the original labels in legible condition. These substances will be stored in covered, dry areas. ' The use of fertilizers, herbicides, and pesticides will be minimized to the maximum extent practicable. ' Provisions for solid waste management Solid waste management systems shall be inspected and maintained in accordance with all local, state, and federal solid waste management regulations. 1 Long Term Pollution Prevention Plan 2 ' Lowe's Home Centers, Inc. Highland Avenue ' Salem, Massachusetts Emergency and Regulatory Contacts , City of Salem Fire Department 911 /(978) 744-6990 City of Salem Police Department 911 /(978) 744-0171 t City of Salem Department of Emergency Management (978) 744-3936 Massachusetts Department of Environmental Protection (617)292=5500 1 United States Environmental,Protection Agency (617) 918-1111 ' ' Long Term Pollution Prevention Plan 1 Camp Lion II ' Highland Avenue Salem, Massachusetts Good Housekeeping Practices The Owner/Operator shall employ the use of good housekeeping practices by adhering to the maintenance schedules and procedures described in the Stormwater Operations and ' Maintenance Plan provided in Appendix E of this report. Provisions for storing materials and waste products inside or under cover ' The storage of hazardous materials and waste is not anticipated at this site. Vehicle washing controls t The washing of vehicles is not anticipated at this site. In the event that vehicle washing is conducted at the site, it will be performed in a location where runoff can be collected in the closed stormwater collection system and directed to a stormwater quality device. ' Runoff resulting from vehicle washing will not be directly discharged to a wetland. Requirements for routine inspections and maintenance of stormwater BMP's ' The Owner/Operator will utilize the Stormwater Operations and Maintenance Plan contained in Appendix E of this report for use in the maintenance of the stormwater BMP's. t Spill prevention and response plans There is limited risk of a large spill requiring action at this site. Spills requiring action will most likely be associated with motor vehicle activity. In the event of a large spill ' contact the following: MassDEP's 24-hour emergency response notification line at 888-304-1133 ' Additional emergency contacts are included at the end of this document. Provisions for maintenance of lawns,gardens,and other landscaped areas The use of chemical fertilizers will be minimized to the maximum extent practicable. If fertilizers must be used, they will be worked into the soil to limit exposure to stormwater. ' Requirements for storage and use of fertilizers, herbicides,and pesticides Fertilizers, herbicides, and pesticides will be stored in their original containers with the ' original labels in legible condition. These substances will be stored in covered, dry areas. The use of fertilizers, herbicides, and pesticides will be minimized to the maximum extent practicable. ' Provisions for solid waste management Solid waste management systems shall be inspected and maintained in accordance with ' all local, state, and federal solid waste management regulations. 1 Long Term Pollution Prevention Plan 2 ' Camp Lion Highland Avenue ' Salem, Massachusetts Emergency and Regulatory Contacts , City of Salem Fire Department 911 /(978) 744-6990 City of Salem Police Department 911 /(978) 744-0171 , City of Salem Department of Emergency Management (978) 744-3936 Massachusetts Department of Environmental Protection (617) 292-5500 United States Environmental Protection Agency (617) 918-1111 1 1 ' Long Term Pollution Prevention Plan 1 City of Salem ' Highland Avenue Salem, Massachusetts ' Good Housekeeping Practices The Owner/Operator shall employ the use of good housekeeping practices by adhering to the maintenance schedules and procedures described in the Stormwater Operations and ' Maintenance Plan provided in Appendix E of this report. Provisions for storing materials and waste products inside or under cover ' The storage of hazardous materials and waste is not anticipated at this site. Vehicle washing controls I ' The washing of vehicles is not anticipated at this site. In the event that vehicle washing is conducted at the site, it will be performed in a location where runoff can be collected in the closed stormwater collection system and directed to a stormwater quality device. ' Runoff resulting from vehicle washing will not be directly discharged to a wetland. Requirements for routine inspections and maintenance of stormwater BMP's ' The Owner/Operator will utilize the Stormwater Operations and Maintenance Plan contained in Appendix E of this report for use in the maintenance of the stormwater BMP's. ' Spill prevention and response plans There is limited risk of a large spill requiring action at this site. Spills requiring action will most likely be associated with motor vehicle activity. In the event of a large spill contact the following: MassDEP's 24-hour emergency response notification line at 888-304-1133 ' Additional emergency contacts are included at the end of this document. ' Provisions for maintenance of lawns,gardens, and other landscaped areas The use of chemical fertilizers will be minimized to the maximum extent practicable. If fertilizers must be used,they will be worked into the soil to limit exposure to stormwater. Requirements for storage and use of fertilizers, herbicides, and pesticides Fertilizers, herbicides, and pesticides will be stored in their original containers with the original labels in legible condition. These substances will be stored in covered, dry areas. The use of fertilizers, herbicides, and pesticides will be minimized to the maximum extent practicable. ' Provisions for solid waste management Solid waste management systems shall be inspected and maintained in accordance with ' all local, state, and federal solid waste management regulations. 1 Long Term Pollution Prevention Plan 2 ' City of Salem Highland Avenue t Salem, Massachusetts Emergency and Regulatory Contacts ' City of Salem Fire Department 911 /(978) 744-6990 City of Salem Police Department 911 /(978) 744-0171 ' City of Salem Department of Emergency Management (978) 744-3936 Massachusetts Department of Environmental Protection (617) 292-5500 United States Environmental Protection Agency (617) 918-1111 APPENDIX B ' "Drainage Report" For Proposed Walmart Store t 1 1 ' DRAINAGE REPORT For Proposed ' WALMARTSTORE tHighland Avenue (Route 107) City of Salem, Massachusetts Essex County Prepared for: Wahnar[Stores,Inc. Prepared by: BOHLER ENGINEERING I ' 352 Turnpike Road Southborough,MA 01772 (508)480-9900 TEL. OF o SMftH ' CIVIL No.45496 6 � ' �NAL� Matthew D.Smith,P.E. Massachusetts P.E.Lic.#45496 � .w. B ® HLER E N G I N E E R I N G ' Date:February 9,2010 Revised November 15,2010 BEPC#W060610 1 1 ' TABLE OF CONTENTS PAGE I. EXECUTIVE SUMMARY 3 II. EXISTING SITE CONDITIONS 4 IH. PROPOSED SITE CONDITIONS 5 IV. MA DEP STORMWATER MANAGEMENT STANDARDS 6 V. METHOD 8 VI. SUMMARY 9 1 ' APPENDICES A. USGS MAP B. NRCS SOIL MAPPING C. PRE-DEVELOPMENT AND POST-DEVELOPMENT WATERSHED MAPS D. STORMWATER ATTENUATION CALCULATIONS ' E. WATER QUALITY/GROUNDWATER RECHARGE CALCULATIONS F. STORM SEWER SIZING G. OPERATION AND MAINTENANCE PLAN ' H. LONG TERM POLLUTION PREVENTION PLAN I. GEOTECHNICAL INFORMATION 1 2 I ' 1 I. EXECUTIVE SUMMARY This report examines the changes in drainage that can be expected as a result of the construction of a t 152,200± square foot Walmart store at the location of the existing Walmart at 450 Highland Avenue (Route 107). A separate Lowe's home improvement center and a municipal water supply tank are also ' proposed as part of the project, but will, drain to drainage facilities separate from the Walmart system and are detailed in a separate drainage report by others. The Walmart component of the project is essentially hydraulically independent of the other portions of the project, with the exception of a portion ' of the main entrance drive, which drains to Highland Avenue and is included within this report. The existing site contains a 109,500± sf building which includes an existing Walmart. The building and paved parking areas on the site currently drain to the Highland Avenue drainage system. Similarly, ' under developed conditions, the proposed storm drainage system including a proposed detention basin behind the new building will drain to the Highland Avenue system. The undeveloped portion of the site ' to the northwest will continue to drain to the northwest into an existing wetland. Post-development flow rates will be less than pre-development runoff rates as follows: ' To Highland Avenue ANFcequenoyExrstmgFlow�� Propose ECow �, °Change �i V is) vim b�l.�il� " (LIN N 5ll 11 NO- CFHl) (CFi.]�Icy4 P °Z '+ ,�,� ,+�`E� iso=. a ;-1 2 '~ 29.60 28.23 1.37 ' 10 50.48 45.75 -4.73 25 64.14 57.01 -7.13 ' 100 80.93 70.72 -10.21 ' To West of Site Frequency lEkistin—gFlow Proposed�Flow�r ^;Change,' e«rs L t (GES} R (GFS)...... _ nfiCFS) 2 6.37 4.50 -1.87 10 13.87 10.94 -2.93 25 19.19 15.47 -3.72 100 26.02 20.73 -5.29 ' 3 The total impervious area associated with the existing Walmart and Walmart parking area is 8.00 acres. The total proposed impervious area for the same is 10.37 acres. The required groundwater recharge ' volume is based on the proposed increase in impervious area of 2.37 acres. Groundwater infiltration will be provided by the proposed detention basin, a small infiltration basin on the northeast part of the site, ' and an underground infiltration basin in front of the proposed store. All proposed catch basins will incorporate deep sumps and trap hoods. Additional water quality will be provided by a swirl-type ' hydrodynamic separator and a detention basin. Total TSS removal rates will meet or exceed the DEP's required 80%removal rate. ' II. EXISTING SITE CONDITIONS ' The project is part of an approximate 88-acre assemblage of parcels located on the southbound side of ' Highland Avenue near Clark Street in Salem, Massachusetts. The north part of the property is currently developed with a 109,500± square foot building containing a 97,000± square foot Walmart and other ' retail stores. There is a Meineke car service shop immediately to the south fronting Highland Avenue. Inclusive of the buildings and parking areas,there are approximately 9.7 acres of impervious surface ' within the 21.1 acre watershed (46% impervious) that drains to the Highland Avenue drainage system. An Existing Drainage Area Map is included in Appendix C. Soil maps indicate that soils at the site are ' hydrologic type B; however due to extensive ledge at the site, both exposed and near the ground surface, a hydrologic soil type of C has been used in the drainage calculations to better model existing ' conditions. . As can be seen on the Existing Drainage Area Map, the entire developed part of the Walmart site lies in , the low point between two ledge slopes and the whole area drains toward Highland Avenue, where the runoff is intercepted by the Highland Avenue drainage system. This system ultimately passes under the road through a 30 inch pipe which discharges on the east side of the road. The undeveloped west ' portion of the site consists mainly of wooded rocky slopes with large areas of exposed ledge which drain ' from high points at the north and south to a lowP oint in the middle. This natural swale drains to on off- site area of wetlands to the west which eventually discharge to Spring Pond. ' 4 ' 1 III. PROPOSED SITE CONDITIONS ' A 152,200± square foot Walmart store is proposed along with a separate 153,000± square foot Lowe's ' home improvement center which is detailed in a separate drainage report. Additionally, a municipal water tank and access drive are proposed southwest of the Walmart site. A detention basin is proposed ' to the west of the Walmart store which will receive clean runoff from the Walmart building's roof. The remainder of the Walmart site will drain to the Highland Avenue drainage system. Please refer to the Proposed Drainage Area Map in Appendix C. ' Storm Sewer System For the Walmart site, a closed storm sewer system will capture runoff from parking areas which will be ' treated by a stormwater quality device and discharge to the existing Highland Avenue storm sewer system. The storm'sewer system has been sized to adequately convey the 25 year design storm with a ' minimum pipe size of 12"and minimum pipe slope of 0.5%. ' Detention Basin A detention basin with 72,200 cubic feet (1.7 acre-feet) of storage is proposed in the natural swale area ' behind the proposed Walmart. The detention basin will take advantage of the natural contours to provide storage in this area and will avoid disturbance within the 100 foot regulated bordering vegetated wetland buffer. A swale is proposed above the north side of the basin to divert runoff from the hill ' above away from the detention basin towards it natural point of discharge to the west. ' The basin will drain through a multi-stage outlet structure that will discharge to pipes leading through the Walmart parking lot to the Highland Avenue drainage system. An emergency spillway is provided ' above the computed 100 year water surface elevation, and the top of the basin berm will provide more than one foot of freeboard above the 100 year water surface elevation. A pipe outlet will be provided through the west side of the basin to provide runoff to the off-site wetlands to the west. This outlet pipe has been sized to discharge enough water to simulate existing conditions at the wetlands. 1 ' 5 1 1 IV. MASSACHUSETTS DEP STORMWATER MANAGEMENT STANDARDS The following section describes the project's conformance with the Massachusett DEP's current ' Stormwater Management Standards, as of January 2, 2008. Low Impact Development(LID)Measures The extent of proposed impervious surfaces has been minimized as much as possible. The proposed ' parking provides less than is requited by zoning and less than preferred by prototypical configuration for Walmart. Walmart's preferred parking ratio is 5.0 spaces /1,000 square feet of building area and would ' require a total of approximately 761 spaces at this store location. Approximately 851 parking spaces are required per the City of Salem Zoning Ordinance and 611 parking spaces are provided. Therefore, ' impervious area for parking spaces has been reduced through a reduction in the amount of parking typically required. ' Standard#1- Untreated Storm Water ' Runoff from proposed impervious surfaces will be treated for stormwater quality prior to discharge through a swirl-type separator and clean rooftop runoff will be conveyed into the ' above-ground detention basin. Standard 92: Post Development Peak Discharge Rates Runoff rates for the pre-development and post-development conditions were calculated for the 2- ' year, 10-year, 25-year and 100-year 24-hour storm events. These calculations are provided in Appendix D. As summarized in previous sections of this report,there will be no increase in t stormwater runoff rates from the site for the 2, 10, 25, and 100 year storms, as required by City and State regulations. , Standard 93: Recharge to Groundwater Due to the presence of shallow ledge throughout the site, meeting recharge requirements may not , be possible. However, please note that the existing project area contains approximately 8.0 acres ' of impervious area. Only the runoff from new impervious areas is to be recharged. The proposed detention basin provides an adequate recharge volume, as demonstrated in the ' 6 , t calculations included in Appendix E. However, due to underlying ledge conditions, full recharge ' may not occur. t Two other areas are proposed to provide additional groundwater recharge. The first is a small depression that will be created on the northeast side of the parking lot. This basin will receive ' water from the adjacent shopping plaza to the north and portions of the proposed parking lot. This area will provide approximately 1,000 cubic feet of additional groundwater recharge. The ' second proposed infiltration basin is a 200-foot long, two-foot diameter perforated pipe to be installed at a 0%slope in front of the building that will store runoff from the building's front t canopies. The volume associated with this basin is 628 cubic feet, which is adequate to store one inch of runoff from the contributing canopy drainage area. These two areas will provide ' approximately 1/3 of the required recharge volume, in addition to the detention basin. Standard 94: 80% TSS Removal ' The proposed Best Management Practices for this site provide for at least 80%TSS removal and consist of a"process train which includes both nonstructural and structural techniques. In every case, street cleaning and deep sump catch basins are used to reduce pollutant loading. ' The TSS removal rate will be at least 80%. The 80%TSS removal rate is based on information available for the swirl-type water quality units, as approved by MassDEP. ' Standard#5: Land Use with Hieher Potential Pollutant Loads ' The proposed project is considered a land uses with "Higher Potential Pollutant Loads", and as such has been designed in accordance with the Massachusetts Stormwater Handbook. St da;d#5: Protcctic;,of Critcal Areas The site does not contain, nor directly discharge to any critical areas, as defined by the Department of Environmental Protection. 7 Standard#7: Redevelopment Projects , While the site may be considered a partial redevelopment project, all applicable stormwater ' management standards have been met, with the exception of groundwater recharge for the reasons noted above. , Standard#8: Erosion/Sediment ControlDurinQ Construction ' An erosion and sediment control plan has been developed for this project implementing at a minimum: silt fence, a crushed stone construction exit, catch basin inlet protection, and ' provisions for stabilizing disturbed areas. A NPDES Construction General Permit will be filed with the U.S. EPA. ' Standard 99: Oyeration/Maintenance Plan An Operation and Maintenance Plan developed in accordance with the Stormwater Management Standards will be provided. A draft plan is included in Appendix F. ' Standard#10: IlQicit Discharges The proposed stormwater system will convey only stormwater and allowable non-storm ' discharges (firefighting water, landscape irrigation, air conditioning condensate, etc.) and will ' not contain any illicit discharges from prohibited sources. V. METHOD Storm Sewer System The storm sewer system was analyzed using the Rational Formula method and the Intellisolve Storm ' Sewers Program. Times of concentration for the drainage areas were assumed to be 5 minutes, which produces the most conservative results. Runoff"c"coefficients were calculated using a value of 0.3 for ' grassed areas and 0.9 for impervious areas. 8 ' t 1 ' Detention Ponds The pre and post development rates from the detention pond were computed using the Hydrocad computer program. The drainage area information, pond volume and outlet information were entered into the program, which routes storm flows based on NRCS TR-20 and TR-55 methods. The other ' components of the model were determined following standard NRCS procedures for Curve Numbers (CNs)and times of concentrations. The following rainfall data was utilized in the calculations: Frequency 2 year i 0 yr, 2 ea5 year d `140 219 . ' �. ...., 2� m#'} 1111E 'T ya4„Ipg }E F�'�di 3if nam, Rainfall 3.2 4.6 5.5 6.6 ' (inches) All of the input variables and calculations can be found in the computer calculations contained in Appendix D. Water Quality/Groundwater Recharge ' The water quality volumes provided were calculated following the guidelines of the Massachusetts Stormwater Management Handbook. Please refer to Appendix E. ' VI. SUMMARY The peak runoff rates from the developed site will be less than existing rates as follows: ' To Highland Avenue Frequency Exrstmg Plpw iProposed Flaw Chang l- 11 (CFS) : (C5) . 2 29.60 28.23 -1.37 ' 10 50.48 45.75 -4.73 25 64.14 57.01 -7.13 ' 100 80.93 70.72 -10.21 9 To West of Site , Frequency k RgExisttng Flow IIProposel Flow l Change E:� ra5 vi'I vH �v4tr ..� 4yr�) l :a,u, (CFS) {CFS) .yu (CFS)e , 2 6.37 4.50 -1.87 10 13.87 10.94 -2.93 ' 25 19.19 15.47 -3.72 100 26.02 20.73 -5.29 ' Water quality at the site will be in accordance with Massachusetts Stormwater Management guidelines, , and will incorporate the use of street sweeping,water quality units and TSS removal within the proposed detention basin. The combination of these treatments will result in a total suspended solids , removal rate of over 80%. Groundwater recharge will meet requirements through the use of three separate infiltration basins as noted above. The project meets all applicable DEP Stormwater Handbook standards and should have no adverse impacts on the surrounding environment. 10 ' 1 1 1 1 a �' 1 ' APPENDIX A USGS MAP 1 1 1 1 t 1 1 BOHLER ' ENGHNEERING -CIVIL & CONSULTING ENGINEERS -PROJECT MANAGERS ' -ENVIRONMENTAL & SITE PLANNERS *MUNICIPAL ENGINEERS 352 Turnpike Road ' Southboro, MA 01772 (508) 480-9900 Fax: (508) 480-9080 { i � 3 _ ��., t0,,.•' •{mob i i 1 i:. +8"rowh " � i 1 VICINITY MAP i"=2000' 450 HIGHLAND AVENUE (ROUTE 107) TOWN OF SALEM ESSEX COUNTY, MASSACHUSETTS 1 1 1 i 1 m �x 'v e 1 1 1 1 1 ' APPENDIX B NRCS SOIL MAPPING 1 ' 1 1 1 t I , r ��"'' hy'h` A �y1 TW �vd J:3**�,,��' '� t • Ilk g;4„,z'�y t wi •"'�b '"'"'"�, ''� i-` 02 Y". �,���� t� i•u '"4-q'�g n`.e iTMq R a� 1"Pn 'a r `2 ,y'TMv»„w '? � q.u�O, .} S $- - ' !`S'V �AI *..z :w"1 +• °nit's 2" ti d.:�� ,x "3yt � h f+�}�,.trp�E�-NOq� e an�y t � +#k '•,,�`�� .m � v: '+.�` 'ut °�k� .v, `ti ur� w + i . . k q i t•" aAl a .� �q*T• r� >Y>Y���ii `� '16�y- e � ,,,;„'.AY n �`�02Vx�A"tgp '"� "' 3 }�{ " µ � � §. �q �°"��'' Stud� a $ �TF .. �t �',�+"�tQ.�.,. e � 9f ,�. � .;•,. ryrtra� � .�b. q ne r •,,'�'�r po} v ,�„r �s t ;� 492E�� o �, d a� � q P 1 1 11 11 1 1 11 .11 '1/ 11 1. SOIL SURVEY OF ESSEX COUNTY, MASSACHUSETTS, SOUTHERN PART Salem Expansion WM Soil Ma MAP LEGEND MAP INFORMATION ]•,.��.,..,..._..._' Soil Map Units o Cities Source of Map: Natural Resources Conservation Service Detailed Counties Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Q Detailed States I Interstate Highways Coordinate System: UTM Zone 19 Roads Soil Survey Area: Essex County, Massachusetts, Southern �--I— Rails Part water - Spatial Version of Data: 2 Hydrographr Soil Map Compilation Scale: 1:15840 oceans ATATATJT Escarpment bedrock Escarpment non-bedrock Gulley nnuugum Levee .......... Slope v Blowout M Borrow Pit a Clay Spot Depression,closed Eroded Spot X Gravel Pit .. Gravelly Spot Gulley ,. Lava Flow ® Landfill Map comprised of aerial images photographed on these dates: d Marsh or Swamp 3/29/1995;4/3/1995 p Miscellaneous Water a Rock Outcrop Saline Spa . . Sandy Spot Slide or Slip Sinkhole 0 Sodic Spot Sped Area The orthophoto or other base map onwhich the soil lines were compiled and o Stony spm digitized probably differs from the background imagery displayed on these maps. As a result,some minor shifting of map unit boundaries may be evident. OO Perennial Water USDA.Nsmnl Rcnmrca ♦ Wet Spot Web Soil Survey 1.1 5/2/'2007 fi•CununmMn Serdo, National Cooperative Soil Survey Page 2 of ' Soil Survey of Essex County,Massachusetts,Southem part Salem Expansion WM Soil Map Map Unit Legend Summary Essex County, Massachusetts, Southern Part t Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI e 73A Whitman loam,0 to 3 percent 0..6 0.5 slopes,extremely stony 1p2G d dd bChatfieid Hollis AoFk ou chop' , {+�: 53 7 -: � d4 7' -� � '� -�, complek 3 to115 p�cen}s°lo�esn�Q �, w Ik t Ist�, � '' rua�.«t~w:asss ;G„ esa�w.>=4izi ul tleA. u.{ds - ,.,�., '..Fdg.,;;fur ;• ' 102E Chatfield Hollis-Rock outcrop 37.5 28.4 r- complex, 15 to 35 percent slopes ": percent'"slopes verystony a, �a fid. ' 317B Scituate fine sandy loam,3 to 8 8.9 6.7 ; percent slopes,extremely stony 602 f dt TTrban land J 5 6;;t��� � l l 4 h� r 622C Paxton-Urban land complex, 7.5 5.7 sloping i ' 5VI�g�6drt t 652 Udorthents,refuse substratum 4.8 3.7 e ' 4 i 1 i 1 d }P t d 1 t 1 1 1 b U$�A Namnl R.om Web Soil Survey IA 5/2/2Q07p � Canrerrmian Service National Cooperative Soil Survey pa e 3 of 3 yy. 1 1 1 U ' x c d CL a Q 1 1 t 1 1 1 1 ' APPENDIX C PRE-DEVELOPMENT AND POST-DEVELOPMENT WATERSHED MAPS 1 1 1 1 1 I � � 4N4 i a �r / [� �6 i/ _--_{I^ �jj 1 J7 iO � w � g Toef / 1 ) IT— fj,- r�`,saX ` C/ , rJ s f , W 2 OR �.6 �x,a � , ` 1 1 / / /'� L / / , ✓ ^ Aye / Ay I � _ a • ';a °,' _ Y\ .__ / / NOT APPROVED FOR V a CONSTRUCTION 1/ t DRAINS SOUTH ORMORNey csw.wa 771 ' J _ wmoe }ne t LOWS oma S PARKING LOT r �`1 �: r. / i t F l I rI OILS LEGENDORCIECT o� � . N TO I I / PRELIMINARY SSS ) I Y 4 +' �k / �' <x3se� y /' 1 1 / d f 102C CHAT'FIELD-HOLLIS-ROCK OUTCROP COMPLEX LAND DEVELOPMENT Tc MQ xix. �. { 3 TO IS PERCENT SLOPES PLANS _J� F�t j 6 { �P{ l ✓ � �I .,I EOR 107.E CH AFT 40LU5 ROCK OUTCROP COMPLEX WALMART : Roll . -- 15 TO 3s PERCENT SLOPES 77T'' T 4 (� P. — 1(f},^ STORES,INC. ht x/+ ... / .,..'. #2640-03) 3178 SCIIUi;Tr FINE SANDY LOAM, 3 TO 5 PERCENT PROPOSEDRETAIL .� ,1 Z Irt� _ " % f`� SLOPES, EXTREMELY STONY DEVELOPMENT 1 "ata ;r J. �//� .' �!jjrG a •H�`._ !q�/ � t\L��\ .r / i,`� k� � ,4 "r_1 � - LOT MP6 HIOAAE(ROUTE T E 107) L10/ 602 URBAN LAND ESSEN COU tt .U.ET T6ROOF DRAINS SOUP t !t, /\ �, 657 UDOR7HENT5, SMOOTHED Y 652 UDORTNEN TS. REFUSE SUBSTRATUM ! t ? f( T _ BOHLENG yl. ° % '� ( w — � �— Q � L /� —OCOnND xnclxeenEnc ! / 1 .0/r ...: ` '' .' PWM P aT. r - n /� ATH OF TIME OF � — CONCENTRATION DRAINAGE R BOUNDARY TPi n: }---� *�,�,,, u �� �( � �` P WR 2 - - --- SOIL BOUNDARY o -11z STREET 3 Im 1 �'� i - w 1. �-- I /' PO HYDROCAD NODE ' "F1113 IN 0 C5510 LEC.EEP CRAP 11C SCALE TI 19 l: / op .. �r l l b VIII ss+l e � � \ .0 $' ®� ° I I FII 11 11 l Iso ° a Ts o ao° POSED PRO AINt CT A H. inch F ) �150 1 fl ERT NP 102C 1 I / �"-n: REVISION O-O1RN2010 w w w w w w w w w w w w w w w w w w w . �I o l ' 44 J � J , L \ \ y w a , r , _ M 'S Q l l \ —4 II � (7 � � � Zz to x ➢z r an o o �(� A C� O C A O ➢ N y 1.... _ s Z � ➢-i O �Z Z I j A/��1 b A sj 1 ➢ C) O :O T1 � n n � o a p v v z x x o ti m �R§u a_ o O _ 2 A � oq � = g BOHLER M17, ya ak C7Ta3� a� c 5 m$ HO y em `m �� --- E N G I N E E R I N G o� ws �C��F€ �FQFe�V1 70'FF 'a <� rm >� r•<�' A'z $ 2 cu... e. mnrov.,re oNrE: 2 g m suxvcroxs 1 1 1 x ' x �o d Q a 'a 1 1 1 1 1 ' APPENDIX D STORMWATER ATTENUATION CALCULATIONS 1 I 9E~ EWM' TEW Existing to Highl d Existing to Highland EXISTING West of WM Avenue t ' TE3 EXISTING at Highland ' Ave ' PRB" PWB WM R of Propo ed West To Basin s DL PW1' 9P PWM Detehtion Proposed est of WM t To Highland ve Propos WndM to 'b'TM Hight St RP` /,pes thru WM P F77 "" PROPOSED West of TP3 WI„1 PROPOSEDat Highland Ave SUbCat Reach ori... Link, Drainage Diagram for W060610 revl : s Prepared by Bohler Engineering 11/29/2010 HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 1 W060610 rev1 Type /// 24-hr 2-Year Rainfall=3.20" 1 Prepared by Bohler Engineering Page 2 H droCADO 8.00 s/n 002612 ©2006 H droCAD Software Solutions LLC 11/29/2010 Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points 1 Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method 1 Subcatchment 9E: Existing to Highland Avenue Runoff Area=5.661 ac Runoff Depth=1.47" Flow Length=1,028' Tc=21.5 min CN=81 Runoff--6.32 cfs 0.693 of Subcatchment 9P: To Highland Ave Runoff Area=3.275 ac Runoff Depth=1.91" Flow Length=591' Tc=14.9 min CN=87 Runoff=5.58 cfs 0.523 of 1 Subcatchment EWM: Existing WM to Highland St Runoff Area=15.390 ac Runoff Depth=1.84" Flow Length=350' Tc=17.5 min CN=86 Runoff=23.60 cfs 2.354 of Subcatchment PRF: WM Roof Runoff Area=3.320 ac Runoff Depth=2.97" 1 Tc=6.0 min CN=98 Runoff--10.31 cfs 0.821 of Subcatchment PW1: Proposed West of WM Runoff Area=4.810 ac Runoff Depth=0.98" 1 Flow Length=485' Tc=10.1 min CN=73 Runoff=4.49 cfs 0.394 of Subcatchment PWB: Proposed West To Basin Runoff Area=1.630 ac Runoff Depth=1.61" 1 Flow Length=230' Tc=7.9 min CN=83 Runoff=2.87 cfs 0.219 of Subcatchment PWM: Proposed WM to Highland St Runoff Area=12.920 ac Runoff Depth=2.00" , Flow Length=160' Tc=17:0 min CN=88 Runoff=21.76 cfs 2.150 of Subcatchment TEW: EXISTING West of WM Runoff Area=7.310 ac Runoff Depth=0.93" 1 Flow Length=485' Tc=10.1 min CN=72 Runoff=6.37 cfs 0.566 of Reach RP: Pipes thru WM Avg. Depth=0.38' Max Vel=3.55 fps Inflow=1.24 cfs 0.847 of D=18.0" n=0.013 L=1,100.0' S=0.0072 T Capacity=8.93 cfs Outflow=1.23 cfs 0.847 of 1 Reach TE3: EXISTING at Highland Ave Inflow=29.60 cfs 3.047 of Outflow=29.60 cfs 3.047 of 1 Reach TP3: PROPOSED at Highland Ave Inflow=28.23 cfs 3.519 of Outflow=28.23 cfs 3.519 of Reach TPW: PROPOSED West of WM Inflow=4.50 cfs 0.464 of Outflow=4.50 cfs 0.464 of Pond DT: Detention Peak Elev=126.46' Storage=24.525 cf Inflow=13.05 cfs 1.040 of 1 Primary=1.24 cfs 0.847 of Secondary=0.63 cfs 0.070 of Outflow=1.86 cfs 0.917 of 1 1 1 1 ■ W060610 rev1 Type Ill 24-hr 2-Year Rainfall=3.20" Prepared by Bohler Engineering Page 3 ! HydroCAD®8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 Subcatchment 9E: Existing to Highland Avenue ! Runoff = 6.32 cfs @ 12.30 hrs, Volume= 0.693 af, Depth= 1.47" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs ! Type III 24-hr 2-Year Rainfall=3.20" Area (ac) CN Description 4.411 77 Woods, Poor, HSG C 1.010 98 Paved parking & roofs 0.240 77 Brush, Poor, HSG C 5.661 81 Weighted Average ! 4.651 Pervious Area 1.010 Impervious Area Tc Length Slope Velocity Capacity Description ! (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ! 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-grass Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc. Pavement ! Paved Kv= 20.3 fps 1.1 185 0.0070 2.90 1.01 Circular Channel (pipe), 8" CL Diam= 8.0" Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 ! 0.1 68 0.0110 8.76 43.02 Circular Channel (pipe), 30" CMP Diam= 30.0" Area=4.9 sf Perim= 7.9' r- 0.63' n= 0.013 21.5 1,028 Total ! Subcatchment 9P: To Highland Ave Runoff = 5.58 cfs @ 12.20 hrs, Volume= 0.523 af, Depth= 1.91" ! Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (ac) CN Description 0.811 77 Woods, Poor, HSG C 1.674 98 Paved parking & roofs ! 0.114 77 Brush, Poor, HSG C 0.676 74 >75% Grass cover, Good, HSG C 3.275 87 Weighted Average 1.601 Pervious Area ! W060610 rev1 Type ///24-hr 2-Year Rainfall=3.20" Prepared by Bohler Engineering Page 4 HydroCAD®8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 1.674 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 14 0.4300 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.0 13 0.7800 0.22 Sheet Flow, , Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 298 0.0127 5.11 4.02 Circular Channel (pipe), ' Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 14.9 591 Total Subcatchment EWM: Existing WM to Highland St Runoff = 23.60 cfs @ 12.23 hrs, Volume= 2.354 af, Depth= 1.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (ac) CN Description 7.600 98 Paved parking & roofs 4.570 70 Woods, Good, HSG C 0.680 65 Brush, Good, HSG C ' 0.340 61 >75% Grass cover, Good, HSG B 1.310 85 ledge 0.890 98 Adjacent plaza to north 15.390 86 Weighted Average 6.900 Pervious Area 8.490 Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (fUft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 40 0.0750 4.41 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 160 0.4400 10.68 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 8.0 Direct Entry, Time in pipes to Highland St. ' 17.5 350 Total W060610 rev1 Type 11124-hr2-Year Rainfall=3.20" Prepared by Bohler Engineering Page 5 HydroCAD®8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 Subcatchment PRF: WM Roof Runoff = 10.31 cfs @ 12.08 hrs, Volume= 0.821 af, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (ac) CN Description ' 3.320 98 Paved parking & roofs 3.320 Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min. Allowable Subcatchment PW1: Proposed West of WM Runoff = 4.49 cfs @ 12.15 hrs, Volume= 0.394 af, Depth= 0.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (ac) CN Description 0.450 98 Paved parking & roofs 4.360 70 Woods, Good, HSG C 4.810 73 Weighted Average 4.360 Pervious Area 0.450 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) .(ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 10.1 485 Total Subcatchment PWB: Proposed West To Basin Runoff - 2.87 cfs @ 12.12 hrs, Volume= 0.219 af, Depth= 1.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" i W060610 rev1 Type 11124-hr2-Year Rainfall=3.20" Prepared by Bohler Engineering Page 6 HydroCADO 8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 11/29/2010 ' Area (ac) CN Description 0.850 70 Woods, Good, HSG C 0.450 98 Det Basin Surface 0.330 98 Ledge surface 1.630 83 Weighted Average 0.850 Pervious Area 0.780 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) , 7.6 50 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 180 0.3500 9.52 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 7.9 230 Total Subcatchnnent PWM: Proposed WM to Highland St ' Runoff = 21.76 cfs @ 12.23 hrs, Volume= 2.150 af, Depth= 2.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs , Type III 24-hr 2-Year Rainfall=3.20" Area (ac) CN Description 7.050 98 Paved parking 0.430 98 Proposed Exposed ledge 0.710 61 >75% Grass cover, Good, HSG B 3.740 70 Woods, Good, HSG C 0.890 98 Shopping center to north pavement 0.100 98 Highland Ave widening 12.920 88 Weighted Average 4.450 Pervious Area 8.470 Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (fUft) (fUsec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, i Woods: Light underbrush n= 0.400 P2= 3.10" 0.1 60 0.6000 15.72 Shallow Concentrated Flow, Down ledge face Paved Kv= 20.3 fps 0.2 50 0.0300 3.52 Shallow Concentrated Flow, Paved area to CB Paved Kv= 20.3 fps 8.0 Direct Entry, Time in pipes to Highland St 17.0 160 Total - i W060610 revl Type 111 24-hr 2-Year Rainfall=3.20" Prepared by Bohler Engineering Page 7 ' HydroCAD®8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 Subcatchment TEW: EXISTING West of WM Runoff = 6.37 cfs @ 12.15 hrs, Volume= 0.566 af, Depth= 0.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs 1 Type III 24-hr 2-Year Rainfall=3.20" Area (ac) CN Description 6.860 70 Woods, Good, HSG C 0.450 98 Paved parking & roofs 7.310 72 Weighted Average 6.860 Pervious Area ' 0.450 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0'10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, .Unpaved Kv= 16.1 fps 10.1 485 Total Reach RP: Pipes thru WM 1 Inflow Area = 4.950 ac, Inflow Depth > 2.05" for 2-Year event Inflow 1.24 cfs @ 12.61 hrs, Volume= 0.847 of Outflow = 1.23 cfs @ 12.79 hrs, Volume= 0.847 af, Atten= 0%, Lag= 10.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 3.55 fps, Min. Travel Time= 5.2 min Avg. Velocity = 2.08 fps, Avg. Travel Time= 8.8 min ' Peak Storage= 382 cf @ 12.70 hrs, Average Depth at Peak Storage=0.38' Bank-Full Depth= 1.50', Capacity at Bank-Full= 8.93 cfs 18.0" Diameter Pipe, n= 0.013 Concrete pipe, straight&clean Length= i,i00.0' Slope= 0.00727' Inlet Invert= 122.00', Outlet Invert= 114.05' W060610 rev1 Type 11124-hr2-Year Rainfall=3.20" ' Prepared by Bohler Engineering Page 8 HydroCADO 8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 ' Reach TE3: EXISTING at Highland Ave Inflow Area= 21.051 ac, Inflow Depth = 1.74" for 2-Year event ' Inflow = 29.60 cfs @ 12.25 hrs, Volume= 3.047 of Outflow = 29.60 cfs @ 12.25 hrs, Volume= 3.047 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs ' Reach TP3: PROPOSED at Highland Ave Inflow Area = 21.145 ac, Inflow Depth > 2.00" for 2-Year event Inflow = 28.23 cfs @ 12.22 hrs, Volume= 3.519 of Outflow = 28.23 cfs @ 12.22 hrs, Volume= 3.519 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach TPW: PROPOSED West of WM Inflow Area = 4.810 ac, Inflow Depth = 1.16" for 2-Year event Inflow = 4.50 cfs @ 12.15 hrs, Volume= 0.464 of Outflow = 4.50 cfs @ 12.15 hrs, Volume= 0.464 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Pond DT: Detention Inflow Area= 4.950 ac, Inflow Depth = 2.52" for 2-Year event ' Inflow = 13.05 cfs @ 12.09 hrs, Volume= 1.040 of Outflow = 1.86 cfs @ 12.61 hrs, Volume= 0.917 af, Atten= 86%, Lag= 31.4 min Primary = 1.24 cfs @ 12.61 hrs, Volume= 0.847 of ' Secondary = 0.63 cfs @ 12.61 hrs, Volume= 0.070 of Routing by Star-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 126.46' @ 12.61 hrs Surf.Area= 12,556 sf Storage=24,525 cf ' Plug-Flow detention time= 272.2 min calculated for 0.917 of(88% of inflow) Center-of-Mass det. time= 216.2 min ( 989.1 -772.9 ) , Volume Invert Avail.Storage Storage Description #1 123.00' 74,500 cf Custom Stage Data (Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 123.00 0 0 0 ' 124.00 4,613 2,307 2,307 125.00 8,351 6,482 8,789 126.00 11,921 10,136 18,925 127.00 13,309 12,615 31,540 ' 128.00 14,755 14,032 45,572 129.00 20,866 17,811 63,382 129.50 23,606 11,118 74,500 I , W060610 rev1 Type 111 24-hr 2-Year Rainfall=3.20" Prepared by Bohler Engineering Page 9 ' HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 11/29/2010 Device Routing Invert Outlet Devices ' #1 Primary 124.22' 18.0" x 100.0' long Culvert RCP, groove end w/headwall, Ke= 0.200 Outlet Invert= 123.47' S= 0.0075 '/' Cc= 0.900 n= 0.013 #2 Device 1 124.50' 6.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 127.80' 16.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 128.50' 2.00' x 2.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 #5 Secondary 128.30' 10.0' long x 12.0' breadth Broad-Crested Rectangular Weir Head (feet; 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 #6 Secondary 126.00' 12.0" x 100.0' long Culvert ' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.50' S= 0.0050 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=1.24 cfs @ 12.61 hrs HW=126.46' (Free Discharge) tE32=0r�ifice1Gr: e ulvrt (Pases 1.24 cfs of 9.94 cfs potential flow) t (Orifice Controls 1.24 cfs @ 6.29 fps) =Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) ' econdary OutFlow Max=0.63 cfs @ 12.61 hrs HW=126.46' (Free Discharge) Broad-Crested Rectangular Weir( Controls 0.00 cfs) 1 =Culvert (Barrel Controls 0.63 cfs @ 2.62 fps) 1 W060610 rev1 Type ///24-hr 10-Year Rainfall=4.60" , Prepared by Bohler Engineering Page 10 HydroCADO 8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 11/29/2010 , Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method , Subcatchment 9E: Existing to Highland Avenue Runoff Area=5.661 ac Runoff Depth=2.63" Flow Length=1,028' Tc=21.5 min CN=81 Runoff=11.46 cfs 1.243 of Subcatchment 9P: To Highland Ave Runoff Area=3.275 ac Runoff Depth=3.19" Flow Length=591' Tc=14.9 min CN=87 Runoff=9.21 cfs 0.871 of Subcatchment EWM: Existing WM to Highland St Runoff Area=15.390 ac Runoff Depth=3.10" Flow Length=350' Tc=17.5 min CN=86 Runoff=39.56 cfs 3.970 of Subcatchment PRF: WM Roof Runoff Area=3.320 ac Runoff Depth=4.36" , Tc=6.0 min CN=98 Runoff=14.93 cfs 1.207 of Subcatchment PW1: Proposed West of WM Runoff Area=4.810 ac Runoff Depth=1.97" Flow Length=485' Tc=10.1 min CN=73 Runoff=9.54 cfs 0.790 of Subcatchment PWB: Proposed West To Basin Runoff Area=1.630 ac Runoff Depth=2.81" ' Flow Length=230' To--7.9 min CN=83 Runoff=5.03 cfs 0.382 of Subcatchment PWM: Proposed WM to Highland St Runoff Area=12.920 ac Runoff Depth=3.29" ' Flow Length=180' Tc=17.0 min CN=88 Runoff=35.45 cfs 3.543 of Subcatchment TEW: EXISTING West of WM Runoff Area=7.310 ac Runoff Depth=1.89" ' Flow Length=485' Tc=10.1 min CN=72 Runoff=13.87 cfs 1.154 of Reach RP: Pipes thru WM Avg. Depth=0.41' Max Vel=3.74 fps Inflow=1.48 cfs 1.101 of D=18.0" n=0.013 L=1,100.0' S=0.0072'r Capacity=8.93cfs Outflow=1.47cfs 1.101 of , Reach TE3: EXISTING at Highland Ave Inflow=50.48 ofs 5.213 of Outflow=50.48 cfs 5.213 of , Reach TP3: PROPOSED at Highland Ave Inflow=45.75 cfs 5.515 of Outflow=45.75 cfs 5.515 of Reach TPW: PROPOSED West of WM Inflow=10.94 cfs 1.155 of Outflow=10.94 cfs 1.155 of Pond DT: Detention Peak Elev=127.19' Storage=34.068 cf Inflow=19.75 cfs 1.590 of ' Primary=1.48 cfs 1.101 of Secondary=2.48 cfs 0.365 of Outflow=3.95 cfs 1.466 of 1 ' W060610 rev1 Type 11124-hr 10-Year Rainfall=4.60" Prepared by Bohler Engineering Page 11 I ' HydroCAD®8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 Subcatchment 9E: Existing to Highland Avenue Runoff = 11.46 cfs @ 12.30 hrs, Volume= 1.243 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (ac) CN Description 4.411 77 Woods, Poor, HSG C 1.010 98 Paved parking & roofs 0.240 77 Brush, Poor, HSG C 5.661 81 Weighted Average ' 4.651 Pervious Area 1.010 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps ' 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-grass Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc. Pavement Paved Kv= 20.3 fps 1.1 185 0.0070 2.90 1.01 Circular Channel (pipe), 8" CL Diam= 8.0" Area= 0.3 sf Perim=2.1' r= 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Circular Channel (pipe), 36" CMP Diam= 30.0" Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 21.5 1,028 Total ' Subcatchment 9P: To Highland Ave Runoff = 9.21 cfs @ 12.20 hrs, Volume= 0.871 af, Depth= 3.19" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (ac) CN Description 0.811 77 Woods, Poor, HSG C 1.674 98 Paved parking & roofs ' 0.114 77 Brush, Poor, HSG C 0.676 74 >75% Grass cover, Good, HSG C 3.275 87 Weighted Average 1.601 Pervious Area W060610 rev1 Type /// 24-hr 10-Year Rainfall=4.60" , Prepared by Bohler Engineering Page 12 HydroCAD@ 8.00 s/n 002612 @ 2006 Hydro CAD Software Solutions LLC 11/29/2010 , 1.674 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) ' 1.3 14 0.4300 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" , 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.0 13 0.7800 0.22 Sheet Flow, , Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 298 0.0127 5.11 4.02 Circular Channel (pipe), Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 14.9 591 Total Subcatchment EWM: Existing WM to Highland St ' Runoff = 39.56 cfs @ 12.23 hrs, Volume= 3.970 af, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs , Type III 24-hr 10-Year Rainfall=4.60" Area (ac) CN Description , 7.600 98 Paved parking & roofs 4.570 70 Woods, Good, HSG C 0.680 65 Brush, Good, HSG C ' 0.340 61 >75%.Grass cover, Good, HSG B 1.310 85 ledge 0.890 98 Adlacent plaza to north 15.390 86 Weighted Average ' 6.900 Pervious Area 8.490 Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (fUft) (fUsec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 40 0.0750 4.41 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 160 0.4400 10.68 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 8.0 Direct Entry, Time in pipes to Highland St. , 17.5 350 Total ' W060610 revl Type 111 24-hr 10-Year Rainfall=4.60" Prepared by Bohler Engineering Page 13 ' HydroCAD®8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 Subcatchment PRF: WM Roof Runoff = 14.93 cfs @ 12.08 hrs, Volume= 1.207 af, Depth= 4.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.60" Area (ac) CN Description 3.320 98 Paved parking & roofs 3.320 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fusec) (cfs) 6.0 Direct Entry, Min. Allowable ' Subcatchment PW1: Proposed West of WM Runoff - 9.54 cfs @ 12.15 hrs, Volume= 0.790 af, Depth= 1.97" 1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" ' Area (ac) CN Description 0.450 98 Paved parking & roofs 4.360 70 Woods, Good, HSG C 4.810 73 Weighted Average ' 4.360 Pervious Area 0.450 Impervious Area i ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 1n 1 SiQG T�h2� ' - Subcatchment PWB: Proposed West To Basin Runoff - 5.03 cfs @ 12.11 hrs, Volume= 0.382 af, Depth= 2.81" I Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" 1 W060610 revl Type /// 24-hr 10-Year Rainfall=4.60" , Prepared by Bohler Engineering Page 14 H droCAD®8.00 s/n 002612 ©2006 H droCAD Software Solutions LLC 11/29/2010 v v Area (ac) CN Description 0.850 70 Woods, Good, HSG C 0.450 98 Det Basin Surface ' 0.330 98 Ledge surface 1.630 83 Weighted Average 0.850 Pervious Area , 0.780 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.6 50 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 180 0.3500 9.52 Shallow Concentrated Flow, , Unpaved Kv= 16.1 fps 7.9 230 Total Subcatchment PWM: Proposed WM to Highland St ' Runoff = 35.45 cfs @ 12.22 hrs, Volume= 3.543 af, Depth= 3.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (ac) CN Description , 7.050 98 Paved parking 0.430 98 Proposed Exposed ledge 0.710 61 >75% Grass cover, Good, HSG B , 3.740 70 Woods, Good, HSG C 0.890 98 Shopping center to north pavement 0.100 98 Highland Ave widening , 12.920 88 Weighted Average 4.450 Pervious Area 8.470 Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.1 60 0.6000 15.72 Shallow Concentrated Flow, Down ledge face Paved Kv=20.3 fps 0.2 50 0.0300 3.52 Shallow Concentrated Flow, Paved area to CB , Paved Kv=20.3 fps 8.0 Direct Entry, Time in pipes to Highland St 17.0 160 Total ' W060610 revl Type /// 24-hr 10-Year Rainfall=4.60" Prepared by Bohler Engineering Page 15 ' HydroCAD@)8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 Subcatchment TEW: EXISTING West of WM Runoff = 13.87 cfs @ 12.15 hrs, Volume= 1.154 af, Depth= 1.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" Area (ac) CN Description 6.860 70 Woods, Good, HSG C 0.450 98 Paved parking & roofs 7.310 72 Weighted Average 6.860 Pervious Area 0.450 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 10.1 485 Total Reach RP: Pipes thru WM Inflow Area= 4.950 ac, Inflow Depth > 2.67" for 10-Year event Inflow 1.48 cfs @ 12.53 hrs, Volume= 1.101 of Outflow = 1.47 cfs @ 12.67 hrs, Volume= 1.101 af, Atten= 0%, Lag= 8.7 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 3.74 fps, Min. Travel Time=4.9 min Avg. Velocity = 2.26 fps, Avg. Travel Time= 8.1 min Peak Storage= 434 cf @ 12.59 hrs, Average Depth at Peak Storage=0.41' Bank-Full Depth= 1.50', Capacity at Bank-Full= 8.93 cfs 18.0" Diameter Pipe, n= 0.013 Concrete pipe, straight&clean Length= 1,100.0' Slope= 0.0072 '/' Inlet Invert= 122.00', Outlet Invert= 114.05' I W060610 rev1 Type ///24-hr 10-Year Rainfall=4.60" , Prepared by Bohler Engineering Page 16 HydroCAD®8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 ' Reach TE3: EXISTING at Highland Ave Inflow Area = 21.051 ac, .Inflow Depth = 2.97" for 10-Year event ' Inflow = 50.48 cfs @ 12.25 hrs, Volume= 5.213 of Outflow = 50.48 cfs @ 12.25 hrs, Volume= 5.213 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs t Reach TP3: PROPOSED at Highland Ave ' Inflow Area = 21.145 ac, Inflow Depth > 3.13" for 10-Year event Inflow = 45.75 cfs @ 12.22 hrs, Volume= 5.515 of Outflow = 45.75 cfs @ 12.22 hrs, Volume= 5.515 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach TPW: PROPOSED West of WM ' Inflow Area = 4.810 ac, Inflow Depth = 2.88" for 10-Year event Inflow = 10.94 cfs @ 12.16 hrs, Volume= 1.155 of Outflow = 10.94 cfs @ 12.16 hrs, Volume= 1.155 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs ' Pond DT: Detention Inflow Area = 4.950 ac, Inflow Depth = 3.85" for 10-Year event Inflow = 19.75 cfs @ 12.09 hrs, Volume= 1.590 of Outflow = 3.95 cfs @ 12.53 hrs, Volume= 1.466 af, Atten= 80%, Lag=26.3 min Primary = 1.48 cfs @ 12.53 hrs, Volume= 1.101 of , Secondary = 2.48 cfs @ 12.53 hrs, Volume= 0.365 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 127.19' @ 12.53 hrs Surf.Area= 13,581 sf Storage= 34,068 cf ' Plug-Flow detention time= 229.5 min calculated for 1.466 of(92% of inflow) Center-of-Mass det. time= 188.2 min ( 954.3 -766.1 ) , Volume Invert Avail.Storage Storage Description #1 123.00' 74,500 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 123.00 0 0 0 , 124.00 4,613 2,307 2,307 125.00 8,351 6,482 8,789 126.00 11,921 10,136 18,925 127.00 13,309 12,615 31,540 ' 128.00 14,755 14,032 45,572 129.00 20,866 17,811 63,382 129.50 23,606 11,118 74,500 ' W060610 rev1 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by Bohler Engineering Page 17 HydroCADO 8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 11/29/2010 Device Routing Invert Outlet Devices ' #1 Primary 124.22' 18.0" x 100.0' long Culvert RCP, groove end w/headwall, Ke= 0.200 Outlet Invert=123.47' S= 0.0075 '/' Cc= 0.900 n= 0.013 #2 Device 1 124.50' 6.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 127.80' 15.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 128.50' 2.00'x 2.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 #5 Secondary 128.30' 10.0' long x 12.0' breadth Broad-Crested Rectangular Weir 1 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 #6 Secondary 126.00' 12.0" x 100.0' long Culvert ' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.50' S= 0.0050 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=1.48 cfs @ 12.53 hrs HW=127.19' (Free Discharge) ' Culvert (Passes 1.48 cfs of 12.14 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.48 cfs @ 7.52 fps) 3=Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) ' econdary OutFlow Max=2.48 cfs @ 12.53 hrs HW=127.19' (Free Discharge) Broad-Crested Rectangular Weir( Controls 0.00 cfs) ' =Culvert (Inlet Controls 2.48 cfs @ 3.15 fps) 1 k W060610 revl Type 111 24-hr 25-Year Rainfall=5.50" ' Prepared by Bohler Engineering Page 18 HydroCADO 8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 11/29/2010 ' Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method ' Subcatchment 9E: Existing to Highland Avenue Runoff Area=5.661 ac Runoff Depth=3.43" Flow Length=1,028' Tc=21.5 min CN=81 Runoff=14.89 cfs 1.619 of ' Subcatchment 9P: To Highland Ave Runoff Area=3.275 ac Runoff Depth=4.04" Flow Length=591' Tc=14.9 min CN=87 Runoff=11.56 cfs 1.103 of , Subcatchment EWM: Existing WM to Highland St Runoff Area=15.390 ac Runoff Depth=3.94" Flow Length=350' Tc--17.5 min CN=86 Runoff=49.94 cfs 5.048 of Subcatchment PRF: WM Roof Runoff Area=3.320 ac Runoff Depth=5.26" , Tc=6.0 min CN=98 Runoff--1 7.88 cfs 1.456 of Subcatchment PW1: Proposed West of WM Runoff Area=4.810 ac Runoff Depth=2.68" ' Flow Length=485' Tc=10.1 min CN=73 Runoff--13.09 cfs 1.074 of Subcatchment PWB: Proposed West To Basin Runoff Area=1.630 ac Runoff Depth=3.63" , Flow Length=230' Tc=7.9 min CN=83 Runoff=6.45 cfs 0.493 of Subcatchment PWM: Proposed WM to Highland St Runoff Area=12.920 ac Runoff Depth=4.15" ' Flow Length=160' Tc=17.0 min CN=88 Runoff=44.26 cfs 4.464 of Subcatchment TEW: EXISTING West of WM Runoff Area=7.310 ac Runoff Depth=2.59" , Flow Length=485' Tc--10.1 min CN=72 Runoff=19.19 cfs 1.578 of Reach RP: Pipes thru WM Avg. Depth=0.43' Max Vel=3.83 fps Inflow=1.62 cfs 1.248 of D=18.0" n=0.013 L=1,100.0' S=0.0072'f Capacity=8.93 cfs Outflow=1.61 cfs 1.247 of , Reach TE3: EXISTING at Highland Ave Inflow=64.14 cfs 6.667 of Outflow=64.14 cfs 6.667 of , Reach TP3: PROPOSED at Highland Ave Inflow=57.01 cfs 6.814 of Outflow=57.01 cfs 6.814 of Reach TPW: PROPOSED West of WM Inflow=15.47 cfs 1.652 of Outflow=15.47 cfs 1.652 of Pond DT: Detention Peak Elev=127.67' Storage=40.767 cf Inflow=24.09 cfs 1.949 of , Primary=1.62 cis 1.248 of Secondary=3.19 cfs 0.578 of Outflow=4.80 cfs 1.825 of ' W060610 rev1 Type /// 24-hr 25-Year Rainfall=5.50" Prepared by Bohler Engineering Page 19 rHydroCAD®8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 Subcatchment 9E: Existing to Highland Avenue rRunoff = 14.89 cfs @ 12.30 firs, Volume= 1.619 af, Depth= 3.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (ac) CN Description r 4.411 77 Woods, Poor, HSG C 1.010 98 Paved parking & roofs 0.240 77 Brush, Poor, HSG C 5.661 81 Weighted Average r 4.651 Pervious Area 1.010 Impervious Area Tc Length Slope Velocity Capacity Description r (min) (feet) (f/ft) (fUsec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps r 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow r Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-grass Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc. Pavement r Paved Kv= 20.3 fps 1.1 185 0.0070 2.90 1.01 Circular Channel (pipe), 8" CL Diam= 8.0" Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.013 ' 0.1 68 0.0110 8.76 43.02 Circular Channel (pipe), 30" CMP Diam= 30.0" Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 21.5 1,028 Total Subcatchment 913: To Highland Ave Runoff = 11.56 cfs @ 12.20 hrs, Volume= 1.103 af, Depth= 4.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (ac) CN Description 0.811 77 Woods, Poor, HSG C 1.674 98 Paved parking & roofs 0.114 77 Brush, Poor, HSG C 0.676 74 >75% Grass cover, Good, HSG C 3.275 87 Weighted Average 1.601 Pervious Area r , 1 W060610 rev1 Type 11124-hr 25-Year Rainfall=5.50" ' Prepared by Bohler Engineering Page 20 HydroCAD®8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 ' 1.674 Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (f/sec) (cfs) 1.3 14 0.4300 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n=0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.0 13 .0.7800 0.22 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 298 0.0127 5.11 4.02 Circular Channel (pipe), Diam= 12.0" Area= 0.8 sf Perim= 3.1' r-- 0.25' n= 0.013 14.9 591 Total Subcatchment EWM: Existing WM to Highland St Runoff = 49.94 cfs @ 12.23 hrs, Volume= 5.048 af, Depth= 3.94" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs , Type III 24-hr 25-Year Rainfall=5.50" Area (ac) CN Description ' 7.600 98 Paved parking & roofs 4.570 70 Woods, Good, HSG C 0.680 65 Brush, Good, HSG C , 0.340 61 >75% Grass cover, Good, HSG B 1.310 85 ledge 0.890 98 Adlacent plaza to north 15.390 86 Weighted Average , 6.900 Pervious Area 8.490 Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft1ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 40 0.0750 4.41 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 160 0.4400 10.68 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 8.0 Direct Entry, Time in pipes to Highland St. ' 17.5 350 Total i , W060610 rev1 Type 11124-hr 25-Year Rainfall=5.50" Prepared by Bohler Engineering Page 21 HydroCAD®8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 Subcatchment PRF: WM Roof ' Runoff = 17.88 cfs @ 12.08 hrs, Volume= 1.456 af, Depth= 5.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25-Year Rainfall=5.50" Area (ac) CN Description 3.320 98 Paved parking & roofs 3.320 Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min. Allowable ' Subcatchment PW1: Proposed West of WM Runoff = 13.09 cfs @ 12.14 hrs, Volume= 1.074 af, Depth= 2.68" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" ' Area (ac) CN Description 0.450 98 Paved parking & roofs 4.360 70 Woods, Good, HSG C 4.810 73 Weighted Average 4.360 Pervious Area 0.450 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 10.1 485 Total ' Subcatchment PWB: Proposed West To Basin Runoff - 6.45 cfs @ 12.11 hrs, Volume= 0.493 af, Depth= 3.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" W060610 rev1 Type ///24-hr 25-Year Rainfall=5.50" Prepared by Bohler Engineering Page 22 HydroCAD®8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 , Area (ac) CN Description 0.850 70 Woods, Good, HSG C 0.450 98 Det Basin Surface ' 0.330 98 Ledge surface 1.630 83 Weighted Average 0.850 Pervious Area ' 0.780 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) , 7.6 50 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 180 0.3500 9.52 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 7.9 230 Total Subcatchment PWM: Proposed WM to Highland St , Runoff = 44.26 cfs @ 12.22 hrs, Volume= 4.464 af, Depth= 4.15' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25-Year Rainfall=5.50" Area (ac) CN Description , 7.050 98 Paved parking 0.430 98 Proposed Exposed ledge 0.710 61 >75% Grass cover, Good, HSG B , 3.740 70 Woods, Good, HSG C 0.890 98 Shopping center to north pavement 0.100 98 Highland Ave widening 12.920 88 Weighted Average , 4.450 Pervious Area 8.470 Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (f/ft) (fUsec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, , Woods: Light underbrush n= 0.400 P2= 3.10" 0.1 60 0.6000 15.72 Shallow Concentrated Flow, Down ledge face Paved Kv= 20.3 fps 0.2 50 0.0300 3.52 Shallow Concentrated Flow, Paved area to CB , Paved Kv= 20.3 fps 8.0 Direct Entry,Time in pipes to Highland St 17.0 160 Total , I W060610 rev1 Type /// 24-hr 25-Year Rainfall=5.50" Prepared by Bohler Engineering Page 23 HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 11/29/2010 Subcatchment TEW: EXISTING West of WM Runoff = 19.19 cfs @ 12.14 hrs, Volume= 1.578 af, Depth= 2.59" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.50" Area (ac) CN Description 1 6.860 70 Woods, Good, HSG C 0.450 98 Paved parking & roofs 7.310 72 Weighted Average 6.860 Pervious Area 0.450 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.9 385 0.1900 7.02 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 10.1 485 Total Reach RP: Pipes thru WM ' Inflow Area 4.950 ac, Inflow Depth > 3.02" for 25-Year event Inflow 1.62 cfs @ 12.53 hrs, Volume= 1.248 of Outflow = 1.61 cfs @ 12.67 hrs, Volume= 1.247 af, Atten= 0%, Lag= 8.5 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 3.83 fps, Min. Travel Time=4.8 min Avg. Velocity = 2.35 fps, Avg. Travel Time= 7.8 min ' Peak Storage= 463 cf @ 12.59 hrs, Average Depth at Peak Storage= 0.43' Bank-Full Depth= 1.50', Capacity at Bank-Full= 8.93 cfs ' 18.0" Diameter Pipe, n= 0.013 Concrete pipe, straight& clean Length= 1,100.0' Slope= 0.0072T Inlet Invert= 122.00', Outlet Invert= 114.05' I ' W060610 rev1 Type 111 24-hr 25-Year Rainfall=5.50" , Prepared by Bohler Engineering Page 24 HydroCAD®8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 , Reach TE3: EXISTING at Highland Ave Inflow Area = 21.051 ac, Inflow Depth = 3.80" for 25-Year event ' Inflow = 64.14 cfs @ 12.24 hrs, Volume= 6.667 of Outflow = 64.14 cfs @ 12.24 hrs, Volume= 6.667 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs , Reach TP3: PROPOSED at Highland Ave ' Inflow Area = 21.145 ac, Inflow Depth > 3.87" for 25-Year event Inflow = 57.01 cfs @ 12.22 hrs, Volume= 6.814 of Outflow = 57.01 cfs @ 12.22 hrs, Volume= 6.814 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method Time Span= 0.00-36.00 hrs dt= 0.01 hrs Reach TPW: PROPOSED West of WM ' Inflow Area = 4.810 ac, Inflow Depth = 4.12" for 25-Year event Inflow = 15.47 cfs @ 12.15 hrs, Volume= 1.652 of ' Outflow = 15.47 cfs @ 12.15 hrs, Volume= 1.652 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs , Pond DT: Detention Inflow Area = 4.950 ac, Inflow Depth = 4.72" for 25-Year event ' Inflow = 24.09 cfs @ 12.09 hrs, Volume= 1.949 of Outflow = 4.80 cfs @ 12.53 hrs, Volume= 1.825 af, Atten= 80%, Lag=26.3 min Primary = 1.62 cfs @ 12.53 hrs, Volume= 1.248 of ' Secondary = 3.19 cfs @ 12.53 hrs, Volume= 0.578 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 127.67' @ 12.53 hrs Surf.Area= 14,276 sf Storage=40,767 cf , Plug-Flow detention time= 214.1 min calculated for 1.825 of(94%of inflow) Center-of-Mass det. time= 178.8 min ( 941.7- 762.9 ) , Volume Invert Avail.Storage Storage Description #1 123.00' 74,500 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation .SUrf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 123:00 0 0 0 ' 124.00 4,613 2,307 2,307 125.00 8,351 6,482 8,789 126.00 11,921 10,136 18,925 127.00 13,309 12,615 31,540 ' 128.00 14,755 14,032 45,572 129.00 20,866 17,811 63,382 129.50 23,606 11,118 74,500 ' ' W060610 rev1 Type 11124-hr 25-Year Rainfall=5.50" Prepared by Bohler Engineering Page 25 ' HydroCADO 8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 Device _ Routing Invert Outlet Devices #1 Primary 124.22' 18.0" x 100.0' long Culvert RCP, groove end w/headwall, Ke= 0.200 Outlet Invert= 123.47' S= 0.0075 '/' Cc= 0.900 n= 0.013 #2 Device 1 124.50' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 127.80' 15.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 128.50' 2.00'x 2.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 #5 Secondary 128.30' 10.0' long x 12.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 #6 Secondary 126.00' 12.0" x 100.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.50' S= 0.0050 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=1.62 cfs @ 12.53 hrs HW=127.67' (Free Discharge) E3Culvert (Passes 1.62 cfs of 13.39 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.62 cfs @ 8.23 fps) =Orifice/Grate ( Controls 0.00 cfs) =Orifice/Grate ( Controls 0.00 cfs) ' econdary OutFlow Max=3.19 cfs @ 12.53 hrs HW=127.67' (Free Discharge) Broad-Crested Rectangular Weir( Controls 0.00 cfs) ' =Culvert (Barrel Controls 3.19 cfs @ 4.06 fps) 'i t W060610 revl Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by Bohler Engineering Page 26 HydroCADO 8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 11/29/2010 Time span=0.00-36.00 hrs, dt=0.01 hrs, 3601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Star-Ind+Trans method - Pond routing by Stor-Ind method , Subcatchment 9E: Existing to Highland Avenue Runoff Area=5.661 ac Runoff Depth=4.43" Flow Length=1,028' Tc=21.5 min CN=81 Runoff--1 9.14 cfs 2.092 of ' Subcatchment 9P: To Highland Ave Runoff Area=3.275 ac Runoff Depth=5.09" Flow Length=591' Tc--14.9 min CN=87 Runoff=14.43 cfs 1.390 of , Subcatchment EWM: Existing WM to Highland St Runoff Area=15.390 ac Runoff Depth=4.98" Flow Length=350' Tc=17.5 min CN=86 Runoff=62.63 cfs 6.389 of Subcatchment PRF: WM Roof Runoff Area=3.320 ac Runoff Depth=6.36" ' Tc=6.0 min CN=98 Runoff--21.49 cfs 1.760 of Subcatchment PW1: Proposed West of WM Runoff Area=4.810 ac Runoff Depth=3.59" ' Flow Length=485' Tc=10.1 min CN=73 Runoff=17.63 cfs 1.440 of Subcatchment PWB: Proposed West To Basin Runoff Area=1.630 ac Runoff Depth=4.65" ' Flow Length=230' Tc=7.9 min CN=83 Runoff=8.19 cfs 0.632 of Subcatchment PWM: Proposed WM to Highland St Runoff Area=12.920 ac Runoff Depth=5.21" ' Flow Length=160' Tc=17.0 min CN=88 Runoff=55.00 cfs 5.604 of Subcatchment TEW: EXISTING West of WM Runoff Area=7.310 ac Runoff Depth=3.49" Flow Length=485' To--10.1 min CN=72 Runoff=26.02 cfs 2.126 of ' Reach RP: Pipes thru WM Avg. Depth=0.54' Max Vel=4.33 fps Inflow=2.51 cfs 1.441 of D=18.0" n=0.013 L=1,100.0' S=0.00727 Capacity=8.93 cfs OutFlow=2.48 cfs 1.441 of , Reach TE3: EXISTING at Highland Ave Inflow=80.93 cfs 8.481 of Outflow=80.93 cfs 8.481 of ' Reach TP3: PROPOSED at Highland Ave Inflow=70.72 cfs 8.435 of Outflow=70.72 cfs 8.435 of Reach TPW: PROPOSED West of WM Inflow=20.73 cfs 2.266 of Oufflow=20.73 cfs 2.266 of Pond DT: Detention Peak Elev=128.21' Storage=48.762 cf Inflow=29.40 cfs 2.392 of ' Primary=2.51 cfs 1.441 of Secondary=3.85 cfs 0.826 of Outflow=6.36 cfs 2.268 of ' W060610 rev1 Type 11124-hr 100-Year Rainfall=6.60" Prepared by Bohler Engineering Page 27 ' HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 11/29/2010 Subcatchment 9E: Existing to Highland Avenue ' Runoff = 19.14 cfs @ 12.30 hrs, Volume= 2.092 af, Depth= 4.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100-Year Rainfall=6.60" Area (ac) CN Description 4.411 77 Woods, Poor, HSG C 1.010 98 Paved parking & roofs 0.240 77 Brush, Poor, HSG C 5.661 81 Weighted Average ' 4.651 Pervious Area 1.010 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.0 100 0.0610 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" ' 2.1 199 0.0980 1.57 Shallow Concentrated Flow, Shallow Conc. Woodland Kv= 5.0 fps 2.3 148 0.0470 1.08 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps , ' 1.1 157 0.2100 2.29 Shallow Concentrated Flow, Shallow Concentrated Flow Woodland Kv= 5.0 fps 0.1 12 0.5830 3.82 Shallow Concentrated Flow, Shallow Concentrated Flow ' Woodland Kv= 5.0 fps 0.3 55 0.0470 3.49 Shallow Concentrated Flow, Shallow Concentrated Flow-grass Unpaved Kv= 16.1 fps 0.4 104 0.0540 4.72 Shallow Concentrated Flow, Shallow Conc. Pavement ' Paved Kv= 20.3 fps 1.1 185 0.0070 2.90 1.01 Circular Channel (pipe), 8" CL Diam= 8.0" Area= 0.3 sf Perim= 2.1' r- 0.17' n= 0.013 0.1 68 0.0110 8.76 43.02 Circular Channel (pipe), 30" CMP Diam= 30.0" Area=4.9 sf Perim= 7.9' r= 0.63' n= 0.013 21.5 1,028 Total ' Subcatchment 9P: To Highland Ave Runoff = 14.43 cfs @ 12.20 hrs, Volume= 1.390 af, Depth= 5.09" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" Area (ac) CN Description 0.811 77 Woods, Poor, HSG C 1.674 98 Paved parking & roofs ' 0.114 77 Brush, Poor, HSG C 0.676 74 >75% Grass cover, Good, HSG C 3.275 87 Weighted Average 1.601 Pervious Area I' W060610 rev1 Type ///24-hr 100-Year Rainfall=6.60" ' Prepared by Bohler Engineering Page 28 HydroCAD®8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 ' 1.674 Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 14 0.4300 0.18 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 5.3 66 0.3000 0.21 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 5 1.0000 0.20 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 5.3 76 0.4000 0.24 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 1.0 13 0.7800 0.22 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.6 119 0.0300 3.52 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.0 298 0.0127 5.11 4.02 Circular Channel (pipe), ' Diam= 12.0" Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 14.9 591 Total Subcatchment EWM: Existing WM to Highland St ' Runoff 62.63 cfs @ 12.23 hrs, Volume= 6.389 af, Depth= 4.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100-Year Rainfall=6.60" Area (ac) CN Description ' 7.600 98 Paved parking & roofs 4.570 70 Woods, Good, HSG C 0.680 65 Brush, Good, HSG C , 0.340 61 >75% Grass cover, Good, HSG B 1.310 85 ledge 0.890 98 Adjacent plaza to north ' 15.390 86 Weighted Average 6.900 Pervious Area 8.490 Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (fUft) (fUsec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 40 0.0750 4.41 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 160 0.4400 10.68 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps , 8.0 Direct Entry, Time in pipes to Highland St. 17.5 350 Total W060610 rev1 Type 11124-hr 100-Year Rainfall=6.60" Prepared by Bohler Engineering Page 29 ' HydroCADO 8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 Subcatchment PRF: WM Roof Runoff = 21.49 cfs @ 12.08 hrs, Volume= 1.760 af, Depth= 6.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs I ' Type III 24-hr 100-Year Rainfall=6.60" Area (ac) CN Description 3.320 98 Paved parking & roofs 3.320 Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min. Allowable Subcatchment PW1: Proposed West of WM Runoff = 17.63 cfs @ 12.14 hrs, Volume= 1.440 af, Depth= 3.59" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" ' Area (ac) CN Description 0.450 98 Paved parking & roofs 4.360 70 Woods, Good, HSG C 4.810 73 Weighted Average 4.360 Pervious Area 0.450 Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.9 385 0.1900 7.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps ^:0.1 485 Total ' Subcatchment PWB: Proposed West To Basin Runoff - 8.19 cfs @ 12.11 hrs, Volume= 0.632 af, Depth= 4.65' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.60" W060610 rev1 Type 111 24-hr 100-Year Rainfall=6.60" ' Prepared by Bohler Engineering Page 30 HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 11/29/2010 ' Area (ac) CN Description 0.850 70 Woods, Good, HSG C 0.450 98 Det Basin Surface ' 0.330 98 • Ledge surface 1.630 83 Weighted Average 0.850 Pervious Area , 0.780 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) ' 7.6 50 0.0700 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 180 0.3500 9.52 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 7.9 230 Total Subcatchment PWM: Proposed WM to Highland St ' Runoff = 55.00 cfs @ 12.22 hrs, Volume= 5.604 af, Depth= 5.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100-Year Rainfall=6.60" Area (ac) CN Description ' 7.050 98 Paved parking 0.430 98 Proposed Exposed ledge 0.710 61 >75% Grass cover, Good, HSG B , 3.740 70 Woods, Good, HSG C 0.890 98 Shopping center to north pavement 0.100 98 Highland Ave widening ' 12.920 88 Weighted Average 4.450 Pervious Area 8.470 Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2=-3.10" 0.1 60 0.6000 15.72 Shallow Concentrated Flow, Down ledge face Paved Kv= 20.3 fps 0.2 50 0.0300 3.52 Shallow Concentrated Flow, Paved area to CB , Paved Kv= 20.3 fps 8.0 Direct Entry, Time in pipes to Highland St 17.0 160 Total 1 ' W060610 rev1 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by Bohler Engineering Page 31 ' Hydro CAD@ 8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 Subcatchment TEW: EXISTING West of WM ' Runoff = 26.02 cfs @ 12.14 hrs, Volume= 2.126 af, Depth= 3.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100-Year Rainfall=6.60" Area (ac) CN Description 6.860 70 Woods, Good, HSG C 0.450 98 Paved parking & roofs 7.310 72 Weighted Average 6.860 Pervious Area 0.450 Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.9 385 0.1900 7.02 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 0.5 50 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 10.1 485 Total Reach RP: Pipes thru WM ' Inflow Area 4.950 ac, Inflow Depth > 3.49" for 100-Year event Inflow 2.51 cfs @ 12.51 hrs, Volume= 1.441 of Outflow = 2.48 cfs @ 12.63 hrs, Volume= 1.441 af, Atten= 1%, Lag= 7.3 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Max. Velocity=4.33 fps, Min. Travel Time=4.2 min Avg. Velocity = 2.45 fps, Avg. Travel Time= 7.5 min Peak Storage= 631 cf @ 12.56 hrs, Average Depth at Peak Storage= 0.54' Bank-Full Depth= 1.50', Capacity at Bank-Full= 8.93 cfs ' 18.0" Diameter Pipe, n= 0.013 Concrete pipe, straight& clean Length= 1,100.0' Slope= 0.0072 '/' Inlet Invert= 122.00', Outlet Invert= 114.05' W060610 rev1 Type 111 24-hr 100-Year Rainfall=6.60" , Prepared by Bohler Engineering Page 32 HydroCADO 8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 ' Reach TE3: EXISTING at Highland Ave Inflow Area = 21.051 ac, Inflow Depth = 4.83" for 100-Year event ' Inflow = 80.93 cfs @ 12.24 hrs, Volume= 8.481 of Outflow = 80.93 cfs @ 12.24 hrs, Volume= 8.481 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs ' Reach TP3: PROPOSED at Highland Ave ' Inflow Area = 21.145 ac, Inflow Depth > 4.79" for 100-Year event Inflow = 70.72 cfs @ 12.22 hrs, Volume= 8.435 of Outflow = 70.72 cfs @ 12.22 hrs Volume= 8.435 of, Atten= 0% Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Reach TPW: PROPOSED West of WM ' Inflow Area= 4.810 ac, Inflow Depth = 5.65" for 100-Year event Inflow = 20.73 cfs @ 12.15 hrs, Volume= 2.266 of , Outflow = 20.73 cfs @ 12.15 hrs, Volume= 2.266 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs ' Pond DT: Detention Inflow Area = 4.950 ac, Inflow Depth = 5.80" for 100-Year event ' Inflow = 29.40 cfs @ 12.09 hrs, Volume= 2.392 of Outflow = 6.36 cfs @ 12.51 hrs, Volume= 2.268 af, Atten= 78%, Lag=25.1 min Primary = 2.51 cfs @ 12.51 hrs, Volume= 1.441 of ' Secondary = 3.85 cfs @ 12.51 hrs, Volume= 0.826 of Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 128.21' @ 12.51 hrs Surf.Area= 16,022 sf Storage=48,762 cf Plug-Flow detention time= 200.7 min calculated for 2.268 of(95% of inflow) Center-of-Mass det. time= 170.7 min ( 930.5-759.8 ) ' Volume Invert Avail.Storage Storage Description #1 123.00' 74,500 cf Custom Stage Data(Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 123.00 0 0 0 ' 124.00 4,613 2,307 2,307 125.00 8,351 6,482 8,789 126.00 11,921 10,136 18,925 127.00 13,309 12,615 31,540 , 128.00 14,755 14,032 45,572 129.00 20,866 17,811 63,382 129.50 23,606 11,118 74,500 ' W060610 rev1 Type /// 24-hr 100-Year Rainfall=6.60" Prepared by Bohler Engineering Page 33 . HydroCAD®8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 Device Routing Invert Outlet Devices ' #1 Primary 124.22' 18.0" x 100.0' long Culvert RCP, groove end w/headwall, Ke= 0.200 Outlet Invert= 123.47' S= 0.0075 '/' Cc= 0.900 n= 0.013 #2 Device 1 124.50' 6.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 127.80' 15.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 128.50' 2.00'x 2.00' Hdriz. Orifice/Grate Limited to weir flow C= 0.600 #5 Secondary 128.30' 10.0' long x 12.0' breadth Broad-Crested Rectangular Weir ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.57 2.62 2.70 2.67 2.66 2.67 2.66 2.64 #6 Secondary 126.00' 12.0" x 100.0' long Culvert ' CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 125.50' S= 0.0050 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=2.51 cfs @ 12.51 hrs HW=128.21' (Free Discharge) ' Culvert (Passes 2.51 cfs of 14.66 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.76 cfs @ 8.95 fps) 3=Orifice/Grate (Orifice Controls 0.75 cfs @ 2.17 fps) =Orifice/Grate ( Controls 0.00 cfs) econdary OutFlow Max=3.85 cfs @ 12.51 hrs HW=128.21' (Free Discharge) =Broad-Crested Rectangular Weir( Controls 0.00 cfs) =Culvert (Barrel Controls 3.85 cfs @ 4.90 fps) 1 I' 1 1 w 'x 'v c a , a a Q t 1 1 1 t 1 1 1 1 1 1 APPENDIX E WATER QUALITY/ ' GROUNDWATER RECHARGE CALCULATIONS 1 ' 1 I ' INSTRUCTIONS: Version 1,Automated:Mar.a, 2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: Entire Parking Lot B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E r d Street Sweeping-5°!° 0.05 1 1.00 0.05 0.95 N > i Deep Sump,and Hooded O 'O Catch Basin 0.25 0.95 0.24 0.71 d = Proprietary Treatment O Practice 0.80 0.71 J70,57 0.14 � w 5 0.00 0.14 0.00 0.14 V U 0.00 0.14 0.00 0.14 Separate Form Needs to be Completed for Each Total TSS Removal = ss^r° Outlet or BMP Train Project: s°"^ Prepared By: AwP *Equals remaining load from previous BMP(E) Date: 1Uiwwi0 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1.From MassDEP Stormwater Handbook Vol. 1 Mass.Dept. of Environmental Protection 1 1 Groundwater Recharge Calculations ' Recharge Volumes Required: ' Proposed impervious area= 10.37 acres (Walmart building and parking only) Existing impervious area= 8.00 acres (Walmart building and parking only) New impervious area= 2.37 acres (103,237 so Recharge volume required for type "C.' soils= ' 103,237 sfx 0.25"/12"/ft=2,151 cf (0.05 Ac-ft) Volume provided in detention basin below low level orifice= 5,080 cf (0.12 ac-ft)(see next page) ' 1 e t 1 ' W060610 rev1a Type 11124-hr2-Year Rainfall=3.10" Prepared by Bohler Engineering HydroCAD®8.00 s/n 002612 0 2006 HvdroCAD Software Solutions LLC 11/16/2010 Stage-Area-Storage for Pond DT: Detention ' Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 123.00 0 0 128.20 15,977 48,645 123.10 461 23 128.30 16,588 50,273 ' 123.20 923 92 128.40 17,199 51,962 123.30 1,384 208 128.50 17,811 53,713 123.40 1,845 369 128.60 18,422 55,524 123.50 2,307 577 128.70 19,033 57,397 ' 123.60 2,768 830 128.80 19,644 59,331 123.70 3,229 1,130 128.90 20,255 61,326 123.80 3,690 1,476 129.00 20,866 63,382 123.90 4,152 1,868 129.10 21,414 65,496 ' 124.00 4,613 2,307 129.20 21,962 67,665 124.10 4,987 2,786 129.30 22,510 69,888 124.20 5,361 3,304 129.40 23,058 72,167 124.30 5,734 3,859 129.50 23,606 74,500 124.40 6,108 4,451 124.50 6,482 - L°w -L(a , F-d9�ro1 124.60 6,856 5,747 ' 124.70 7,230 6,451 124.80 7,603 7,193 124.90 7,977 7,972 125.00 8,351 8,789 ' 125.10 8,708 9,641 125.20 9,065 10,530 125.30 9,422 11,454 125.40 9,779 12,415 125.50 10,136 13,410 125.60 10,493 14,442 125.70 10,850 15,509 125.80 11,207 16,612 125.90 11,564 17,750 126.00 11,921 18,925 126.10 12,060 20,124 126.20 12,199 21,336 126.30 12,337 22,563 126.40 12,476 23,804 126.50 12,615 25,059 126.60 12,754 26,327 t 126.70 12,893 27,609 126.80 13,031 28,905 i 126.90 13,170 30,216 127.00 13,309 31,540 127.10 13,454 32,878 127.20 13,598 34,230 127.30 13,743 35,597 12T40 13,887 36,979 ' 127.50 14,032 38,375 127.60 14,177 39,785 127.70 14,321 41,210 ' 127.80 14,466 42,649 127.90 14,610 44,103 128.00 14,755 45,572 128.10 15,366 47,078 i 1 JOB B O H L E R SHEETONO. W J'^ (^ , OF ' E N G I N E E R I N G CALCULATED BY ,�y,�Q DATE CHECK BY DATE ' SCALE OF rB P'l Ti A ' ,or - y 'Pt d Z 112w Mr � ' i OW , s �Wa"n o Sizing Estimate ' CONSTRUCTION PRODUCTS INC. Provided by Jason Greenleaf on November 16, 2010 Walmart - Salem ' Salem, MA Information provided by Andrew Platt (Bohler Engineering): ' Site information: Structure ID Area ac % Impervious Tc min 1.0" Water Quality Flow cfs WQU-1 12.12 69% 23.1 5.85 • Presiding agency= MA DEP ' Vortechs®System Sizing Option: The CONTECH Stormwater Solutions Vortechs® stormwater treatment system is a hydrodynamic ' separator designed to enhance gravitational separation of floating and settleable materials from stormwater flows. Stormwater flows enter the unit tangentially to the grit chamber, which promotes a gentle swirling motion. As stormwater circles within the grit chamber, pollutants migrate toward the center ' of the unit where velocities are the lowest. The majority of settleable solids are left behind as stormwater exits the swirl chamber. Stormwater flows then are directed below a floatables baffle wall, where buoyant debris and hydrocarbons are removed. ' Offline Configuration: The Offline Vortechs® system is sized to treat and remove a minimum of 80% total suspended solids ' net annually for the given drainage area of the Typical micron particle gradation while bypassing the peak flow event. ' System Recommended Vortechs® Model Vortechs Treatment Flow Rate (cfs) WQU-1 VX 5000 Offline 8.5 ©2006 CONTECH Stomwater Solutions 200 Enterprise Drive,Scarborough ME 04074 Page 1 of 2 tcontechstormwater.com Toll-free:877.907.8676 Fax:207.885.9825 1 1 Sizing Estimate CONSTRUCTION PRODUCTS INC. ' Maintenance: Like any stormwater best management practice, the Vortechs® system requires regular inspection ' and maintenance to ensure optimal performance. Maintenance frequency will be driven by site conditions. Quarterly visual inspections are recommended, at which time the accumulation of pollutants can be determined. On average, the Vortechs® system requires annual removal of accumulated pollutants. t 1 1 ©2006 CONTECH Stonnwater Solutions 200 Enterprise Drive,Scarborough ME 04074 Page 2 of 2 contechstormwater.com Toll-free:877.907.8676 Fax:207.885.9825 ' 1 1 1 ' VORTECHS SYSTEW�ESTIMATED NETANNUAL SOLIDS LOAD REDUCTION WALMART-SALEM SALEM,MA MODEL NAME VORTECHS 5000 consrArxnoatrltao-uucrsINC, SITE DESIGNATION WOU-1 ' 117.2 Design Ratioi = (12.12 acres) x (0.714)x (449 gpmtcfs) 100:9 (38.5 sf) ' Bypass occurs at an elevation of 117.2' (at approximately 274 gpm/sf) Rainfall Intensity Operating Rate Treated Flow %Total Rainfall Rmv1. Effcv° Rel. Eft "/hr misf cfs Volume3 % % 0.08 8.1 0.69 41:0% 96.9% 39.8% 0.16 16.1 1.37 2319% 90':6% 21.6% 0.24 242 2.06 11:5% 85.3% 9:8% 0.32 32.3 2.74' 7.4% 81.1% 6.0% 0.40 40.4 3.43 4.4% 76.0% 3.4% 0.48 414 4.12 2.9% %3% 1.9% 0.66 565 4.80 1.8% 60.8% 1A% 0:6464:6 5.49 1:2% 54.9% 0.6% 0.72 72.6 6.181.6°1° 46.2% 0.7% ' 0.80 80.7 5,86 0.8% 35.4% 0.3% 85.3% % rain.falling at.>0'7hr or bypassing treatment= 0.0% ' Assumed removal efficiency for bypassed flows= 0.0% Estimated reduction in efficiencys= 0.0% Predicted Net Annual toad Removal Efficiency= 85% ' 1'-Design Ratio (Total DrainageArea)x(Runoff Coefficient)x(cfstogpmconversion)/Grit GhamberRrea 2-Operating Rate(gpmtsf =intensity Cthr)xDesign Ratio. 3-Based on 7 pears of data from MCDC station#3276,Groveland,Essex County,PAA ' r Reduction due to use.of 60 minute data for a.site that has a time of concentration:less than 30-minutes. Calculated by: JAG 12102/10 Checked.b 1 VORTECHS SYSTEM@ FLOW CALCULATIONS ' WALMART- SALEM SALEM, MA MODEL NAME VORTECHS 5000 ' SITE DESIGNATION WQU-1 Vortechs Orifice Vortechs Weir Bypass Weir ' Cd = 0.56 Cd = 4 Cd = 3.3 A(ft)= 0.19 Weir Crest Length(ft)= 0.33 Crest Length (ft)= 4 Crest Elevation (ft)= 115-05 Crest Elevation(ft) = 116.56 Crest Elev. (ft)= 117.2 , Head Elevation Orifice Flow Weir Flow BypassFlow Total Flow (ft) (ft) (cfs) (cfs) (cfs) (cfs) ' 0.00 114.97 0,00 0:00 0.00 000 017 115.22 0.02 0.00 0:00 0.02 0.42 115.47 0.44 000 0:00 0.44 ' 0.67 115.72 0.62 0:00 0.00 0.62' 0.92 115.97 0 76 0.00 0.00 0:76 117 11622 087 000 0.00 0,87 M;K _, 2.15: 117_20N0 1 '1.23 _k 0 69 H0.00 .x,1,92. 2.40 117.45 1.30 1.12 165 4.08 2.65 117.70 1.38 1.62 4.67 7.66 290 11795 1.44 2.18 8.57 1220 ' 3.15 11820 1.51 2.79 13.20 17,50 3,40 118.45 1.57 3.45 18.45 23.47 3.65 118.70 1.63 4.15 24.25 30.03 ' 374 118.79 1.65 442 26.49 32.56 Calculated by: JAG 12702110 VORTECHS STAGE DISCHARGE CURVE ' 119:00 118.50 ' 118.00. rL 117.50 Z 0 .117.00 -VORTECHS FLOC.:' 116.50 _WUR 116.00 ' ®OftIFlCE 115-.50 BYPASS rRFST 115.00 114.50 ' O.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 FLOW(CFS) t 0 1 I ' VORTECHS SYSTEM BYPASS CALCULATIONS WALMART- SALEM SALEM, MA A G r2- MODEL NAME VORTECHS 5000 wnsrnucno"vacauersWe_ SITE DESIGNATION WQU-1 ' Vortechs System Specifications and Site Specific Information: Vortechs System flow,capacity, Q,f= 8.5 cfs Actual length of bypass weir crest= 4-0 ft Design flow rate at recurrence interval, Qc= 32.6 cfs Effective length of bypass weir crest, LB= 4 ' Recurrence Interval, I = 25 yr Peak water surface elevation. Ep= 1137 ft Recurrence Interval Ratio, Ri = 8 Discharge coefficient, Cc= 3.3 ' Notation: Qy = Flaw over bypass weir,.cfs Qp= Estimated peak flow rate for 25 year storm,cfs ' Ea= Elevation of bypass weir crest,ft h= Depth of flow over bypass weir crest;ft Calculations: ' Q-= OF -Qv -Calculate the flow over the bypass weir during the design-year storm. = 32:6-8.5 = 24.1 cfs Qa= CbLeh"2 -Francis formula for rectangular weir. 1 h = (Qs/3 3Ls)`'' -Use this arrangement of the Francis formula to solve for h. (24.1 13.3 <4�2r3 1.5 ft ' Es= Ep-h Solve for bypass weir crest elevation (Ea). = 1187 -1,48 ' = 117.2 Conclusion: The bypass weir crest should be set at an elevation of 117.2 ft with a total length of 4 ft. ' Ratio of Stated Return Period Rainfall Intensity to Two-Month Intensity` Recurrence Interval, I : 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr Ratio, R: 5 6 7 8 9 10 ' 'See Technical Bulletin 3A. Calculated by: JAG =Site S cifi Checked by: 1 Page 1 of 2 ' LOc:c bb Salem X911 n. re aredFov-' yas" s Matt.1366k Purpose: gTo Calculate the�first flush runoff flow rate(V1rQF)over a given site area In thissituahon the WQV,to be analyzed is the runoff produced by_the firstt O,rof rainfall p Reference: United States Department of Agriculture Natural Resources Conservation Service TR-55 Manual Structure A A Runoff Percent Imp. 4;n ;j] Given: Name acres miles2Coefficient %* mi<=•WQU-1n-' ?n12.12'10.01894 M910714oN= 69.00 ';° 23. *Assumes runoff coefficient of 0.3 for pervious areas and 0.9 for impervious areas. , Procedure: The Water Quality Flow(WQF)is calculated using the Water Quality Volume(WQV). This WQV, converted to watershed inches, is substituted for the runoff depth(Q)in the Natural Resources ' Conservation Service(formerly Soil Conservation Service),TR-55 Graphical Peak Discharge Method. 1. Compute WQV in watershed inches using the following equation: ' WQV=P*R where WQV=water quality volume(watershed inches) , P„,®,desrgnpregiprtatwn(inches) n(1.0'',.forwaterqualrtystorm)' '= R=volumetric runoff coefficient=0.05+0.009(1) 1=percent impervious cover Structure Percent P WQV WQV,f ' _... Name Imp. % R in in T ac ft'i. WQU-1 69.00 0.671 " :1.0 0.671 0.6777, 2. Compute the NRCS Runoff Curve Number(CN)using the following equation,or graphically ' using Figure 2-1 from TR-55(USDA, 1986): CN=1000/[10+5P+10Q-10(42+1.25QP)"2] , where: CN= Runoff Curve Number P'=designp-m4Jt6h6n—(incftes) ,(1.0"„for water quality stoim)'= Q=runoff depth(watershed inches) Structure Q Name in CN ' WQU-1 0.671 96.56 1 1 ' Page 2 of 2 3. Using computed CN, read initial abstraction(Ig)from Table 4-1 in Chapter 4 of TR-55; compute ' IJP, interpolating when appropriate. Structure le Name (in) la/P tWQU-1 .4 =0,075--H.al 0.075 4. Compute the time of concentration(tj in hours and the drainage area in square miles. A ' minimum f of 0.167 hours(10 minutes)should be used. Structure It. A Name hr miles) ' WQU-1 0.385 1 0.01894 5. Read the unit peak discharge(q„)from Exhibit 4-III in Chapter 4 of TR-55 for appropriate tc for ' type 111 rainfall distribution. Structure fcq„ ' Name (hr) I, IP (csm/in) WQU-1 0.385 0.075 .rr" 60; 6. Substituting WQV(watershed inches)for runoff depth(Q),compute the water quality flow ' (WQF)from the following equation: WQF=(q.)*(A)'(Q) ' where: WQF=water quality flow(cfs) q„=unit peak discharge(cfs/mi)/inch) A=drainage area(mi)) Q=runoff depth(watershed inches) ' Structure q„ Q WQF Name csm/in miles) in cfs WQU-1 460 0.01894 0.671 1 1 1 ' VORTECHS 5000 DESIGN NOTES VORTECHS 5000 RATED TREATMENT CAPACITY IS 8.5 CFS,OR PER LOCAL REGULATIONS, IF THE SITE CONDITIONS EXCEED RATED TREATMENT ' CAPACITY,AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. 13'.0" THE STANDARD INLET/OUTLET CONFIGURATION IS SHOWN.FOR OTHER CONFIGURATION OPTIONS,PLEASE CONTACT YOUR CONTECH CONSTRUCTION PRODUCTS REPRESENTATIVE. w .contechcpi.com ' ALUMINUM SWIRL CHAMBER ' 4 I ' A A 90 FLOW —_ — -- SITE SPECIFIC ' --- --- DATA REQUIREMENTS STRUCTURED ` BAFFLE WALL FLOW CONTROL WALL G� '\/ \ <': - WATER QUALITY FLOW RATE(CFS) o A PEAK FLOW RATE(CFS) SECTION BSB •�� RETURN PERIOD OF PEAK FLOW(YRS) �w��u�rwue o' STORMWATER�—� ' o SOLUTIONS-` PIPE DATA: LE. MATERIAL DIAMETER CONTRACTOR TO GROUT TO CONTRACTOR TO PROVIDE • \,/\ INLET PIPE 1 FINISHED GRADE GRADE RING/RISER p \�F INLET PIPE o X OUTLET PIPE Stormwa RIM ELEVATION ANTI-FLOTATION BALLAST WIDTH HEIGHT ' TOP AND SIDES FRAME AND COVER NOTES/SPECIAL REQUIREMENTS: SEALED TO VAULT (DIAMETER VARIES) o N.T.S. $ B L WEIR AND PER ENGINEER OF RECORD > PLATES --- B GENERAL NOTES 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 2. DIMENSIONS MARKED WITH()ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. _ ^ 3. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHT,PLEASE CONTACT YOUR ' r CONTECH CONSTRUCTION PRODUCTS REPRESENTATIVE. �.conlechcpi.wrn o INLET PIPE 4. VORTECHS WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION o OUTLET CONTAINED IN THIS DRAWING. �a 4 o � 5. STRUCTURE SHALL MEET AASHTO H520 AND CASTINGS SHALL MEET AASHTO M306 LOAD RATING,ASSUMING < GROUNDWATER ELEVATION AT,OR BELOW,THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. 6. INLET PIPE(S)MUST BE PERPEDICULAR TO THE VAULT AND AT THE CORNER TO INTRODUCE THE FLOW TANGENTIALLY w TO THE SWIRL CHAMBER. DUAL INLETS NOT TO HAVE OPPOSING TANGENTIAL FLOW DIRECTIONS. ¢ 7. OUTLET PIPE(S)MUST BE DOWN STREAM OF THE FLOW CONTROL BAFFLE AND MAYBE LOCATED ON THE SIDE OR END p PERMANENT OF THE VAULT. THE FLOW CONTROL WALL MAY BE TURNED TO ACCOMODATE OUTLET PIPE KNOCKOUTS ON THE SIDE ti POOL ELEV. OF THE VAULT. p SECTION ARA INSTALLATION NOTES i 1. ANY SUB-BASE,BACKFILL DEPTH,AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS o AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. ' 2. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE O w VORTSENTRY HS MANHOLE STRUCTURE(LIFTING CLUTCHES PROVIDED). 30: 3. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE. i 4. CONTRACTOR TO PROVIDE,INSTALL,AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN. ' ? 5. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT,HOLDING WATER TO FLOWLINE LL INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED. w ¢ Ll TM ` Vortechs° ���1►�.� _ i.MqLwm.w—m VORTECHS 5000 CONSTRUCTION PRODUCTS INC. www.contechcpi.com STANDARD DETAIL PRODU WAY BE N usSrnre.T`s. TMeanreaiswe 9025 Centre Pointe Dr.,Suite 400, West Chester,OH 45069 800.338-1122 513-645-7000 513L46-7993 FAX t � 1 FOR INFORMATIONAL PURPOSES ONLY 1NOT INTENDED AS A CONSTRUCTION DOCUMENT BYPASS AND JUNCTION STRUCTURES NOT SUPPLIED BY CONTECH STORMWATER SOLUTIONS- I ' BYPASS OR STORMGATE JUNCTION MANHOLE MANHOLE (OPTIONAL) BYPASS TO OUTFALL •• - ----- -- y _ 'I BYPASS WEIR LENGTH AND 1 1 i I CREST ELEVATION TO BE DETERMINED BY CONTECH I I STORMWATER SOLUTIONS ' S' MIN. 1 t I RECOMM MENDED t t 1 I 1 I 1 I 1 I I I I I 1 I 1 1 :::F:I�.."•��\' 4�.:4 ' e. ..�..'..-i y..i. . ti: J•.I h�'rai rail:_.: _--_- ALT OUTLET TO OUTFALL r 1 • 1 VORTECHS SYSTEM ' ACTUAL ORIENTATION AND LAYOUT MAY VARY DUE TO SITE SPECIFIC CONSIDERATIONS Trls CADD file Intoner odushm of Tide Mons,slormwater treatment ee Unteth tonmleredby Conleoh and rrsechsSolutions Suandnay only hehansfeem toother documentsexactlyas,provked my by aced if n SNrsary. R Sdafiontos.Title dax Informatlon,le wiM ng trio r wordih Ston Mth r Sono Ss logo and Ne almech45 Summoner nonser Treannent System use of proprietary and patent number,may be ' related if necessary. ReNdans 10 any pad of Nis CADD file wlNout prior coordinatlon wiN ContecM1 SNmtweter Sdufiona shall he mnsitleretl urauthotlzed use of proprietary infottnation. i%WvEq- G rte..-! TYPICAL BYPASS LAYOUT ' STORMWATER VORTECHS® STORMWATER TREATMENT SYSTEM SOLUTIONS- , wnleehindmnwater.mm DATE:6/15/06 SCALE:NONE FILE NAME:T PWBPLOR DMM:GMC CHECKED:NDG 1 t 1 1 1 1 1 1 1 1 1 LL x ' X D C CLQ) ' CL Q 1 1 1 ' APPENDIX F ' STORM SEWER SIZING t 1 I, 1 1 1 ' 1 Results Page 1 Line Line Inlet Pipe To g Runoff Total Q Line Line Line Flow Capac Vel Invert Invert Gnd/Rim HGL Cover No. ID Time Travela Coeff CxA Capt Length Slope Sin Rate Full Ave Up Dn EI Up Up Up (min) (min) I (C) (efs) Iffl N (inl (cfs) (eis) (fus) (ff) Iffl lffl (ft) VQ 1 MHB-MHA 0.0 0.11 23.8 3.44 0.00 0.00 8.71 44.00 3.00 30 32.61 71.03 8.00 '115.13 113.81 123.05 117.04j 5.42 2 MHC-MHB 0.0 0.03 23.7 3.44 0.00 0.00 8.71 .. 10.00 1.00 30 32.63 41.01 7.56 115.33 115.23 122.90 117.31 5.07 3 MHD-MHC 0.0 0.03 23.7 3.44 0.00 0.00 8.71 ... 10.00 1.00 30 32.64 41.01 7.19 115.43 115.33 122.75 117.56 4.82 4 MHE-MHD 0.0 0.42 23.3 3.47 0.00 0.00 6.07 ... 120.00 0.76 30 23.76 35.71 4.84 116.34 115.43 123.70 119.27 4.86 5 MHF-MHE 0.0 0.24 23.1 3.49 0.00 0.00 5.59 ... 63.00 0.75 30 22.19 35.42 4.52 116.81 116.34 123.60 119.86 4.29 6 MHG-MHF 0.0 0.26 22.8 3.51 0.00 0.00 5.10 ... 64.00 0.59 30 20.58 31.60 4.19 117.19 116.81 123.65 120.39 3.96 7 MHH-MHG 0.0 0.28 22.5 3.53 0.00 0.00 4.62 ... 64.00 0.59 30 18.99 31.60 3.87 117.57 117.19 123.70 120.84 3.63 8 MHI-MHH 0.0 0.29 22.2 3.55 0.00 0.00 3.91 90.00 0.60 24 16.57 17.52 5.27 118.11 117.57 124.00 121.55 3.89 9 MHJ-MHI 0.0 0.14 22.1 3.56 0.00 0.00 3.62 ... 41.00 0.59 24 15.59 17.30 4.96 118.35 118.11 124.10 122.15 3.75 10 MHK-MHJ 0.0 0.34 21.8 3.59 0.00 0.00 3.09 ... 88.00 0.49 24 13.76 15.81 4.38 '118.78 118.35 125.60 122.94 4.82 11 MHL-MHK 0.0 1.81 19.9 3.74 0.00 0.00 1.59 .. 297.00 0.60 24 8.64 17.51 2.75 120.66 118.88 131.20 123.86 8.54 12 MHM-MHL 0.0 0.41 19.5 3.77 0.00 0.00 1.33 ... 108.00 0.60 18 7.72 8.15 4.37 121.41 120.76 131.20 124.52 8.29 13 MHN-MHM 0.0 0.50 19.0 3.82 0.00 0.00 1.01 ... 111.00 0.59 18 6.55 8.10 3.71 122.07 121.41- 131.20 125.24 7.63 14 MHO-MHN 0.0 0.76 18.3 3.89 0.00 0.00 0.69 ... 138.00 0.60 18 5.36 8.14 3.04 122.90 122.07 131.40 125.81 7.00 15 MHPi-MHO 0.0 2.92 5.2 5.95 0.00 0.00 0.10 ... 132.00 0.50 12 0.59 2.52 2.62 128.00 127.34 132.67 128.33 3.67 16 L01-MHP1 5.0 0.18 5.0 6.00 0.11 0.90 0.10 0.59 8.00 1.25 12 0.59 3.98 2.20 128.10 128.00 132.75 128.43j 3.65 17 CB12-MHN 15.0 0.13 15.0 4.24 0.52 0.62 0.32 1.37 14.00 1.00 12 1.37 3.56 3.86 127.00 126.86 132.75 127.50 4.75 18 CB11-MHM 12.0 0.11 12.0 4.63 0.62 0.52 0.32 1.49 13.00 4.00 12 1.49 7.12 4.72 127.00 126.48 131.00 127.78 3.00 19 CB10-MHL 10.0 0.14 10.0 4.94 0.37 0.70 0.26 1.28 14.00 2.00 12 1.28 5.04 4.15 127.00 126.72 131.00 127.54 3.00 20 CB9-MHK 12.0 0.09 12.0 4.63 2.72 0.55 1.50 6.92 30.00 2.00 15 6.92 9.13 5.64 119.50 118.90 122.50 123.59 1.75 21 CB7-MHJ 5.0 0.13 5.0 6.00 0.51 0.82 0.42 2.51 24.00 2.00 12 2.51 5.04 3.19 119.46 118.98 123.70 122.88 3.24 Project File: W060610 revl.stm Number of lines:57 Date: 11-29-2010 NOTES:Intensity=45.72/(Inlet time+11.30)"0.73-Return period=25 Yrs.; ""Critical depth Hydmflow Storm Sewers 2005 Results Page 2 Line Line Inlet Pipe Tc i Drng Runoff Total Q Line Line Line Flow Capac Vel Invert Invert Gnd/Rim HGL Cover No. ID Time Travel Sys Area Coeff CxA Capt Length Slope Size Rate Full Ave Up Dn EI Up Up Up (min) (min) (min) (In/hr) (ac) (C) (cfs) (ft) N (in) (cfs) (cfs) (ft/s) (ff) (ft) (ft) (ft) (ft) 22 CB6-MHI 5.0 0.15 5.0 6.00 0.33 0.87 0.29 1.72 20.00 1.00 12 1.72 3.56 2.19 119.30 119.10 123.40 122.31 3.10 23 CBS-MHH 5.0 0.04 5.0 6.00 0.79 0.90 0.71 4.27 13.00 1.54 12 4.27 4.42 5.43 119.30 119.10 123.40 121.26 3.10 24 CB4-MHG 5.0 0.06 5.0 6.00 0.54 0.89 0.48 2.88 14.00 2.00 12 2.88 5.04 3.67 119.30 119.02 123.40 120.81 3.10 25 CB3-MHF 5.0 0.07 5.0 6.00 0.55 0.89 0.49 2.94 15.00 2.13 12 2.94 5.20 3.74 119.32 119.00 123.30 120.38 2.98 26 CB2-MHE 5.0 0.07 5.0 6.00 0.54 0.89 0.48 2.88 15.00 1.47 12 2.88 4.31 4.81 119.30 119.08 123.30 120.02 3.00 27 CB1-MHD 5.0 0.03 5.0 6.00 1.32 0.89 1.17 7.05 12.00 2.00 15 7.05 9.13 6.98 118.50 118.26 122.50 119.81 2.75 28 MHP-MHD 0.0 1.14 16.0 4.12 0.00 0.00 1.46 .. 332.00 1.70 15 6.02 8.42- 6.64 124.00 118.36 132.30 124.98 7.05 29 RF1AB-MHP 5.0 5.70 5.0 6.00 0.17 0.90 0.15 0.92 400.00 1.00 12 0.92 3.56 2.12 128.00 124.00 132.75 128.41j 3.75 30 MHQ-MHP 0.0 0.50 15.5 4.17 0.00 0.00 1.31 ... 93.00 0.51 18 5.47 7.47 4.55 124.83 124.36 131.20 125.76 4.87 31 MHR-MHQ 0.0 0.58 14.9 4.24 0.00 0.00 1.14 ... 137.00 0:50 15 4.82 4.55 3.94 125.51 124.83 131.15 126.74 4.39 32 MHS-MHR 0.0 0.50 14.5 4.30 0.00 0.00 0.93 ... 97.00 0.49 15 4.01 4.54 3.27 125.99 125.51 132.30 127.34 5.06 33 MHT-MHS 0.0 0.39 14.1 4.35 0.00 0.00 0.93 ... 78.00 0.50 15 4.06 4.57 3.31 126.38 125.99 130.90 127.79 3.27 34 CB17-MHT 11.0 0.78 11.0 4.78 0.71 0.72 0.51 2.44 145.00 0.50 12 2.44 2.51 3.11 127.10 126.38 130.10 128.60 2.00 35 CB16-MHT 14.0 0.06 14.0 4.36 0.54 0.78 0.42 1.84 8.00 2.00 12 1.84 5.04 4.46 127.70 127.54 130.70 128.33 2.00 36 CB15-MHR 5.0 0.13 5.0 6.00 0.26 0.78 0.20 1.22 12.00 2.00 12 1.22 5.04 4.01 128.00 127.76 131.00 128.55 2.00 37 CB14-MHQ 5.0 0.16 5.0 6.00 0.21 0.83 0.17 1.05 13.00 2.00 12 1.05 5.04 3.93 128.00 127.74 131.00 128.48 2.00 38 MHE1-MHO 0.0 0.14 18.1 3.90 0.00 0.00 0.59 .. 34.00 0.74 15 4.99 5.54 4.06 123.22 .122.97 132.00 126.15 7.53 39 CB13-MHEl 18.0 0.14 18.0 3.92 0.92 0.64 0.59 2.31 24.00 2.00 12 2.31 5.04 5.26 126.55 126.07 130.55 127.20 3.00 40 MHF1-MHEi 0.0 0.84 0.2 0.00 0.00 0.00 0.00 ... 111.00 0.75 15 2.69 5.58 2.19 124.05 123.22 129.50 126.78 4.20 41 OCS-MHF1 0.0 0.17 0.0 0.00 0.00 0.00 0.00 ... 22.00 0.77 15 2.69 5.68 2.19 124.22 124.05 128.00 126.89 2.53 42 MHG1-MHJ 0.0 1.54 6.0 5.73 0.00 0.00 0.12 ... 52.00 1.00 15 0.67 6.46 0.55 120.97 120.45 0.00 122.92 N/A Project File: W060610 revl.stm Number of lines:57 Date: 11-29-2010 NOTES:Intensity=45.72/(Inlet time+11.30)"0.73-Return period=25 Yrs. "Critical depth Hyd.f.w St..sewers 2005 Results Page 3 Line Line Inlet Pipe Tc i Drng Runoff Total Q Line Line Line Flow Capac Vel Invert Invert Gnd/Rim HGL Cover No. ID Time Travel Sys Area Coeff CxA Capt Length Slope Size Rate Full Ave Up Dn EI Up Up Up (min) (min) (min) (in/hr) (ac) (C) (cfs) (ft) M (in) (cfs) (cfs) (ft/s) IN (it) (ft) (ft) (ft) 43 CB19-MHJ 5.0 1.04 5.0 6.00 0.13 0.90 0.12 0.70 56.00 1.00 12 0.70 3.56 0.89 '121.05 120.49 0.00 122.94 N/A 44 MHDt-FES2 0.0 0.46 6.2 5.70 0.00 0.00 1.62 ... 142.00 0.95 18 9.23 10.24 6.30 126.35 125.00 132.00 127.51 4.15 45 MHC1-MHD1 0.0 0.11 6.1 5.73 0.00 0.00 1.62 ... 36.00 1.00 18 9.28 10.50 6.50 127.21 126.85 132.00 128.38 3.29 46 MHB1-MHC1 0.0 0.22 5.9 5.78 0.00 0.00 0.70 ... 43.00 0.51 15 4.06 4.62 3.31 '127.43 127.21 131.75 129.61 3.07 47 MHA1-MHB1 0.0 0.50 5.4 5.90 0.00 0.00 0.70 ... 101.00 0.50 15 4.14 4.54 3.38 127.93 127.43 131.75 130.09 2.57 48 MHZ-MHA1 0.0 0.31 5.0 5.99 0.00 0.00 0.70 ... 64.00 0.50 15 4.20 4.57 3.42 128.25 127.93 132.00 130.41 2.50 49 RF3-MHC1 5.0 0.04 5.0 6.00 1.02 0.90 0.92 5.51 10.00 1.00 15 5.51 6.46 5.29 128.35 128.25 132.75 129.29 3.15 50 RF2-MHZ 5.0 0.05 5.0 6.00 0.78 0.90 0.70 4.21 10.00 1.00 15 4.21 6.46 3.43 128.35 128.25 132.75 130.63 3.15 51 MHY-FESt 0.0 0.17 7.7 5.37 0.00 0.00 1.37 ... 42.00 0.90 18 7.35 9.99 4.16 124.79 124.41 132.00 130.18 5.71 52 MHX-MHY 0.0 0.81 6.9 5.55 0.00 0.00 1.37 ... 207.00 0.70 18 7.59 8.79 4.29 126.24 124.79 132.20 131.38 4.46 53 MHW-MHX 0.0 0.33 6.5 5.62 0.00 0.00 1.37 ... 87.00 0.70 18 7.69 8.79 4.35 126.85 126.24 132.30 131.89 3.95 54 MHV-MHW 0.0 1.37 5.1 5.96 0.00 0.00 0.66 ... 263.00 0.50 15 3.92 4.56 3.19 128.16 126.85 132.20 133.29 2.79 55 MHU-MHV 0.0 0.09 5.1 5.99 0.00 0.00 0.66 ... 18.00 0.50 15 3.93 4.57 3.20 128.25 128.16 132.70 133.48 3.20 56 RF4-MHU 5.0 0.05 5.0 6.00 0.73 0.90 0.66 3.94 10.00 1.00 15 3.94 6.46 3.21 128.35 128.25 132.75 133.67 3.15 57 RF5-MHW 5.0 0.03 5.0 6.00 0.79 0.90 0.71 4.27 10.00 1.00 12 4.27 3.56 5.43 128.35 128.25 132.75 132.33 3.40 Project File: W060610 revl.stm Number of lines:57 Date: 11-29-2010 NOTES:Intensity=45.72/(Inlet time+11.30)"0.73-Return period=25 Yrs. ""Critical depth Hydraibw Storm Sewers 2005 t i i 1 F > � � zn �Vmay S Y i 9 r : 8- 17 1 Y i q RF-5 1j 12 / RF I I \ I _ 1 I:. 1. / q Y �� � �•= i ` 1 :/ ��, aI � �. CBi NOT APPROVEDFOR ' CONSTRUCTION ' MOJECT PRELIMINARY LAND DEVELOPMENT RF to PLANS FOR WALMART e - i � - A � _ / 1f -v STORES,INC. .S..I ! (#2640-03) PROPOSED RETAIL DEVELOPMENT HiceuHo AVE(ROUTE lml � ��� � ^ a^ � >�• '\ � I / � \ // \ ESSE%COUNiVON SSACHUSETiS r 11+6 CJ , EN O[NEE¢INO FIa 1Hn+l^mom^ �,� � J � mltteMeoemo M.D. SMITH CB- 1� co-2 3 4 511— : ' 060 FNN. . CB CB B C 6 ;;E ICEISE I—E LICE—N. 12911 CATCH HAS IN GRAPHIC SCALE _ , L 100 0 so o 200 Al 4 �T 1lin ; 00 )fl. 4EVIsioHo-mavemo 4 I' CATCH BASIN DRAINAGE AREA SUMMARY WALMART SALEM, MASSACHUSETTS tc coefficient, grass= 0.30 c coefficient, impervious= 0.90 Drainage Total Grassed Total Area Area Area Area Name Acres Acres "C" not used ' C131 57,671 1,202 0.89 1.32 C62 23,640 249 0.89 0.54 CB3 23,896 304 0.89 0.55 ' C134 23,332 294 0.89 0.54 C135 34,552 1421 0.90 0.79 C86 14,179 712 0.87 0.33 C137 22,150 2,860 0.82 0.51 C139 118,422 69,737 0.55 2.72 C1310 16,163 5,377 0.70 0.37 CB11 27,094 . 17,131 0.52 0.62 CB12 22,732 10,474 0.62 0.52 CB13 39,953 17,459 0.64 0.92 CB14 9,040 1,067 0.83 0.21 CB15 11,543 2,309 0.78 0.26 CB16 33,877 20,324 0.54 0.78 CB17 31,195 9,673 0.71 0.72 CB19 5,738 0 0.90 0.13 ' LD-1 4,580 0 0.90 0.11 RF-1A 4,817 0 0.90 0.11 RF-16 2,724 0 0.90 0.06 RF-2 33,937 0 0.90 0.78 RF-3 44,589 0 0.901.02 RF-4 31,832 0 0.90 0.73 RF-5 34,373 0 0.90 0.79 Total Area (ac.)= 15.43 1 O:\FILES\Wal-Mart\Massachusetts\Salem\Drainage\c_coefficients rev1.x1s 11/16/2010 JOB B O H L E R SHEET SHEET NO. OF E N G I N E E R I N G CALCULATED BY U P DATE CHECK BY DATE ' SCALE OF .Svc $19 IIIb: . . . ----- .- t fOEA L: 2. S' ate: C - • 53 - ' 7i 5 o S,g9s 1S ' GA, L.r.S'F /}dNri �, .S r=,P@ A '1 s1 a.d i 01 10 ¢(IeA, vlFC-ZZ cw4gl5 (o" (LPPdp P41 ALL 006 LSr 'AR flrc�fs_ o/ 1 ATF v IPP4P L'aloldU 10", SQAcF t 1 1 { 1 Manning's Eq for trap. Channels SWALE AT NORTHEAST PARKING Bottom Width 8W= ! `k",2-00' Side Sloe SS= "2:OC1 ' Depth of Flow D= ��011 .32 Sloe S= VOW0.40 Mannin 's"n" n= =-AQ205 ' Flow Area A= 1.28 , Wetted Perimeter P= 3.43 Hydraulic Radius R= 0.37 j Velocity(fps) V= 4.88 { Flow Ids Q= 25 i i k i r I i t 1 �. Chapter 5 Roadside and Median Channels N f c- Z Z- t` t Tr Therefore,the buffalogrt section or m the bend. ' I tj Table 5-4. Permissible shear stresses for lining materials.t4 A computer solution of this examp Permissible Unit Shear Stress le 5-4 r Examp .I Lining Category Lmmg Tvpe _ Pit Ib/ft 'i 0.15 Given: The channel section and ' Temporary• Woven Paper Net 7,2 _ n i t. Jute Net 21.6 0.45 it Find: Determine the leng, Fiberglass Roving: 2g7 060 degree bend. Single Double 40.7 0.45 1 i � Straw,with Net 69.5 1.45 s Solution: Curled WoodMac 74.3 1.55 Step 1. Derermine flow de) it Synthetic Mat 95.7 2.90 e it is assumed that Y , Vegetative Class A 177.2 210 _ snme as(hose in th Class B S Class C 47.9 L00 o' d __ € 28.7 D Class r 0.60 _- r e t Class E 16.8 0.35 with&Be _ Rid Gravel Riprap 25 m (1 in) m 15.7 0.33, .,_. r_ R - t t, 50 man(2 in) 31.4 0.67 t *'- Step 2. Determine channc § 3 Rock Rip 150 mm(6 in) 95.7 2.00 �^ r. n _ r '300 mm(12 in) 191.5 0.050 t Step 3. Determine length . Bare Soil Non-cohesive sce than 23' Cohesive see chart 24 ''?a. = 0736R ' yt = 0736(( a 3.2m(i ' Some"temporary';linings become permanent when buried. r{_ '• Reproduced from HEC-15n't x ( " Since permissible shec 1 +, s lining material would ham t ,# point of tangency of the ci ISolution: " ' 11 � x r Step 1. Determine permissible shear stress: ) y 5.3 DESIGN PROCEDURP 28.7 Pa(0.60l6/fir) Vt,' This section presents a tsl4 Although each project will be € '_ Step 2. Compare rr with the maximum shear stress in the straight section, re, and with the shear Step 3 Establish a Prelim stress in the bend,Is. s f re = 43.2 Pa(9.70 lb/fit) Development of a prelin ) fit' rs = 69.1 Pa(15.5 IW) or roadside channels,the f py„,(;' A. Prepare existir �. 28.74 < k 43.2 5. constraints on r re = 28.74 < 1, = 69.1 5 16 �� i ' 1 1 t ' � 11 1 x v c a 'a Q 1 t 1 1 1 ' APPENDIX G OPERATION AND MAINTENANCE PLAN 1 1 1 i ' LONG TERMSTORMWATER SYSTEM OPERATIONAND ' MAINTENANCE PLAN The Stormwater Management Standards ' Standard 9: A Long Term Operation and Maintenance(O&M)Plan shall be developed and implemented to ensure that stormwater management systems function as designed. ' The Long-term Operation and Maintenance Plan shall at a minimum identify: 1. Stormwater management system(s)owners; ' 2. The party or parties responsible for operation and maintenance, including how future property owners will be notified of the presence of the stormwater management system and the requirement for proper operation and maintenance; ' 3. The routine and non-routine maintenance tasks to be undertaken after construction is complete and a schedule for implementing those tasks; 4. Plan that is drawn to scale and shows the location of all stormwater BMPs in each treatment train along with the discharge point; ' 5. Description and delineation of public safety features;and 6. Estimated operations and maintenance budget. The Operation and Maintenance Plan shall identify best management practices for implementing maintenance activities in a manner that minimizes impacts to wetland resource areas. Owner: General Contractor: TBD I ' S.R. Weiner&Associates 1330 Boylston Street ' Chestnut Hill,MA 02467 The General Contractor shall have all logs and reports as stated within the Stormwater Pollution t Prevention Plan readily available at all times for inspection by the City's Conservation Commission. Method of recording for future Owners ' ❑ Deed ❑ Order of Conditions ® Other: Approved Site Plans II 1 1 1 COMPONENT: Parking Lot and Access Drives RESPONSIBILITY: ' During Construction: General Contractor Post Construction: Owner ACTION: Street Sweeping ' FREQUENCY: During Construction: As needed Post Construction: Per table below For 5%Annual TSS removal: ' Type of Sweeper Frequency Hi8h Efficienc Vacuum Quarterly ' Regenerative Air Sweeper Quarterly Mechanical Sweeper(Rotary Broom Monthly Any frequencies less than those listed above are considered a 0%TSS removal rate. ' DESCRIPTION: Roadways shall be swept per the above table, primarily in the spring and fall. , The Contractor/Owner will monitor all areas and remove sediments as necessary,considering both annual necessity and the need for more frequent cleaning during construction. Sweeping shall be performed to remove sediments prior to introduction into the stormwater collection t system. Washing and waterjetting shall be discouraged. Sweepings are regulated as solid waste and can be used in three ways: 1. As approved by MassDEP(daily landfill cover,additive to compost, fill under a ' public way) 2. If approved under a Beneficial Use Determination 3. Disposed in a Landfill ' BUDGET: $3000/year based on monthly sweepings. 1 1 1 DRAINAGE SYSTEM 1 The following components shall be inspected: • During or immediately following initial installation of sediment controls. 1 • Following severe rainstorms to check for damage to controls. • Prior to seeding deadlines, particularly in the fall. • Near the completion of projects under construction to ensure that temporary controls have 1 been removed, stabilization is complete,drainage ways are in proper condition,and the final contours agree with the proposed contours on the approved plan. After the occurrence of any heavy rainfall that may have affected stormwater management 1 facilities, the designated inspector shall inspect the components listed below for evidence of scouring or erosion, excessive sediment deposits, clogging of stormwater structures, or any other condition that may adversely affect stormwater management operations. If any of these 1 conditions are observed, then appropriate actions should be taken to restore the stormwater management facility so that it operates as intended. A "major storm" is the 2 year frequency storm which is generally a rainfall of three (3) or more 1 inches within 24 hours. 1 1 1 1 �! 1 ! i 1 1 1 1 i COMPONENT: Catch basins 1 RESPONSIBILITY: Owner 1 ACTION: Cleaning(Sediment removal/sump cleaning)and Inspection FREQUENCY: 1 1. Inspection—Two times per year 2. Cleaning—Once per year or whenever the depth of deposits is greater than or equal to one half the depth from the bottom invert of the lowest pipe in the basin. 1 DESCRIPTION: Basins are to be cleaned on an annual basis or when the depth of deposits is greater than or equal to one half the depth from the bottom of the sump to the invert of the lowest 1 pipe in the basin. The Owner will inspect sumps post construction a minimum of twice per year. Precautions shall take place to maintain the integrity of the oil trapping hoods during cleaning. The hoods shall be inspected and repaired as necessary. Accumulated hydrocarbons shall be collected separately from accumulated sediment. All material shall be disposed of in accordance 1 with DEP regulations. Inspections: o Frame and Grate 1 o Inlet and Outlet condition o Cracks and settlement o Joint failure o Leaking 1 o Sediment Accumulation o Oil/Gas Sheen in water o Condition of trap hood 1 o General inspection of structure BUDGET: Inspection/cleaning-$1,000/yr per catch basin for semi-annual inspections and 1 annual cleaning. 1 1 1 i 1 1 1 i COMPONENT: Stormwater Quality Unit RESPONSIBILITY: During Construction: General Contractor Post Construction: Owner ' ACTION: Inspection/cleaning FREQUENCY: Per Manufacturer's Maintenance Guidelines or once per six months whichever ' is more restrictive. DESCRIPTION: See Manufacturer's Maintenance Guidelines. All accumulated materials shall ' be disposed of in accordance with DEP regulations. BUDGET: Inspection/cleaning-$1,000/yr per unit I I ' 1 COMPONENT: Detention Pond RESPONSIBILITY: ' During Construction: General Contractor Post Construction:Owner ACTION: Various inspection,maintenance,and cleaning activities ' FREQUENCY: During Construction ' 1. Cleaning—As needed during construction or whenever the sediment depth exceeds a depth of twelve(12) inches. 2. Inspection—As needed during construction but once a month at a minimum. ' Post Construction 1. Inspection—Monthly. 2. Cleaning—Four times per year or whenever the average sediment depth exceeds a depth of twelve(12) inches. ' 3. Mow the side slopes on a regular basis,with a minimum of twice a year.Remove all grass clippings and accumulated organic matter at least twice yearly during the growing season. , DESCRIPTION: Inspections shall be by qualified personnel assigned by the property owner. During the growing season,the pond side slopes shall be mowed at least twice, with additional ' cuttings performed as needed. All tree saplings of any species will be removed from embankments and the pond bottom. The inlet to the pond shall be inspected for erosion and sedimentation, and rip-rap shall be promptly repaired in the case of erosion. Sediment collecting in the pond bottom shall be removed four times a year or any time the sediment reaches an ' average depth of one foot anywhere in the pond. Any sediments removed shall be disposed of in accordance with the latest DEP guidelines for stormwater sediment disposal. Inspections: , o Inlet and Outlet condition o Sediment Accumulation o Oil/Gas Sheen in water o Condition of drawdown pipe ' BUDGET: Cleaning-$500 per cleaning ' Inspection-$250/yr for monthly inspections Mowing-$100/yr for the minimum two mowings 1 x �° t a a Q � 1 1 tAPPENDIX H ' LONG TERM POLLUTION PREVENTION PLAN I ' 1 1 1 1 1 Long-Term Pollution Prevention Plan ' Proposed Walmart Highland Avenue Salem,Massachusetts ' 1. Good Housekeeping Practices The Owner/Operator shall use good housekeeping practices by following the Operation and ' Maintenance plans as provided within this report. 2. Provisions for storing materials and waste products inside or under cover Hazardous materials or wastes associated with typical retail sales or retail building use may be stored at the proposed project. Any such materials or wastes will be stored and handled in accordance with all applicable local, state, and federal regulations. In the event of a significant ' spill of any hazardous material or waste, emergency contact numbers are listed below. 3. Vehicle washing controls ' Vehicle washing is not anticipated to occur at this site. In the event vehicles are washed at the site, they shall be washed in an area that will collect the runoff in the storm sewer system and discharge it to a water treatment unit. Direct discharge of wash water to wetlands shall be ' prohibited. 4. Requirements for routine inspections and maintenance of stormwater BMPs t The Owner/Operator shall maintain the BMP's by following the Operation and Maintenance Plan. ' S. Spill prevention and response plan There is very limited risk of significant spills at this site. Any spill requiring action would most ' likely be associated with motor vehicles. In the event of a large spill contact the following: Mass DEP 24 hour Spill Emergency Response Notification line: 888-304-1133. ' Regulatory Contacts Contact information for reporting oil and hazardous materials releases to the EPA, ' DEP,and local agencies are provided below. Agency Telephone Fire Department 911 /(978)744-6990 Massachusetts Department Of Environmental Protection 888-304-1133 United States Environmental Protection Agency (617)918-1279 1 1 6. Provisions for maintenance of lawns,gardens,and other landscaped areas ' The use of chemical fertilizers shall be minimized or avoided where possible. 7. Requirements for storage and use of fertilizers,herbicides,and pesticides Fertilizers, herbicides, and pesticides may be stored at the site. Such materials will be in closed , containers. If the containers are not located under cover, all necessary precautions will be taken to minimize the potential for these materials to mix with storm runoff. 8. Provisions for solid waste management , All solid waste management systems shall be inspected and maintained in accordance with all local,state and federal requirements. 1 1 1 x 'ro 0 d CL ' CL a 1 1 1 1 1 , 1 1 1 1 L1 11 APPENDIXI GEOTECHNICAL INFORMATION t 1 1 1 SANBORN, HEAD&ASSOCIATES,INC. l 1 Technology Park Drive a Westford, MA 01886 P(978)392-0900 o F(978)392-0987 ' I M P R O V I N G E A R T H www.sanbornhead.com ' INITIAL GEOTECHNICAL ENGINEERING REPORT Wal-Mart Store#2640-03 Salem,Massachusetts I , Preparedfor ' Wal-Mart Stores, Inc. ' Prepared by Sanborn,Head& Associates,Inc. 1 File 3090.00 tDecember 2009 1 ' I' II �I i "-. "�IS'i'' I - rf 111��//%i�•' / j l� r/�i i > .�/ ; // r'// ,n �:7. r l ,/ , ,i., NA I Figure No. 4 I-i,. , ;I I - 1 t III s•V ( / ./ r,! % / e // ! yy �+ i 'III / / IIi p1' q`i�4yfl 'EXPLORATION LOCATION PLAN + A 1 r 9 \I,IIIf,�/if r tl' '�y/�r r //i � ,r��-l' r /"'ir l F -+" / £h f'•1�r Y +/' „i +�iililfllil„;I'lllisl L,/; ' . f{,r :' ;Fs% It �'lllt' I'• GEOTECHNICAL ENGINEERING SERVICES f �� /;ill ,11, fp ! iY,Sr rr jh �FYi> 1 .Iy tOf i ; . /� /, III /`/ / sH r t ( , +f 'jl�?6r>< I� \111 k '�, S < ri/ Il'I;rlh l WAL-MART STORE#2640-03 r - � / : r r 1 I'I; t rI 'I I ,�.., `._. IIII ".,t I .H'', I / ' ; - IIVA ••:.`, ..fl.. �II'IIIIIIIJI'l l/� /i / �"r l 1 ._ ' %i- ir'U'fi�,!,%// SQ/ II / ,` X71 r,j'(faIL+I�:�II f�` . . �� iSALEM.MASSACHUSETTS r rt r1 DmmBy: LDN Designed By: SSS Ifla41' � I /�" „1( SH-101 �'t (.. � / -' _ •/ I> .: /' i / r/•�' ., fit} . v /s`l f/i�l�ti v ,•. Reviewed By: VRK DEC 09 F; //j/ :.. •, PROPOSED STORMWATER TION PON (7 Figure Narrative i r.;„I//Ifl/ /"', l`'7`'`''r' /� //(. 1 •` �!} _. MW-t r 1\ '� {'"' ' /C111i f/ / ',h'I / ` I Ilj ;'I This plan was based on a plan entitled "Grading �, �:I { ,.i� IAll r,'1I r / i'��/Ir/i,/f/1l'i;�`' /� ''j/ , '1/I,:4 r!-sHA 1/os S/H_/1�10`�Sri./�'1]i,1/p'/ y. ` SHi/11/3� '.>/-= SH 3 �I V�i+I)AI +• I f/si I \- `dI�� //�//r U.,f:,/;' //�,yx'I/V'��:%/�%�'i��i��/nr'�!'iAf+l �://% /%r/.,�ri,V;� Drainage Plan” provided by Bonier 1% / r /%/ � Egg or Southborough, Massachusetts ,v electronically onDecember t, 2909. Original I scale 1” -40'.SH-11 SH 3 H11IVI V / /I SH-2 - _ ISH 4M // [� .•' r /'C S / 1/i 111 i d Q - ' .o ♦ r ,. / �/..Y/ H it6�/ /ir .1� l i ,t '•� I '� - � 1 r •1 B Ir , r, /i;,, r !i 111 r i c SH-5 Legend v I I /r ASH 125 �•r, g i sli-1m � �;:- �� -,.<. f./ lav r..y /i% ,J `" r ---'f F Approximate location and PROPOSED WAIL—' AdART ' SH-1 pa r / / SH 118 i' r I i. •...� , SH z III �' '(� h STORE --sH/ 7 ' 1.. >, I A designation of test borings #�. D3 '„ completed by SHA i.• "Id8'L, y'.4' SH-6 C-150 z . _Ilk1� 19. ,- 5119 ;H-1o6 ,`, r�.I�S G7+� 1 MW-1 Approximate location and r � � •; ,. _. � 7 f �", � � t I 1 I � u -,�• � � �. I -0- designation of monitoring well 120 It I I I s las V I , ` •- yy �/ completed by SHA r' r '� I I '- Sl1 �:. �,-. k , y ' 1 _ g r �• :ISH-101 Approximate location and ' 1- -tiYl- _=1 rsHlll 121 j - designation of hand-driven H-io}. t. push probes p p bes com leted b SHA ,�I; EXISTING WAL-MART L_ 11 11 � r l�; P Y PROPOSED LOWE'S HOME STORE BUILDING p 1 sH 10 R.•- I+ Approximate location and ' r i 1 i.. 3 i SH-122 CENTER DEVELOPMENT % designationnation of test pits ,/ completed by SHA l SH 123 Approximate location and �d SH 10f SH-z designation of previously Fr �, � •�; �,� � completed bedrock core borings n completed by SHA for Lowe's .- . . SIH-11 site ). . . . - 'I PROPOSED Approximate location and RETAINING ` -�� — _ 'r' f ?F� 9 SITE BOUNDARY I designation of test borings WALL sH-i}� -- sH 1s sH es SH-17_- _ - f 1+ x I.. completed by PSI . - -_ - - yl SH 14 v, .... � SH 12 H SH-19f ` + - — - __ _. - I1r{I ,( ✓„ SH-24 IT PROJECT NO.:3090.00 a1 - l 'j r•: OPAPHIM SME FEET 00 130 180 ga +• w _ M�r SH-30 H_}1 H_}p / r - ' —��--rte raa'-• I _- SH 2a - S 0 SH-26 26 1 HLAND-,AVENUES I hour[ 1w1 1 ' (\� Project:WAL-MART of Salem Log of Monitoring Well MW-1 ' IA HA Location:Salem,MA y � 1Ground Elevation:125.5 Leet SHA Project No.:3090.00 TOC Elevation:128.2 feet I M P R O V I N G F A R T 11 PVC FJevation:728.3 feet Drilling Method:Diedrich 4'."ID HSA,D-50 Turbo Track ATV Datum:City of Salem,Massachusetts Vertical Datum ' Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings Depth Depth Depth Slab. Data Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/17/09 13:00 9.47' Top of PVC Wen Installed 4 days ' Foreman:A Martinelli Date Started:11/13/09 Date Finished:11/13/09 Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum Depth Sample Depth Spoon Ford ie d Geologic Description Well Well Description ' ( ) No. (p) Blows Roo Testing Log Description Diagram in fint Data ' 2 ' 0 _0,_ Protective Standpipe See Test Pit Lag TP-1 for Geologic Description of Ix Casing(-2.710 2.3') Subsurface Conditions encountered. Concrete(0 to 1') ' 2"Dia.Soh.40 PVC Riser 2 (-2.6 to 6') I ' Cuttings(1 to 4') ' 4 Bentonlle Seal(4 l0 5') 0 u � 6 a i N ' m C7 7 8 a_ 'o O N ' to— Filter a F Sand(5l0 16') 2"Dia.Sch.(0.0 4"PVC)(6 t Screen(0.010'Slols)(6lo ' 76') ? 0 12 rc O o 8 14 a ti 3 N 0 16 0 O m sheet:1 of 1 S T T /� Project:WAL-MARTMSaIem Log of Boring SH-2 l�--1L�1.�1 Location:Salem,MA Ground Elevation:1202 feet ' IMPROVING CARTH SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:Diedrich 41/4"ID HSA,0.50 Turbo Track ATV _ Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/11/09 — No Groundwater Encountered Foreman:A.Martinelli , Date Started:11/11/09 Data Finished:11/11/09 Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum Depth Sample Depth Spoon PaN Field Geologic Description Remarks Jttl No. (it) Blows Rec Testing Log D¢seriptlon , nor 6 It tint Data 0 •r —0 -3"Asphalt. ' S-1 0.5-2.5 22 24/9 --0.5'—,� S-1(0.5 to 2.5'):Dense,brown,fine to coarse 28 i SAND,little Sib,some Gravel,trete Organics.Moist. 12 FILL. 10 r 2 S-2 2.5-4.5 10 24/12 r S-2A(2.5 to 3.5'):Dense,broom,One to Coarse ' 26 FILL SAND,little Gravel,little Silt,little Organics.Moist 8 FILL. 25 coax e S ND,to lit):Dense, broom and black,fine to ' q � coarse SAND,little Silt,litlk Organics.Moist.FILL. S-3 4.5-5.2 14 8/4 S-3(4.5 to 52):Very dense,brown/gray,fine to 50/2" coarse SAND and GRAVEL,little Sift.Moist.FILL. —5.2'-- Rock chips in tip. ' Bonng terminated at 5.2'due to auger refusal. 6 e ' 8- 10- 12- 14 10 1214 0 O o ' 0 16 a ' a v t8 3 N K O m Sheet:1 of 1 1 (�T T /� Project:WAL-MART of Salem Log of Boring SH-3 ' J1�--1�A Location:Salem,MA + Ground Elevation:121_feet I M I ROV i N C EARTHSHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:Diedrich 4'/."ID HSA,D-50 Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.PI, of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/11/09 — T Ground Surface 17.5' -5 min. t Foreman:A Martinelli Date Started:11/11/09 Date Finished:11/11/09 Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum ' D(ett)h Sample le Depth SlavesSpoon Pe Field Rec Testing Log Description Geologic Description Remarks n Data 0 S1 0-2 4 24/8 —�- 4 S-1(0.2 to 2'):Loose,brown/black,fine to coarse 6r` SAND,mile Silt,trace Gravel,trace Grass material. 6 Moist.TOPSOIL. tr I ' 2 S2 2-4 6 24/12 5-2(2 to 4'):Medium dense,tan/gray,WOOD,little 6 Send.Moderate mothball odor.Moist.FILL. 7 8 FILL I 4 S3 4-6 1 24/9 S3(4 to 6'):Loose, Organics, One to coarse 2 t SAND,little Sim little Organics,trace Gravel,very 3 few metal fragments.Strong mothball odor Moist. 9 FILL. I 6 SA 6-6 4 24/12 _6 -- S4(6 to 8'):Loose,bro gray with orange,fine to 6 coarse SAND,little Silt,little Gravel.Moderate 4 mothball oda.Wet. 4 52 8 S5 8-10 15 24/13 S5(6 to 10'):Dense,brown-gray,fine to coarse ' 0 21 SAND,little Gravel,lttis Sift.Faint mothball odor 19 Wet. 13 N ' m to— S-6 10-12 15 24/12 S6(10 to 12'):Dense,brown,fine to coarse SAND, ' rj 19' some Gravel,trace Silt.Faint mothball odor.Wet. 20 a 9 ' N SAND 214O'a 12- 14- 0 S-7 15-17 19 24/17 S7(1510GR Dense,orange/brown,Fine to coarse 0 18 SAND and GRAVEL,little Sill.Feint mothball odw. 0 16 Wet. 16 id R 1 o —17.5 Boring terminated at 17.5'due to auger refusal. w 18 3 y ' O m a 0 m Sheet:1 of 1 Pro act:WAL-MART of Salem ' OSHA j Log of Boring SH-0 Jl A Location:Salem,MA Ground Elevation:121 3 feet ' IMPROVING EARTH SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:Diedrich 4'/."ID HSA,D-50 Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/12/09 — No Groundwater Encountered Foreman:A Martinelli Date Started:11/12/09. Data Finished:11/12109 ' Logged By:L Norton Checked By:S.Sadkowskl Sample Information Stratum Dn I Pen/ Field epth Sample Depth Blows Rec Testing Log Description Geologic Description Remarks , "rein in a o —a— i; -0"Asphalt. S-1,S-2:Gravel penton is primarily --0.5'— broken rock fragments. 3-1 0.5-2.5 19 24/11 S-1 to Dense,grey,One coarse SAND GR ' 18 t r and GRAVEL,L,hrece Sift.Moist.FILL. 19 20 i 2 S-2 2.5-4.5 29 24/7 1 r FILL S-2(2.5 to 4.5'):Medium dense,gray,fine to coarse ' 9 i SAND,some,Gravel,trace Silt.Moist.FILL. 11 21 I 4 I Boring terminated at 4.5due to auger refusal. 6- 8- 10- 12- 0 810 12 'a LoF a 14- 0 t O o ' o 16- 3: 63 18 vi o ' z K 0.1 Sheet:1 of 1 t OSHAProject:WAL-MART of Salem Log of Boring SH-5 , 11 , /"'� Location:Salem,MA Ground Elevation:1192feet `f H i SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum a I M P R O V INC E ART H Drilling Method:Diedrich 4'/."ID HSA D-50 Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/11/09 -- 7' Ground Surface 20.6' -5 min. Foreman:A.Martinelli Date Started:11/11/09 Date Finished:11/11109 Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum Depth Spoon Pont Fled Geolo is Descri tion Remarks ' (R) Safmople Depth Blows Rec Testing Log Description 9 P per 1 lint Data g 5'-- . —0—_0—_ ,3"Asphalt. ' S-i 0.5-1.3 48 9/3 S-1(0.5 to 13):Very dense,browntorange,One to SOY'S" i coarse SAND,little Gravel,trace Silt.Moist.FILL. t I i 2 S-2 2-4 36 24/12 1 i S-2(2 to 4'):Very dense,dark brown,fine to coarse ' 40 ` GRAVEL and Sand,little Silt.Moist.FILL. 51 21 FILL t i 4 ' S-3 4-6 15 24/10 ` SJ se S6'):Medium dense,bravel.Moi fine to 11 f coarse SAND,tttle Silt,little Gravel.Moist.FILL. 12 26 t� I ' 6 S-4 6-8 36 24/15 -g S-4(6 to 8'):Very dense,tan with orange,fine to 42 coarse SAND,some Gravel,little Sit.Wel. 36 11 g e S-5 8-10 6 24/13 S-5 IS to 10'):Medium dense,brown,fine to coarse 12 SAND,title Sift.Wet. _ 16 10 S-6 10-12 42 2419 S-6(101012'):Very dense,tan with orange,fine to m 20 coarse SAND,some Gravel,trace Silt.Wel. ' n 44 m 23 rp 12 m i SAND c: 14 ' n N F I to 17'):Ve coarse S-7 15-17 30 24/5 S-7(i5Very dense brown fine to 29 SAND,some Grovel,trace Silt.Wel. ' 0 22 g 16- 29 F 0 m $ 18- 20- S-8 820 S-8 20-20.6 12 717 S-8(20 to 20.5'):Very dense,Mown,frac to coarse 50/1" .,..1: SAND,some Gravel,trace Sit.Wet. --20.6'--- ' Boring terminated at 20.6'due to auger refusal. 0 rc 0 m Sheet:i of 1 � Project:WAL•MART of Salem ' = SM Log of Boring SH-6 Location:Salem,MA ' Ground Elevation:118.5 t feet IMPROVING EARTH SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertlwl Datum Drilling Method:Diedrich 4%"10 HSA D•60 Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLL 11/11/09 — No Groundwater Encountered Foreman:A Martinelli Date Started:11/11/09 Date Finished:11/11109 ' Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum Depth Sample NDei h Bis Ret, Testing Log Description Sn Pon/ Field Geologic Description Remarks ' r Sin hint Data 0 S-1 0-1.5 7 1715 -6"-6"Topsoil. Boring offset-5'(o North. Offset 11 i - boring encountered refusal at-1.5'. 50/5" t i FILL S-1(0.5 to 1.5'):Very dense,brwm,fine to coarse , SAND,little Slit,little Gravel,trace Fleets and Grass t i Material.Moist.FILL.Rack In tip. - -1.5 - Boring terminated at 1.5'due to auger refusal. 2 ' d ' 6 a 8 o ' m m to- 12- 14- 0 0 1214 0 ' 52 O o ' o i6 7 r 0 m 18 3 m O 'O 0 O m Sheet:1 of 1 Project:WAL-MART of Salem Log of Boring SH-7 Location:Salem,MA Ground Elevation:120 Yfeet SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum I M PRO V I N C BART II Drilling Method:Diedrich 4'h"ID HSA,D-50 Turbo Track ATV ' Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings Depth Depth Depth Slab. Dale Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/11/09 — No Groundwater Encountered Foreman:A,Martlnelli Date Started:11/11/09 Date Finished:11/11/09 Logged Sr.L.Norton Checked By:S.Sadkowski Sample Information Stratum Depth Spoon Pe Field Geologic Sample Depth Blows Rec Testing Log Description Description Remarks oar6in fint Data -3"Asphalt. ' --0.5'— dense, fine Si 0.5-2.5 13 24/10 course SAND 2.5'):and GRAVEL, gam S131ck Moist. to 35 `i coarse SAND and GRAVEL,trace Slll.Moist.FILL. 25 29 i 2 FILL S-2 2.5-2.8 100/4' 4/1 S-2(2.5 to 2.8'):Very dense,gray,ROCK CHIPS. S-3 3-4.1 2 13/1 Dry. 43 t' $A Dl04.G Very dense,Silt. ack, tine to coarse 50/1" SAND and GRAVEL,trace Silt.Moist.FILL. Boring terminated at 4.1'due to auger refusal. ' 6 m � to- 12-- w 0 J 12 'a y wn y r 14 t 0 0 O 16 '3 F 0 " 18 3 N O K O m Sheet:1 of 1 ASHA Project:W Salem, TofSalem Log of Boring SH-8 Location:Salem,MA Ground Elevation:778.53feet ' SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum I M P R O V I N G E A R T 1I Drilling Method:Diedrich 4'/."ID HSA,D-50 Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/11/09 — 5' Ground Surface 8.5' Foreman:A Martinelli , Date Started:11/11/09 Date Finished:11/11/09 Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum Depth Spoon Pen/ Field(tt) Sample Depth Blows Rec Testing Log DescriptionGealaglc Description Remarks , er 6 i Data 0 –3"Asphak. Boring offset-5'to East. Offset --0.5'— boring encountered refusal at-6.5'. S-1 0.5-2.5 16 24/13 S-1(0.5 to 2.9):Dense,brown/gray,fine to coarse ' 16 li SAND and GRAVEL,trace Silt.Moist.FILL. 31 18 2 11 S-2 2.5-4.5 35 24/8 1 S-2(2.5 to 4.5'):Medium dense,dark brawl,fine to , 16 coarse GRAVEL and Sand,little Sill,trace Organics. 12 Moist.FILL. 10 4 � FILL S3 4.5-6.5 6 .24/8 SA(4.5o some Loose,dark Silt, fine to coarse 4 11 SAND,some Gravel,little Sill,trace Organics.Wet. 1 FILL. ' 1 Ir 6 S-4 6.5-8.5 6 24/14 I SA(6.5 o e Gr Dense,dark brown,fine ni s.coarse Wet , 13 SAND,some Gravel,Gl0e Sill,trace Organics.Wet. 30 Ir FILL. 22 C 8 F u Boring terminated at 8.5 due to auger refusal. a R 10 2140 12- 14- 0 4 0 3 ,16 r 0 3 t8 vi i 0 m Sheet:7 of 7 ' Project:WAL-MART of Salem mi s T /� 1 Log of Boring SH-11 11�11H1 Location:Salem,MA Ground Elevation:119.5 t feet IMPROVING EARTHSHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:Diedrich 41W ID HSA D-50 Turbo Track ATV ' Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings Depth Depth Depth Stab. _ Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/12/09 -- No Groundwater Encountered ' Foreman:A Martinelli Date Started:11/12/09 Date Finished:11/12/09 Logged By:L Norton Checked By:S.Sadkowski Sample Information Stratum Depth Spoon Perd Field ' (8) S No le D(Rp'h Blows Rec Testing Log Description Geologic Description Remarks 8 In tin) DWa 0 —0'— -4"Asphalt. 0.5 ' S1 0.5-2.5 6 24/6 S-1 d,5 totrace 2.5'):Dense,ILL.R fine GRAVEL,tip some 18 i Sand,trace Sitt.Mast.FILL.Rock chips in tip of split 21 t � spoon. 40 FILL 2 ' —25 Boring terminated at 2.5'due to auger refusal. 4 ' 6 8 a x w I ' m to- 12- 14- 0 07214 � o 16 1 0 ,8 Ui 1 0 m Sheet:1 of 1 \^T T Project:WAL-MART of Salem Log of Boring SH-12 ' =;1 Location:Salem,MA ' Ground Elevation:118.5±feet SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:Diedrich 4'/."ID HSA,D-50 Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/17/09 — No Groundwater Encountered Foreman:A Martinelli Date Started:11/17/09 Date Finished:11/17/09 , Logged By.L.Norton Checked By:S.Sadkowski Sample Information Stratum DepthSoon PeM Field (h) S amople Depth Blows Rec Testing Log Description Geologic Description ' Remarks ' bin i Data 0 � ._p•— -3"Asphalt. i, —0.5'-- S-1 0.5-2.5 8 24/14 S (0.5 Dense,brown,fine to coarse , 18 `i SAND,some Gr Gravel,little Sill.Moist.FILL. 31 2 r FILL 2 11 S-2 2.5-2.9 50/5" 5/0 1 S-2(2.5 to 2.9'):No recovery,rock chips in lip. , Boring terminated at 2.9'due to auger refusal. 4- 6 6 t a 8 o N N to- 12- 14- 0 p 1214O O 16 v 3 18 N O , m K O m Sheet:1 of 1 (�T '� A Project:WAL-MART of Salem Log of Boring SH-13 ' J.L-1�A Location:Salem,MA Ground Elevation:118 t feet I M P R O V I N G C ART 71 SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:Diedrich 4'/.'ID HSA,D-50 Turbo Track ATV ' Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/17/09 -- No Groundwater Encountered ' Foreman:A,Martinelli Date Started:11/17/09 Data Finished:11/17/09 Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum Depth Sample Depth Spoon PeN Field Geologic' ogic Description Remarks (R) No. Blows Rec Testing log Description IRI e 8 n Data 0 —0'— •�a ^3"Asphalt. Boring offset-4'to East. Offset —0.5'— boring encountered refusal at-2.5'. ' S-1 0.5-2.5 25 24/72 SA (0.5 o e Gr Very dense,brawn,f IL to coarse 31 t i SAND,some Gravel,little SIR.Moist.FILL. 53 31 ' 2 � FILL S2 2.5-4.5 18 24/14 I SA D,little to 4.5')Silt, Very dense,gray,One to coarse 36 SAND,little Silt,flue Gravel.Moist.FILL. 38 52 4 I Bodng terminated at 4.5'due to auger refusal. ' 6 1 A 6 m I ' m 10 l7 > I 6 ' N 2id312- 14- 0 ' 16 9 1 ~ 0 18 3 N 1 O (7 K O m I ' Sheet:1 of 7 S HA Project:WAL-MART of Salem Log of Boring SH-14= Location:Salem,MA Ground Elevation:118.5Yfeet IMPROVING EARTH SA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:Diedrich 4%"ID HSA,D-50 Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings , Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/17/09 — No Groundwater Encountered Foreman:A Martinelli Date Started:11/17/09 Date Finished:11/17/09 ' Logged By:L.Norton Checked By:S.Sadkowskl Sample Information Stratum Depth Spoon Pa Fled ' (b) Sample Depth Blows Rao Testing Log Description Geologic Description Remarks No. (h) ear 6 In finiData 0 -4"Asphalt. Boring offset-T to Fast. Offset --0.5'— boring encountered refusal at-1.5'. S-1 0.5-2.3 39 21/1751(0.5 to 2.3'):Very dense,brain,Me to coarse ' 25SAND,some Gravel,little Sift,trace Organics.Moist. 29 til FILL. 50/3' FILL i 2 Boring terminated at 2.3'due to auger refusal. ' 4 ' 6 ' o 't? N m to- 12- 14— S2 0 121dS2 K O o 16- 0 6 0 m Sheet:1 of 1 (�T T A Project:WAL-MART of Salem Log of Boring SH-15 Jj~j A Location:Salem,MA Ground Elevation:116 Y Leet 1 IMPROVING EARTH SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:Diedrich 41."ID HSA,D-50 Turbo Track ATV ' Sampling Method:2"O.O.Split Spoon with Auto Hammer Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/16/09 — No Groundwater Encountered j ' Foreman:A Martinelli Date Started:11/16/09 Date Finished:11/16109 Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum Depth Sample Depth Spoon PeN Field Geologic Description Remarks ' ( ) No. (nj Blows Rec Testing Log Description in Data 0 _0 –3"AsphaR. Buried asphalt encountered from —0 5'— approximately 1-2 feet. ' S-1 0.5-1.3 0/ 9/6 �' FILL S-1(0.5101.3'):Very dense,brown/gray,One to 50/3" _1.__ coarse SAND,some Gravel,little Sill.Moist.FILL. Buried Asplaft in tip. ASPHALT ti S-2 3-5 8 24117 S-2(3 to 5'):Very dense,gray,fine to coarse SAND 40 r FILL little Gravel,little Sib,trace Organics.Moist.FILL. 44 q 35 rr I i ' S-3 5-7 17 24/14 _5_ S-3(5 to ):Medium dense,brute Sand, t fine to 9 coarse SILT,some Organics,little Sand,trace 8 Gravel.Moist. 6 8 ORGANICS ' Sd 7.9 14 24/15 _7 S4(7 to 9'):Dense,gray/brown,fine to coarse 23 0- SAND,little Gravel,Bele Sift,trace Organics.Moist. 25 0: TILL. 8 25 r, Q O o 4i S-5 9-11 27 24/9 oQ' TILL S (91011e Very dense, fine to coarse m 40 0 SAND,some Gravel,Bele Silt. Moist TILL, R23 0 28 0. m Q. u' m Boring terminated at 17'. No refusal encountered. 12-- 214O14- 0 O o 16 g' v w 18 3 1 z u 0 0 m ' Sheet:1 of 1 Project:W of Salem Log of Boring SH-16 J11--111/�l Location:SalSalem,em,NIA A Ground Elevation:118 t(eet SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum , I M P R O V I N G E A R T 11 Drilling Method:Diedrich 431."ID HSA,D-50 Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings ' Depth Depth Depth Stab. Dale Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/13/09 — 9 Gmund Surface -5 min. Foreman:A.Martinelli ' Date Started:11/13109 Date Finished:11/13109 Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum Deftth Sample Depth Spoon Po Field Geologic Description Remarks ( ) No. (ft) Blows Roo Testing Log Description ' er filo in Data o --D'-- S: -3"Asphalt. —0.5'--- ' S-1 0.5-2.5 10 2d/12 St to 2.5):Dense,gray,foe L.coarse SAND GR 12 t i and GRAVEL,Irate SIIL Moist.FILL. 20 18 2 S2 2.5-4.5 28 24/18 1 S2(2.5 to 4.5'):Dense,gray,fine to coarse SAND, 20 some Gravel,601e SIIL Moist.FILL 25 i 29 11 4 S3 4.5-6.5 12 24/14 ` FILL S-3(4.5 to 6.9):Dense,gray,fine to coarse SAND, 122 11 some Gravel,little Silt.Moist.FILL. ' 1'4 � 6 � r� S4 6.5-8.5 25 24/12 S4(6.5 to 85):Medium dense,gray/brain,fine to ' 14 ` coarse SAND,some Gravel,Iii Silt.Moist,FILL, 19 Q 10 A 8 1 1 t? S5 8.5-10.5 10 24/10 \ —8'5S-5(8.5 to 10.5'):Medium dense,gray,fine to > 14 coarse SAND,lisle Sin,trace Gravel.Wet. i 15 '^ 10 SAND 10 'm Baring terminated at 10.5. No refusal encountered. a N ' 2140 0 12- 14- 0 W W 0 3 g 16 0 °' 18 N J 2 a O m Sheet:1 of 1 1 ' T T ♦ Project:WAL-MART of Salem = C u /` Log of Boring 1feet ' J j Location:Salem,MA Ground Elevation:118.5 2 feet SHA Project No.:3090.00 Datum:City of Salm,Massachusetts Vertical Datum I M P R O V I N G E A R T 11 Drilling Method:Diedrich 4'/."ID HSA,D-50 Turbo Track ATV ' Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/13/09 -- T Ground Surface 8.8' -5 min. Foreman:A Martinelli ' Date Started:11/13/09 Date Finished:11/13/09 Logged By:L.Norton Checked By:S.Sadkowskl Sample Information Stratum DepthSpoon Pen/ Fie d Geologic Description Remarks ' (ft) Sample N ) Depthh Blows Rec Testing Log Description Data 0 — �� 3"Asphalt. S-1 0.5-2.5 15 24/15 -0'5 S-1(0.5 to 2.5'):Medium dense,brovn,fine to ' 8coarse SAND,some Gravel,little Sift,trace 7 l,l Organics.Moist.FILL. 7 2 I ' S-2 2.5-4.5 8 24/12 I S-2(2.5 to 4.5'):Medium dense,gray/brown,fine to 7 coarse SAND,little Silt,little Gravel,trace Organics. 12 i FILL Moist.FILL. 16 I ' 4 ti I S-3 4.5-6.5 6 24/14 S-3(4.5 to 6.5'):Dense,grey/brmvn,fine to coarse 16 l� SAND,little Gravel,little Silt.Moist.FILL. 19 ' 4 6 I —6•- 0 S-0 6.5-8.5 12 2417 5-4(6.5 to 8.5'):Dense,broom,fine to coarse ' m 16 SAND,little Sift,trace Gravel.Wet.TILL. 26 12o TILL n g Q o c? S-5 8.5-8.8 50/3" 3/0 S-5(8.5 to 8.8'):No recovery.TILL. —8.8'-- z Boring terminated at 8.8'due to auger refusal. Vl � 10 m C) 1 12 6 N ' o w 14 E 0 0 Ic ' 16 F 0 `¢ 18- 60 0 O Z 0 Sheet:1 of 1 = S T T /� Project:WAL-MART of Salem Log of Boring SH-18 1�--1� A Location:Salem,MA , Ground Elevation:120 Y feet SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum I M P R O V I N G F A R T 11 Drilling Method:Diedrich 414"ID LISA,D-SO Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/12/09 -- No Groundwater Encountered Foreman:A Martinelli Date Started:11/12/09 Date Finished:11/12/09 ' Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum Depth Sample Depth Spoon Per" Field Geologic Description Remarks Itt) Blows Rec Testing Log Deseripthm ' No, (ft in i rude 0 --0'-- ,r� -4'Asphah. Boring offsetntere West Offsett-3' �5.—_ boring encountered refusal at-3'. S-1 0.5-25 7 24/7 S-1(0.S to 2.5):Very dense,brown,fine to coarse ' 21 SAND,some Sift,some Gravel,Irate Organics. 36 t Moist.FILL Rock chips in tip. 39 2 FILL S-2 2.5-3.2 30 815 t r S-2(2.5 to 3.2'):Very dense.brown,fine to coarse ' 50/2" SAND,some Gravel,trace Silt.Moist.FILL. Boring terminated at 3.2'due to auger refusal. 4- 6 8 o ' a N m 10 Q� S '12 d toN H 0 N f� 4160 14- 16- 0 z 0 0 m Sheet:1 of 1 1 Lo�m=SHA cation: Sal MART of Salem Log of Boring SH-19 ' LocaOon:Salem,MA Ground Elevation:117.5 t feet I M P R O V I N G C A R T I I SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Venical Datum Drilling Method:Diedrich 4%"ID HSA,D-50 Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings Depth Depth Depth Stab. Date Time to Water Rot.Pt, of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/17/09 — 8' Ground Surface 16.5' -5 min. t Foreman:A Martinelli Date Started:11/17/09 Date Finished:11/17/09 Logged By:L Norton Checked By S.Sadkowski Sample Information Stratum Depth Spoon Pe Field ( ) ' ry Sample Depth Geologic Description Remarks No. (ry) Blows Rec Testing Log Description nData 0 —0'— •� -3'Asphaft. S1 0.5-2.5 30 24/10 —0'S S4(0.5 to 25)'Very dense,gray/brown,fine to 32 t r coarse SAND,some Gravel,little Sill.Moist.FILL. 31 23 2 S-2 2.5-4.5 45 2419 t S-2(2.5 to 4.9):Dense,browdgray,fine to coarse 37 SAND,some Gravel,little Sift.Moist.FILL. 12 19 t 4 t FILL I S3 4.5-6.5 11 24/13 S-3(4.5 to 6.5'):Very dense,gray,fine to coarse 29 1 I SAND,some Gravel,little Sill.Moist.FILL ' 25 15 � I 6 r ' S4 6.5-8.5 15 24/12 t S-0A(6.5 to 8'):Medium dense,gray,fine to coarse 9 SAND,some Gravel,little Silt,trace Organics.Wet. 10 FILL. 7 a � _ S-413 IS to 8.5'):Very stiff,black/brown,fibrous PEAT,little Sand,trace SIO.Wet. SS 8.5-10.5 1 24/20 2 S-5(8.5 to 10.5' Stiff,black/brown,fibrous PEAT, > 7 little Sand,little Wood,trace Sift.Wet. 0 32 mto— S-6 10.5- 16 24/0 S-6(10.5 to 12.6):Medium stiff,no recovery. a 12.5 3 PEAT ' s 3 N 3 12— c- 0 ' = S7 12.5. 2 24/19 S7A(12.5 to 14'):Medium stiff,brownlblack,fibrous c- 14.5 3 PEAT,some Sand,trace SIR.Wet. w 2 r 3 SAND S73(14 to 14.5'):Loose,gray/brawn,line to coarse S-8 14.5- 3 24/24 —14.5'--- SAND,trace Sift,trace Organics.Wel. 0 16.5 4 S-8(14.5 to 16.6):Stiff,gray,SILT,little Sand.Wet. g' 9 x 11 SILT 16 goring terminated at 16.5'. No refusal encountered. 8 a 0 w 18 3 N J C7 K 0 1 9n ' Sheet:1 of 1 (�j T /� Location: : :Sal MART of Salem Log of Boring SH-20 L\J1�--1�1/�l location:Salem,MA ' Ground Elevation:117 2(eat SHA Project No.:3090.00 Datum:City o1 Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:Diedrich 4`/."ID HSA,D-50 Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings ' Depth Depth Depth Slab. Date Time to Water Ref.I of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/17/09 — No Groundwater Encountered Foreman:A.Martinelli ' Date Started:11/17/09 Date Finished:11/17/09 Logged By:L.Norton Checked By:S.Sadkowski Sample IMonnaOon Stratum Depth Spoon Pe Field Geologic Description Remarks (B) Sample le Depth Blows pe, Testing Log Description g ' er n (InI Data 0 --0'-- -3'Asphalt. Sample S-1 driven only 18'due to --0.6'-- severe driving angle. S-1 0.5-2 15 16/11 S-1(0.6 to Organics, ,tram Hack/browq SILT,some ' 6 Sand,little Organics,trace Gravel.Moist.Rock in tip 56 r 1 FILL of split spoon. FILL with Organics. i 2 t —2 Baring terminated at 2'due to auger refusal. 4 ' 6- 12— t: 12F ii N F I 14 U ' O d ' 0 16 A ' 0 3 Vi 2 K O m Sheet:1 of 1 ' = CT T Project:WALSMART of Salem Log of Boring SH-21 ' =SHA Location:Salem,MA 1 Ground Elevation:118 t feet SHA Project No.:3090.00 Datum;City of Salem,Massachusetts Vertical Datum I M P ROVI NC RARTIi Drilling Method:Diedrich 41/,"ID HSA,DSO Turbo Track ATV ' Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/16/09 -- 9' Ground Surface 10.5' -5 min. Foreman:A Martinelli " Date Started:11/16/09 Date Finished:11/16/09 Logged By:L Norton Checked By:S.Sadkowski Sample Information Stratum Depth Pe Field — — ' (ft) S amople Depth glows Rec Testirg Log Descdption Geologic Description Remarks e 6 I In - Data 0 _p•.__ –3"Asphalt. --0.5'— S-1 0.5.ZS 18 24/12 S (0.5 Very dense,gray,fine to coarse 24 m r SAND,sao mee Gr Gravel,little SIR.Moist.FILL. 26 32 2 r S-2 2.5-4.5 15 24/10 m S-2(2.5 to 03):Medium dense,gray,fine to coarse 10 SAND,hills SIR,GRIe Gravel.MOISt,FILL. 10 12 m I 4 FILL I S-3 4.6-6.5 6 24/6 S-3(4.5 to 6.5'):Loose,gray,fine to coarse SAND, 6 m little Slit,trace Gravel.Wet.FILL. ' 3 3 6 I ' S-4 6.5-8.5 5 24/11 `I S-0A(6.5 to 7.5'):Loose,gray,fine to coarse SAND, 3 little Silt,hills Gravel,trace Organics.Wet.FILL. 2 2 --7.5'— C S4B(7.5 to 8.5'):Soft,brownlblack,fibrous PEAT, g some Sand,trace Sill.Moist. o t? S-5 8.5-10.5 W OHI 24/12 PEAT S-SA(8.5 to 9.5').Soft,brown/black,fibrous PEAT > 12" and Sand,little Sift,trace Gravel.Moist. 13 13 --9.5'— g S-5B(9.5 to 103):Medium dense,gray,fine to 10 SAND medium SAND,little Sift.Wet. m goring terminated at 10.5. No refusal encountered. x N 214O12- 14- 0 E K 0 3 16 t c N 18 3 vi o 0 a 0 m ' Sheet:1 of 1 Project:WAL-NIART of Salem Log of Boring SH-22ASHA Location:Salem;MAGround Elevation:117 Y feet— SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum I M'PR O V I N C 11 A R T I I Drilling Method:Diedrich 4Y."ID HSA D-50 Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.W. of Casing of Note Time Drilling Company:Crawford Drilling Services,LLC 11/16/09 — No GrounoWater Encountered Foreman:A Martinelli ' Date Started:11/16109 Date Finished:11116109 Logged By:L Norton Checked By:S.Sadkowski Sample Information Stratum Depth Son III Pe �) Sample r inI Dple Dep h Blows Rec Testing Log Description Geologic Description Remarks t 0 --0'--- -3"Asphalt. boring onsetntee West. Offset t-3. —0.5'— boring encountered refusal al–3.5'. S-1 0.5-1.8 23 16/4 SA (0.5 o e Gr Very dense,broom,One to coarse ' 4/ r SAND,some Gravel,little Sill.Moist.FILL.Rock 50/4° r I chips in tip. i 2 S-2 2-3.4 9 17/9 FILLs SA D to tie Si Very dense,broom,Dna t. coarse ' 23 SAND,little Sill,little Gravel.Moist.FILL 50/5" t i i Boring terminated at 3.4'due to auger refusal. 4 , 6 8 o , u a m m to- 12- 14- 0 0 1214 N 'U 4 0 o '16 8 a a ' N 18 3 N O , Z K O m Sheeb 1 of I ' OSHA (`�T T Project:WAL-MART of Salem Log of Boring SH-23 ' =, 1 Location:Salem,MA \f i Ground Elevation:117.53fe¢t SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum I M P R O V I N G E A R T 11 Drilling Method:Diedrich 4'/."ID HSA,D-50 Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company.Crawford Drilling Services,LLC 11/13/09 — No Groundwater Encountered ' Foreman:A Martinelli Date Started:11/13/09 Date Finished:11/13/09 Logged By:L Norton Checked By:S.Sadkowski Sample Information Stratum '. ' Depth h S No.le Depth gloon Field ws RecPeni Testing Log Description Geologic Description Remarks -3°Asphalt. --0.5'-- S-1 0.5-2.2 20 20/6 ° S-1(0.510 2.2'):Very dense,gray,fine to coarse 26 SAND,some Gravel,little Silt,trace Organics.Mast. 25 t I FILL FILL. 50/2° 2 Boring terminated at 2.2'due to auger refusal. ' 4 ' 6 8 ' o x N ' m to- 12- 14 D1214 O O m 16 7 S F 0 mi 18 3 N m O m K O m Sheet:1 of 1 it Project:WAL-MART of Salem Log of Boring SH-24 ' 1 Location:Salem,MA , `,J 1 Ground Elevation:117 tfeat IMPROVING EARTH SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:Diedrich 4'/."ID HSA,D•50 Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings , Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/12/09 -_ 7• Ground Surface 10.5' -5 min. Foreman:A.Martimill Date Started:11/12/09 Date Finished:11/12/09 , Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum Depth Sample Depth Spoon a (ry) Field Geologic Description Remarks ' No. (B) Blows Rea Testing Log Description per6inData 0 �� -3'Asphalt, S-1-- .5-- S-1 0.5-2.5 11 24/9 coarse se A D,little Medium dense,browM Moist. fine to ' 7 t coarse SAND,little Gravel,trace Silt.Moist FILL. 9 7 2 I S-2 2.5-4.5 8 24/3 t' FILL S-2(2.5 to 4.5'):Medium dense,brown/gray,fire to ' 6 coarse SAND,title Gravel,trace Silt.Moist.FILL. 8 6 I 4 1r ' I S-3 4.5-6.5 3 24/6 -�'S S-3(4.5 to 65):Soft,black,fibrous PEAT,same 2 Sand,trace Gravel,trace Silt,trace Wood.Moist. 4 6 PEAT SA 6.5-8.5 7 2419 S-4A(6.510 7.6):Very stiff,black,fibrous PEAT, ' 14 some Sand,trace Gravel,trace Sill,trace Wood. m 15 Moist. 16 —7.5'-- S-0B(7.5 to 85):Medium dense,gray,fine to g medium SAND,little SR.Wet. SS 8.5-105 11 24/70 S-5(8.5 to 103):Medium dense,gray,fine to > 15 SAND coarse SAND,it0e SIR.Wet. 14 9 12 � 10 ' m goring terminated at 10.5. No refusal encountered. x o '12- 214O14- 0 O o ' 0 16 8 a a v 3 18 N l7 O '2 O m Sheet:1 of 1 ' NSM Project:WAL-MART of Salem Log of Boring SH-25 =SLocation:Salem,MA ' EA Ground City of 120.53feet SHA Project No,:3090.00 Datum:City of Salem,Massachusetts Vertical Datum I M PROVING E A R T I I Drilling Method:Diedrich 4Y."ID HSA,D-50 Turbo Track ATV li Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.Pt, of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/12/09 — 8' Ground Surface 10.5' -5 min. Foreman:A.Martinelli ' Date Started:11/12/09 Date Finished:11/12/09 Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum Depth Spoon Pen/ Field (ry) S No le D(eft'h Blows Rec Testing Log Description Geologic Description Remarks ' 8 n in Data 0 •� -3°Asphaft. —0.5'-- ' S-1 0.5-2.5 23 24/11 S-1(0.5102.5'):Very dense,gray with red,fine to 35 t r coarse SAND,some Gravel,trace Sift.Moist.FILL. 33 36 2 i S-2 2.5-4.5 15 24/13 t S-2(25 to 4.5'):Dense,gmy/brow0,fine to coarse 18 I SAND,some Gravel,little Sill.Moist.FILL. 21 27 I 4 i � FILL S-3 4.5-6.5 32 24/8 S-3(4.5 to 65):Very dense,gray/brown,fine to 44 tri coarse SAND,some Gravel,his SIR.Most.FILL. 15 ' 6 6 i S4 6.5-7.8 10 16/6 I S-0(6.5 to 7.g'):Very dense,gray/brown,fine to ' m9 coarse SAND,little Silt,little Gravel,little Organics. 50/4" t' Moist.FILL. i t S-5 8.5-10.5 37 24/10 S-5(8.510 10.5):Very dense,brown,fine to coarse 35 SAND,little Gravel,trace Sift.Wet.Weathered rock m33 SAND chips in tip of split spoon. 36 � to— Boring m terminated at 10.5'. No refusal encountered. i 214O12- 14- 0 O 0 618Nm is— is- 00 O O (7 Z 01 on Sheet:1 of 1 CT T Project:WAL-MART of Salem Log of Boring SH-26 , =, 1 Location:Salem,MA ' Ground Elevation:778!(eet SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum IM PROVING EARTH Drilling Method:Diedrich 4'/.•'ID HSA,D-50 Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/17/09 - No Groundwater Encountered Foreman:A Martinelli , Date Started:11/17/09 Date Finished:11/17/09 Logged By:L Norton Checked By:S.Sadkowski Sample Information I Stratum DepthSpoon Pery Field Sample Depth Geologic Description Remarks ' ( ) p Blows Rec Testing Log DescriptionNo. (ft) r6in lintData 0 -_g•� ,� -3"Asphalt � S-1 0.5-2.5 18 24/13 -0'S S-1(0.5 to 25):Dense,brovm,fine to worse 18 i SAND,some Gravel,little Sit,trace Organics.Moist. ' 18 FILL. 30 FILL 2 S-2 2.5-2.8 5013" 3/0 I S-2(2.5 to 2.9):Very dense,no recovery. ' Boring terminated at 2.8'due to auger refusal. 4- 6- 8- to- 12- 14- 0 6 S10 12140 E 0 3 0 16- 18- 0 6 18O ' 2 O 0 Sheet:7 of 7 ' =C Project:WAL-MART of Salem Log of Boring SH-27 A, HA Location:Salem,MA `J Ground Elevation:118.5-feet IMPROVING EARTH SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:Diedrich 4Y."to HSA,D-50 Turbo Track ATV ' Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/16/09 - 5.5' Ground Surface 10' -5 min. Foreman:A Martinelli ' Date Started:11116/09 Date Finished:11/16/09 Logged By:I-Norton Checked By:S.Sadkowskl Sample Information Stratum Depth ' (ft) SNo. D(ft 'h Blows Rec Testing Log Description Geologic Description Remarks n Data p rr: —0.51— —_ _3"Asphalt. . ' S-1 0.5-2.5 18 24/14 iS-1(0.5 to 2.5'):Dense,brown,fine to coarse 25 t SAND,some Gravel,little Sill.Moist.FILL. 15 14 2 t � S-2 2.5-4.5 19 24/9tri FILL S-2(25 to 4.5'):Dense,brown,fire to coarse 13 SAND,some Gravel,this Silt.Moist.FILL. 25 31 i ' 4 ti i S-3 4.5-4.8 50/3" 3/0 S-3(4.5 to 4.8'):Very dense,no recovery. ' S4 5-6.8 12 21/17 _g.—. S4(5 to 6.8'):Very dense,broom,fine to coarse 22 u SAND,Effie Sift,little Gravel.Wel.TILL. 31 6 5013" o Q 0 Q o' TILL n 8 0' S-5 8-10 27 24/10 '.Q.' S (8 to Very dense,gray,fine to coarse 29 'o, SAND,some Gravel,little Silt.Wel.TILL. 58 38 p Qse' m Boring terminated at 10'. No refusal encountered. u x ' m 214o12- 14- 2 0 16- 0 6 9 1 F 0 '^ 18 3 vi v om z 0 m sheet:1 of 1 (`�U /A\ Project:WAL-MART of Salem Log of Boring SH-28 , =, 11 , /"� Location:Salem,MA Ground Elevation:1111 t feet LJ ILI H SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum ' IMPROVING E A R T H Drilling Method:Diedrich 41/4"ID HSA,D-50 Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings Depth Depth Depth Stab. ' Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/16/09 -- 7' Ground Surface 14.5' 15 min. Foreman:A.Martinelli Date Started:11/16109 Data Finished:11/16/09 Logged By:L.Norton Checked By:S.Sadkowskl ' Sample Informa0on Stratum Depth Spoon tl Geologic Description Remarks (ft) Sample Depth It"Blows Rec Testing Log Description No. (ft) r to I 0 —0'— ' n) Data -3'Aspha6. —0.5'— 5-1 0.5-2.5 22 24/15 S (0.5 to Very dense,brown,fine to coarse 30 i SAA GRAND and GRAVEL,trace Silt.Moist.FILL.Rock in 55 tip. ' 45 r 2 S-2 2.5-4.5 35 24/2 t S-2(2.5 to 4.5'):Dense,bro rVgray,fine to worse 21 I SAND,little Sift,1i01e Gravel.Wet.FILL. 28 � 25 FILL I 4 r 'I S-3 4,5-6.5 20 24/2 S-3(4.5 to 6.5'):Very dense,dark brown,fine to 3 I worse SAND and GRAVEL,Bale Silt.Moist.FILL. 300 5 ' r 6 I S-4 6.5-8.5 8 24/6 S4 to 8.5'):Stiff, lack,fibrous PEAT, ' 7 little Wet. Wood,little Sand.Wet. 3 3 C 8 o ' t? S-5 8.5-10.5 6 24/24 S-5(8.510 10.5'):Soft,browrdblack,fibrous PEAT, > 2 trace Sand,tram Wood.Wet. z 1 m PEAT 10 'm S-6 10.5- 2 2424 S-6(10.5 to 12.5'):Soft,brown/black,fibrous PEAT, 12.5 2 trace Sand,tram Wood.Wet. 2 R 2 '12 'm r S-7 12.5- 9 2419 -12'5 S-7(12.510 145):Medium dense,gray,fine SAND, u 14.5 8 some Sill.Wet. ' w 10 F 9 SAND & 14 —14'5 Boring terminated at 14.5. No refusal encountered. ' F O a ' 0 16 9 S r 1 0 18 N O O t Z K O m Sheet:1 of 1 III ' Project:WAL-MART of Salem cu /� Log of Boring SH-29 ,vll In Location:Salem,MA Ground Elevation:778 t feet SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:Diedrich 41/."ID HSA,D-50 Turbo Track ATV ' Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.PI. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/16/09 -- 10' Ground Surface 16 -5 min. ' Foreman:A Martinelli Date Started:11/16109 Date Finished:11/16109 Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum DepthSpoon Pe Field ' (R) Sample Depth Blows Roo Testing Log Description Geologic Description Remarks nor 6 n finl Data 0 S-1 0-1.8 2 21/13 --0— -S'Landscape Woad Chips. 9 ' 26 S-1(0.610 10):Dense,gray,fine to coarse SAND, 50/3' little Gravel,Glue Sit.Moist.FILL.Asphalt in tip. 1� 1 2 S-2 2-4 26 24/72 r` 32 S-2(2 to h):Very dense,gray,fine to coarse SAND and GRAVEL,trace Silt.Most.FILL. 27 19 i I ' i 4 S-3 4-6 15 24/8 FILL S-3(4 to(y):Medium dense,gray,fine to coarse 131 i SAND,some Gravel,little Sift.Moist.FILL. 1 10 I 6 S-0 6-8 10 24/10 1 I S4(6 to 8'):Dense,gray,fine to coarse SAND, 8 Some Silt little Gravel,trace Organics.Wet.FILL. ' 9 9 1 i 8 S-5 8-10 WOW 24/24 _6 S-5(8 to 1(Y):Very soft,black/brown,fibrous PEAT, 24" trace Sand,trace Gravel.Moist. ' t0 S-6 10-12 WOW 24/24 S-6(10 to 12'):Very soft,Nack/brov,n,fibrous 24" PEAT,trace Sand,trace Gravel.Wood throughout Wet. i PEAT e- 12S-7 12-14 WOW 24/12 S-7(121014'):Very soft,back/brown,fibrous u 18, PEAT,trace Sand,trace Grovel.Moist. 3 n ti r ' oo. 14 S-e 14-16 15 24/10 -14 S-8(14 to 16'):Medium dense,gray,fine to medium 11 SAND,some Sift.Wel.Transition to fine to coarse 8 SAND,trace Silt. Wet. O 12 SAND 3 Boring terminated at 16'. No refusal encountered. 9 g F 0 w 18 3 m J (7 K O m 'III , Sheet:1 of 1 81S Project:W Salem, T of Salem Log of Boring feet J Location:Salem,MA Ground Elevation:118tfeat ' I M P R O V I N G D A R T 11 SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:Diedrich 4%"ID HSA,0-50 Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole - Time Drilling Company:Crawford Drilling Services,LLC 11/13/09 — 9.5' Ground Surface 18' -5 min. Foreman:A Martinelli Date Started:11/13/09 Date Finished:11/13/09 Logged By:L.Norton Checked By:S.Sodkowski Sample Information Stratum Depth . Soon PeN Field ' (R) Sample Depth Blows Rec Testing Log Description Geologic Description Remarks No. (R) nor 6 in in D ata 0 S-1 0-2 4 24/15 --- -6"Landscape Wood Chips. 5 28 1 S-1(0.6 to 2'):Dense,brown/gray,fine to coarse , 38 ` SAND,some Gravel,little SIR.Moist.FILL.-4" t� Asphalt in tip. I 2 S-2 2-4 48 24/11 � S (2 to 4'):Dense,brOwNfine coarse , 29 �I SAND,some Gravel,little Silt.ilt.Moist.FILL. - 22 20 1 I 4 S-3 4-6 4 24/11 � S3(4 to 6'):Medium dense,brown/gray,Me to 5 t coarse SAND,little Gravel,little Sift,!race Organics. 6 I Moist.FILL. 7FILL 1r I 6 S-4 6-6.8 15 9/5 S4(6 to 6.8'):Very dense,bruAWgray,fine to 50/3" coarse SAND,little Silt,trace Gravel,trace Organics. r Moist.FILL ' I 74 ry F 6 S-5 8.10 6 2414 t' S-5(6 to 10'):Loose,gray,fine to coarse SAND, 0 4 I some Silt,(race Gravel,trace Organics.Moist.FILL. 2 2 x I N O ' m 1D S-6 10-12 WOR 24/16 —10 S6(10 to 12'):Medium stili,black brawn,fibrous w 3 PEAT,tram Sand.trace Gravel.Wet. 2 3 r o. 12 S-7 12-14 WOW 29/24 S-7 to 14'):Very soft,black/brown,fibrous q 24" PEAT,T,trace Sand.trace Grravel.vel.Wet.. N F u PEAT ' N m 14 S-8 14-16 WOW 24/24 S-8(14 to 16'):Very soft,black/brown,fibrous PEAT 24" and Organic Silt,trace Sand,tram Gravel.Wel. , v 0 16 S-9A 16-17 5 24/16 --16'-- S-9A(16 to 1T):Medium dense,gray,SILT,little 7 SILT Sand.Wet. 10 S-91317-18 9 —1T S-9B(17 to 18'):Medium dense,gray,fine to coarse SAND SAND,trace Gravel,tram Sift.Wet. , 0 3 18 -18 Boring terminated at 18'. No refusal encountered. N O 2 ' K O m Sheet:t of 1 1 SMProject:VIAL-MART of SalemLog of Boring SH-31 Location:Salem,MA Ground Elevation:118 t feet SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EART11 Drilling Method:Diedrich 4Y."ID HSA,0-50 Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings Depth Depth Depth Slab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/13/09 — 10' Ground Surface 12.5' -5 min. Foreman:A.Martinelli Date Started:11/13/09 Date Finished:11/13109 Logged By:L Norton Checked By:S.Sadkowskl Sample Informall on Stratum Depth Spwn Pool Field (0) S No. D(ek'h Blows Rec Testing Log Description Geologic Description Remarks —per6fin) Data 0 —0— �� -4"Asphalt. ' S1 0.5-2.5 57 24/17 --01 S-10.5 to 2.5':Dense,g ( ) ray,fine to coarse SAND, 25 t i some Gravel,little Silt.Moist.FILL. 16 21 p 1 i S-2 2.5-4.5 20 24/8 1 S2(2.5 to 45):Medium dense,broom,fine to 10 coarse SAND,some SIR,tram Gravel,trace 6 Organics.Moist.FILL. 9 FILL 4 i t S-3 4.5-6.5 4 24/10 S-3(4.5 to 63) Loose,gray/brown,fine to coarse 6 1 SAND,some Sift,trace Gravel,trace Organics. ' 2 �I Moist.FILL. 3 6 I � ' S-0 —6.5'--- 6.5-8.5 2 24/18 S (6.5to8.5'): black,fibrous PEAT,trace 2 Sand,trace Gravel. Moist. 2 1 a 8 ' o r? S-5 8.5-10.5 WOW 24/24 PEAT S-5(8.5 to 10.5):Very soft,black,fibrous PEAT, > 24' trace Sand,trace Gravel.Moist. x N ' 10 m S-6 10.5- 11 24/10 --10'5 S-6(10.5 to 12.6):Medium dense,taNgray,One to < 12.5 12 coarse SAND,little Gravel,little SIR.Wet. ' m 4 3 SANG 12 n' u Bon ng terminated at U.S. No refusal encountered. d N F 14 O of of O ' 3 16 1 ¢ 0 w 78 3 y J z rc O m ' Sheet:1 of 1 SHA Projact:wAL-MART of Salem Log of Boring SH-32 ,Location:Salem,MA Ground Elevation:119 Veer IMPROVING ARTT11 SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:Diedrich IY.-ID HSA D-50 Turbo Track ATV Sampling Method:2'O.D.Split Spoon with Auto Hammer Groundwater Readings Depth Depth Depth Stab. Data Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/12/09 — No Groundwater Encountered Foreman:A Martinelli Date Started:11/12/09 Date Finished:11/12/09 Logged By:L.Norton Checked By:S.Sadkowski III Sample Information Stratum Depth Sample Depth Bows Rec Testing Log Description Spoon Per, Field Geologic Description Remarks 0 --0'--- -3"Asphalt. Boringoffset ref toNorth.at Offset —0.5'-- encountered refusal at-2.5'. S-1 0.5-2.3 20 21/10 Si(0.5 to Dense,brown,rine to manse ' 18 SAND,somea Gr Gravel,(race SIR,(race Organics. 19 Moist.FILL.Concrete in lip. 6M. FILL 2 Boring terminated at 2.5'due to auger refusal. ' 4 6 C ' 8 v ' to- 12- 14- 42 0 1214F 0 o ' 16 F 0 18 3 0 o 'i 0 mgn Sheet:1 of 1 i (�RA Project:wSalem, rofSalem LOB of Boring ifeetJLocation:Salem,MA Ground Elevation:115.5 2feet SHA Project No.:3090.00 Datum:City of Salam,Massachusetts Vertical Datum I M P R O V I N G E ART 41 Drilling Method:Diedrich 414"ID HSA D-50 Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/12/09 — 7.5' Ground Surface 10.5' -5 min. Foreman:A.Martinelli Date Started:11/12/09 Date Finished:11/12109 Logged By:L Norton Chocked By:S.Sadkowski Sample Information Stratum Depth Sn Paid Field (ft) S No le DeSp,h Blows Rec Testing Log Description Geologic Description Remarks 0 --0'— -3"Asphaft. —0.5'—_ S40.5-2.5 14 24/13 S-1(0.5 Medium dense,brovm,fine 14 1 i worse SAND,little 5111,trace Gravel.Moist.FILL. 11 9 ' 2— S-2 2.5-4.5 15 24/10 t� S-2(2.510 4.5'):Medium dense,gray,One to coarse 6 SAND,little Sift,bate Gravel.Wel.FILL. 5 i 6 I 4 5-3 4.5-6.5 8 2410 FILL S-3(4.5 to 65):Loose,no recovery. 4 6 4 6 ,4 ' S4 6.5-8.5 6 24/3 S4(6.5 to 8.5'):Loose,gray,fine to coarse SAND, 3 some Silt,trace Gravel,trace Organics.Wel.FILL. 3 2 3 C i 8 � F � —8.5'—_ °? S-5 8.5-10.5 8 24/10 S-5(8.5 A 10.6):little Medium dense,gray,fine Lto L > 7 0: coarse SAND,little Silt,little Gravel.Wet.TILL. 22 p' Weathered roGc chips in tip of spoon. 25 .Q- TILL m o: --10.5'--- Boring terminated at 105. No refusal encountered. i ' m 12— e- 14- 0 a143 ' g 16 a m 18 3 N J 2 K O m i ' Sheet:1 of 1 (�T T A Project:W Salem, T of Salem Log of Boring ±feet Jl�--j�l/�l Location:Salem,MA ' Ground Elevation:118.5 t feat SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EA RTII Drilling Method:Diedrich 4%"ID HSA,DSO Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.Pt, of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/12/09 -- 7' Ground Surface 18' -5 min. Foreman:A Martinelli Date Started:11/12/09 Date Finished:11/12/09 Logged By:L Norton Checked By:S.Sadkowski Sample Information Stratum Depth Spoon Pen/ Fie (B) S No le Depth Blows Rec Testing Log Description Geologic Description Remarks 8 n Data TL - 0— s ___-0•___ _4"Asphalt. iA S-1 0.5-2.5 21 24/12 S-1(0.510 2.5):Dense,gray,fine tocoarse SAND, 24 '1- some Gravel,little Silt.Moist.FILL. 22 8 2 ti S-2 2.5-4.5 22 24/6 t S-2(2.5 to 45):Dense,gray,fire to coarse SAND, t 23 1 some Gravel,little Sill.Moist.FILL. 17 18 i 4 '. i S-3 4.5-6.5 23 24/11 S-3(4.5 to 6.5'):Medium dense,dark brwm,fine to 9 I I FILL coarse SAND,tele Sill,lift Gravel.Moist.FILL. 7 1 6 tr 6 � i 54 6.5-8.5 6 24/11 SA SAND, to 8.5'):Loose,grayl.brown,fine ni coarse ' 3 ` FILL. little Sift,(race Gravel.trace Organics.Wel. 2 I� FILL. � 2 \ I 8 ti v u? S5 8.5-10.5 3 24/18 t r S-SA ,some 9.5'):Loose,Or grays,tram m,fine to coarse > 3 SAND,some Sitt,life Organics,trace Gravel.Wet. i 4 FILL. m 5 --9.5'-- o S-5B(9.5 to 105):Medium stiff,broua iblack, ' fibrous PEAT,some Sand,trace Gravel. Wood m 1U throughout.Wet. S-6 10.5-12 4 24/14 S-6(10.51012'):Very stiff,black,fibrous PEAT, a 13 some Sand,trace Gravel. Wood throughout.Wet. s 12 0 8 'o PEAT 'u 12— S-7 12-14 6 24/14 S-7(12 to 14'):Very soft,brown,fiberous PEAT and r? WOH Organic SIR,some Sand,trace Gravel.Wet. r 1 1 a 2 V~1 F 1 O 0 14 S-e 14-16 1 24/11 --14-- S8(14 to 16'):Soft,gray/Ixown,SILT,tilde Sand, N 2 trace Organics,trace Gravel.Wet. ' 1 0 3 of 0 o0 16 , S-9 16-18 7 24/24 SILT S-9(16 to 18'):Medium dense,gray,fine SAND and 7 SILT.Wet. 7 13 r 1 0 Boring terminated at 18'. No refusal encountered, m O 2 , K O m Sheet:i of 1 1 ' APPENDIX C.2 TEST PIT LOGS BY SHA I' 1 OSHA 1 IMPROVING I ' S Project:WAL-MART of Salem Test Pit No. TP-1 = Location:Salem,MA Ground Elevation:127 2 feet 1 SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Weather:Partly Cloudy,45 Date:11/11/09 Logged By:B.Bettencourt Time Started:07:45 Checked By:S.Sadkowski 08 Time Finished: :30 Groundwater Readings Excavation Epulpment Date Time Depth to Water Ref.Pt. Depth of Test Pit Stab.Time Contracto11/11/09 08:15 10' Ground Surface 15' 10 min. Operator: .Hale Finished Grade Excavation Make:John Deere Operator:M.Haley' Model:120 Reach:18 H Bucket Capactty:.75 CY Field Strata Strata Boultler D�flih Testing -Depth Geologic Description Depth Effort Oty& Remarks Data (0) (B) Class 0 0 Light brawn,fine to coarse SAND,some Gravel, Sill,little Organics,little 0 Concrete,Asphalt,Brick.Moist.FILL.Tree slump.. 15A ' 2— D ' 4- 1 B 1B 6 6 Brow,Organic SILT(visible Root fibers),some Sand.Moist. 6 ' M Ir I ' 8 8 coarse -- Falling head permeability test Light brown,fine to ars¢SAND,some Gravel,some Sift,little Cobbles.Moist. performed by SHA in Sand and Gravel layer. No infiltration observed. a 1 10 _--___' 10 u 1 m 1 Brown,fine to coarse SAND 8 GRAVEL,little Cobbles,trace Sill.Wel. u D >SA > i w 14 'a m i r a . N W F 0 1 U 17 Test Pit terminated at 17 feet. No refusal encountered. 17 ' o 18 NOTES: 8 Boulders and standing water at base of pit. v Lo Soil Description Test Pit Plan North Arrow 3 Exeavallon ENort Boulder Size Classification Minor Component Proportions 12"•24" A rare 0-10% } L M Moderate nd la" B little 10.20% , a D DiBicult 36"and larger C soma 20.35 F and 35.50% —75'� Sheet:1 of 1 Project:wAL-MART of Salem Test Pit No. TP-2 = C� e Location:Salem,MA, Ground Elevation:125±feet 1 SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum I M P ROVI N G E A RTII Weather:Overcast,50 Dale:11/11/09 Logged By:B.Bettencourt Time Started:08:45 Checked By:S.Sadkowski ' Time Finished:09:15 Groundwater Readings Date Time Depth to Water Ref.Pt. Depth of Test Pit Stab.Time Excavation Eauloment 11/11/09 0910 5' Ground Surface 6' S min, Contractor:Finished Grade Excavation Make:John Deere Operator:M.Haley Model:120 Reach:18 H Bucket Capacity-..75 CV , Depth Field Strata Strata Boulder P Testing Depth Geologic Description Depth Ezcv. Qty& Remarks (ft) Data (ft) (ft) Effort Class 0 0 Boulders Win dark brown,One to medium SAND and Organic Silt.Moist 0 BOULDERS/FILL. 2 3A ' SA D 4 — ' I C ' 6 —_ 6 Test Pit refusal at 6 feet on boulders. 6 8 , m 10- 12- 14— or 114 'o 0 N F I y 1 0 � 1 F O w Soil Description Proportions Test Pit ClassificationNorth Arrow 3 Excavation Effort Boulder Size Classification Minor Component Proportions E Easy 12"-24" A trace 0-10% } , M Moderate 24"-36" B little 10.10% tA' I D Difficult 36"and larger C some 20-35% f and 35-50% Sheet:1 of 1 1 � Project:WAL-MART of Salem Test Pit No. TP-3 'SHA Location:Salem,MA � Ground Elevation:125 Y feet SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum imI M P R O V I N G EARTH Weather:Overcast,50 Date:11/11/09 Logged By:B.Bettencourt ' Time Started:09:20 Checked By:S.Sadkowski Time Finished:09:50 Groundwater Readings Excavation Eau'oment Date Time Depth to Water Ref.Pt. Depth of Test Pit Stab.Time 11/11/09 0940 5' Ground Surface 6' 5 min. Contractor:Finished Grade Excavation Make:John Deere Operator:M.Haley Model:120 Reach:18 It Bucket Capacity:.75 CY Depth Field Strata Strata - Boulder Testing Depth Geologic Description Depth My 8 Remarks (it) Data (ft) (ft) Effort Class 0 0 Brown,fine to coarse SAND,little Gravel.little Organic Silt(visible Organic fibers). 0 Moist.BOULDERS/FILL. >5q 5B 2— D ' C 4— >5C fi 6 Test Pit refusal alb feet on boulders. 6 ' 5— to-- 12-- Li 112t7 Q, 2 14 'a o a y w F ' $ 16 D o 3 1 0 w Soil n M Description Test Pit Plan North A ow 3 Excavation Effort Boulder Size Classification Minor CoumoonaProportions re E Easy 12".24" A trace 0.10% � '= M Moderate 24"-36" IS little t0-20% 10. I D Difficult 36"and larger C some 20-35°/. F and 35.50% -10'--� Sheet:1 of 1 �md (�T T /� Project:wA tem,NI of Salem Test Pit No. TP-4 Jl�--j� (Nl Location:Salem,MA , � Ground Elevation:125 Y feet SNA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum IM PROVING EARTH Weather:Overcast,50 Date:11/11/09 Logged By:B.Bettencourt Time Started:10:25 Checked By:S.Sadkowski ' Time Finished:10:55 Groundwater Readings Excavation Epu'pmeM Date Time Depth to Water Ref.pt. Depth of Test Pit Stab.Time 11/11/09 10:45 - 5' Ground Surface 12' 5min. Contractor:Finished Grade Excavation Make:John Deere Operator:M.Naley Model:120 Reach:18 it Bucket Capacity..75 CY ' Depth p Field Strata Strata Boulder Testing Depth Geologic Description Depth Excv' txy8 Remarks (R) Data (R) (tt) Effort Class 0 0 Dark broom,One to coarse SAND,some Organic Silt(visible Root fibers),little 0 Gabbles,Nltle Gravel.Moist.TOPSOIL. D >SA 2 ' 2 Light brown,fine to coarse SAND,some Cobbles,little Gravel,little SIR,little 2 Asphalt.Moist.FILL. 4 , 6 6 Black,Roots and Organic Silt,Wet.FILL, 6 8 8 Tan/gray,SILT,some Sand,trace Organics.Wet. 6 ' a '0 1 a oLight brown,fine to coarse SAND&GRAVEL,trace Silt.We[. , m 12- 12 Test Pit refusal on probable Bedrock at 12 feet. 12 v i N 14 F La N ~I � 16- 0 O O 0 1 gi a ,a w Soil Description T¢st Pit Plan North Arrow 3 Excavation Effort Boulder Sim Classification Minor Component proportions E Easy 12"-24" A trace 0.10% } , M Moderate 24"-%" B little 10-20% d' r D Difficult 36"and larger C some 20-35% 1 w and 35-50% �12'� Sheet:1 of 1 ' WS ' Project:WAL-MART of Salem Test Pit No. TP-5 Location:Salem,MA � Ground Elevation:124 t feet HA SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Weather:Overcast,50 Date:11/11/09 Logged By:B.Bettencourt Time Started:09:50 Checked' By:S.Sadkowski Time Finished:10:20 Groundwater Readings Excavation Ecuioment Dale Time Depth to Water Ref.%. Depth of Test Pit Stab.Time Contractor11/11/09 11:15 4' Ground Surface 5' S min. Operator:M.Haley d Grade Excavation Make:John Deere Operator:It Maley Model:120 Reach:18 B Bucket Capacity:.75 CV ' Depth �,Field Strata Strata Boulder Testing Depth Geologic Description Depth Excv. & Remarks (ft) Data (ft) (11) Effort Class 0 ' 0 Light broom,fine to coarse SAND,some Si0,some Cobbles,trace Roots.Moist. 0 BOULDERS/FILL. t 2 D >SA 4 >3A ' 5 Test Pit refusal at 5 feet on boulders. 5 6- 8- 10- 12- 14- 16- 42 8112141 K 3 18— So I Soil Descrtolion Test Pit Plan North Arrow 3 Excavation Effort Boulder Size Classification Minor Component Proportions ' w E Easy 12"-24" A trace 0-10% } '= M Moderate 24"-36" B little 10.20% 10 1 D Difficult 3W'and larger C some 20-35% F and 35.50% Sheet:1 of 1 0 `^�uT /A\ Project:WAL-MART of Salem Test Pit No. TP-6 , =, Location:Salem,MA Ground Elevation:125.53 feet ' �J 1 SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum I M P R O V I N G E A R T Il Weather:Overcast,50 Date:11/11/09 Logged By:B.Bettencourt Time Se 11:00 Checked By:S.Sadkowskl - ' Time Finished;11:20 Groundwater Readings Excavation Eaulument Date Time Depth to Water Ref.Pt. Depth of Test Pit Stab.Time Contractor:Finished Grade Fscavation Make:John Deere 11/11/09 11:15 6' Ground Surface 91 5min. Operator:M'Haley Model: Reach:188 Bucket Capacfty:.75 CY , Depth Field Strata Strata Boultler (ft) Testing Depth Geologic Deseriptlon Depth Effort OtyB Remarks Data (ft) (ft) Class 0 0 0 Dark broom,fine to coarse SAND,some Organic Silt,little trace Roots.Moist. ' TOPSOIL. 1 Light brown,One to coarse SAND,some Gravel,little Silt,Iit0e Cobbles.Moist 1 FILL 2 15A ' 4 q 4 ' Dark brown,Organic SILT,some Sand,some Roots.Moist.FILL. 5 Light brown,fine to coarse SAND,some Gravel,liit0e Silt,little Cobbles.Mast. 5 >5A , 6 6 6 Light brown,SILT,little Sand,trace Organics,trace Gravel.Wet. 2A 8 g 8 I , Light brown,fine to coarse SAND 8 GRAVEL,trace Silt,little Cobbles.Wet. 9 Test Pit refusal on probable bedrock at 9 feet. 9 1 x o , m 12- 14- 0 140 4 rc 18 r 0 w Soil Description Test Pit Plan North Arrow 3 Ezcavatlon Effort Boulder Stu Classification Minor Component Proportions w EEasy 12"-24" A trace 0.10% ' L M Moderate 24"-36" B liftIs 10.20% 4- D Difficult 36"and larger C some 20.35% 1 r and 35.50% --1p•—. Sheet:1 of 1 Pro ct: SH Locatio WSalem, T of Salem Test Pit tip. TP-7 Location:Salem,MA A Ground Elevation:126 3 feet SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING E A R T II Weather: Date:11/11/09 Logged By:B.Bettencourt ' Tl me Started:11:25 Checked By:S.Sadkowskl Time Finished:11:45 Groundwater Readings Excavation Eauioment Date Time Depth to Water Ref.Pt. Depth of Tesl Plt Stab.Time 11/11/09 11:40 No Groundwater Encountered 5' S min. Contractor:Finished Grade Excavation Make:John Deere Operator:M.Haley Model:120 I Reach:18 It Bucket Capacity:.75 CY Field Strata Strata Boulder Depth Testing Depth Geologic Description Depth Excv' city 8 Remarks (ft) Data (ft) (ft) Effort Class ' 0 0 Dark brown,fine to coarse SAND,some Organic Silt,trace Roots(small diameter), 0 little Cobbles.Moist.TOPSOIL. 2A 1 Brown,fine to coarse SAND,some Sift,little Gravel,little Cobbles,trace I ' Roots/Organic Silt.Moist.FILL. 2 1C 1 4 4 Light broom,fine to coarse SAND,some Sift,little Gravel,little Cobbles.Moist. 4 >5A ' 5 Test Pit refusal on probable bedrock at 5 feet. 5 6- 12- 14- 18— Test 12141Test Pit Plan North Arrow 3 Excavation Effort Boulder Size Classification Mina.Component Proportions ' m E Easy 12"-24" A trace 0-10% E M Moderate 24"-36" B little 10.20% o D Difficult 36"and larger C some 20-35% J and 35-50Ye ---10'—+ Sheet:1 of 1 Project:WALof Salem Test Pit tip. TP-8 Location:Salemem,,MM A ' � Ground Elevation:127 Y feat SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING E A R T Il Weather:Overcast,50 Date:11/11/09 Logged By:B.Bettencourt Time Started:12:25 Checked By:S.Sadkowski Time Finished:13:20 Groundwater Readings ' Excavation Eouipment Date Time Depth to Water Ref.Pt. Depth of Test Pit Stab.Time 11/11/09 1315 6' Ground Surface 14' 10 min. Contractor:Finished Grade Excavation Make:John Deere Operator:M.Haley Model:120 Reach:18 ft Bucket Capacity:.75 CY Field Strata Strata Boulder Depth Testing Depth Geologic Description Depth Effort oty& Remarks Data (ft) (It) Class 0 0 Dark brown,fine to coarse SAND&GRAVEL,little Organic Sift,fittle Roots.FILL. 0 , 0.5 Light brown,Ane to coarse SAND,some Gravel,some Silt,trace Ash,bottles, 0.5 carpet(miscellaneous dams).FILL. 2 TT ' M >5A 4 ' 4 Black,Organic SILT,trace Root fibers.Wet.(Hydrogen Sulfide odor). 4 6 >5A 11B E ' 8 8 Tan,SILT,little Sand,trace Organics.Wet. 8 ' 2 1 F 1 0 u 10.5 Light brown,fine to coarse SAND&GRAVEL,some Cobbles,trace SIB.Wet. 10.5 m 1 1 � M 2C p 14- 14 Test Pit terminated at 14 feet. No refusal encountered. 14 m r w m 1 ' l7 O 3 18 r- a m w Soil Description Test Pit Plan North Arrow 3 Excavation ENort Boulder Size Classification Minor Comoonont Proportions m E Easy 12"-26" A race 0-10% } ' M Moderate 24"-36" B little 10.20% 4' E D Difficult 36"and larger C some 20.35% t w - and 35.50% r Sheet:1 0!i ' ' APPENDIX C.3 BEDROCK CORE LOGS PREVIOUSLY COMPLETED BY SHA 1 _SHA IMPROVING EARTH SH /� Project:do Lowe's of Salem LOg Of BOFlflg SH-1 /�_/�l1 SHA Project ct lem,No.:MA Ground Elevation:199.0 feet SHA Project No.:2932.00 IMPROVING EARTH Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:4"Drive and WashlN%Core Sampling Method:N%CoreJl4 Bit,with 2501b Down Pressure Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/12/08 — Not Measured ' Foreman:B.Thompson Date Started:06/12108 Date Finished:06/12108 Logged By:L Norton Checked By:S.Sadkowski Drill Sample Information Stratum Depth Sample Rate Depth Pen RDD Field Geologic Description Remarks ( (min/ft) (ft) Rec(ftI (�) Testirising Description 0 TOPSOIL TOPSOIL/SUBSOIL. —1.5'-- 2 J' WEATHERED ' d WED BEDROCK J qJ _ _ ------------------- G1 6 4.9 5.014.7 67 V —� RoOer bit to approximately 4'. ' J G7(4 to 9'):Hard,very slightly weathered,slightly li g J fractured,gray and white,fine d medium-grained, rom DIORITE,with fractures 45'. spaced 3-9"dipping from J near horizontal to 45°. Gray/olive BASALT from 7 6 5 to 8 feel. J 6 J J 8 6 ' J 426 9-14 5.0/4.6 68 J BEDROCK C-2(9 to 14'):Hard,slighty weathered,slightly 92% J fractured,gray and white,One to medium-grained, 0 10 DIORITE,Gray/ofve BASALT from 11.5 to 14 feet. ' 5 J a o J m 6 `> J ' 4y 12- 6 J m v o J m 614 J < Boring terminated at 14 feet. N c2 i6 m O U K 0 4 0 20 7 0 22 1 J [s 24 rc 0 U ' Sheet:t of 1 (� Project:Lowe's of Salem Log of Boring SH-2 J Location:Salem,MA ' SHA Project No.:2932.00 DatGroum: Elevation:181.2 feet IMPROVING EARTH Damm:Chy of Salem,Massachusetts Vertical Datum Drilling Method:4"Drive and Wash/NX Core Sampling Method:NX Core-M4 Bit,with 250 Ib Down Pressure Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/09/08 07'30 17.5' Ground Surface 3' 33' 2 days Foreman:B.Thompson ' Data Started:06/05/08 Date Finished:06/05/08 Logged By:L.Norton . Checked By:S.Sadkowskl D'I Sample Information Stratum Depth SaN pie(m nRt) Dep(it Rec(ft) RQ Tseng Description Perd Field Geologic Description Remarks ' Dat 0 —U'-- TOPSOIL TOPSOIL/SUBSOIL. ' 2 J , Roller Bit to approximately,3'. 61 7 3-7 4,0/3.9 8 `I G7(3 to T):Hard,moderately weathered, 913% J moderately fractured,gray with white,fine to 4 medium-grained,DIORITE,with fractures spaced 7 J 4b"dipping from 30°to near vertical. 5 J J 6 9 J C-2J 5 7-8 1.0 42 G2(7 to 8'): to medium,slightly weathered,80%% J slightly fractured, grey with white,fine to 8 G3 medure from l 7.5 DIORITE, rte Beverly ntatheretl 4 8-13 5.0/5.0 90 J fracture from 7.5-7.8'dipping near horizontal. ' 100% C-3(8 to 13'):Hard to medium,fresh,sound,gray J with white,fine to medium-grained,DIORITE,with 4 1"Quartz and Aplite vein at 10.8'dipping 45°. J Healed fractures from 8 to 11'. o t0 6 J , a J 0 0 5 J i 12 5 J ' m o J m C-4 4 13.18 5.0/5.0 93 J C-4(13 to 18'):Hard to medium,fresh,sound gray 100% BEDROCK with while,fine to medium-grained,DIORITE,with j 14 J medium-grained,Quartz and ApGle veins from ' a 4 15.4-15.9. � J N 5 J u 16- 5 J ' o 4 u z 5 J H 18 GS 5 18-23 5.015.0 73 J C-5(18 to 23'):Hard to medium,fresh,sound,gray ' 0 100% 1 with white,fine to medium-grained,DIORITE,with slightly weathered fracture at 18.8'dipping 70°. rc 4 J Moderately weathered and partially headed J fractures from 18-19'. 20 5 J ry 4 J vI 422—22 4 y J C-6 J 4 23-26.5 3 52 G6 26.5'):Hard,fresh,very sightly 86% J o e6% fractured, gray with white,fine to medium-grained, ' 0 DIORITE. 24 z 5 J rc o J U Sheet 7 of 3 ' OSHA T /� Location: :Lowe's of Salem Log of Boring t ' J1�--1�1/�l Location:Salem,MA film Ground Elevation:181.2 feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:4"Drive and WashM%Core ' Sampling Method:NX Core-#4 Bit,with 250 lb Down Pressure Groundwater Readings Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hale Time Drilling Company:New Hampshire Boring,Inc. 06/09/08 07:30 17.5' Ground Surface 3' 33' 2 days ' Foreman:B.Thompson Date Started:06/05/08 Date Finished:06/05/08 Logged By:L.Norton Checked By:S.Sadkowski DNII Sample Information Stratum Depth Sample aid ( ) � D'ft h Geologic Description Remarks o ( �) ng Description Dat 5 J ' 26- vj 5 C-7 26.5-28 1.5/1.5 100 J C-7(26.5 to 28'):Hard,fresh,sound,gray with 4 100% vJ white,fine to medium-grained,DIORITE. J ' J 28 C-8 4 28-33 5.0/4.8 90 C-8(28 to 33')'.Ham,fresh,sound,gray with white, 96% fi fine to medium-grained,DIORITE,with feldspar and divine deposition from 30.5-31.3'. 5 J 30 7 J J 7 J 32 J 7 J ' G9 6 33-38 5.0/5.0 93 J C-9(33 to 38'):Hard,fresh,sound,gray with white, 100% v1V fine to medium grained,DIORITE,with fractures 34— dipping near horizontal at 36.6 to 37.2'. Aplite vein j fi 1 at 34'dipping 30'. 0 6 J ' A J 36 u 5 J 1 w 4 J J BEDROCK 38-- 8 C-10 5 38-43 43 5.080 J G10(38 toHam,very slightly weathered, m 100%0% slightly fractured from,1 l0 Quartz gray with white, J line-grained,DIORITE, at Ouanzand APlite vein 5 at 38.7'. 1/4"Aplile vein a140.3'dipping 30°. i J N 40 6 J a I 5 0 J 0 v 42- 6 J z 0 ' CP11 5 43-48 5.0/5.0 97 J P11(43 to 48'):Hard,sound,very slightly 0 100% fractured,gray with while,One to medium-grained, DIORITE,Crack from 4313.6'. Healed vertical rc44— 5 J fracture from 43.644.1'. 3 J ' 4 J 7 46- 5 J ' < J v 5 J 3 J m 48 G12 4 48-53 5.0/5.0 95 q C-12(48 to 53'):Hard,fresh,sound,gray with u 100% J white,fine to medium-grained,DIORITE. 0 u 5 J Z o J u Sheet:2 of 3 11111111111111= (�T T A act:Lowe's of Salem Log of Boring SH-2 ME J1�--1� A ProjLocali0n:Salem,MA Ground Elevation:181.2 feet ' IMPROVING EARTH SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:C Drive and WasIVNX Core Sampling Method:NX Core44 Bit,with 250 lb Down Pressure Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/09/08 07:30 17.5' Ground Surface 3' 33' 2 days Foreman:B.Thompson ' Date Started:06/05/08 Date Finished:06105/08 Logged By:L.Norton Checked By:S.Sadkowskl Drill Sample Information Stratum Depth Sample le(�rd8) Depth h PON Rec(ft) 'QD Field Testing � Description Geologic Description Remarks Data ' 50 5 J q J 'J 52 4 J 013 4 53-58 5.015.0 100 J 013(53 to 58'):Hard,fresh,sound,gray with , 100% VI white,fine to medium gralned,DIORITE,Feldspar veins at 54.3'. 4 J 5 J BEDROCK ' J 56 4 J J 4 J 58 014 4 58-60 2.0/20 100 J 014(58 to 60'):Hard,fresh,very slightly fractured, 100% J gray with white and pink and dive,fine to ' medium-grained,DIORITE,win honzontsl fracture 4 J at 50.7". Quartz,Feldspar and Olivine mineral deposition from 58-59.1'. 60— Boring terminated at 60 feet. ' o c? 2660 62- 64- 66- 0 U 2 K O m 68 — Up 0 ' w 70- 72- 0 0 72O , � 74 rc O U Sheet:3 of 3 it 1 OSHA �T T /� Project: :Sale ,(Salem Log of Boring t ' J1�--1�1{.�1 Location:Salem,MA Ground Elevation:193.8 feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum I M P R O V I N G E A R T H Drilling Method:4"Drive and WashINX Core ' Sampling Method:NX Core-94 Bit,with 250 lb Down Pressure Groundwater Readings Depth Depth Depth Slab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/09/08 -- Not Measured ' Foreman:B.Thompson Date Started:06/09/08 Date Finished:06/09/08 Logged By:L.Norton Checked By:S.Sadkowskl Drill Sample Information Stratum ' Depth Sample Rale Pa field (ft) No. Depth Rec(ft) ROD Testing Description Geologic Description Remarks (min/fl) (ft) Data 0 --0'-- ' TOPSOIL TOPSOIIISUBSOIL. 2 —_2•___ J ' J Roller Bit to approximately 4'. J 4 G1 7 4-9 5.0/5.0 93 Gi(4 to 9'):Hard,very slightly weathered,sound, 100% J gray with white,fine to madiumgrained,DIORITE, with fractures spaced 6-17"dipping 30-60°. Quartz 7 J and Aplile veins at 4.9-5.1,5.4,6.97.4,and J 7.7-7.9'dipping 30.45°. 6 6 ' J 7 J J 8 8 J G2J 8 9-14 00% 70 C-2(9 to 14'):Hard,very slightly weathered,slightly 1 700% J DIORITE. ed,gray with white and blue,fine-grained, 10 DIORITE,with fractures spaced d Apidipping near ' 8 J horizontal n 45 Par Quartz and fractures vein at 10.4'dipping 45°. Partially healed fractures r J 11-11.51. � 8 cp J ' w 12 8 J o J m 8 J BEDROCK U ' > 14 G3 w 11 14.19 5.014.9 98 J C-3(14 to 19'):Very hard,fresh,sound,blue gray 98% J with white,fine-grained,DIORITE,1/2"Quartz and Aplite vein from 18.2-18.4'dipping 45°. 12 J 16 12 J o J Z 12 J ' rc u 18- 14 J 0 WG4 20 19-24 5.015.0 92 J Cd(19 to 24'):Very hard,fresh,sound,blue gray ' 0 100% 11J with white,fine-gralned,DIORITE,1/2"Quartz and 2D Aplite vein at 20.2 dipping near horizontal. 1/4' 21 J Quartz arW ApIte vein from 20.7-20.8'dipping 45°. 1/8"Aplite vein with crack from 22.6-22.T dipping 7 J 30°. 21 ' ix 22—a J o 20 J w 3 J 23 j J 0 24 GS pd, 24-29 5.00% 100 J GS white, l0 Zine Very hard,fresh,sound,blue gray 0 100% with while,fine to mOppin-grained,DIORITE,1/6" o J Quartz vein at 27.5'dipping 45'. ', ' Sheet:1 of 2 = S H A Project:Lowe's of Salem Log of Boring SH-3 /-�lLocation:Salem,MA ' SHA Project No.:2932.00 Ground Elevation:193,8 feet IMPROVING E A R T II Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:4"Drive and Wash/N%Core Sampling Method:N%Core44 Bit,with 250 Ib Down Pressure Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/09/08 — Not Measured Foreman:B.Thompson Dale Started:06/09/08 Date Finished:06/09/08 Logged By:L.Norton Checked By:S.Sadkowski Drill Sample Information Stratum Depth Sam aField (ft) Rate) Na. (miNN) DeftRea Rea(fl) (Q� Testing Description Geologic Description Remarks ' Data 26 J 26 24 J J 30 J 28 25 J J C-6 11 29-34 5.0/4.9 98 J C-6(29 to 34'):Ham,fresh,sound,blue gray with 98% V white,fine to meNum-grained,DIORITE,with ' 30 J fractures spaced 5.14"dipping near horizontal to 9 60". 4"Quartz and Aplite vein from 33.1-33.5'. J 9 J 32 J ' 8 J 7 J , J 34 C-7 8 34-39 5.0/4.7 78J C-7(34 to 39'):Ham,very slightly weathered, 94% BEDROCK sound,gray with white and pink,fine to medium-grained,DIORITE,with fractures spaced 7 J 8-24"dipping from Feldspar deposition 36.5.37' ' near horizontal to 3W. Olive/gray,BASALT from 36 J 7 37-39'. EMeremely fractured fmm 37.7 to 38.1'. � J w 8 J J n 38- 8 J m J > GB 39-44 5.0/4.8 88 C-8(39 to 44'):Hard,fresh,sound,gray, ' N96% J fine-gmined to aphantic,BASALT,with fractures 40 spaced 8.13"dipping 30.45. Gray and white $ J DIORITE from 42.544'. � J ' vi J 0 z 42— z 2 z a J , m � J 0 cf44— --44-- Boring terminated at 44 feet. 3 o , ry 46 a a , w � 48 N O 0 O K O U Sheet:2 of 2 , Project:Lowe's of Salem Log Of Boring SH-101 Location:Salem,MA Ground Elevation:192.0 3 feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IM PROVING E A R T I i Drilling Method:4"Drive and Wash/NX Core t Sampling Method:NX Core4H0 Bit,with–250Ib Down Pressure Groundwater Readings III Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 07/23/08 — Not Measured ' Foreman:B.Thompson Data Started:07/23/08 Date Finished:07/23/08 Logged By:L.Norton Checked By:S.Sadkowski Drill Sample Information Stratum Depth Sample Rate Pe iel tt No. Depth RqD Geologk Description Remarks O (min/ft) if Rec(H) (�) Testing 3 Description Data 0 TOPSOIL TOPSOIL.J Roller Bit to approximately 2', 2 G1 2-3.5 1.5/0.8 0 d WEATHERED G1(2 to 3.6):Hard,severely weathered,extremely ' 53% J fractured,blue-gray with orange/brovnweathering, 4 — fine to medium grained,DIORITE. ,� G2 3.5-7 3.5/3.5 76 Hard,fresh,slightly fractured, 4 7 100% J blue-gray,fine to medium-grained,DIORITE,with J fractures spaced 3.9"dipping from near horizontal to near vertical. Vertical fracture from 6.7-7'. 6 J g J 7 V J G3 7 7-12 5.0/4.8 72 J C-3(7 to 12'):Hard,slightly weathered,slightly 96% fractured,blue-gray,fine to medium-grained, g J DIORITE,with fractures spaced 3-11'dipping near ' 4 J horizontal to vertical. Vertical fracture from 7-7.6. 7 J m J 10- 9 J J Z J 12 8 12-17 5.0/4.5 83 J C-4(12 to 17'):Hard,fresh,sound,blue-gray,fine 90% to medium-grained,DIORITE,with fractures g J BEDROCK spaced 4-14"dipping near horizontal to 30°. 1/4" m 8 q Quartz and Aplite veins from 12-13.2'. BASALT J from 14.7-15.8'. 14 7 J x w J 0 6 J 1 u 16 7 J y a J i GS 17 17.22 5.0/5.0 92 J G5(17 to 22'):Hard,fresh,sound,blue-gray,fine 0 100% to medlumgralned,DIORITE,vnth fractures ' y 18 J 'spaced 3-30'dipping 30.60°. Crack from 17-17.9. 8 Gray BASALT from 19.4 to 22'. 0 J 0 11 J S ' m 20 8 J 7 J 8 J a J 0 22 —22'-- Wm 9 Boring terminated at 22 feet. _S N O � 24 rc O U ' Sheet:1 of 1 (�T T A Project:Lowe's of Salem Log of Boring feet Jj�--l({�1 Location:Salem,MA Ground ityoflSalem,Massachusetts SHA Project No.:2932.00 - Datum:City of Salem,Massachusetts Vertical Datum wo I M P R O V I N G E A R T I I Drilling Method:4"Drive and Wash/NX Core Sampling Method:NX Core-410 Bit,with-250 Ib Down Pressure Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ref.Pt. of Casing of Hole Ti ' Drilling Company:New Hampshire Boring,Inc. 07/23/08 0700 6' Ground Surface 2' 17' -17 hours Foreman:B.Thompson ' Date Started:07/23/08 Date Finished:07/23/08 Logged By:L.Norton Checked By:S.Sadkowski Drill Sample Information Stratum Depth S No le(m Rate Depth Ret(R) R�' Testing Descriptionold Geologic Description Remarks Data ' 0 — 0'— TovsolL TOPSOIL/MOSS. J ' - Roller Bit to approximately 2'. J 2 C-1 2-7 5.0/5.0 93 J C-1(2 to 7'):Hard,very slightly weathered,very 100% slightly fractured,Nue-gray,fine to J medium-grained,DIORITE,vath fractures spaced ' 62-13"dipping near horizontal to 70°. Partially J healed fracture from 3.3-4.1'dipping 70°. 1/8" 4 Quartz vein from 6.2-6.4'dipping 60°. 5 J J ' 5 J 6 5 J J slightly , G2 5 7-12 S98% 83 J G2(7 to,fin Hard,very-grained,D10ered,sound, 98% fracture y,fine to 7-2T dipping d,DIORITE,vftjh l to fractures spaced 7-26'dipping near horizontal to e 5 J 30°. Quartz and Aplile veins from 11.1-11.4'. J Basalt from 11.4-12'. ' 4 J 10 J a 4 ? J 17 ' `c O 4 J BEDROCK > J m 12 C-3 8 12-17 5.0/4.8 97 4 17 C-3(12101 T):Hard,fresh,sound,gray,aphanitic, ' 96% J BASALT,and Blue-gray DIORITE(from 12.7-17'). v t7 1/4"Quartz and Aplite veins at 13.2 and 13.5' m 7 J dipping 30'. f 4 i 9 J ' N 10 J J ur 16 10 J o J u C-4 8 17-22 5.0/4.8 92 C-4(17 to 22'):Hard,fresh,sound,bluegray,One 96% J to medium-grained,DIORITE,1/2"Quartz and Aphle vein from 17.3-17.5 dipping near horizontal. ' u 18 8 J 111"Quartz and Aplite vein from 20.1-20.3'dipping 0J 30°.Gray BASALT from 20.6-22. 3 7 J 0 14 20 1 ' ry 7 J $ 10 J 7 ' 0 22 8 —22 Boring terminated at 22 feet. w 3 y 0 0 0 U Sheet:1 of 1 ' ■ C� {A Project:Lowe's of Salem Log of Boring SH-103 =P R O V I l u i Location:Salem,MA Ground Elevallow 197.53 feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts vertical Datum I M N G E A R T I I Drilling Method:4"Drive and WasNNX Core Groundwater Readings Sampling Method:NX Core-g70 Bit,with—2501b Down Pressure Depth Depth Depth Time Date Time to Water Not Measured of Casing of Hole Drilling Company:New Hampshire Boring,Inc. 07/22/08 — ' Foreman:8,Thompson Date Started:07121/08 Date Finished:07122108 Logged By:L.Norton Checked By:S.Sadkowski Drill Sample Information is d Stratum Remarks Depth Sample(m me Depth Rec(N) (%) Test;ng Description Geologic Description ' 0 —8— Broom,fine toccarse SAND,little Silt,trace Gravel, trace RwWLeave s.Moist TOPSOILISUBSOIL. ' T IL SO SUBSOIL 2 --2.5'-- ' J Roller Bit to approximately 3.5'. Pi 3.5-6.5 3.012.3 0 J C-1(3.5106.5'):Hard,severely weathered, 77% extremely fractured,dark gray Wth orange 4 10 J weathering,fine-grained,BASALT•with fractures from near horizontal to near vertical. 13 J WEATHERED BEDROCK 6 54 J ' C-2 6.5-8.5 2.0/1.8 21 , C-2(6.5 to 8.5'):Hard,moderately weathered, 90% moderately Gactured,blue-gray with orange 6 J weathering(high Quartz content)•fine to medium-grained,DIORITE,and BASALT._--— 8 20 ' G3 J 63(8.510 73.5'):Hard,slightly Weathered,slightly 8.5-73.5 5.0/5.0 78 fractured,blue-gray,fine-grained,DIORITE,With 5 100% '1 fractures spaced 3-70-dipping near horizontal to J 60'. Quartz and Aplite veins from 9.2-9.4, 10.5-10.6,and 11.1-11.5'. 10 10 J a J 13 '4 J _ 12 24 J m o J 30 m GA 3.5-15. 2.0/2.0 100 J C-4(13.510 15.5'):Hard,fresh,sound,blue-gray, �^ fine-grained,DIORITE. ' 14 44 100% J x w `I H 60 J BEDROCK GS(15.51018'):Hard flesh,(moderately G-5 15.5-18 2.512.5 20 ' weathered 18.518')(Severety fractured from i 100% O 16 7 J 16.5-IS)sound,blue-gray,fine-grained.DIORITE, o J with fracture at 16-dipping 40°. u 6 J z ' 0 18 C.6 7 18-23 5.015.0 88 J C-6(18 to 23'):Hard,fresh,sound,to very slightly 100% J fractured,blue-gray,fine-grained,OIORITE, dipping near horizontal to 70°. Healed fractures rc 6 J from 18-19'. m J 20- 7 J 7 J 10 < J ¢0 22 14 w `1 ---23'-- Boring terminated at 23 feet. In 21 1 � 24 z p Sheet:1 of 1 U I l 4 Existing Condition-01 Prepared by (enter your company name here) Printed 12/1/2010 HydroCAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 1 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 0.545 77 Brush, Poor, HSG C (1 E, 9E) 6.157 77 Woods, Poor, HSG C (1 E, 9E) 0.029 87 Dirt roads, HSG C (1 E) 1.329 98 Paved parking&roofs (1 E, 9E) (0 .44 AC - Highland Ave) Proposed Condition-01 Prepared by (enter your company name here) Printed 12/1/2010 Hydro CAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 1 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 1.020 74 >75% Grass cover, Good, HSG C (1 P, 9P) 0.192 77 Brush, Poor, HSG C (1P, 9P) 1.186 77 Woods, Poor, HSG C (1 P, 9P) 1.917 98 Paved parking&roofs (1 P, 9P) (0 . 55 AC - Highland Ave) l I III Note:When specifyinglordering grates;refer to"Choosing the proper inlet grate"on pages 117-115. For a complete listing of FREE OPEN AREAS and WEIR PERIMETERS of all NEENAH grates,refer to pages 306311. R-4343 Ditch Grate,Frame Light Duty zBi ai _l zn4 f . WEIR BO. PERNETER CATALOG GRATE FL UVEAL NUMBER TYPE OPEN FEET R-0]L3 BmWe 2.4 9.4 B�4344 Raiiroad Bridge Drain Grate,Flume Light Duty IIS Y wea II 77I-4 fi FRu `IP1 6O. PUNSTER1t3� 11 7P NUMBER n.GRATE . MAL NE NUMBER TYPE OPEN FEET 0.0.N< BecErvo 0.2 2.9 a� t 13D. , 3— 71. R.4345 to 8-4347 Series Square Beehive Drainage Grate,Frarne Light Duty WEIR EO. PERWETER CATALOG GRATE FT. LINEAL NUMBER TYPE OPEN FEET RN Brehm 2.08.6 n RN M.W 2.0 8 6..6 RNeOa 2.0FR1YEGRA!T1 -- �LFa For off-roadway construction. These castings are suitable for use at low points of large graded areas and will drain a substantial volume of surface water from all sides. Dimensions in inches Catalog No. Grate Overall Grate Top Size Frame Overall Helaht Grate Height Frame 8-4345 26726 26 12 x 12 61/4 R-4346 26 x 26 12 x 12 30 x 30 61/4 4 R-4347 27 5/8 x 27 5/8 12 x 12 61/4 NEENAH FOUNDRY 1 p 3 a 5 6 S 9 10 11 i 13 Ila 15 \ �\\ ba' \ \ y s V V / !t reill°ga�5 �� h /i d If - `\ � � i -v Aw�+� V � _ �--t \ I v v t�a'VA ,/, " )% mill\ •\\ �\A0V �v ...,,w, / / - l' A ._ v _ ° ��--A `,l � - m, v_Avv WitAA vvv� i / � � t •� _ E/ '". �m PROPO D. v vt y v � -Yy ALM ART ,,STORE 42640-03 C-1�0 NO-NO _ \ /�$.. _ _ . +� A�.\ V •, ••mix mmn omn.mumynv a m 1 . 1 NOCcR4xumMR m \ �.\ : \ 'fir\$,j„ 'JW ; \ smRes cAst•.I.P � •1' mom+. - ` °' \ 1�'�' __ _, o ! reoaosaourAn. _ navewelwxr i�A VAS l d `:'*a _ _ `eft At' �1•� ,c _ — L.. .� 1 � _ v�xd inn BOHLER , // \ \ ..� \'�..-" l Wim/ .,,'::M - - e om H K COMPACTORGRADING '�:.` c H GRADING AND 'It n , e F \ DRAINAGE J GRAPHIC SCALE ocn.rza.r xmr . . .. m5x rtaowvo,c ouww artz.Iwla oww v[ewos n rel = ,oma ru1Nu. Tm M CONT oEC'MOGM oa°r°{t um aroun \ c v of 1 Vt41@ wFFE WO1 I5 WNIKJ.N05NFf 5!YJLS fdiLF 10 L wsrtrt srt Srcolrelwxs __ Z s @ g 99 G a j p $ O u .. -= 9^Sgx 1w fog to. FS n 96 .i.ggS a Rfi F k� k £ 4 °°o» w Rw 1 4 o 4RS„ nr fig e� § a $ s ga E1 Irv; 4 F bA Ria a / e i.sx. rte .. gslog � E �2 a8 x o u @ tc -- a JV nH si IT 7 y' 4 _ 99 m3 - 99 RgRg-G =tS,'R�My ig ' 4a a P3 P a + 'xsi �£g p WK F a� Oil a ; 8 .I'_j,3y� 4 ihil9 sk£� sm� ameN ops nys€y jAjg!; arae r: q p g R 3 2 unix a vKiq MiN TO P Illy EM 4 93 S £ aa� P z „ s & X„ o 1�� $2 WIN, pr A' s• qq _ 4g aR —Epp g a' xg p 2nF�,NR M.. DF� oA R I S 04 4"e ��� airs B d a”`--^`• `•—�— a �� �� "' z_� / 4���i�R g§R A fi zg —I.� Sa ' 4� eyc qQ$�"y AFS N 1"¢ * 'g5 5m „ so o . • €;hex.g Construction Details TxT""T'x""'no "'� m ® NOT FOR CONSTRUCTON Q �ST ODS"S @ PLANNED UNIT DEVELOPMENT tleoneay Development 3g4 x !N A a - Highland Avenue Oroop,I.e. Salem,Massachusetts m m" o ieN b 9 i bYNN 1 gx ail = 6 � T $ g a s 4£ $ p4 � �Q 1 _ I i c 9 R E R ON �q aY G ti A A R€ 4S � � � �r g I� 1..:� • li T.� k a $a I g�•ggape , •Y• • �� i n � N - \ ,I I i ' F n: 1 I I , I I I it I ♦ 00 gttg��vg• — �� e o •$ Site Utility Plan ®TAT"""�O ttor Boa coksnxucnolu =® 1 11 11 1 1 11 11 1 m%6 i5< UTp P g PLANNED UNIT DEVELOPMENT 6omady DaveFopmenF F g � e 4 KDN q Nn C Croup,Inc. ;EPZ Iw�ro.ww O •s Highland Avenue • Tr i •�R S • Salem,Massachusetts I II , YNN MPH c � I I vv—v ill LC i ER C/,o C/1 4 C/C 4 of/, 4 E/, ' \ t�--• C3tYf I 7l IFE am 9 21 w � ' I p �' bI t C=5 p' dT 3e o I...E nlcy ° �, ; ay 1 a , �� �s" o0o III •' � I ��—s s s s : : ss s s—s \. le. V v _ v _ -vvV v v __ l I I E/1E/i C/i E/i ER I z _ Irvs tom. tx*. c\X' I� i Fa. '9 � �x•iR,F 3 \ A g 9 9 II o1 n = ' ly B 'e s 99a €R R S F ms J x a 11 k s s a a P z s It; 0 SIR R nifiipfr i{{ _ i , NN }" FR ni $$ g 5 s � q2» £ si g t ` � lr�' - :,• ' n F €� ��E E R fiR a Rg a B 944£ R e5 g gg 00 . _..I' �.\ O n » a g- q� w Y g I ig ag 's € Ipd g � '^ �s�a ssg�l §I I i� I -,\,✓/ z a ��� °�� "ff�I � I E � qe � � �g ya � ��� p3w$�g � � ECS �$ a? EO s`^•y a�EF e� Site Utility Plan '� 1p - 1"ggl,1 8enned Develo ment _ @ PLANNED UNIT DEVELOPMENT T p Group,Inc. .wo�A�� FSO » Highland Avenue qq�q s$z Salem,Massachusetts a g$em Rr M M - I p TA @H@ ralsaua / xQ 9°N \ , ° n v O I i 1 I : A _ I I p YRR RRRec SSS SYnY xd II �'� MUM A9i9i99HE � —1 5554555555555555551 �� V� \F ;.o- r't� vv �/� v IKIIEMOM kin . L 4 - �\ I it �! 355555535555335' � ai � �,i \ \ � �•. '\ � I P""'PIPT P-P""P-P PTP PTI T➢PYT � t x \ E �\ ; TiiT 1}iTi Ti iP iTi TilPiP iTP iPii � C � I tt� \ 4 -OxG�I_ 6YY CY gxCC"5CSi tGLa L-SYKA \ - � 1 /./ g{4 iYbbYYibYii Eiiin nii.-.YYYon JG 6F l - T\ Se ClY6d-CnEas--9---a iC 6Cz t:dtl]dYB PP p . Pr = §"gE ��� Bg@ � mg z$ 93 €= s a1s a � $g § iv �n Ri P N fl. € Y R A o �i@ $ ;W & ? [ E E E :¢ as R p 4 € c sr 9� 1 ,5R g9tlkg. e,._..saaFoa °I Mill I 111a 3 A 1 3 Ali i I AI����9����������A��!�����!���3� ��� � k £�_s � =� Baa g, �A . � Qgg� �' fat a acagbd'tle Eddni tlY eb• eez e4• zee zee .ez � q a " R s 4 . 'S: . . `.5::5..3.. a s € M y s $a $ y"A 55yy�� a TTi T}*i P-}TSii 9a ( ( 3 �Rgyy+ xP1N" Ts 3R �i £ c« 00E00E0 nG 00`�� b®dEa6q G68 .'�dy60 Sh Ye8088Yf OGBB�be kC5Ee8>g Pdgd 8i6q, yM• 6.0Y a� tl � e � � . 3p v78 R _e____________9______R4__BN____P_________4__P___4__4..,.4 $- H P—}. Ili �p 444 w Y z "_ 9PAgg �' �A R �' p€ a � {�pi� LR ^ § d �� R �� yg R E�'8^ 1 '�° 3 1 I a- E- H N6 H R s E�11 w€gntliC�i mei R6 ai Ag YJ ji Grading and Drainage Plan ®*[n.ncxnuo ca ESA o R°Tk q NOT FOR CONSTRIICTON00, 1 1 1 1 1 1 1sMT PLANNED UNIT DEVELOPMENT Kennedy Development wa° m.. a� ¢ € 5 A In aN= Omep,Inc. ��.P.a�ro�. -q `S�p u = Highland Avenue a E?z Salem,Massachusetts r i v�oD nn LJ / s( eaa \ r 1 I it/,; / \•� iii �_ a s vi I 1 OEl �t $ _ yy 111111 liV 1 Q I19 I�rI ra A ! ( III � � � � � '// - � i �� •h.. / _ I � I wap < II C III Ilil,il.11 ddR$ _•'E n e .� n/e�b—n! �=v 31 v _ v - I-'`I g 1 14 V - ol JA I 0 -i 1�^[c :'L 1 iPPPiP Pi 99i PPTPPPPPi PPPP PP PPPY PP PPP .. z �� / � .. 'v tlmmYGtl dmtltltltl tlx Ctly BG:--.CmYELY:-e_-w P,,.._� a�� a a 9 SIH i xy � • aaa�. e Gai6bd 8 La�[+ � qG � c /t /\ LGw.nmoY GmG mY G'n'bY:-6Y-F'-G'Gwo GG GwG L'oR r D - � �tl9 $ WI 555 _ i HIM€aaa9i _� :R::G xLY sex Yma::ES$%B�C xZn'c�Y-ax'axeb GV 'a 'a $ � ,��,� F653353353355333 I � r ��, p qq55 gggg F#$a smeeEg##i � / C dpp"py..'y P'yyP PPp'PyyPP `GyL ap, 1 / \ -k• � iGY tLld mY.FGY CGSadiLL6Yd L:bbi.t b #d �m ��/ `-�/ vaaaeaaag 3g#aaa as s�, Lmmmmm:mm a:aao:Lcao:xx x:ca:c:a aL ���# ��� %// Is Pe:s"e b $##t"s@' GRG lean-abna3•-p•-gYesn=aegY�tYg B pc m ' r a a = a . . � P � . � � ' E..��....-..ni in P Dg11 gA a g _iiiI Rs g -aa53_ __ 593_4_ 333333333333333333 � � �� $ �—�� $� =� �A ;$ Ays� ❑ ageg € _ 'a a E's EEEEEEk 1 E E E&Ee 11 5 a s is s3 $Ra AR r gg 1gZOOg31 #i#¥#9#3€#9# 4 1 # # 1 #1 P R e 9 3 1 € € 1 tF � Aa .€ £s $ cold A $ aq E€a "-G seas® vn gaaaa P...e Y.iir .pKk dog z - - -3 �3,a3.:agan.gaas-`s:aP.ayyqIt!43:.9Y..S::g&&..g:&a&g}a}a3;a3aa3.a ��� � � �$qaq § „� � Q� q �� 6�dGa9E G e& ibx OE RMI, 0t bmB UG O Be. ask Lai0 p i Fta6 ams 1gF#E tog9 g8 aq � A € m � $ € ' � Aa � F. 'SC g 9999 993999�8�� EC { a e a a B B 6 : Ya E 3 �'�, zi R^ € � nE a ? aY -'�3 � � EF 333333333333333 __....__.............._,,,..,_,..,.,_ - v o a e a a - o @ s j I #� p#s41 I p 11;3#411?1 R 3 g g 1y 531aafi.19 19F1 .1 11.€1#-13.3'4 jE aab � 3A R ®aa - Ba---EE-- n _ aAds € _ 11#3----1933-- # ! # 9 1 1 1 1 1 1 € 1 € gg _` ba_=xxnBx+1L aegelI_: - x n gg ggas o� � ' l � j O B•E l u � l L �. a C G 3 e y 'e s > a C C F �Ad € Ill lllilTl X63 $$ 8ddd $ $ a� 3 83 3 33 $ 3 i : g' Y ;.. � $ Q $ Grading and Drainage Plan ruaeTecx two °gym •� `�'m a�R O NOT FOR CONSTRUCTION F� Remed Develo meat9- @ PLANNED UNIT DEVELOPMENT 9 p .owmr i� $ 9 mDN Droup�iuc. � s Highland Avenue 8 �1dz Salem,Massachusetts f I M y - �� 1 S•' �i t • n _ R Ag Ing �$.�g P^ �Fj I ��..T J ��-' �•� i "• i Y-mob 1 .. ... �.. � ^' : y�g ��n 4,// = �� • A J. A • "I� V VI I y 1 0c�£gAlg , l�l „ .� 1 r gig tu Aw Olt £ �� ..I °. �� on•�� f§ t �� �� ptdc � r� -L'� • � R£� - ,p E ,,�$a2� 9g�q� gg �o[ I � .X� I� bell I ^� ��. � � • w I \' I3 BI M, 1 titi''u 4 4 s `v W� . ����e • i. r \ I _ 1 91 dg 4r�a r= mmz zo z a5t mv'F \ f/ 1.' � mV10 mD \ ➢ A N r I I � _ Rxy OmZ Dy $ O I F S �3, O D A N iz ti O p � Co Jf I 6 4 \ _ oo . O vim Overall Grading and Drainage Plan , TiT"'vT1°""�O vim NOT FORB0X5MN5iRNCTION f5< Kennedy Development n Dro PLANNED UNIT DEVELOPMENT ' Highland Avenue Croup,Inc. m �• : �6iz Salem,Massachusetts €+:N