Loading...
WALMART-LOWES 440, 460, 462, 488 HIGHLAND AVE - PLANNING (16) Lowe ' s/Walmart Civil Engineering i � t OTETRA TECH RIZZO B O H L E R �iTr 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. 1 OTETRA TECH RIZZO ® B O u T E D ENGIINEEERING Comment 2-213: 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 runoff from 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 1P 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 necessaryfor the treatment train in Subcatchment W. 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 O TETRA TECH RIZZO � B O H L ENGINEEE 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 I"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 I"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 O TETRA TECH RIZZO ® B O H L E R ENGINEEComment 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 !� within the inspected Highland Ave./MHD P 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 O H L E R ENGINEERI the rainfallamounts have been modiXedlo be consistent between the two reports Both changes result in egualdischarges and volumes from the 9Eand9Pnodes in both 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 I 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 2-1613: 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 TETRATECH RIZZO ffl B O H L E R Existin Y Impervious Area Draining to Highland Avenue 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 1 0.89 TOTAL 1 9.67 Pro osed Impervious Area Draining to Hi land 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-specifc roofplan 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 OTETRATECH RIZZO � g p H L ENGINEEE R 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 i l 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 86%. 7 OTETRA TECH RIZZO B O H L E R LU 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 proposedfor this project. A revised detail ison e rovidd plan sheet D-3, and the revised sizing P P g calculations are included in Appendix E of the drainage report. Comment 2-21A: 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 11.12 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 lA 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 I"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 2-21B: 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 O TETRA TECH RIZZO LV 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 offlow 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 chainlink fence 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 OTETRA TECH RIZZO ® B O H L E R ENGINEERING proposedsileslorm sewersyslem -Due to the above differences, a straight comparison ofjlows to check one againsllhe other is generally nolpossihle. 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 ofparking 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 I"of rainfall. Comment 2-26B: 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 OTETRA TECH RIZZO B O H L E R impervious area andmitigating any benefit oflhe raingardens: Perviouspavemenl is also not afeasible option at thisslte due to maintenance concerns, andlong-term viability ofthe infiltration provided byperviouspavement. The Lowe's site layout has been deslgnedlo minimize impervious surfaces The loadwgaccess driveways have been reducedfrotn the prototypical confrgrvations andtheparktng countprowdedfor this store iswe!lbelowtheLowe'sprototypicalrequirements The implementation oflow impact design(LID)techniquessuclr as bz retention areas or vegetatedfrllerslrlps would.-equire afurther reduction h7 the overalllowe'sparking count and expansion ofthe ,proleelfootprint. The remainder ofthesile containssteepslopes, wellandareas, andoihersitefealures that do not lendthemselves to the implementation ofLID techniques: Walmarthasprovidedadditionalinfiliration in the spirit ofthe request Mal wefeelprovidesabelm-solullon Therewillbeasmall depression createdin the northeast corner oflheparlanglot which is ,proposedlo be a siormwater infiltration basin. There willbe one to twofeel offillallhe bottom ofthe basin which willa!!ow infiltration. Runofffrom the ad acentshoppingplaza m the north andaportion of the northeaslparkinglol will be divertedlo the basin. The approrimatesiorage%nfrltration volume ofthe basin is.1 OOOcubic feet. Review Comments: Outstandine 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. OTETRA TECH RIZZO �I,� B O H L E R M ENGINEERING 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 1-51)) City Engineer requests full bodied 16x 16x 16 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 ly, tir Turn�err 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:\129-3136\08028LLMERS\SALEMMA-DMCKNIGH -PEER REVIEW-RESPONSE-1202I0.DOC (Z 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 HydroCAD®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 (1 P, 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) N Note:When specifyingtordering grates,refer to"Choosing the proper inlet grate"on pages 117-118. For a complete listing of FREE OPEN AREAS and WEIR PERIMETERS of all NEENAH grates,refer to pages 386.311. 8.4343 Ditch Grate,Fiame Light Duty 1 a i I� t— ?8;�1 I`�2511.1 WEIR $0. PERWE)ER CATALOG GRATE PC MEAL ' NUMBER TYPE OPEN FEET Ri BwNi 2.4 8.4 8.4344 RaUroad Bridge Drain Grate,Brame Light Duty n� I I IY WEIR Tz--I a' d li pli'I �II� Ik P F 50. PERIMETER F OATALOG GMTE FT. lF E r �� ��� i NUMBER TYPE OPEN FEEr 7 R-0Ja0 Be0ivo 0.2 2. R.4345 to P:4347 Series Square Beehive Drainage Grate,Brame Light Duty WEIR 6G.TYPEfl UnER MEAL MTE - . CATALOG GIFEEAL NUMBED PE OPEN N FEET RL048 Be,M1M 20 fli80 BeenM 20 e.e P4,IYr� YITM FRAME IN GGNO2ETE {� For off-roadway construction. These castings are suitable for use at low points of large graded areas and will drain a substantial volume of surface water from all sides. Dimensions in inches Catalog No. Grate Overall Grate Top Size Frame Overall Height Grate Height Frame 9-4345 26 x 26 12 x 12 6114 R-4346 26 x 26 12X 12 30 x 30 61/4 4 8.4347 27 5/8 x 27 5/8 12 x 12 61/4 NEENAH FOUNDRV ____zxmsr.=:zs.acrra=. R11 cl qz IV �7•��'{77 (7 — fla9 ..gx.;.g.q .irlgg..; .il g .'..I� ga. oa f.:^,9Y 5 � 9•:19 �.'g..l g.g. .,� .,g:x. 9a.,. .a.e.P.p Y.. q.g. 77 �� LiY '.I. a � pry- 4 'Ik.... S•' �',aw i. .}. .R �„fe�� 5 � ie e •� 9. 1 5. !� 5 !I -- 3 ! @ !e 5 b fl 5 � ' e fl ifl at$ `'3`�.3'e Le \ ` � I fll•I •9 as ;..a•- II 3 I i.,. =1.� r,r a 5j.. �s �Pya i �'�' � � q.. i fi"e 9� '''I'� � !a !iP11 i � i {I• I � ➢ I' I. rc . / Sy V Ir \ i ;t 1 I l r t r � /.. it g � � I ' r 1� �� .'",''* X54 P - • �' — Fa< 'ill '•I +P-r'. j. LVO i / �'� ��, ✓ \ r'� �y.��r r / d �j,/i�/fi�1, I' I ' I ay .// I � r' � _: F g 3. _ r Him iii /.,�" ,/ � � f {/O//i/f o'j %� / r � d l ..� •. � C 4N HP H� p9a°ay jPll�l rl.l�llelll l! II��i1 �5a_ �0 U pbc II sl IIPI r 111I I I I l k� �8�.. P i /� � /!/ o r A1.f� P i/� i/ �/ I IV 1 / - v � I L ;/i ». 1 '•� ag[ �'.vAI 6 �¢ ^4e w �. 5. parTT9 £P j 2s °°oo o 3 4 m€ s' §n 'clipgg$ $$ g ya. a a����� R� N-Axl gig I 4L7� g a gg 8 Pin p "e N baa q a8 >_@ R2Sg![ $, m I secs;x of T a m el a f gi !11—: R a �$$ E _ $ S� §a a g n 6 $ �8$ 9 "bey �p R �m£p F ip _ tea@ -SIR R an q Rog RPa^ a■» GES @v Pa R$ $ I �� ,_ 946 „a ans.s� _RE< .as "a 'R€ �. 'sa e� a §� Vis@ V. qn �aTr"T �' RSA» i eO uxwM � O �x gBOO -a 5R z'uwy F p sF CC 99 > A [5 afY MIN NvS ii - F ^f » S $Ba m. z a o v _ Sid:.$aF@ $'ama -I - /// AAAS 15 F p4 Y AI"$WW3 as F WE n$ 4 S" iIN y '`a 9 WFC 'x £46 1..L I $�o4 $�e 1g$�_� $aF; Aa5s —II6292 IF. Hsi F Boa. • e€ Construction Data ®""�x"N11IIO wor Foc�oontucnoN Hmm Cb Remod Developmeo/ a�G 5 @ PLANNED UNIT DEVELOPMENT 9 ..� Ip � ° " N Croap.Inc. `mews we�roieoo: �p y - Highland Avenue �•..e.. ,� Ho Salam,Massachusetts a w p 7 .e gy � � AssEa �spesg g$ ' I ' § � � q s s r � � � - � W � € � �E o ¢s@ pa � , II II y-,..-•^"1 O _ _ I in 6 I � �z � a � � � s �� E� � wn � / .•lu ,p-..,-gyp ti-'` fir' �'>. I a sI $& r a q It Fgq K 5, gi Yq' kW ME 11 I I �\ I I � S > g g Site Utility Plan ®"'""n�""1IIO NOT FORµo c0N a1RUCTON - �9 P @ PLANNED UNIT DEVELOPMENT Kennedy Development Highland Avenue . Group,Inc. . . ...µ...:IDs • •` • § § hz. Salem,Massachusetts pg1l g';IN 9 y c7 as�� 1 • , I I 1 F§ 1 NN I Al i I � l --------------- —C 1 I v ° C/T o C/i V UT O ER V E/V�� \1\ I `,•• ' I i •,PPS \ 1 1 I R a I I a' s a� of f —Iran VV `— V y V j i C'� 1 I L. Ijl y= SIN vwx 3 ^^�a.' ^� rmarmlr(erol� A � � a o, �+�•..rel -`—I � / C a VR S� 1 T. v I Ra G 6_ G G I 3p • .I � � E/1`� C� -t,/i TL e 11 `z I II I a � �•� �„"r,���R AR, � � € xx I Al I, Agin jr jsjj SIN ;gig 1% aR Ig '9 Nil a c $ g.' gidb b 3 R; p gg ae £ £s A, MR R �' � g II o1 a s v a o' I�s € A 1 g 5 5 L^ IX IX 8 X £ aE E �EgR Ea �@l ESM € n Og t a W €ag k a s@ - I p�I I i I•I �I I � r_;�`.// 4 '��� ��� �� _ � € �.„ � � � Is �.`xF�p�$ �� � �G. �� '•� � ��� � a � �€- £� � €g� �€ � � lig a� s' g^ 3 £ E➢ s� i:ise i R y a _ ,� Fay aid° H s'e 5 �SIA •^y 3a5 y$ Site Utility Plan ®T°•�s•a"�1SO NOT PoR CCNBTRUCTCN 6�rI i9G - �1 3 PLANNED UNIT DEVELOPMENT Kennedy Development �� ¢ •g v to 5 "r Highland Avenue Croupy Inc. a Adz Salem,Massachusetts � D � � 4 aeIX+ 5 5g g 2 \ SALEM r €€rza Yc- fifi..= i I � ' L i O :e I 1 11 1 sPssspspg-------p--y- 11 '� YY- bb YpkY �s ## €s€iia#7r3y€r# E��; 11 A ege;xee4•555555 a V A ' N' eueemi yy 5 B@d Mb59sa .txcx-@Yzez.. E ec- 3 -a- =xz wza Y' -z' �T II'YT IT i�i7 TT�TTI�y TpT V IIITTT . .. � v I i ,/ _ sc I � 88Cabktl-xkaGtl -YO e9 LCE T]9C'ntlC Y� _ 1 � \ / - n P � r r - 4 _ G w P . A A • ✓ + \ \ \ \ > �w�$ "a� R €RnA g g �" &€ s€ IR E ggE 99 X1nAA "€ AVvgk A � pp @at € 4 �e� ARE gsy ` Rq� �� .w £z i ,$ ` sass 4.553 . . . . .•445 t���le5-a==FFaag� — & $ s4A§ l�$Y&66 G61T a #IL @AGF B G E of �R .9g o=E > w pG@e bde®@b bpi �M---- ba@ -------------- ------ #Pei6g# Ssiq# iI-ny I G:sa€440s¢4is4i9€g4iii?is9ib4 c s 5 5 3 5 2 g '¢ n s R8 R a ?q t $8. ��41§ _.'.''44=`4"5=4"`4:='.=.••.4'4•=5•=4•=:4•:= ��� F �^y, � �R � � q �9I 6c� � R R pis°3 ¢a a ea gabw �a=a5----- ----- ° ua--- ' pawa =y e$o eF OTawATECRw�Y • NOT FOR CONSTRUCTON - ' a@g; Grading and Drainage Plan 76 € d,d Decelo meo! @ PLANNED UNIT DEVELOPMENT Kennedyp . p �� � w ! � 0 Inc.Group, .w.�,owas i i - Highland Avenue - m • =Salam,Massachusetts _ _ _ $:'N= I1 " LYNN If. r g�R F e t - ✓ Yrs' _ i it OKI APAIF / I *^ ;_v�-w��v _ —vown •--s wD1UL;n T;,, I lid Il A \ " s p - $ v• �l r v III I $ < �/ % o s T vain �_ i ��X� �X ` ' ' _ � 9 s^: R x r I I I, ti, 111 d � x i _-� tyy ' / rdc e$ F I p�hlU l � F D DD�tl6—v � l g It I — a rel � A� � �• - �: �a� _ /i I j 1"'. 3''� �. . a � 'e'efee rea nne azenya rerr"rlrre38?P E:EE n1 � � ddd3 ��d oit.aa_aa aa§ �� m• �••1pp n � .nY�KPYP YY"4bx ..:Ge...•.��..nsY.xvg `p a✓ ®�1 ...G_ s i. � a £\ FIR t r Pgs.as sx-a_xsx::@ !xl Ex ZPx c-'sx axial=G'� S a 9 WQ 44444444444434 ' F � - ���� - ��`$ x� x66P PGt kO@N�uDYi� l rn / �\•./, 4TSYTp4�8Y CGxG YGSegTS PEFt LCi8Y6�. NpCQ4Pd ^ � / / B®BB®BBBA 880080 �Ybtl YY4Y YGC EEGCGCCC4YYYG.i 4.::4.::.� etl�� rek ,/ Ss k3E ElwE EE!l EE6!§E beelY xs-PYPsy<-g--lesa Psveyea cx3 _ - - e...... x aQnx R 4R -4 �$ Na aE 3^ TO 1g.. cp A€ ox E E A¢' - ,E€ 33E3EdSSS38 ��.��xa�&&B&8@®088 EB@-8®&6&98�.�`gx ao$ � gq �- "Fp§ $b at 3 a ag e$ 1 'e�g 444344444444444444 0'_ d $ as € a x @gj . . . q. @.p. pp 3� g : a � sk i �3 x H x g �a �B'[ �R4z9;= R F 'a- nRtlo oav gsskF ---------- €--- OA �j 11$ ` -€ - -'-`-`-"---"g---- _ o . w aYYaysyP®y vena 5 > S Y.- g 5533Vfa � 94� 4� 4 4aBSH tp g � o . BCl EYYk'+Y 4=_14° `3`°4 `5`131 4` 1eS 14i 141 f v--- Rig _...e..eee-.. yzy Ekk kk-c'ysP a.,e"e k!' !!' y!' -pp l!'!l Rig k " B kGGp If yy®B atlx 48�xx08Y8keaas88�aBkxp 4584�LP�a B-8Yl aC�Ga� $' € m� lx e P 9s as s „ 1„.4. a� �gE g 333333345444444g g_,..._.._,.______________________________________________A_ z o"� $i� ensaiaeenaame 53 96Rg�rsF?i ?gP?#€i #i4mF144�i9i4_ F;O�'sRs4ggRgg€R_g€vg,a n � oa g—A � D. 4 `IsP, a� , l4I !AII,Ij}IIyjfIlgqlppl oe.a 0s �$$$$ � € g -9 a m ill111111111 �� tl y y gy 1fi_ �6 § 9§95� 5�]5 J Y 9 9a 199§ 9 .� All 99 1 110 as d 8 £R €a =4.4:'43514°`413':•4=='4=4°', 44°4:14��Q1 'R1 "sn@� I u a 5 meg s S kap a' g o$!� geelxxy Pxx. xx aaa�xaeg��6"x' s 66E66ex '$ c F1 a aid 1�� g�� ., .. ase':P@$R# ¥9Rf9R® �yRp ��$ �gx�TRFn44Ra y€i � i s E s qR _. c a4"4a m rvmancx mzo "al �Grading and Drainage Plan 7k 9< IRomody Development . s PLP,NNED UNIT DEVELOPMENT (Grovp,Inc. �ro�aw = O Highland Avenue1dZ Salem,Massachusetts "; 12 12 121 n \ i e N _ 4 r� r a c , gg cc g A] I I I t /• \ rt � 7��\ 4 � �\�a 5415��1 e' r q J R 1 + I I _ \ r I T mz0 �� v tim vz # � A _ .. k' co➢ na Mo 9 0 z o Overall Grading and Drainage Plan • ®renuncasmo a 99M NOT FOR CCNSIRUCTION Yl Kennedy Development ° G 4 @ PLANNED UNIT DEVELOPMENT KeG.ve p'Inc. + : S0 HO s Highland Avenue e6y Salem,Massachusetts t DRAINAGE REPORT For Proposed PLANNED UNIT DEVELOPMENT Highland Avenue (Route 107) City of Salem, Massachusetts Essex County ' Applicant: Kennedy Development Group, Inc. Prepared by: t TETRA TECH RIZZO One Grant Street Framingham,MA 01701 (508)903-2000 and ' BOHLER ENGINEERING 352 Turnpike Road Southborough,MA 01772 ' (508)480-9900 TEL. ' N TETRA TECH RIZZO BOHLER . ' E N G I N E E R I ISI G ' Date:November 23,2010 1 1 ' APPENDICES 1 APPENDIX A "Drainage Report" - Proposed Lowe's Home Improvement Center 1 APPENDIX B "Drainage Report" For Proposed Walmart Store 1 1 1 1 1 � 1 ' 1 1 1 1 1 1 1 i ' 1 1 1 1 1 APPENDIX A "Drainage Report" - Proposed Lowe's Home Improvement Center 1 1 i 1 1 1 1 1 1 1 1 1 ' Appendix A to the Drainage Report Proposed Lowe's Home Improvement Center, Meineke Expansion,City of Salem Water Storage 1 Tank,and Future Camp Lion Improvements 1 APPENDIX A to the Drainage Report 1 Proposed Lowe's Home Improvement Center, Meineke Expansion, City of Salem Water Storage Tank, and Future Camp Lion Improvements 488 Highland Avenue 1 Salem, Massachusetts 1 1 1 1 1 t�-jM OF Prepared by: er�we 1 Tetra Tech Rizzo 'wry, One Grant Street =, Framingham, MA 01701 ,oma v� November 23, 2010 t0 1 Tetra Tech Rizzo 1' 1 � i � ' 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 Tetra Tech Rizzo 1 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 HydroCAD® 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 ' 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 68.59E 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 southwestern 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 4 r- tt r �, ��Y. , fir , .t , �,:,� •� .��...: � � • , j e r'�•/ �' Y � i�J�y q aK �'�`z,�� E �4 by w � T 129 u. ti p F '6�k e r r ^ a � Lowe's Home Centers, Inc. O TETRA TECH RIZZO Salem, MA Base Map'MA VWS,7111f1988 Site Location Map � TCRB SENaf T0�2PFlip&1aD5 Figure 1 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 Ri=o 2 1 M Z 1 / � m r" '� ,.« K '.'t''• 1 � \ A auwu nta nanN rnan< annu nwtmman than nap. 5vF 3 \ V \ V �� 1 IMwouoc pure tur I !' /jf 'I �� \V A I I ffitm FIR MURANce ME my, ( ` ` 0 I CITY OP crrt OF ++,� {{/ \\. ! /� SALEM, LYNN, i I N. `�S_° r I< '` f MASSACHUSETTS 1 KASPAMUSM13 �'�•.,:F I � y. � � B988a COUNTY MARY COUNTY +C.� CA OAMEI 0O tO ,1 a \\\< ' I MPANEL 6 OF S Aw 4 > ?' taMYN911050 250102 0oos N am am s 1 tlRCIN[WN:� y C � 4 st WauttS,UM (faa1HIW ✓h ,t ¢#z TETRATEGH RIZZO Lowes Home Centers, Inc Salem, Massachusetts 1 . FEMA Mapping Figure 3 1 v m . .r! " P x6 .x .,, :+"� '� . x; -:�. ::�. #� w ;:.,..r �. .t..^�. . ,�b t';m a/'.,a.?y� m.y a a �n:s"�z, s': f � t �,,,x✓..., '�, .#�:, .e�' `x�" 4 B'£ �' a ,,_� .,,,# _n.,:_a?. _,r: ... z: tb�:• , '35:: �r3 ' i t. " �.�..a , _ :� .,:.. ,',''€:. '� 5 _ '., rx v.� i�::A c �.:YMtar� .. -., `:.a : _. .�, . s� ' 4 , .,:. a►..,,., e: a+:-, .. ,.. xt�.;, ' "'» . � .;s.=^•a. ,t � ,.,-4 r.,x. , ,� �.a a" ." � t r .Y,: .'res�t «mom..v`w5, ,t„ �.+,r�e,«;� +„,•, :. 2. '. •. m•:. 4 �,„ . X ,,, .,.y.,. ��..m: - : x9r2.., a a:,n.,.,. ��..�"..'« .. ' ,:, z ;q.... �,.. ti ,� +w<, ?��.' v.*' "`;a+'. t ut„..a�' $�s� �'`"#� h t� x,m ""gin `c"F EC,�_� a. ,�:: ,� ..,t�. .,� r +. ,;,n , i-; ,y.�s . . ..,, �.;r ,�+b«,” :/! -ry i. .y, ..::;: v .>:; ��".�_. ::iw d• 7 sn � t.,:;;� t vwys,,+' -,''fin *t s %,w �" x. .. �- .. m t -. y .r_ ��"v � ,f ' $ t -� 'rv�t,#.. .�.x.v�, c »5'�a: t a t::•� r ;w,-g: "�+u�$ f'� 1"v {n ro,E".: ,a�` :`Y a 's;`:u, v,t 14'-�fi%� `t t,�w�„ �`�4 T, ���� :. . ,:FB .:e� ,t, M, n,_.o-,$w' .,L�•.. ,.�_� Y ,. .... ,' :: tr ie,ti<f.``,YK qua �.:.:e'R ,a�'# s•tn 7'; ",'..'-?`, `���3"f�. 0a �.'.`'tiY,e. A"' .al'.:�,�1d 4:JAfHi"i`£'•'�. , �::� '�" .�f,.. ., g . 1. �.+�a. .. a+`n � 'p r _.. ":� � '� i►r s, F; 1..; *'-h:�i.se ,a,'�i ..g.�.:r4x(' A..« a: *rev. ,�:, �� fir, ..>k �. -rr��.. ,r'�' :�`'#.�. >k,.; .i �{{' W �. ...� '4 {' "� t �.�+ a M � .1+ f{y. i M. 't "r +!e,'.u,4.• : A'X4 Yy 1::.''i ^- hi '$* �kw�X ir,. ....� ,,�t V,wry+ u ' a: .,,,,ik�, f..b', m .- ,.; #m ;' ,¢ a.: ., �. .' �. w � Ka„w.� ',+'.� ra�; w�y.,.�`#:.y: +'°' se`"«:. �-., ... v.a' n'✓+ oda'it,:.sy�,,,`'� _. . `*�1,:',t`9,.2.vvny �"-..* 7,•�'`� '�" �s.'a'. o-x",".. w ., t.: qn . ,��'$�:" �$ fx.,. �: �.,r.,,. ' • : A` .. .>'`,d �<.,<� ,,. ' .?.t •�,� '.qt *mw.,m, :,�yl:. � Kf: .'-,a"-" .. -c,`�,v: #a"..'xZ`>` .9:�.�:`P"4_ +«, 'vw :`�.•..,..?Ysi`. s<�a. •�'� .'+�®°'�'?* a , • v$r e� `3' "`''S' �d'�P+g �"}x +d 6 #�� ��p.. .w.3r,`„a.�. T�'s,� . #�•t'� ,.'s��' � ��'',i,.;.. .S.mss.. p�'�Ary"aea„�.¢ ^`>r'TM ,es �'�� *R' ,r'«�,`, x s�8�: ;� ,#-. : w . v � , v,. Y� �� •-vim s c _ �' '� :a$s. .z�, - / �p4"aa:p'R. s+ .. ,{:,'►. ,,. " .:n..g.r, �., -„ T #. �+x#.x�.`w ,4 ..a';.a t +, . 'rk .a '.s};.� s,s; te;.,...t- ;t,?zg a wk i { y, *:"h, ,,,v `,. ,."�",t:',;.:; iA�,''.�i.',b��Ap,... .-,t..'. ".+;:+.#t#'t.-^,�.; ,',�}.'�.::'.,•���.'',..._.ry:Vx-„e.F;{�Y..,,.'�atisd'.r+"'*.e44�iT^'.ae-.s,,:".r::.:.+.,&.„:*,,"n'',$„,Ni.,;.'v�r x�'�±'a'h.=..r"#1;.'y1&t,R.•'8�m*ir?%_^�`'a...`teCg,x*.:n.r-Y4.�Ac+xt..t}..nr.�'t:xr,-.sx�xa�,-'.n�r. �$�,s,xt,+,�•T.�rQ..',•im,-�t ,: a.'Rm,ta^x,s tf.`.s�P:^t Y w*�."�•u',,•t.:..c..,::+.'r;°a.„"Yraa}+'�","a..s'';r9r«.°S�3�•+"a.. +:w.�,.`:...�. '�.wr-,�.",t N,+Ya"�,'xyfi'��x."..,.x:�,r•,r.:-A.�.T...,fr,,t:,kem�°wa'.,x.e,raW.'_-r:,'t�z;+>xP'" .x,r,4.3-�..,t".:�t; ,t,. , °«rsi:.:t�+I�.#aq�'C,t....-,:..,>:v,,.,.:,.::'f...c§,:,.'.t++sd.4rtitx"Mn`mvwF..�.`-.�_.,.�::,wx:-au,.*. d'+*xh,-.�<er'.�''..-;Cy4ys.t. m If Of � m �a .ENliq l Anq wFv iy`ir+1� .y.Y � ,,yyy � :��' f J�`'�3�0.'•_. �'� xr°�,yy `ss+•' b w ..i � ::.�`'�xa n`=x. �,,.,.. + ,Y a ''d'«uw �' '°'ffi4 � P4-y, �%':"1 " MeE li 4" r.'S' y 4t��ggy ,. ���'�,W.. F F k,,• q 't�"�"7i { h 'k. �jg � ! r !., ,* *5.,.. -, $ x �:. .q:,� :"@ w ,o-n ye":''+- v.,w . •n+n .v •P y.�d e � m+ �`-�' .,w - ,+?�. �., � :.+�, � ,. � to a��:: :++a ^�p,„�.�_>.,",, p.�., 1za ,..:a�'ar .� ���1''� t.. '� ,rff ,r. ei.. y� ,.. �° w...,: , C• .;;.• GM :°' M i... a"x. E'. iy ,# .nk"5 ':'s `,W :§'y>» ' s.,,..t.. '.."' '` .G.s " 'xts ',,.. 4.' � �.'� $'„ = , ".2r,..' �.'. '' '. .,_ '. "z, ,F4^v• �t'".,�'' �s ''t' -t....$,.' ..a '�'Srt.. w�_ ,+, sa �;a.: @ia :wr.»•� �.::. .:r, ,• �;4 vg; ,:. - "1E*d1*a,"t*. : :. a ..` .v .: �_' 'v' + 4 �,,.v.;,,e ?,,p, r;�x,x_ 2�+� .:$n5�: v,"P d;�5 v, `�- ,,,+- �'z^� "s+,µs, � �,[a. ,`. "`iW".-„ j. '= ax .i.s� ,xy. a �> > .:'.,,�� ,w •1,.,�p4°:,- '-.,=a' , " & :: y.. � ;�vg:. .y� l SSP++ > x r rs�Ym ` 's i,g" ay " � ''"�..,«hu,;� yy E: , w ^i � ., 5 '4 .s zsf:. . ,.q..y of t�• t �.m �`a�'' i.'�.a�. d`„x`4- a.� $ },. ,4 d♦,.. �..:6%, "V> '+. -" ,� +i•'s p. `�?:.a..es,ys' .�+ +,'!� a' tb. � �' u e $ ` `>. ,s¢'Lf tvk 3" .Sx 3'ye ,,,.,dL�,�:. Sw, -wadi 5`�n „�*.��}' t ' u ,. < ,{ :. _ s , ! 4 + - *'� i' s' .." ' 4 , _ ' x r .+xi �, ,`,pG , t• �r`«., "��," i^ `� ".�5a;�`.`'w# : u...y. - " ! "!'p=.y, d.,, '_^. ,, .,t .. . �,. n . :4•' ! { �,.��,, e.:, ' #_ +p:*e._„ .,F h�`y *� �r.F wa?r.' ,m eii`vs`+y ,Y,..,.+t�..p. k". 5, ."`#;.,. . : -.,r,�,.#Maia' yx �. :," '..'} �,. ,�y :;:. a.:, .. _re. e.f E':' .�� . ams"+'# ., . . .,,.:. • a �. " +�'�'s'w� 5:.� �i^psi _� k t~ktt"� & :� ' ��. ma. _ +k.a $ b ;t• % ... . � � +?`w k ��''x �a'�'i 3�+* Y, ,. -'� ��§*,¢ +{« `,at:: k p .,a,., � .: . ,°' ", ..' �+6` ,✓$._. y " •- w$, �:., • � . • • ,; l � .. , .:«, ®:+ t;Y' �xhe r",�;, + ,. }•x,;q. i� •�a° � -�a 4a+ �„- r :, a .,". ., <. +. g 'C t *qt""'�'"t„ �: ^'i mud ,.i, �, ,✓'kyr w _ �T >� a,::.N -"'«..,'. + :;, s'tq' w,u .i,', k,, .-��- ? b>.:._. .ar- , :.y♦ �-.,#`. � ,.� tx��+. «�s��, 5 � .., ��' ��4>,aw�k f " =y''„ w. �+ �.,�#'. -. _• ,..; E � 3,. d : na+r. �� -: �._�, , s��_ , :*t '�; . : ' w ,, ; : .� ax'�:�.� � ��'. a,"-�` � r..,� �w' ...,. , Y- n i � :. ecu. . "x'*:i s. .y : j),.,�, .�:' : �r$h � ¢�,.. , ... tt} ,., �".. a .�` _ • ' _ s _ g.++w.�<: .r-. w '�a '=t1•..." :5 r �. "-:�� a ,ua'.a• -,,. ,tt¢t .; ': .:�, �w:. �v. �� ..' �,...�'"" -'.�� �.aP . . �.„ � r::n •�Ys+p: �`_ s ;��;,��=�:'s�r��'rw k��x-.„,:" ,� 'y' 4 x � . S IMF— Irv" a., : ., .. �' dim -r..,. _ ..,�;, .p..,'< /,_,•. ° � :'r�`s .ar.����� v€.w-r '� �' a. :�.; :+ex ,,�; *r._ a+. � -�� s a. � 6w ?P;.. .re• + e�l -` ,=t� 4 u �; :' s'S-t7x-s,�"x` � a a w� .,fix" *x � s� 3:r or .T A 7x Y _.. * ,:,. a " • .� .dq +">�,p � � �I"ym.+' � s a rvtiri.. u "- i? ' r , , 30 , .., k pSa.b+h - .: o . • . a _... fit,... t, k, "�' :a.ii.« ,' i� a s .,"ut",'€r', ^! = L k.a? •.. ,+°'H f i # OUC: -. c,, a., "'"=ii x vM x - h 2' k,m- «;:"` `'4 ='s - , "'' *" i .. gg,� s. �$:- w"sx,`g �♦ . ` " `;'e' Sk+ .',.,, "{.�,# z...r�i ,.* *x3 { :"£ d, csx" t ''.. .IN k7M b �a,.8u,�f@.,�qY.. yy ' •+`^:' -u<.�." �, , �r , , W!a-,` ., �� - :.._x. _ .r l _ �x La.:'i.. t a't `3.�,�, # x ,,ay,@,vf.i'` .+ ,��+� 'M ,, y�� „" � v.., � � ,� ". . :. 1� + � �'•ta�� � ,`yu�:: « �+ '#" x t,. gr7-':,`x ' " s.�.,� "�, . � . �r . ,e*�,, + � � r. 'Id'. .. " �� • « ax�� a ," mss' .. '>�' - m.*.!•euyrs 6q#.+ .x„ ., .a., r ,, , :..;_, 41, ,.d :.; • ::,,F; . „ t,- t "j... r ;i toad (.:. .5t Yt --x bSx :.. . � .. � i ��" �.,. .:�. w�+w "'x.6. • .,, ,. :'i .. . .� .. i r .� :�'� n,.u' f' u ' a.&,,�� "' Y,:_ , ,z% x+,.,a_. 'srt, ",;:"`; 9"`",.:. .> � ''fair . '?,.. v ¢ axp ` h... ' . p i 'h, M':..n r,..�' A �5.: ,3e.;'_ ,« •,sin 'k:,r t l� ,_.. fi., �, y, 'e �t �,:a 'y��' -.yN�.. s .. �,,.,:, ' � '� .,Yiu LYNN, w= n.g , '• '. ��+ �_ �5, i .v , o-,r .;. . .. ,. e Yt,+ a•S�J. 4 p „♦ k e� :.:�' �� +w d"a.=.�';" � h - .; Ms.. .d„.. <;"�''a'f"$••,jf { -.a�' �iRs 'M:: - �'� _ ts+"�". .�.. w, - xm,c 'ei"C*4 'k+we. �"' ,� ,�_:' "�}', ay, � a,,�.x'!x�r w ��,�, :." p...,,,: . ,7L-. i,'?;'. e,4 Ld , .' +-' '• ,... k. ' r,- t +, wy+T,,.°#. :ra ♦:a.;, v 7 `'kr` ;a-" "f-,qrx.' € t+- ` �t, '° + �' `+: s (� '+`, ... .. ^d"--' ��t. �'-�. �s,v'.� ,". y'+, ,,. ,: _.v �,«;., `,� `s E~.' .�;�.c.�. � �k"dn•xy, '{ .yv. � �� +«u� ..y�� ,p3,5- � ' i. � ... � A . { y � ♦�. ...b _ r.: v. .��,� �tiib G Ida. * �"«^ � `4'.� f 4 •,� _',.rae,& .. S" fA�,'. ' �, 5• «« a ' ., ` ' s. � .. � � ..aux::; �«?W ".'..� � t } y. -. a6+' { �y. '�'' " : �.d..a '� .�«+s+.,.d .•:,i`.� �.y . •`";.i ,i,:.�'CP '+ '.4�. ;,'gt ;.` ,`#aa Y:v �'tt ` "°' i"�`. ,'��v'e : ��. a .�:, ol:.-..b-. ,@.. 4 :� •� -� i�'� ig'. �' � _.Y:?. � ,wt .'e' x. xa,:.N .,"`.!,°x .. _. .�" � �,�ss..,x '?,?*,w.+ :�, �Ne �,i.`�tre . +'; e .^"� ,(_-.v g¢. �,w �„ . � + ,.,. 'gS.,.. , 5 .. '� .,, ..,.. � r .K , , " 3�.0 ^R. a„: x•y. .. .rb,.v�'- " , f:,.4t ;h.,;.a"Y"` �",-"',. .'���%"qa §�,, m� ''�4 .FSa� +!" "a4�"' '''..-g' "�'�'°¢` t'9 'ti•:" ,y+f x .,y' ,+(V[(y��({/��'��+y' , e � 1141y�1A ��V� I , L ,i �'cx.e H.LL�4„r7��f, }: rt� .- �.•.pp"St 1�i' � ._�' �*� , : 9' n,,l ��$2 YW .�.. , .". -:. .€�.�, z' N .,�'., - f, a`','"a ;@. xEd ra:�s; x , 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 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 i (pavement/roof)area associated with the site improvements. Table 1 Ground Cover—Total Study Area (Project and Expanded Analysis Area) ' Existing Proposed Project Area (Ac) (Ac) Pavement/Roof 1.58 11.84 ' Water Surface 2.88 2.78 Impervious Subtotal 4.45 14.62 Grass/Brush/Dirt/Gravel 2.77 7.39 Woods 29.56 14.78 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. i2.1.1 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 ' 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 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 i 1 1 2.1.2 Existing Watersheds Under existing conditions,the study area is divided into fourteen (14) Subcatchments for 1 hydrologic analysis; Subcatchments IE through I IE(refer to Figure 4, Existing Conditions Watershed Plan-Entire Site). Existing Subcatchment I E consists of a small portion of the proposed Lowe's Site with part of an 1 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 1 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 1 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 1 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 1 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 1 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 1 analysis 1 (Reach PA 1). Existing Subcatchment 2bE consists of a portion of the proposed Lowe's Site that is currently 1 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 1 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 1 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). Existing Subcatchment 2cE consists of a portion of the proposed Lowe's Site that is currently 1 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) 1 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 1 of Coolidge Road and Brookside Drive, point of analysis 1 (Reach PAI). Tetra Tech Rizzo 1 4 1 LEGEND. NOT FOR CONSTRUfTCN PROPERtt LINE FLOW PATH / ,lt WATERSHED LINE DISCHARGE POINT 4 "IML I � �K1a' *" ,:_:"?�. .�` wp+t\ wH,„" "$' T /✓ .s-s.,./ - / r.} / / � I �\ )TT 'v -s� r .:�.. /\ � ,� �'� `'� ``" � :�” � a. _e _,�9 ."�:h'y,- r�;E'( � # {` / f. m �{ ,?l l\ ���// jl� ;!`s ' i +t;y./. I /r.� Jrr ''li � r "'{ r` r•a �s{ - g .'R„Fy TI-'r Ay.,.�' GF#,� q." k'`,�' �,nt�"S, {'' 9°'� ,..s.; `1' / 3 \t ( i.t /. � 1..,{/ \�- �O � ✓ � •.i- 1� �� A..� ty / f,t r +f l f�J / _x � �,�(4 y' �: : a'N ,y ��`�'�� rp /,. i t' � ` � `/�i \ '.' sy� k.l`•. / /:/ � 1 t/r 5 %� ,r'! / / / I/ v ;r / { ;-` .{ �' (s ce'dl . t , ¢ el = w x 4 , / T ,. / I:\: , .- '/„'^ W.' / ��,. /i r/ /yy !r I '/. ""4<.••+S+isM` x T. r ,l r tik'£ //� \ � `�t�+ (�j / / �� / t } // r /CF.: / p }I I �ria{ � ;� `\ i/ t:y�''d�'" is '�'`� e•�. �A Y i ° ' � f ._ / �� � �' �•*�,',, �`t r r� - '^� re�'r^ j{1��� I 4a a 'L v�?� 1/ r x "Y���at u*'�� k( RHlslms jr r r i n wM M e 2.: . $ , �"'�'i+ A#, 'Wk. x gy; , '�.ty ,.fi ! ' JE tl e x . fir: ,�"y ' m Sa "' A� s,,, ��-�*" �v"t "i'� t ky. ,. $ SAL M,MA �r W i.. F+ 3- ! t +.,m s K 4 o.`✓x a 8 t a "a` x6,.4,Arr.,��'grx..A,tP lz /J. k$" k a "q`m,k F�$ ��.. : j�,RF, 6 a.,. Fa } v"xw 1�p' * t :F>k` _ tf"" y`tou,' T ' F PRE-DEV i 9 CONDITIONS WATERSHEDPLAIN .• .�`.fi: g. ' # '� .K i : ,`n "` ' k "" ,x . " r # � s .p * '.xb GRAPHIC SCAT 1, �.. ar�.;^a `� h,¢ s a• a „.,,. ..f *�e�Tit � A ": pa. a *t�`,q� S,' ,uro ==ae {y � e s.K .ate.4 E E, f IN FEET) w�, ' 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 I (Reach PA 1). ' Existing Subcatchment 3E consists of mostly of dense woods. The run-off is overland now 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 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). 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 PAI). ' 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 1i the closed drainage system and ultimately to a manhole at the intersection of Coolidge Road and Brookside Drive, point of analysis I (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, HydroCAe ' 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-Year Storm 10-Year Storm 25-Year Storm 50-Year Storm 100-Year Storm ' Point of Analysis (3.2 inches) (4.6 inches) (5.5 inches) (5.5 inches) (6.6 inches) (cfs) (cfs) (cfs) (cfs) (cfs) PAI '(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 P ' (Northernn 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. ' 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 l OP and 11 P 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 t the manhole at the intersection of Coolidge Road and Brookside Drive, point of analysis 1 (Reach PAI). ' 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 I LEGEND PROPERTY E Y LIN _ __ __ _ — FLOW EH WATERSHED uue DISCHARGE POINT _ k k �f�V irtt�h !rte C° E/x.. � k � yf a�lee ry " ., °Gin .(�ti r 'ac wk'M R.:a •� ., "/> Awa N1SvC 4 kV �°".7 .. „Rd^°w '” w°2 3T may, �"" � � ,. �� E;=w � � 1 aC. ) �"� �c•*°� F .. ,^zy � �><{{�.y r � / �/ P / ��zr�` �d ^.�� I �' ,,,Fey R � °� fax / � _: i .,�" § w _,3` Vii- .:`�+ / y rqu.a +.t ."w :.�,.•>%-t l,1.1 kh ir•i / / / /.'::� ,t,4 }y' ,', nv J •R t. pr u ,l' e'.' I .F / 6 z / r� , /ya' h\at + u!ti. # '. ,: � d°"A 'v � /.S. � " >/� �( � t�.: Y ya�A• /' af _ q 1 raj/ l� rx,3 ar✓'.. ,,. >A,a 'F� ?C� ~vu! � ,.�.,: fie. � .X e'•a., os:_ I ;,✓ � � ><.. r / !�r .. " / 'i� { � " ,mss. �,.�' > 6 `E a p4 E S ✓W3k �,5xr "-t'/ ' lel �.. I / ,�s - \f /.: rM i �)'�r' �' '/ �. fi 1'x .G.r '�" : fi#NE'a ' =. ' :;> >- SAY �xL,Iw," � n:� 1 n ./�` ,. `.' o ..� V"/ '.,�y a I�. / / �"•.. R/#{ z* ' a"S ��..�.:,� �_�d s C'=x# � Y /',�j � thw {� ,�� y .. /f� �.}f'°' �!_ / ��g„�.45�y� :_ ��•',�9v t/ ��`� / .-..�� 34�i�. ' x E X .. �` - ; � . .0 t' ( ,1 ! �� �' a�.,✓ _ x � �� n �` fs` � .o°',...r ems a �, . a Hifi x# z ;�`"�d! P _ _ �w � ��,° a ys'�r.. ^'" � ,.�✓ � d Y#\.�.ea � ^ I — �tm^'BS�� � �'`v .. : ''-y � J_t '' i"ifs"P '� �wk's._as' orkiRl. �i? v ;� I �wk'y� ,I Vit ,'_/ ' -"�'�_, � IA V"fr 'd t�. 'F. � �' .. �•�, s>��.iS.�,x �- �"¢ o �ca.-oyo� DACfi z.' �' '` }H t � // 'v: 6Hi.'�k M�.4 0�4 _ Rki ■ -". :� '`a 'P •° .tom'°" «�"`v � + ltF .,. .. _ r n } I a. �li - � a T.! '*K� �wnuncx•suo y N y � ,Y�f ..: . � � �� � } S � •i . S u b . � ,g °� py, ez r���`H.�E'Da. �'k y� , LOWE'S OF SALEM,MA ♦yv j '� � e \ 'L d � p,, ''n� '41( t > ?7 f/ a5.$' y+x�fi .F.,r� t _t�8 ay E gg�y'+y3 ..a 'e ; +�' EVEL . P0.ST-DEVELOPMEM CONDITIONS 4Rv WATERSHED PLAN i ��' .m 'N '.. �. a. e �..¢� s 0 ,J€ a Ir ... 7 3. .,. IN5 w ft t 1 ultimately through the manhole at the intersection of Coolidge Road and Brookside Drive, point ' 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 PAI). ' 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 ' 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 I (Reach PAI). Proposed Subcatchment 2dP is comprised of a wooded area to the south of the proposed Lowe's ' 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 I (Reach PAI). ' 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 1 Drainage Report 1 Lowe's of Salem, Massachusetts Proposed Subcatchment 7P is unchanged from the existing condition. 1 Subcatchment 8P is further broken into four(4) additional subcatchments 8aP, 8bP, 8cP, and 8dP: 1 Subcatchment 8aP is comprised of the rooftop of the proposed 9,9001 sf future Camp building within the future Camp development. Stormwater runoff will be collected and directed to an 1 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 1 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 1 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 1 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. 1 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 1 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 1 detention basin and then discharge through an outlet controlstructure 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 1 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 1 water quality structures, and released into the existing 30"culvert under Highland Avenue, point of analysis 3 (Reach PA3). 1 1 i 1 Tetra Tech Rizzo 1 9 i 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-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 @ 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. tThe 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. ' 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 1 Rf will 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 storms. 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 PA1 (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 @ Brookside Rd PA2 ' (Weiland 4.16 2.52 -1.64 8.09 6.43 -7.66 10.79 8.39 -2.40 12.32 9.31 -3.01 14.16 10.31 -3.85 Area G) PA3 (Culvert 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 -4.71 ' Across Highland Ave) PA4 , (Northern Limits of 0.04 0.00 -0.04 0.08 0.00 -0.08 0.10 0.00 -0.10 0.12 0.00 -0.12 0.14 0.00 -0.14 Study Area) , PAS (Northern Limits of 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 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 I 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 I ' 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 Ri=o 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). 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 1"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. ' • 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 t 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 ' 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 ' 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 collections stem has been designed for a 25-year storm frequency Y utilizing the Rational Method. StormCADm 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. , • 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. t • 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. Tetra Tech Rizzo ' 15 I ' 5.0 Conclusion ' 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)-3]36%0802MD.n,Bn ,.n,8 Report Re-SubminBM36b 8028-Drainage Repot/-01da 1 t 1 j 1 Tetra Tech Rizzo 16 1 1 1 1 1 1 a � ' $ 1 r i ' Appendix A ' NRCS Soils Map , _ • j4 :wi � u i a�t- e / e � A k3o saga ems . ,. ,• 11.E pv z '" ,. 110 t W'r—St , vt r ` 1Yman Pi a , h 1 -. �u "AR— Z4." i xi, 4 a Soil Map—Essex County,Massachusetts,Southern Part MAP LEGEND MAP INFORMATION Area of Interest(AOI) Very Stony Spot Map Scale:1:8,960 if printed on A size(8.5"•11")sheet. E_'j Area of Interest(AOI) �. Wet Spat The soil surveys that comprise your AOI were mapped at 1:15,840. Soils Other Please rely on the bar scale on each map sheet for accurate map [.,..,.I Soil Map Units measurements. Special Line Features Special Point Features C Gully Source of Map: Natural Resources Conservation Service U Blowout Web Soil Survey URL: http:/twebsoilsuNey.nres.usda.gov ® Borrow Pit ....a Short Steep Slope Coordinate System: UTM Zone 19N NAD83 - X Other Clay Spot m�. This product is generated from the USDA-NRCS certified data as of Political Features the version date(s)listed below. 0 Closed Depression Cities � Soil Survey Area: Essex County,Massachusetts,Southern Part X Gravel Pit Water Features Survey Area Data: Version 9,Feb 26,2010 .. Gravelly Spot Oceans Date(s)aerial images were photographed: 7/25/2003;7/31/2003 Landfill ,...: Streams and Canals The orthophoto or other base map on which the soil lines were /L Lava Flow Transportation compiled and digitized probably differs from the background : Rails imagery displayed on these maps.As a result,some minor shifting ,6 Marsh or swamp F.„:.., of map unit boundaries may be evident. R Mine or Quarry N Interstate Highways p Miscellaneous WaterUS Routes p Perennial Water Major Roads �r Rock Outcrop Local Roads } Saline Spot Sandy Spot Severely Eroded Spot 0 Sinkhole Slide or Slip /a Sodic Spot m Spoil Area Q Stony Spot its Natural Resources Web Soil Survey 10/18/2010 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map-Essex County,Massachusetts,Southem Part ' Map Unit Legend ., ,­ . , 'r - Essex County,Massaehusetts;Southem Part(MA606Ix s ' Map Unit Symbol Map Unit Name py,� sLNg11�� ;�Acres in AOI ,'fl . :,,' Percent of AOI 52A Freetown muck,0 to 1 percent slopes 3.1 1.1% t 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-Rack 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 316B 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 5.7% 622C Paxton-Urban land complex,sloping 44.0 15.9% 6266 Menimao-Urban land complex,gently sloping 2.6 0.9% ' 651 Udorthents,smoothed - 1.4 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% 1 ' USDA Natural Resources Web Soil Survey 10/18/2010 �� Conservation Service National Cooperative Soil Survey Page 3 of 3 1 1 1 1 m 'x c °d 1 ' Appendix B ' Boring Logs 1 I \ Figure No. 2 r r -- • i �. #t - t '- EXPLORATION LOCATION PLAN N _ . ' � < , � ' ` I - .J� ,, ,, ✓ � ,.. GEOTECHNICAL ENGINEERING REPORT " ` � /1 LOWE'SHOME CENTERS INC. w # // ✓ i� t Gr � " is / /jij y' f° ;,, ,// 1 .°, ( / SALEM,MASSACHUSETTS c "sH I r ai — I r ° I �` t 1 ' SH—I' SH 03 E '{E �;- :i Drawn By. RWH 1 /� ff DesignedwBy: SSS _ I ,i// Y .v �_ , / Reviewed BY: VRK �� i Date OCT 08 �S 01 / Figure Narrative N / = i f � j ; ' �\ ,�-_•' Y I "~ �/ This plan was based on a plan entitled "Salem, "° A� f I , ' r �� i ;s MA Conceptual Grading" provided by Tetra Tech x .. � :� Riao of Manchester, New Hampshire on October 16,2008. Original scale T'=50'. Test borings were completed b New Hampshire a � , ( /lt J, - ��� Boring, Inc. (NHB) of Londonderry, New b V _ - Hampshire between June 5 and b 08. ' t� SH—3, . .. .'/ ., ,/i .} r /' .,:i Ham sh' Ju 23 le — _ I _ � Air-hammer bedrock probes were completed by .. - 1 4 / / r Maine Drilling and Blasting or Milford, Ir ,, - Massachusetts on June 2,2008. Q y — ��i � r =/, � �:" � Excavator bedrock robes were completed by SH 4A , A� HBonJune 08 � N 13.20 p. \���\\ a .,/ /�`. �7 r vu A � �„ � � •: ,,?"j�� � " Hand-driven bedrock probes were completed by \ _ i _ -�- �. \\ . J , ; A� I lrgk SHA between June 2 and July 23,2008. 1 n t a ? I - 1 P1 � I aT ,. , S'� �7 � �/ � ?Rfl DRAFT n 11 � a d v x SH Legend V[Sll&IIE CANOPYt e A 9: TP—L HF I4�1 "�' Location of test boring with bedrock coring - ,.� AT J 1 031E WAD. . , —2) SESE-" Location of test boring without IPF" bedrock coring AT 19 ., t Location of air-hammer w - ;� 1. I� - t bedrock probe 151 _m Location of bedrock probe completed with an excavator 1 Y L ca on f hand-driven _a _ IITP ;q o t o na `� i nd / bedrock probe r T TP--11 r I'r 1F }t e Y ,{i', 'ry ' i � S PROJECT NO.:2932.00 CAIS y NJ IS ' / 3 ♦ �Tr" Q 1/ /f 't / i r PXCKS FEET +Aix''.. ""•7 '4,. '.M r cc ti( s I�'xt- :(,� 6 _ C - o eo rza ieo I I I �I 1111111 �1 l - I ITfT11�TIIJJlI I LI IJP IE M pgg , Kk3 � HIGHLAND AVENUE (ROUTE' 107) �, � I� a � tar reoY•rHc 6:a 9'.x 1 (`�T(�� /(\ Project:Lowe's of Salem Log of Boring SH-1 =, \1 /"� Location:Salem,MA Ground Elevation:199.0 feet LLS 1 11. 1 SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:4"Drive and WashINX Core 1 Sampling Method:NX Com-#4 Bit,with 250 Ib Down Pressure Groundwater Read!Dengs pth Depth Depth Stab. Date T-- to Water Ref.PL of Casing of Hole Time - Drilling Company:New Hampshire Boring,Inc. 06/12/08 --- Not Measured Foreman:B.Thompson 1 Dale Started:06/17!08 Date Finished:06112/08 Logged By:L Norton Checked By:S.Sadkowski Drill Sample Information Stratum Depth Rate Sample Depth poop a ie Geologic Description Remarks (h) OMAN No. (111 Blows Rec Testing Log Description 1 r 6 in lint Data TOPSOIL 1TOPSONSUBSOIL. 2 d WEATHERED 1 BEDROCK i J --- 4 6 C-1 4-9 60/56 � Roller bR—to_,a,qp`p7—oxlmately 4l 6 J C1(4! 0`! and very slightly weathered, 1 sllgg,�Mi�eftap red,gray4j white,fine to 6 5 BdI 01.gmined,DIQ with fractures cad 9"dippiI fi m Aear horizontal to 4 G 4 io¢ve BnSM from T to g reel. 1 R C $°fa ftgp7.°2. 6 J J J 1 6 C-2 9-14 60/55 J EbROCK� x, H34,s��llli�i9ghtly weathered, 10 5 slightly fractured;grdyzand while,fine to me�'rum;grainad,DIORITE,Gmy/olive 1 r _ ALT from 1,:51to 14 feet.REC=92%. 6 =68%. > J w 12 6 1 IR m 6 � i Boring terminated at 14 feet. 1 " 'a � 16— Z 6 i i Z 0 0 m ,g 1 0 0 1 n 20 ry 1 0 22 iriw w 0 0 i 24 z 0 m Sheet:1 of 1 (`.�U /A\ Project:Lowe's of Salem Log of Boring SH-2 ' I� MO 11 ' /"� Location:Salem,MA Ground Elevation:181.2 feet `J 111 11. SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum ' IMPROVING EARTH Drilling Method:4"Dr'we and Wash/NX Core Sampling Method:NX Core44 Bit,with 250 Ib Down Pressure Groundwater Readings t Depth Depth Depth Stab. Dale Time to Water Ref.PL 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 Dale Started:06/05/08 Date Finished:06/05/08 , Logged By:L Norton Checked By:S.Sadkowski Drill Sample Information Stratum Depth SpwPon/ Held Rate Sample Depth Blowsn Rec Testing Log Description Geologic Description Remarks ' (min/ft) No. (ft) er6in fini Data TOPSOIL TOPSOIIISUBSOIL. , J 7 C-1 3-7 48/47 Roller Bit to approzim_eiyi3' J t ri e J C-1(3 to T):Hard=—mdgr y ely'Z`i ed„ 4 7 moderately fir actured:/ORI with white rte.`,=s`. J to mediums,, IaI inetl,DIORITE,with from frear v spaced 4-6"dipping from 30"to 5 J near vel(kal. EC-98%.RQD=B% ' J 6 9 VJ 5 C-2 7-8 12/10 J , J C-2(7 to 'Ik Hard tcrnedium,slightly 8 weathered 'slightly fmclpred,gray with 4 C-3 8-13 60/60 J white fine to medium-grabred,DIORITE, J w ith vedy weathered 7Na=from ' 4 'dipping near�hhorizontal. J 'f"sc RQD=42%.x' 0 1U g J C4(8 RtNft�Hgo! omedium,fresh, ' r J sound gray with whne,fine to 5 medlumgrained DIORITE,with 1"Quartz J end'Apine vein at 108'dipping 45'. gg f{ealed fractures from 8 to 11'. 12— s >i tf3 C=100%.RQD 90% p '' m 4 C4 13-18 �? TEE—DOCK 4(13 to 18'):Hard to medium,fresh, 14 4 " " sound,gray with white,fine to N J medium-grained,DIORITE,with , medium-grained,Quartz and Aplile veins 5 J from 15.4-15.9'.REC=100%.RQD=93%. is— 5 o � ;.. V Z 5 - J o iI is _ Js cs is 23 so/soi J ' ' C-5(18 to 23'):Hard to medium,fresh, 2 J sound,gray with while,fine to 0 medium-grained,DIORITE,with slightly 4 3 J weathered fracture at 18.8'dipping 70'. 0 20 5 Moderately weathered and partially headed J fractures from 18-19'.REC=100%. , ry RQD=73%. 4 J J 0 22 4 /I 3 J 'd 4 C-6 23-26.5 42/36 J J C-6(23 to 26.5'):Hard,fresh,very slightly 24 J fractured,gray with white,fine to z 5 medium-grained,DIORITE.REC=86%. o J RQD=52%. m Sheet:1 of 3 ' /A\ Project:Lowe's of Salem MLOg Of Boring SH-2 S][ ' /�__] Location:Salem, A Ground Elevation:181.2 feet 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-#4 Bit.with 250 lb Down Pressure Groundwater Readings Depth Depth Depth Stab. Data 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 T 33' 2 days Foreman:B.Thompson t Dale Started:06/05/08 Date Finished:06105/08 Logged By;L Norton Checked By:S.Sadkowski Depth Drill Sample Information Stratum (fil (min/ft) S No.le Depp)th Bloonn Ren Testing Log Description Field Geologic Description Remarks ' Ratio5 J ' 26 6 J C-7 26.5-28 18/18 J 4 J C-7(26.5 to 28) Hard,fresty-sgund gray with white,fine to me i&gr3(fie l ' 28 4 C-8 28-33 60/68 J DIORITE.REC=100,% KtJ,?104% J 5:: 5 C-8(28 to 33;}sto. rush,sound,g y ' J withwhE {rhe t�d.medium-grained, DIORITE:�j{ ;f§Y0.5-31and olivine ' 30 7 J deposNdsp iro ' 0.5-31.3'.REC 97/ RQD�fu: J 7 J ' 32 7 J 6 C-9 33-38 60/60 J ' J C.9(33 to 38'):Harduftesfi,'�9und,gray 34 6 "iv M-white, me to meds�pr- Pained, J it,=_;PIORtTE with fractures'Bipping near F¢oMai at964t 072'. Aplite vein at n 6 14 '� 34¢` - attest 30 f2 C'100%.RQD=93%. 36—r J 5 J 4 BEDROCK 38—m 5 C-10 38-43 60160 -10(38 to 43'):Hard,very slightly a5 `) weathered,slightly fractured from 38 to ' < J 38.9',gray with white,fine-grained, DIORITE,1/2"Quartz and Aplite vein at 0 40 6 J 38.7'. 1/4"Aplite vein at 40.3'dipping 30'. REC=1 00%.RQD=80%. - rl 5 ;: i 42- 6 o J ' 5 C-1 43 60/60' J 52 C-11(43 to 48'):Hard,sound,very slightly 44 " =kY J fractured,gray with white,fine to 0 5 medium-grained,DIORITE,Crack from "-�''' J 43-03.6. Heated vertical fracture from ' S4 J 43.6-04.1'.REC=100%.RQD=97%. 7 46 J 5 J ' a 5 J w m 48 4 C-12 48-53 60/60 V oJ EJ C-12(48 to 53'):Hard,fresh,sound,gray ' with white,fine to medium-grained, 5 DIORITE.REC=100%.RQD-J5%. J Sheet:2 of 3 /`�T �' Project:Lowe's of Salem Log of Boring SH-2 ' =, \ Location:Salem,MA Ground Elevation:181.2 feel ' `y) 11 11 SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:4"Drive and Wash/N%Core Sampling Method:N%Core44 Bit,with 250 lb Down Pressure Groundwater Readings ' Depth Depth Depth Stab. DateTime 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 Dale Started:06/05/08 Date Finished:06/05/08 ' Logged By:L Norton Checked By:S.Sadkowski Depth Drill Sample Information Stratum (rnRate Sample m le De h Blows Ret Testing Log Description Geologic Description Remarks r 6 in in Data ' 50 5 J - 4 J '52 J 4 J 4 C-13 53-58 60/60 VJ C-13(53 to 58) Hardyresh.sound,°I � 54 4 with white Msto InUm- J DIORITE``F;$1ds�ar veins at 54.3 \'/'i REC 10Q7a RQD 100%. 556— J BEDROCK J 4 J J :y' 4 r J 58 4 C-14 58-60 24/24 J J _ C t4(58 to 60'):H frbsh, eryslightly ' 4 I"actumd 9 with w'lmfte airil pink and J '911Yoi tt to, edmmyrad,DIORITE, 1h h4t1Xdnlr; ctule at 50.7'. Quartz, °i 60 Felparond Oliv(nyineraldeposition a _ f 6$�91"...xf2��00%.RQD=100%. ' terminated a160 feel N 62- 64- 66— z 264662 K m 66 0 o ' rc 0 70 h ' 'mJ 0 72 , w 3 0 0 z 74 1 0 m Sheet:3 of 3 ' Project:Lowe's of Salem Log of Boring SH-3 OSHA Location:Salem,MA Ground Elevation:193.8 feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IM Drilling Method:4"Drive and Wash/NX Core Sampling Method:NX Core-#4 Bk,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 --- Not Measured Foreman:B.Thompson t Date Started:06109/08 Dale Finished:06/09/08 Logged By:L Norton Checked By:S.Sadkowski Drill Sample Information Stratum D(eftp)th (m to Safmople Depth SpoSpoon Pord Red Testing Lag Description Field Geologic Description Remarks ' er6 in firil Data TOPSOIL TOPSOIUSUBSOIL. J Roller Sit to approwtitetely'4'. l 4 7 C-1 4-9 60/60 J ' C-1(4 to )198rd very slightly weathered 7 g J sound ray wl8'i white fine to mediAtgratied,DIORfZE,with fractures 6 J spa&dfg7 dipping8�6Q". Quartz and A(fdavelns at 4.9 5.1.54;6.9-7.4,and 6 J UE 7-7$':dipying 3045°,REC=100%. R J 7 J 8 8 J 11 8 C-2 9-14 60/60 J '{i2(9 to14'): ld{ very slightly n 10 8 J we'tfpered,sGgftlytra'c"tured,gray with w ark blue n- mined,DIORITE, ' r J if h OOclures spaded 3-18'dipping near 8 i4 , btal to 60'. 1/4"Quartz and Aplite J at 10.4'dipping 45'. Partially healed N 12 8 fractures 11-11.5'.REC=100%. J RQD=70%. 1 4 r? a '4 ::. EPR C" ¢ 14 11 C-3 14-19 6fN59 J t C-3(14 to 19'):Very hard,fresh,Sound, blue gray with white,fine-grained, 12 r' J DIORITE,1/2"Quartz and Aplite vein from u 18 2-18.4'dipping 45°.REG-98%. w 16 12 RQD-98%. ' o i T J 0 o J ' Pl 19 14 , o r 0 20 CA 19 i " 621 `I 3 u' J CA(19 to 24'):Very hard,fresh,sound, ' S 20 21r blue gray with white,fine-grained, J DIORITE,1/2"Quartz and Aplite vein at 20.2 dipping near horizontal. 1/4"Quartz 21 J and Aplite vein from 20.7-20.8'dipping 45'. 7 1/8'Aplite vein with aack from 22.6-22.7' r J dipping 30'.REC=100%.RQD=92%. 0 22- 20 w J 3 J 23 o J 00 24 24 C-5 24-29 60/60 J z mJ C-5(24 to 29'):Very hard,fresh,sound Sheet:1 of 2 Project:Lowe's of Salem Log of Boring SH-3 , Location:Salem,MA Ground Elevation:193.8 feetNIA ' 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-#4 Bit,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. 06/09/08 -- 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 menet Sample Depth poen Perd Field Red Testing Lag Description Geologic Description Remarks ( ) No. (ft) Blowsa 6'n to ' 26 J blue gray with white,fine to medium-grained,DIORITE,1/8"Quartz 26 vein at 27.5'dipping 45".REC=1QEi?!tr 24 J RQD=100%. ' J 30 J 28 25 J , If C-6 29-34 60/59 J C-6(29 . 7 g, rd fresh,sound blue 30 9 J grayw whi fine to medium-grained , J DIO�R* E„t+ i fracture spaced 5-14" dippAg'brr honzontal14'50°. 4 Quartz 9 J and life vein from331-33.5'.REC=98%. J AOD MM .� 32- 8 7 J J - 8 C-7 34-39 60/56 J U ' k 7(34 to 3 an very slightly 7 J weatheied;5amd,gg with white and phm,6nq,to'm,i grained,DIORITE, allt ures spdced 8.24"dipping from ' 36- 7 j=e70 or deposition 36 5 37 near J mal to 30" Olive/grey,BASALT m 8 m37-39'. Exteremely fractured from 3.7 to 38.1'.REC-93% RQD=78%. a m 38- 8 s i v � Si ¢ C-8 39-44 60158": J C-e(39to44'):Ham,fresh,sound,ALT, gray, ' g 40 J fine-grained to d 8-13ic,BASALT, 5*. fractures spaced 8-13"dipping y'S Gray and while DIORITE from 42.5-44'2.544' . REC=97%.RQD=88%. � 42 J: z o J m u J ' o _ 0 44 ---44'--- Boring terminated at 44 feet. 3 7 46- 48— Z 6 48z rc m Sheet:2 of 2 1 = Project:Lowe's of Salem Log of Boring SH-4/SH-4A Location:1 Salem,MA Datum: neva Salem,Massachusetts SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum I M.P ROVING EARTH Drilling Method:2 1/4 Hollow Stem Auger 1 Sampling Method:2"Split Spoon,Auto-Hammer Groundwater Readings Depth Depth Depth Slab. Date Time to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. 06/12/08 --- Not Encountered Foreman:B.Thompson 1 Date Started:06/12/08 Date Finished:06/12/08 Logged By:L Norton Checked By:S.Sadkowski Sample Information Stratum DPend Field epth Sample Depth &o�ivsn Rec Testing rD�cnpULonGeologic Description Remarks 60TOPSOIL. 1)Auger refusal encountered at approximately 3.5 feet. Boring Brown,fine to coarse SAND&GRAVEL;$ ce°Silt. o0sel approximately 40 feet north Moist.FILL. and drilled as SH-4A. 2 ry' I FILL 4 r 1 S-1 5-5.8 50 10/6 WEATHERED 5-1(5[O 5 e)tVaryIEOSe,brown,(Inti to Coarse 100/4' `1- BEDROCK SAND,tmarSiR,Moist.WEA FRED 6 5.8'-- BEDROCK 8ett 5.8 f Boring d60lo auger refusal. 8 1 l 10 O ti X 12- 14— P 214 P 16- 0 M! 0 z 0 m 1 0 18 � 0 0 X' 0 O 1 ry 20- 22- 24— z 0 22za 0 Sheet:1 of 1 1 IsProject;Lowe's of Salem Log Of Boring SHS , SM Location:Salem,MA Ground EIe4at on:153.0 t feet SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum , IMPROVING EARTH Drilling Method:2 1/4 Hollow Stem Auger Sampling Method:2"Split Spoon,Auto-Hammer - Groundwater Readings Depth Depth Depth Stab. DateTime to Water Ref.PL of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc 06/12/08 09:00 6' Ground Surface 7' a5 minutes Foreman:B.Thompson Date Started:06/13/08 Date Finished:06113/08 ' Logged By:L Norton Checked By:S.Sadkowski Sample Information Stratum Depth Sample Depth own a le Geologic Description Remarks (fl) No &ows Rec Testing Log Description (B) oars in (ini Data TOPSOIL TOPSOIL. r 2 t I t 4 �I Ir Ti I S-1 5-7 17 24/17 FILL S-1(5 to 7)'Detl4et grown with gray and orange, 22 r fine to me O,trace G L trete Silt.Moist ' 6 20 `I to wet.Fil 21 II 8 tr f S-2 9.5-9.6 50/1" 1/0 9'S S2"(9�6 to96�Rock Ips'u,�tip. WEATHERED is 10 €BEDROCK 'HI Y r Boring teAtualted at 9:8 at due to auger refusal. ' y 12 i > 14 �' _ x N , u � 16 N J C7 2 yt K O K O 3 0 20 7 a 0 22- w0 2 t 3 in 0 0 i 24 , a m Sheet:1 of 1 S11---11A Project:Lowe's of Salem Log of Boring SH-6 = Location:Salem,MA Ground Elevation:149.0±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 --- Not Encountered 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 loon e Field Geologic Description Remarks (ft) No. (ft) er6iin Blows Rec Testing Log OesuiPtion - n a 0 _A Brown,fine to coarse SAND,little Sill,trace TOPSOIL Gravel,trace Roots/Grass.Moist.TOPSOIL. -1 Boring terminated at 1 foot due to auge;40 I. 2 ' 4 6 bm.1-5 8 EJ tD u m _ N 12 m ..l u 14 ,x' r m P 16- 0 %, 0 K m m 18 J rc O 3 0220 ry20- 22- 0 ' z 24 z 0 m ' Sheet:1 of 1 (\�Tuj /A\ Project:Lowe's of Salem Log of Boring SH-7 ' =' 11 , (--� Location:Salem,MA Ground Elevation:168.5 Leet , �f jj�� 11 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 Ph ' DeDepth 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' c5 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 Da Hadepth Samople Depth Blowsn Rec Testing Log Description Geologic Description Remarks r 6 ii Iin Data ' g ____0•._.. Dark brown,One to coarse SAND,some Silt,trace Leaves,Roots,Grass mat,trace Gravel.Moist. 1)Drilled approximately 5 feet TOPSOIIJ TOPSOIL/SUBSOIL. south of AT-13. SUBSOIL ' 4- 5 5-7 20 24/20 S-1(5 to 7) V ty dg�pse,brown w/orange fine to ' 28 coarse SAND;tiaee'Silt,he revel.Wel. 6 30 25 8 m ' SAND S-2 10-12 12 24/21 'S=2(10 to 12}Uenge bmOne to coarse 17 SAND,Irace S9frtrace'Gravelwh,.Wet. ' 20 m 18 `> im(>2m,'am�7 12- 14— S-3 2 14 S-3 15-15.4 10 /4 155.4•_'_- �S -3 to :Very dense,grey,GRAVEL,little Y Sand,trace Sift.Wet.WEATHERED BEDROCK. y16 ' Boring terminated at 15.4 feet due to refusal. u z m m 1t3 m 18 0 3 20 h , 'mJ• a 0 22- w0 2 ' 3 N 0 O Fr Z. 24 , O m Sheet:1 of t ' OSHA `^U /A\ Project:Lowe's of Salem Log of Boring SH-101 =, 11 ' /"� Location:Salem,MA Ground Elevation:192.0 2 feet �f j��� X11 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-#10 Bit with—250 to Down Pressure Groundwater Readings Depth Depth Depth Stab. Data 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:07/23/08 Date Finished:07123/08 Logged By:L Norton Checked By:S.Sadkowski Drill Sample Information Stratum D(tip)Ih (mrd)Sam. t) Blows Rec Testing Log Description 5ean Pen' Field Geologic Description Remarks per Gln (in) Data TOPSOIL TOPSOIL. ---0.8'___ a J' Roller Bit to approximately 2'. J 2 Gi 2-3.5 18/10 WEATHERED C-1(2 to 3.6):Hard fy Wrl red, 4 J extremely fracturedytti•�ray Vih4r --3.5'— orange/brown wed(I7Cri64,fine`1 in to C-2 3.5-7 42/42 grained,DIORITE'�'f2�P,C=56%.RQD=Mfe: q7 J i— _---- J C-2(3 5lo 7):�Hard,fresh,slightly 6 J fmct eG bfue-gmy fine to med. mined DIOL,with fractures 6 J s _3-9 dipping�frOrrl.(Bar horizontal to 7 [vertical. V.rru `#r3eiure from 6.7-T. J ,..G-'I�2d 4' ' 7 C-3 7-12 60/58 J J C-3(7 ttly weathered, 8 4slightly fractr�rr�add Vu6- my,fine to J medium-graine�OIORfT€ with fractures ' spaced 3-11"r ipp hg�Zi7bQizontal to 7 l vedxal Vertical frachimfirom 7-7.6'. F2EC--9D 72% J t0 9 J ' J c? 7 a N 12 8 C4 12-17 60154 BEDROCK ;I2 to 17):Hard,fresh,sound, m 8 btie-gray,fine to medium-grained, Jr€ IORITE,with fractures spaced 4-14" tlipping near horizontal to 30'. 1/4"Quartz > 14 s� and Aplile veins from 12-13.2'. BASALT IV i 7 from 14.7-15.8'.REC=90%.RQD=83%. m J 6 PN 16- 7 ' o i 77 - 5� 7-22 460/ m { Jr C5(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 42 11 BASALT from 19.4 to 22'.REC=100%. O J RQD=92%. 3 20 ' N 8 h J 8 J 7 a J w22 9 --22--- Boring terminated at 22 feet. 3 m 0 O ' i 24 0 m Sheet:1 of 1- Project:Lowe's of Salem ' � Log of Boring SH-102 C Location:Salem,MA =SHA Ground neva Salem,Ma 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#10 Bit with-250 Ib Down Pressure Groundwater Readings Dep ' th Depth 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' 77' -77 hours Foreman:B.Thompson Date Started:07123108 Date Finished:07/23/08 , Logged By:L Norton Checked By:S.Sadkowski Drill Sample Information Stratum epth Rate Sample Depth poop a ie Geologic Description Remarks (tt) (miri No, itBlows Roc Testing Log Description ( ) er6In in Data , 0 TOPSOIL TOPSOIL/MOSS. VJ V Roller Bit to approximately 2'. ' J 2— C-1 2-7 60/60 J _ J CA(2 to 7'):Hard verys;Oghtly Bred, 5 very slightly framurgd,L11ue;gr�}�Nre io. ' J medmm-gralned pIORIiE,withfrackl spaced 2-13"dip pear horizon 45 - 70 .4' Partial framure from 334 dipping 70° ,.TIBaRuartr vein from 6 2 6 IE J dipping 6RE. 100%. 93 6. 5 $ y ' J 6 5 J J 5 C-2 7-12 60/59 J , C-2(7 to 12'j:Hard Very slightly 8 5 J weathered,`so0[+tl bRfeigray,fine to medwmyraine7l,D IOR1T ,,Wih fractures JJBEDRO spaced 7-26"diDp�hg near h.,,pzontal to ' 4 J .'SO°rn Quartz antl Ap]its::vain"from 91"4 11 4'snBasalt from'i -12'. REO6°f-RCib`83°l_=. 10 4 a J '� 4 VJ i 12 8 C-3 12-17 60/ i sC-3;92 to 1T):Hard,fresh,sound,grey, ' m `(x` apganitic,BASALT and Blue-gray 7 RITE(from 12.7-17). 1/4"Quartz and Isle veins at 13.2 and 13.5'dipping 30°. a 14 9 REC=97%.RQD=97%. x 13 ' m V 10 J R 4'8, 16- 10 J! J J Z 87-22 60/5 m V m J C4(17 to 22'):Hard,fresh,sound, 18 8 bluelray,fine to medium-grained, , 0 J DIORITE,1/2"Quartz and Aplile vein from 40 r 17.3-17.5'dipping near horizontal. 1/2" rc 7 J Quartz and Aplite vein from 20.1-20.3' p J dipping 30'.Gray BASALT from 20.6-22'. 3 REC=95%.RQD=92%. 20 7 J J ' 10 VJ 0 22 8 -22 Boring terminated at 22 feet. ' 3 0 0 24 Z ' 0 m ' Sheet:1 of 1 `^HA Project:Lowe's of Salem Log of Boring SH-103 W JLocation:Salem,MA Ground Elevation:197.5 t 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 Core-#10 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. 07/22/08 -- Not Measured Foreman:B.Thompson ' Date Started:07/21/08 Date Finished:07/22/08 - Logged By:L Norton Checked By:S.Sadkowski Depth Grill Sample Information Stratum Rate Sample Depth Poona ie Geologic Description Remarks (minift) No. (ft) Blows Rec Testing Log Description 6i lint Dam Brown,fine to worse SAND,little Silt, trace Gravel,trace RTOPI wts/Leaves. Dist. TOPSOIUSUBSOIL. SUBSOII/ - suasoa 2 --2.5'-,. f ' - J Roller Bit to appro lrnamV3 C-1 3.5-6.5 36/28 ;4 ,r�,, 4 10 J C 1(3 5 to 6, t:= am,severely weathered eKUemelyhfr`aAuirr dark gray with omng weathering fine-grained,BASALT,with 13 WEATHERED fmcturOs fnllTnear horizontal to near BEDROCK veno C-78/ RQO-0%. 6 54 J ' C-2 6.5-8.5 24/21 v 6 C-2(6;k1305');Hard,moderately �- weathered,moder$tely fractured,blue-grey with omngii,"aftAg(high Quartz 6 20 ----6---- content),fine fopeolum grained, ' C-3 8.5-13.5 60/60 J I DIORITE and BA 4,REG-88%. I J jftRQD=21%. J z a 10 J -C'3LA%SW18-5`}:Hard,slightly weathered, 70 J sli Aly fractured,hlVe-gray,fine-grained, ' ORfT.with tradtures spaced 3-10" 13 1 d,Off"near horizontal to 60" Quartz and y`ApiBe veins from 9.2-9.4,10.5-10.6,and > ': r1-1 1 5.REC=100%.RQD 78%. w 12 24 J' m 30 C4 13.5- 24/24 a 14 44 15.5 C4(13.5 to 15.5):Hard,fresh,sound blue-gray,fine-grained,DIORITE. o J REC=100%.R00=100%. N 60 ,�P n C-5 15,5=10.x. - 0 BEDROCK 16- 7 ..1.-.; C-5(15.5 to 18'):Hard,fresh,(moderately - Oo ry weathered 16.5-18)(Severely fractured from 16.518')sound,blue-gray, i 6 fine-grained,DIORITE,with fracture at 16' o J dipping 40'.REC=100%.RQD=20%. 18 7 CES �t8- 60/60 '. J J C-6(18 to 23'):Hard,fresh,sound,to very a 6J slightly fractured,blue-gray,fine-grained, O DIORITE,dipping near horizontal to 70°. 3 ,r Healed fractures from 18-19'.REC=100%. 7 - J RQD=88%. 10 J 7 a J ' v 22- 14 _ J to 21 -29 Boring terminated at 23 feel. 0 0 ' 24 Z ,e m Sheet:1 of 1 ' TABLE 2 Summary of Bedrock Probe Refusal Data ' Lowe's of Salem Salem, Massachusetts 2932.00 T R Al Ground Depth Approx. Ground Depth Approx. ' Exploration Surface to Refusal Exploration Surface to Refusal Location Elevation Refusal Elevation Location Elevation Refusal Elevation 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 1.0 187.8 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 ' 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-1 175.9 0.6 175.3 AT-15 171.5 1.0 170.5 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-17 148.7 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-19 177.8 1.0 176.8 SHPP-6 176.4 0.8175.6 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 1.0 149.6 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 ' TP-3 180.5 0.0 180.5 SHPP-11 141.9 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 1.0 198.0 TP-6 183.9 4.0 179.9 1 Notes: t I. Ground surface elevations surveyed by Tetra Tech Rizzo of Braintree,MA on May 30 through June 2,2008,with the exception of SHPP-10I 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 lune 5 through July 23,2008 using a hand-driven probe. 5. Elevations reference City of Salem,Massachusetts vertical datum. 1 5\WESDATA@900@93300\Work@0081029 Rerunl-Dela.des Page 1 of l Sanborn,Head&Associates,Inc. x C d CLM a 1 1 1 1 1 t 1 1 Appendix C ' HydroCAD® Pre- and Post-Development Calculations & StormCAD® Hydraulic Analysis 31E Subcatmment 3 wetland Area D d 1Ra 1.Rb.. Subcatchment2c Subwtchment 2d Intermittent Sbea Intermittent Stream ' 2aE Intermitte tStream Subwtchment 2b Subwtchment 2a Subcatchment4 2 ' Wetlan Area E 1E= Subwlchmenl 1 2R Wetland T E Outlet 6E` CII ' Subwtchment6 3i2 24 RCUntler M 5E Highla dAve. ' Subcat ment 8 Suta;a1c iment 9 S.bcatcl ment 10 Subcat ment 11 Subwtchment 5 R24"RCP OH hIdaBnetl Ave ' 7Es Subwtchment 7 ' PAt! PA2 PA3', PA4 PA5. Point of Analysis i Point of Analysis 2 Point of Analysis 3 Point of Anatysis 4 Point of Analysis 4S'UXIt Rea h Ofl Ltnk. Drainage Diagram for Existing Condition-01 1 Fp7rHypd.CADS red by{enter your company name here}, Printed 11/23/2010 9.00 s/n 00983 0 2009 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, 8E, 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, 8E) 1.790 94 Urban commercial, 85% imp, HSG C (6E) ' 1.582 98 Paved parking&roofs (1 E, 2aE, 2bE, 8E, 9E) 2.885 98 Water Surface, HSG C (3E,4E) 1 t 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 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 Subcatchmentl E: Subcatchmentl Runoff Area=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 ofs 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 t 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 RunoffArea=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" ' Flow Length=217' Tc=22.2 min CN=89 Runoff=5.56 cfs 0.614 of SubcatchmentSE: Subcatchment5 RunoffArea=403.752 sf 38.00% Impervious Runoff Depth=1.61" Flow Length=1,761' Tc=22.2 min CN=83 Runoff=11.26 cfs 1.243 of 1 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 ' Subcatchmenl8E: 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 Area=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 Subcatchment10E: 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: Subcatchmentl1 RunoffArea=4,277sf 0.00% Impervious Runoff Depth=1.21" Flow Length=279' Tc=14.1 min CN=77 Runoff=0.10 cfs 0.010 of ' Reach 1Ra: Intermittent Stream 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'P 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 I 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'f 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'/' 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' 5=0.0340'P 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 T Capacity=22.13 cfs Outflow=5.85 cfs 2.221 of Reach PAI: 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 PAS: Point of Analysis 5 Inflow=0.10 cfs 0.010 of ' Outflow=0.10 cfs 0.010 of Pond 1W:Wetland Area D Peak Elev=174.89' Storage=31.068 of 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 HydroCAD0 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1 E: Subcatchment 1 ' Runoff = 3.43 cis @ 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) (fUft) (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 = 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 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 6 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft1ft) (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 = 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) (fUft) (ft1sec) (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 = 0.20 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 1 8,004 77 Woods, Poor, HSG C 8,004 100.00% Pervious Area ' 1 ' Existing Condition-01 Type Ill 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) (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 1 Summary for Subcatchment 2dE: 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) (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 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 t 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 - 7.71 cfs @ 12.38 hrs, Volume= 0.944 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 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 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= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (so 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 (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 1 Existing Condition-01 Type 111 24-hr2-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 9 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 = 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" t 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 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 HydroCADO 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) (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 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 R 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 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-hr2-YearRainfall=3.20" 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 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) (ft/ft) (ft1sec) (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" 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 = 0.04 cfs @ 12.19 hrs, Volume= 0.004 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 1,608 77 Woods, Poor, HSG C 1,608 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/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 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 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) (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 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= 0.0133 '/' (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-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 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) 1 Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 175.40', Outlet Invert= 173.40' I 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 Rc: 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= 0.0740 '/' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders ' Inlet Invert= 173.40', Outlet Invert= 131.00' ' 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 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' 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 02009 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= 0.0340'/' Inlet Invert= 105.77', Outlet Invert= 103.39' ' 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 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' Summary for Reach PAI: 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 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 = 1.21" for 2-Year event Inflow = 4.16 cfs @ 12.36 hrs, Volume= 0.497 of 1 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 f Existing Condition-01 Type /Il 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 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 PAS: Point of Analysis 5 , 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 1M 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 /// 24-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 11/23/2010 1 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 19 Primary OutFIow Max=0.42 cfs @ 16.67 hrs HW=174.89' (Free Discharge) tt=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 I ' 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) t1=Custom Weir/Orifice (Weir Controls 1.26 cfs @ 1.22 fps) Existing Cofidition-01 Type /Il 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 Runoff Area=104.520 sf 13.29% Impervious Runoff Depth=2.55" Flow Length=578' Tc=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" 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' To--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--19.75 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=229" , 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--1 1.46 cfs 1.243 of ' SubcatchmentlOE:SubcatchmentlO 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 Subcatchmentl1E:Subcatchmentll Runoff Area=4,277sf 0.00% Im pervious RunolfDepth=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'P 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' 5=0.0235'P Capacity=973.97 cfs Outflow=0.38 cfs 0.035 of i Existing Condition-01 Type ll/ 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 1 Rc: Intermittent Stream Avg. Depth=0.67' Max Vel=3.75 fps Inflow=11.54 cfs 2.187 of n=0.050 L=573.0' 5=0.0740'/' Capacity=740.66 cfs Outflow=11.25 cis 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'f 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'/' 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 T Capacity=22.13 cfs Outflow=15.10 cfs 4.850 of Reach PA1: 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 Inflow=11.46 cfs 1.243 of Outflow=11.46 cfs 1.243 of lilt Reach PA4: Point of Analysis 4 Inflow=0.08 cfs 0.007 of Outflow=0.08 cfs 0.007 of I Reach PAS: Point of Analysis 5 Inflow=0.20 cfs 0.019 of Outflow=0.20 cfs 0.019 of ' Pond 1 W: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 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 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) (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 = 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 , Type III 24-hr 10-Year Rainfall=4.60" Area (so 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 it 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 23 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 = 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) (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 = 0.38 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 t 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 24 , Tc Length Slope Velocity Capacity Description (min) (feet) (f/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 Conc 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) (ft/ft) (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 = 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 (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 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) (f/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 = 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) (fVsec) (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 6 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 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 26 , 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 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 (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" i 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 = 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 ' Existing Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" Prepared by {enter your company name here} Printed 11/23/2010 I ' HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 27 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 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 & 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) (ft/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 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 = 11.46 cfs @ 12.30 hrs, Volume= 1.243 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.60" 1 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 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) (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 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-gras� 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 = 0.08 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 ' (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 ///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 11E: 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 (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) (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 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 HydroCADO 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' ' 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 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 I ' Summary for Reach 1 Rc: Intermittent Stream Inflow Area = 13.654 ac, 9.19% Impervious, Inflow Depth > 1.92" for 10-Year event ' 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= 0.0740 '/' (103 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 173.40', Outlet Invert= 131.00' 1 1 Existing Condition-01 Type ///24-hr 10-Year Rainfall=4.60" ' Prepared by{enter your company name here} Printed 11/23/2010 H droAD®9.00 s/n 00983 @2009 H droAD 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= 0.05397' (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 @2209 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 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 t i Existing Condition-01 Type 11124-hr 10-Year Rainfall=4.60" 1 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 min 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= 0.00967' 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 > 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 0 Inflow Area - 4.924 ac 1.16% Impervious, Inflow DeP th = 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 1 1 I ' Existing Condition-01 Type /Il 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 Stor-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 1W: 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 tPlug-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 i ' 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 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 02009 HydroCAD Software Solutions LLC Page 36 ' Primary OutFlow Max=4.21 cfs @ 13.01 hrs HW=175.03' (Free Discharge) t1=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) t1=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 RunoffArea=104.520 sf 13.29% Impervious Runoff Depth=3.33" I ' 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 RunoffArea=352.158 sf 13.46% Impervious Runoff Depth=3.33" I ' 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 Subcatchment6E: 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 Runoff Area=245.683 sf 36.12% Impervious Runoff Depth=3.73" Flow Length=1,403' Tc=47.1 min CN=84 Runoff=11.09 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 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 ' Subcatchment11E: Subcatchmentll 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=0.0133'/' Capacity=1,215.71 cfs Outflow=9.77 cfs 1.699 of ' Reach 1Rb:Intermittent Stream 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 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 38 ' Reach 111c: 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'/' 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 7' 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=0.00967 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 Inflow=0.10 cfs 0.009 of ' Outflow=0.10 cfs 0.009 of Reach PAS: Point of Analysis Inflow=0.27 cfs 0.025af ' Outflow=0.27 cfs 0.025 of Pond 1 W: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 1 1 t 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 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 ' 104,520 80 Weighted Average 90,631 86.71% Pervious Area 13,889 13.29% Impervious Area I ' 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 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 40 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 7.5 100 0.2870 0.22 Sheet Flow, Sheet Flow 1 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 (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 = 0.51 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 1 8,004 77 Woods, Poor, HSG C 8,004 100.00% Pervious Area ' ' 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 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 Cone 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) (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 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 - 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 (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 I 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 42 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 = 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 Conc 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 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 43 Tc Length Slope Velocity Capacity Description (min) (feet) (f/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 = 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 111 24-hr 25-Year Rainfall=5.50" ' Prepared by {enter your company name here} Printed 11/23/2010 HydroCADO 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) (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 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) (ft/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 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" 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 45 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) (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 ' 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" 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 @2009 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 (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) (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 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 > 2.43" 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= 0.0133T (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 /// 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 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= 0.0235 '/' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 175.40', Outlet Invert= 173.40' Existing Condition-01 Type /// 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 1Rc: 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' I ' 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 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 L1 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= 0.05397' (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 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 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 ' 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= 0.00-48.00 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' i ' Existing Condition-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCADO 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 PA1: 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 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 = 3.05" for 25-Year event 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 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 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 Star-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 ' 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 53 Primary OutFlow Max=9.50 cfs @ 12.77 hrs HW=175.13' (Free Discharge) ' ?l=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) Summary 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-' l=Custom Weir/Orifice (Weir Controls 14.52 cfs @ 2.15 fps) 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 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 ' Subcatchment1E: Subcatchmentl Runoff Area=104,520sf 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 Runoff Area=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 SubcatchmentSE: 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 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 Subcatchment7E: Subcatchment7 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 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 ' Subcatchment10E:Subcatchmentl0 Runoff Area=1,608 sf 0.00% Impervious Runoff Depth=3.48" Flow Length=294' To--13.2 min CN=77 Runoff=0.12 cfs 0.011 of Subcatchmentl1 E:Subcatchment1l Runoff Area=4,277 sf 0.00% Impervious Runoff Depth=3.48" , Flow Length=279' Tc=14.1 min CN=77 Runoff--0.31 cfs 0.028 of Reach 1111a: 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 T 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'/' Capacity=973.97 cfs Outflow=0.58 cfs 0.053 of ' Existing Condition-01 Type 11124-hr 50-Year Rainfall=6.00" Prepared by{enter your company name here} Printed 11/23/2010 I ' HydroCAD®9.00 s/n 00983 @2009 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=0.0740'/' 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'P 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'P 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=0.0096'P Capacity=22.13 cfs Outflow=23.69 cfs 7.661 of Reach PA1: 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 i ' Outflow=12.32 cfs 1.428 of Reach PAI Point of Analysis 3 Inflow=16.81 cfs 1.832 of Outflow=16.81 cfs 1.832 of Reach PA4: Point of Analysis 4 Inflow=0.12 cfs 0.011 of Outflow=0.12 cfs 0.011 of II ' Reach PA5: Point of Analysis 5 Inflow=0.31 cfs 0.028 of Outflow=0.31 cfs 0.028 of ' Pond 1 W: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 I 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= 0.0048.00 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) (ftlft) (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 = 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 t ' 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 ' Runoff = 16.23 cfs @ 12.20 hrs, Volume= 1.510 af, Depth= 3.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 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 I ' 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) (fUsec) (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= 10.053 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 I ' 8,004 100.00% Pervious Area I 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 58 ' 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 = 0.90 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) (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 = 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 HydroCAD 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 1 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) (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 5E: Subcatchment 6 ' Runoff = 28.49 cfs @ 12.31 hrs, Volume= 3.160 at, 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 Existing Condition-01 Type 111 24-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 60 , 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 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 = 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 , (min) (feet) (f/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 = 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 00983 @ 2009 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 Conc lilt 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) (ft/ft) (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 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 = 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" 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 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) (ftlft) (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 (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 13.2 294 Total ' 1 ' 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 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' III ' 1 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 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 1 (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' 1 Existing Condition-01 Type Ill 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 65 Offset Elevation Chan.Depth (feet) (feet) (feet) I ' -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 1Rc: 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= 0.07407 (103 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 173.40', Outlet Invert= 131.00' i 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 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= 0.0539 'P (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 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' F 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 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' ' 0 1 Summary for Reach PA1: Point of Analysis 1 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 ' 1 ' 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 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 5 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 I, , 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 70 ' Primary OutFlow Max=12.64 cfs @ 12.70 hrs HW=175.18' (Free Discharge) t-1=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 Peak Elev= 129.25' @ 12.89 hrs Surf.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 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=19.40 cfs @ 12.89 hrs HW=129.25' (Free Discharge) ' t-1=Custom Weir/Orifice (Weir Controls 19.40 cfs @ 2.31 fps) 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 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 Subcatchmentl E: Subcatchmentl Runoff Area=104.520 sf 13.29% Impervious Runoff Depth=4.33" t 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 Subcatchment5E: 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 Runoff Area=245.683 sf 36.12% Impervious Runoff Depth=4.76" Flow Length=1,403' Tc=47.1 min CN=84 Runoff--1 4.07 cfs 2.238 of Subcatchment7E: Subcatchmentl 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, Subcatchment10E: Subcatchmentl0 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 ' SubcatchmentllE: Subcatchment1l Runoff Area=4,277 sf 0.00% Impervious Runoff Depth=4.01" Flow Length=279' Tc=14.1 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=0.01337 Capacity=1,215.71 cfs Outflow=16.93 cfs 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? Capacity=973.97 ds Outflow=0.66 cfs 0.061 of 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 72 ' Reach 1Rc: Intermittent Stream Avg. Depth=0.87' Max Vel=4.50 fps Inflow=23.42 cfs 4.191 of n=0.050 L=573.0' S=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'P 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'P 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 2 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 Inflow=0.36 cfs 0.033 of ' Outflow=0.36 cfs 0.033 of Pond 1 W: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 ' 1 ' Existing 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 73 Summary for Subcatchment 1 E: 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 t9.7 578 Total Summary for Subcatchment 2aE: Subcatchment 2a i ' 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 /// 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) (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 = 18.63 cfs @ 12.20 hrs, Volume= 1.736 af, Depth= 4.11" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0048.00 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) (ft/ft) (fUsec) (cfs) 13.4 100 0.0680 0.12 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 3.10" t 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 ' tExisting Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by (enter your company name here) Printed 11/23/2010 ' Hydro CAD®9.00 s/n 00983 ©2009 HydroCAD Software Solutions LLC Page 75 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) t 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 ME: 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 t (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 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 - 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 (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 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 t 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 = 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) (ft/ft) (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 5E: 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 i iExisting 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 77 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 ' Summary for Subcatchment 6E: Subcatchment 6 Runoff = 14.07 cfs @ 12.61 hrs, Volume= 2.238 af, Depth= 4.76" iRunoff 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) (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 = 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 HydroCAD®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) (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 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 ' HydroCAD®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 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" 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 (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 t13.2 294 Total 1 1 Existing 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 @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 ][[ 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) (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 1 Ra: Intermittent Stream Inflow Area = 8.407 ac, 12.94% Impervious, Inflow Depth > 3.42" for 100-Year event 1 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= 0.0133 'P (104 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 174.80', Outlet Invert= 173.40' 1 t 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 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 t 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 I 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= 0.02357' (103 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 175.40', Outlet Invert= 173.40' t 1 $ 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 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 'P (103 Elevation Intervals) Constant n= 0.050 Mountain streams wharge boulders ' Inlet Invert= 173.40', Outlet Invert= 131.00' ' 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 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 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 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= 0.0340T Inlet Invert= 105.77', Outlet Invert= 103.39' 1 ' Existing 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 @2009 HVdroCAD 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 ' 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 PAI: 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= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Reach PA3: Point of Analysis 3 ' Inflow Area = 5.660 ac, 17.84% Impervious, Inflow Depth = 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 Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Existing Condition-01 Type ///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 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 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 = 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 1 W: 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 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 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 87 Primary OutFlow Max=16.44 cfs @ 12.64 hrs HW=175.23' (Free Discharge) ' t1=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 ' 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-Mass 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 ' 91 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-1=Custom Weir/Orifice (Weir Controls 25.80 cfs @ 2.48 fps) ' Submltont 2c Subcatcnmenl3 ' 2F.. Welland Area D Sedimenijorebay 2 `r C7 1Rc � 1R6 v 1Ra! j -- 2aP` ' Relocatedlennillent Relocated Intermittent Relocated Intermittent Subcalchment 2a SU am Stream Stream ' Subcatchmenl2b Ostend o Pond 2 1 Rd, Relocateintermittent S 1Re Subcatchmem22 Relocatedntermittent BbP; St�m y-- ^__� Subcat Ment Bb 2a 1Rf Submtchment 4 Wetlanta E Intermittent Stream ' """2��IR Sediment rebay 8 _ Welland area E Outlet r3R', � 1Pv'i II LLLL SubcatchmentBe DetentiotondIs .gp. 24"RCI Under Subcalchmenl i Highlar Ave. Submi ment9 3Y ' Subcatchment 6 24"RCP H16hland Ave Subcatchment 8c Detentio Pond 8b to C lidge Subcalchment 7 Point of Analysis 1 Subcatchment 5 Submtchment 8c Paint of Analysis 2 Point of Analysis 3 Sub cat Reathon �tft{C Drainage Diagram for Proposed Condition-01 ;' Prepared by(enter your company name here), Printed 11/23/2010 ' HydroCADO 9.00 s/n 00983 ®2009 HydroCAD Software Solutions LLC 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, 8d P, 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 1 1 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 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 SubcatchmentlP: Subcatchment7 RunoffArea=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: 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 ' 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 RunoffArea=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 ' Subcatchment8dP: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 RunoffArea=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 7Ra: 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'P Capacity=749.24 cfs Outflow=1.73 cfs 0.231 of 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 4 ' Reach IRb: 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 lRd: Relocated Intermittent 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 '/' Capacity=102.82 cfs Outflow=0.85 cfs 0.230 of Reach IRe: 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'/' Capacity=722.26 cfs Outflow=0.85 cfs 0.230 of Reach 1Rf: Intermittent Stream Avg. Depth=0.21' Max Vel=3.27 fps Inflow=0.85 cfs 0.230 of n=0.050 L=51.7' S=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' S=0.0539'P 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' S=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' S=0.0096'P Capacity=22.13 cfs Outflow=5.31 cfs 3.211 of Reach PAI: 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 1W 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 2D: 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: SedimentForebay2 Peak EIev=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 8Da: 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 8 Peak EIev=153.96' Storage=553 cf Inflow=3.43 cfs 0.358 of Outflow=3.43 cfs 0.347 of i iProposed Condition-01 Type 111 24-hr2-Year Rainfall=3.20" Prepared by (enter your company name here) Printed 11/23/2010 iHydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 1 P: Subcatchment 1 iRunoff = 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 iType III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description i 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 i 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) (fUft) (fUsec) (cfs) 1.5 6 0.0200 0.07 Sheet Flow, Sheet Flow i 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 l iWoodland 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 iSummary 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= 0.0048.00 hrs, dt= 0.01 hrs i Type III 24-hr 2-Year Rainfall=3.20" 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 i54,034 100.00% Pervious Area II 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 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 (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) (fUft) (fUsec) (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 (so 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 t 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 Rainfall=3.20" YP ' ' 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 Pace 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) (f/ft) (f/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 Conc Woodland Kv= 5.0 fps 18.4 213 Total I ' 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 I ' Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 238,560 77 Woods, Poor, HSG C 142,818 98 Water Surface, HSG C 281,378 80 Weighted Average 238,560 84.78% Pervious Area I ' 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 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 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 8 ' Area (so 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 = 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) (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 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 9 Summary for Subcatchment 6P: 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) (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 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 = 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 tType III 24-hr 2-Year Rainfall=3.20" 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 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 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) (ft/sec) (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 (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) (fVft) (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 02400 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 P 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 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 (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) (f/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 Cone Woodland Kv= 5.0 fps 13.3 399 Total Summary for Subcatchment 8dP: 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= 0.00-48.00 hrs, dt= 0.01 hrs ' Type 111 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) (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 Cone 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 /1124-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 12 ' 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 > 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= 0.2699 '/' (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-hr2-Year Rainfall=3.20" Prepared by (enter your company name here) Printed 11/23/2010 tHydroCAD®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' 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 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= 0.0300 '/' (102 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 160.00', Outlet Invert= 152.66' i tProposed 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 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 i ' -2.00 176.30 2.17 -1.00 174.80 3.67 1.00 174.80 3.67 1.50 175.13 3.34 I ' 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 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-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) -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' 1 1 ' 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 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 ' 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 t 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 0.84 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= 0.2515 '/' (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 144.00', Outlet Invert= 131.00' Proposed Condition-01 Type 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 ' 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' 1 Proposed Condition-01 Type 11124-hr 2-Year Rainfall=3.20" Prepared by {enter your company name here} Printed 11/23/2010 ' HvdroCAD®9.00 s/n 00983 @2009 HvdroCAD 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 t -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 I ' Depth End Area Perim. Storage Discharge 5 (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= 0.0340T Inlet Invert= 105.77', Outlet Invert= 103.39' 1 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 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= 0.00967' Inlet Invert= 103.29', Outlet Invert= 93.13' , Summary for Reach PAI: 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 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 1W: 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) t1=Custom Weir/Orifice (Weir Controls 0.12 cfs @ 0.95 fps) ' Summary 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 af, ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 firs 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 /I/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 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 ' 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' 6.0"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) , 11=Orifice/Grate (Orifice Controls 1.13 cfs @ 8.29 fps) 2=Orifice/Grate (Orifice Controls 0.02 cfs @ 0.93 fps) 3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) , Summary for Pond 21F: 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 t 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.Afea 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 t #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 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 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) Broad-Crested Rectangular Weir(Weir Controls 22.27 cfs @ 1.39 fps) 2=Broad-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 ' 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) Summary 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= 0.00-48.00 hrs, dt= 0.01 hrs i 1 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) , t 1=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 ' 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 /1124-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) Summary 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= 0.00-48.00 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 ) ' 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) Broad-Crested Rectangular Weir(Weir Controls 3.43 cfs @ 0.96 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 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 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 Runoff Area=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 Runoff Area=168.563 sf 77.36% Impervious Runoff Depth=3.81" , Tc=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 RunoffArea=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 SubcatchmentSP: 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=943.101 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 Subcatchment8aP:Subcatchment8c 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" 1 Flow Length=169' To--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 1 Ra: 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 ' 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 @2009 HydroCAD Software Solutions LLC Page 27 Reach 1Rb: Relocated Intermittent Stream Avg. Depth=0.61' Max Vel=1.46 fps Inflow=3.57 cfs 0.947 of n=0.050 L=346.7' S=0.0085'P Capacity=133.02 cfs Outflow=2.95 cfs 0.946 of Reach 1Rc: 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' S=0.0300'P Capacity=249.76 cfs Outflow=2.84 cfs 0.946 of ' Reach 1Rd: 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' S=0.2508'P Capacity=722.26 cfs Outflow=2.12 cfs 0.945 of Reach 111f: 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=0.0539'7 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' S=0.03407' 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 PA1: 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 1W: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 Elev=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 Elev=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 Elev=152.21' Storage=708 cf 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 cf 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 1 P: 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) (fUft) (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 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" 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" 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 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 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 t 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 = 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) (ft/sec) (cfs) ' 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= 0.0048.00 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 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) (ft1ft) (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 Conc 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 (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) (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 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" 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 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) (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 = 19.75 cfs @ 12.31 hrs, Volume= 2.174 af, Depth= 2.81" 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" 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) (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 t 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 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 (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 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 = 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 0 813,598 83 1l4 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 32.2 1,525 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 33 Summary for Subcatchment 8aP: 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) (ft/sec) (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) (fUft) (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 Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" 1 Prepared by {enter your company name here} Printed 11/23/2010 HydroCAD®9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 34 1 Summary for Subcatchment 8cP: Subcatchment 8c Runoff = 1.01 cfs @ 12.19 hrs, Volume= 0.091 af, Depth= 2.13" 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" 1 Area (so CN Description 17,859 74 >75% Grass cover, Good, HSG C 4,576 77 Woods, Poor, HSG C 1 22,435 75 Weighted Average 22,435 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 1 (min) (feet) (fUft) (fUsec) (cfs) 10.7 100 0.1200 0.16 Sheet Flow, Sheet 1 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 1 Summary for Subcatchment 8dP: Subcatchment 8c Runoff = 0.56 cfs @ 12.04 hrs, Volume= 0.035 af, Depth= 2.05' 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" 1 Area (sf) CN Description 8,920 74 >75% Grass cover, Good, HSG C 1 8,920 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (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 1 Unpaved Kv= 16.1 fps 2.4 169 Total Summary for Subcatchment 9P: Subcatchment 9 1 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 1 Type III 24-hr 10-Year Rainfall=4.60" 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 ' HydroCADO 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 35 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 ' is Length Slope Veiudiy Capauiiy 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 > 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= 0.26997' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 174.80', Outlet Invert= 162.95' 1 Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" t Prepared by{enter your company name here} Printed 11/23/2010 HydroCAD@ 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= 0.00857 (102 Elevation Intervals) , Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 162.95', Outlet Invert= 160.00' M ' 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 @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 ' 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= 0.0300 '/' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 160.00', Outlet Invert= 152.66' Proposed Condition-01 Type 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 t 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 > 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' it Proposed Condition-01 Type 111 24-hr 10-Year Rainfall=4.60" ' Prepared by {enter your company name here) Printed 11/23/2010 HydroCAM 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 40 t 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 hrs, 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= 0.25157' (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' 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 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= 0.0340 '/' Inlet Invert= 105.77', Outlet Invert= 103.39' 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 43 Summary for Reach 4R: 24" RCP Highland Ave to Coolidge 1 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= 0.0096 '/' ' 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 > 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 i ' Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs I , 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 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 t Primary OutFlow Max=0.92 cfs @ 15.41 hrs HW=175.09' (Free Discharge) t-7=Custom Weir/Orifice (Weir Controls 0.92 cfs @ 1.60 fps) Summary for Pond 2D: Detention Pond 2 t 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) 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 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) ' N=Orifice/Grate (Orifice Controls 1.31 cfs @ 9.59 fps) =Orifice/Grate (Orifice Controls 1.45 cfs @ 4.16 fps) =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 1 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) 1 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 HydroCAD®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) �. � Broad-Crested Rectangular Weir(Weir Controls 31.79 cfs @ 1.59 fps) =Broad-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 ) 1 Volume Invert Invert Avail.Storage Storage Description 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 DeviceRouting Invert Outlet Devices 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) t-1=Custom Weir/Orifice (Weir Controls 5.52 cfs @ 1.72 fps) Summary for Pond 8Da: Detention Pond 8a 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 11124-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 ) 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=7.05 cfs @ 12.26 hrs HW=152.20' (Free Discharge) t'1=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 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 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) L1=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) ' �1=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 1 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 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 Subcatchment1P: Subcatchment1 RunoffArea=45.255 sf 23.41% Impervious. Runoff Depth=3.43" ' Flow Length=312' To--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 SubcatchmentSP: 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=11.09 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 Runoff Area=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' 5=0.2699'P Capacity=749.24 cfs Outflow=4.86 cfs 1.444 of I , 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 50 ' Reach 1Rb: Relocated Intermittent 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'/' Capacity=133.02 cfs Outflow=4.11 cfs 1.443 of Reach 1Rc: Relocated Intermittent Stream Avg. Depth=0.53' Max Vel=2.45 fps Inflow=4.11 cfs 1.443 of I n=0.050 L=244.7' S=0.03007 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' S=0.0051 'P 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'/' 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' 5=0.2515'P Capacity=1,365.34 cfs Outflow=3.10 ofs 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 PA1: 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 cfs 1.103 of Outflow=11.57 cfs 1.103 of Pond IW: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 2D: Detention Pond 2 Peak EIev=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 Elev=152.29' Storage=708 cf 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 ' 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 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) (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 ' 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 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 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) (ft/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" ' ' Proposed Condition-01 Type 11124-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 11/23/2010 HydroCAM 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) (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 = 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) (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 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 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 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 Conc 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" , 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 11124-hr 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 11/23/2010 I ' 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 L ' 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 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 = 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) (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 Proposed Condition-01 Type /1/24-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 8aP: 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 (sf) CN Description ' 9,900 98 Paved parking & roofs 9,900 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (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 (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) (f/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-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 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 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) (fUft) (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 Cone Woodland Kv= 5.0 fps I13.3 399 Total Summary for Subcatchment UP: Subcatchment 8c Runoff = 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 (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 Cone 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" 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 HydroCADO 9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 58 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) (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 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= 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 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= 0.00857 (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 ///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= 0.0300T (102 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 160.00', Outlet Invert= 152.66' 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 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 ' 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 I 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 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.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 > 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' ' Proposed Condition-01 Type 11124-hr 25-Year Rain611=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 63 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, 12.779/6 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 ' 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 ' 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' 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 64 ' 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 > 3.25" for 25-Year event Inflow = 11.97 cfs @ 13.02 hrs, Volume= 6.385 of , 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 , 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' ' Bank-Full Depth= 5.40', Capacity at Bank-Full= 6,334.34 cfs Custom cross-section, Length= 331.0' Slope= 0.0539 T (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 25-Year Rainfall=5.50" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCADO 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 Star-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= 0.0340T Inlet Invert= 105.77', Outlet Invert= 103.39' 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 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= 0.0096 '/' Inlet Invert= 103.29', Outlet Invert= 93.13' ' 1 Summary for Reach PA1: 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 WeiriOrifice, 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) L1=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 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 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 0utFlow Max=12.32 cfs @ 12.49 hrs HW=154.26' (Free Discharge) ' =Orifice/Grate (Orifice Controls 1.38 cfs @ 10.15 fps) N2=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 ' ' i ' 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 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) 11=13road-Crested Rectangular Weir(Weir Controls 35.83 cfs @ 1.67 fps) 2=13road-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 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=11.94 cfs @ 13.02 hrs HW=129.11' (Free Discharge) =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 11124-hr 25-Year Rainfall=5.50" ' Prepared by (enter your company name here) Printed 11/23/2010 HydrOCADO 9.00 s/n 00983 @2009 HydroCAD Software Solutions LLC Page 70 ' 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 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 ' 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 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) t1=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) Broad-Crested Rectangular Weir(Weir Controls 7.44 cfs @ 1.26 fps) 2=Broad-Crested Rectangular Weir(Weir Controls 1.07 cfs @ 0.66 fps) 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 SubcatchmentlP: Subcatchmentl Runoff Area=45,255sf 23.41% Impervious RunoffDepth=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: Subcatchment7 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 ofs 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=0.26997 Capacity=749.24 cis Outflow=5.59 cfs 1.727 of I ' Proposed Condition-01 Type 11124-hr 5O-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 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 1 Rc: Relocated IntermittentStream Avg. Depth=0.56' Max Vel=2.58 fps Inflow=4.77 cfs 1.727 of n=0.050 L=244.7' S=0.0300'P Capacity=249.76 cfs Outflow=4.63 cfs 1.726 of ' Reach 1Rd: Relocated I nterm ittent 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 1Re: 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' S=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'/' 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' 5=0.0096'P Capacity=22.13 cfs Outflow=23.73 cfs 9.612 of ' Reach PA1: Point of Analysis 1 Inflow=93.29 cfs 19.966 of Outflow=93.29 cfs 19.966 of 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 3 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 2D: Detention Pond 2 Peak EIev=154.49' Storage=114.355 cf Inflow=67.33 cfs 4.954 of Outflow=16.51 cfs 4.559 of IPond 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 t 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 8Db: 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: Sediment Forebay 8 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 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 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 III 24-hr 50-Year Rainfall=6.00" ' Area (so 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 Summary for Subcatchment 2aP: Subcatchment 2a ' Runoff = 5.67 cfs @ 12.00 hrs, Volume= 0.329 af, Depth= 3.18" t 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 ' 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 /// 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 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 (sq 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 2cP:Subcatchment 2c ' Runoff = 44.71 cfs @ 12.07 hrs, Volume= 3.338 af, Depth= 5.30" 1 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 i ' '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 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 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) (ft/ft) (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 Conc 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) (ft/ft) (ft/sec) (cfs) 12.0 100 0.0900 0.14 Sheet Flow, Sheet t 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 = 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" t Proposed Condition-01 Type /1124-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 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) (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 = 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 ' 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 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 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) (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 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 (so 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 32.2 1,525 Total ' ' 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 79 Summary for Subcatchment 8aP: Subcatchment 8a I ' 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) (ft/ft) (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" I ' 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 ' 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) (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 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 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 t (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 = 0.87 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) (ft/ft) (ft/sec) (cfs) t 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 = 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-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 81 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" ' 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 111a: 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', Capa ty 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 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 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-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 > 2.69" 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= 0.00857 (102 Elevation Intervals) ' Constant n= 0.050 Mountain streams w/large boulders Inlet Invert= 162.95', Outlet Invert= 160.00' 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 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 ' 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 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 /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 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 Star-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' Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD6 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 i ' (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 > 2.69" 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 t 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= 517 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 /// 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 87 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 > 3.72" for 50-Year event ' 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 ' Routing by Star-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 ' 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' II 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 ' Length= 70.0' Slope= 0.0340 ? Inlet Invert= 105.77', Outlet Invert= 103.39' s 1 s I ) YP Proposed Condition-01 Type 111 24-hr 50-Year Rainfall=6.00" P Prepared by {enter your company name here} Printed 11/23/2010 ' HydroCAD®9.00 s/n 00983 02009 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 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= 3.93 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= 0.00967' Inlet Invert= 103.29', Outlet Invert= 93.13' ' Summary for Reach PAI: 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 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 Paae 90 , Summary for Pond 1 W: 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 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 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) �1=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 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 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(Weir Controls 37.73 cfs @ 1.70 fps) t ' 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) t--1=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 t ' 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 93 Peak Elev= 152.33' @ 12.26 hrs Surf.Area=650 s Storage= 708 cf ' 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 ) ' 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=10.23 cfs @ 12.26 hrs HW=152.33' (Free Discharge) 't-' l=Custom Weir/Orifice (Weir Controls 10.23 cfs @ 2.47 fps) Summary for Pond 8Db: Detention Pond 8b 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 ' 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 ' 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) ' 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) ' 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 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 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=0rifice/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 t 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) ' �1=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) 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 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 Star-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlP: Subcatchmentl RunoffArea=45.255 sf 23.41% Impervious Runoff Depth=4.43" ' 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" ' Flow Length=731' Tc=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 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 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 ' Subcatchment7P: Subcatchment7 Runoff Area=943,1 01 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 RunoffArea=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 Subcatchment8clo:Subcatchment8c Runoff Area=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 Subcatchment8dlo: 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' S=0.2699? Capacity=749.24 cfs Outflow=6.51 cfs 2.073 of 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'/' 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 of 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' S=0.0051 'P Capacity=102.82 cfs Outflow=4.36 cfs 2.071 of Reach 1Re: 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'/' 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=0.2515'P 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' S=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 PAI: Point of Analysis 1 Inflow=109.80 cfs 22.830 of t 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 IW: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 8F: Sediment Forebay 8 Peak Elev=154.11' Storage=574 cf Inflow=11.02 cfs 1.130 of Outflow=11.04 cfs 1.119 of ' 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 i ' 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" I ' 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 = 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 (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 /Il 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 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 (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 = 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 (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) (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 � ' Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 11/23/2010 t HydroCAD®9.00 s/n 00983 @ 2009 HydroCAD Software Solutions LLC Page 99 Area (so 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) (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 t 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 1 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 ' 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 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 = 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" 1. 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 SP: 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 ' (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 ' ' 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 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 (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 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 t47.1 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) (f/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 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 @2009 HydroCAD Software Solutions LLC Page 102 ' Summary for Subcatchment 8aP: 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 8b ' 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) (f/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 Cone ' Short Grass Pasture Kv= 7.0 fps 0.1 21 0.7143 5.92 Shallow Concentrated Flow, Shallow Cone Short Grass Pasture Kv= 7.0 fps 18.6 554 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 103 Summary for Subcatchment UP: Subcatchment 8c I ' 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 tType III 24-hr 100-Year Rainfall=6.60" 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) (f/ft) (f/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" 1 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 @ 2009 HydroCAD Software Solutions LLC Page 104 ' 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 > 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 Star-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= 0.2699 '/' (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders ' Inlet Invert= 174.80', Outlet Invert= 162.95' 1 tProposed 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 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 ' (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 Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 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 T (102 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders Inlet 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) t 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 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 HVdroCAD 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 t 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 > 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= 0.00-48.00 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' 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(59.00 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 ' HydroCAM 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 I ' 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 T (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 ' 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 ' Outflow = 22.96 cfs @ 12.80 hrs, Volume= 8.423 af, Atten= 0%, Lag= 2.7 min Routing by Star-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= 0.0539 '/ (103 Elevation Intervals) Constant n= 0.050 Mountain streams w/large boulders t Inlet Invert= 128.60', Outlet Invert= 110.77' Proposed Condition-01 Type /Il 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 ///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 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 , n= 0.013 Concrete pipe, bends &connections Length= 1,062.0' Slope= 0.0096 '/' Inlet Invert= 103.29', Outlet Invert= 93.13' , , 1 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 ' 1 1 1 Proposed Condition-01 Type 111 24-hr 100-Year Rainfall=6.60" Prepared by{enter your company name here) Printed 11/23/2010 1 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 1 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 1 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) 1 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 III 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) 't--1=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 iRouting 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) 1 1 1 it 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 ©2009 HydFoCAD Software Solutions LLC Page 114 1 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) ' PO2Orifice/Grate (Orifice Controls 1.46 cfs @ 10.70 fps) =Orifice/Grate (Orifice Controls 2.20 cfs @ 6.30 fps) 3,=Sharp-Crested Rectangular Weir(Weir Controls 18.01 cfs @ 3.72 fps) ' Summary for Pond 21F: 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 ' tProposed 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) L1=13road-Crested Rectangular Weir(Weir Controls 40.21 cfs @ 1.74 fps) 2=Broad-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= 0.0048.00 hrs, dt= 0.01 hrs Peak Elev= 129.30' @ 12.75 hrs Surf.Area= 82,063 sf Storage= 78,687 cf I ' 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 ax=22.95 cfs @ 12.75 hrs HW=129.30' (Free Discharge) ' L1=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) ' 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 t 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) ' L1=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 af, 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 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 ' 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 @2 009 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) t1=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 Inflow Area = 3.214 ac, 19.30% 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= O%, Lag= O.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 ) 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 t 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 t 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) �1=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) 1 1 1 1 t ' FlexTable: Catch Basin Table (08028D-StormCAD-01.stc) Label Inlet Drainage Inlet C Total Inlet Tc System Intensity System Rational Elevation Elevation Hydraulic Grade Area (min) (in/hr) Flow (Rim) (Invert) Line(Out) ' (acres) (ft3/s) (ft) (ft) (ft) CB-1 0.085 0.870 5.000 6.000 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 CS-7 0.514 0.921 5.000 6.000 2.86 162.30 158.50 159.22 1 CB-8 0.880 0.925 5.000 6.000 4.93 162.30 158.30 159.20 CBA 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 ' CO-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 CO-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 - 0.350 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 t 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 CD-33 0.351 0.950 5.000 6.000 2.02 166.90 161.60 162.20 ' RL-12 0.072 0.950 5.000 6.000 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 1 0.1911 0.9501 5.0001 6.0001 1.101 165.251 163.001 163.46 - 1 D Bentley Sto nCAD V6i 080260-Stanr;CAD01.stc Bentley Systems,Inc. Heestad Methods SoluODn Center 106.11.00.241 11/232010 27 Siemon Company Dene Suite 200 W Watertown,CT 06795 USA +1-203-755.1666 Page 1 of 1 ' 25-Year Storm 1 ' FlexTable: Manhole Table (08028101-Storm CAD-01.stc) 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-5 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-30 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 SA36 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) N/A) I (N/A) I 154A0 ' 08028D -O7.atc Bentley Storm CAD V8i Bentley Systems,Ina Haested Methods Solution Center [08.11.00.24] 11123/2010 27 Siemon Company Drive Sufte 200 W Watsni ,CT 08795 USA +1-203.755.1666 Pape 1 of 1 ' 25-Year Storm FlexTable: Conduit Table (08028D-StonmCAD-01.stc) Label Start Node Stop Node Diameter Length Slope Flow Capacity Invert Invert Elevation Elevation Cover Cover Hydraulic Hydraulic (in) (Unified) (Calculated) (14:3/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•48 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 P-49 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 2.66 167.00 186.95 191.00 191.00 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 37AI 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 152AS 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 TD-1 I TD-1 I DMH-2 1 12.01 50.01 0.005 1 1.101 2.52.1 163.001 162.751 165.251 168.801 1.251 5.051 163.461 163.27 Bentley StonnCAD Vel 08028D•StotmCAD01.6tc Bentley Systems,Inc. Haestad Methods Solution Center [08.11.00.24[ 111232010 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA .1-203-755-1666 Page 2 of 2 ' 25-Year Storm 1 ' FlexTable: Conduit Table (08028D-StormCAD-07.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 Une Grade Line (ft) (ft/ft) W/O (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 4.95 165.75 164.65 168.50 167.80 1.75 2.15 166.02 164.85 t 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 P4 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-10 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 4.46 164.55 164.45 168.30 168.50 2.50 2.80 164.71 164.60 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-10 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 P-32 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 ' P40 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 P43 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 5.50 114.63 114.46 Bentley$[O1CAD 1 nn 08028D•StoCAD-0t.atc Bentley Systems,Inc Heested Methods Sdu0on Cerner [08.8.77.00.2424] 11/232010 27 Simon Company Drive Suite 200 W Watertown,CT 06795 USA N-205755-1666 Page 1 of 2 ' 25-Year Storm o . x CL CL 'Q 1 1 1 1 1 1 1 1 1 1 1 1 1 Appendix D ' Rip Rap Sizing Calculations t 1 Calc. By: MKM 23-Nov-10 Chk. By: Lowe's of Salem Salem, MA Riprap Apron Sizing Calculations t ws =vim ` a n3 s Apron Mrs F25 Year Peak x D La W1 W= ryy Velocity dso Outfall Structure Pipe Diameter,(in)' ° O.SxD°(ft) Depth wgig jDischarge(cfs)) o M.. , ,, (ft) (ft) (ft) (ft) (ft) - (ft/sec) (in) in u } a � :_ a._ Lowe's Detention Basin Outlet 1 12.33 30 2.5 1.25 23 8 31 0.5 Cam Lion Detention Basin Outlet 7.50 30 2.5 1.25 21 8 28 0.5 1.5 6 6 'shaded columns indicate input values Equations to determine length of apron are as follows:7 Length of Apron, L,=(1.80 x Q10/Do 32) +7Dp (TW<0.5Dp) Length of Apron, L,=(3 x Q10/Do 32)+7Da (TW>or=0.5D°) Equations to determine widths of apron are as foltows:6 Apron Width (W1)at pipe outlet,W=3D° Apron Width (W2)at end of apron,W=3D°+La (TW<0.5 D°) Apron Width (W2)at end of apron,W=3D°+0.4La (TW>or=0.5 Dp) Apron Length �E Apron Width @ - 't �? Apron Width @ Outlet 6 � End 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: dSD=(0.02 x Q413)/(TW x Do) 5.) Minimum stone diameter is 6 inches 6.) Apron depth=6"min.or 1.5 x dso 7.) Source: NH Stormwater Management and Erosion and Sediment Control Handbook (August 1992). P\127-3736%08026\Drainage%Drainage Repol Ra-SubmiItaBRip Rap Calca 11-23.10 xlz December 15,2009 LLI x ' x 'v c d CL ' CL Q 1 1 t 1 1 1 1 ' ( 1 1 f ' 1 II ' 1 1 1 1 1 ' 1 1 1 1 i � 1 1 Appendix E 1 Water Quality, Groundwater Recharge, TSS Removal Calculations, and Contech Vortechs Sizing Calculations ' 1 ' 1 1 r (��rETaaTeerentzza Project: Lowe's of Salem Proj.No: 127-3736-08028 City: Salem Date: 11/23/2010- 1��Jl State: MA Comp: MKM Water Quality Volume Check: AFT Water Quality Volume Required 'Based on MADEP requirement Proposed Impervious Area(s)= 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 Stonaater Handbook. (2)Water Quality Volume calculations for 2aP,2dP,8cP,and 6dP 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. P1127-37MOO23ID,alnape0minge Repoli Re udii KM\VCalm11-2}10.W 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 1 , 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) (f/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 t 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 III ' 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) (ft/sec) (cfs) 5.0 Direct Entry, Direct Entry 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 3 1 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) (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 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 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 ' 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 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 5 ' Summary for Subcatchment 9P: Subcatchment 9 Runoff = 11.57 cfs @ 12.20 hrs, Volume= 1.103 af, Depth= 4.04" t 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 t 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" 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 t Project: Lowe's of Salem Proj.No: 127-3736-08028 Q rErari cH nrzzo City: Salem Date: 11/23/2010 State: MA Comp: MKM Sediment Forebay Volume Cheek : AFT Sediment Forebay Volume Required *Based on AMDEP requirement Calculation Summary Required Sediment Forebay Volume Required Runoff Proposed Impervious Required SedimentSediment Forebay Forebay Depth in Area AC Forebay 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 Storage 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.tl27-37WM0280minageTrainage Repon ReSubmitlal%Fombay_Calc 11-23-10,As 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 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 1 1 ' 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 1 152.85 231 127 152.90 241 139 152.95 250 151 153.00 260 164 153.05 275 177 ' 153.10 290 191 153.15 305 206 153.20 320 222 ' 153.25 335 238 153.30 350 255 153.35 365 273 153.40 380 292 153.45 395 311 153.50 410 331 153.55 424 352 153.60 439 374 ' 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 1 Project: Lowe's of! Proj.No: 127-3736-08028 s erR arecrt Rizzo NCity: Salem Date: 11/23/2010 NState: 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 Areal Required Volume Volume Provided Soil group (SF) 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 HydroCADe watershed modeling program. P\127-3738W8028\Dminage\Drainage Repol ReSubmitlal\Retl arge_Calcs 11-23-10.As ' 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 21): 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 ' 150.90 17,012 33,399 151.00 17,519 35,126 151.10 17,810 36,892 151.20 18,101 38,687 ' 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 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 8Da: Detention Pond 8a Elevation Surface Storage Elevation Surface IStorage ' (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 111 24-hr 100-Year Rainfall=6.60" Prepared by {enter your company name here} Printed 10/18/2010 1 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 1,140 799 151.30 1,276 919 151.40 1,411 1,054 151.50 1,546 1,202 151.60 1,681 1,363 ' 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 3,393 Low clow 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 I 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 om � fD Water Quali� e 3 y 0.80 0.71 0.570 0.14 � ;; 0 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\Dmina9e\Drainage Report Re-Submittal\TSSRemoval_i 1-23-10.x1s 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) =Sweeping 0.05 1.00 0.050 0.95 Deep Sump/Hooded 0.25 0.95 0.238 0.71 Catchbasins y X ice 3 Cn Water Quality N N 0.80 0.71 0.570 0.14 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 VI Case studies. P:\127-3736\08028\Drainage\Drainage Report Re-Submittal\TSSRemoval_11-23-10.x1s iiiiiii� � � iiiiiii� iiiiiii� _ iii■ � iiia � iii � iiiiiii� _ � iiiiiii� _ iiia 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 91 ;a ice R CWater Quality CO 0.80 0.71 0.570 0.14 � `Dm ;; < CO Structures .. °� m Equals remaining load from previous BMP Total TSS Removal Source:Volume Two:MassachusettsStonnwater Handbook,Dated January 2009 prepared by MADEP,Section A 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: 1 112 312 01 0 Location: Salem,Massachusetts Chkd: AFT Date: 1112312010 Cumulative TSS Removal Rate Basin Area Basin Weighted Basin ID (AC) Removal Rate Removal Rate 2cP 1 7.56 0.93 7.02 8bP 3.21 0.93 2.98 9P 3.28 0.86 2.81 Totals 14.05 Cumulative Rate = 12'82 14.05 = 0.912 Cumulative Rate = 91% (1) TSS removal calculations for 2aP, 2dP, 6cP, 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. PM 27-3736\06028\Drainage\Drainage Report Re-Submittal\TSSRemoval 11-23-10.x1s A��l%UTCAIJ` 200 Enterprise Dr. �'1►v'i'`I rri.n Scarborough, (207)885-9830 CONSTRUCTION PRODUCTS INC. Toll Free:(877)907-8676 w .cometh-cpi.com ' November30,2030 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%,-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 1"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 ' 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 Enterprise Dr.I Scarborough.ME 04074 Off'.207-885-61221 Fax 207-885-9825 greenleaB(oDcontech-coi.com C 'Novi- i r,""W A STORMWATER Sizing Estimate SOLUTIONS txc. 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 Capacity 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 ' contechstormwater.com Toll-free:877.907.8676 Fax:207.885.9825 - VORTECHS SYSTEMS ESTIMATED NETANNUAL SOLIDS LOAD REDUCTION , BASED ON AN AVERAGE PARTICLE SIZE OF TYPICAL MICRONS RETAIL DEVELOPMENT- SALEM A.4l/dkrr'LW^U' SALEM, MA , *.. a `wry. MODEL NAME VORTECHS 5000 cbnamlknaavRooucrsutc. SITE DESIGNATION WQS 1 Design Ration = (7.62 acres}x 10.7821 x (449 gpm/cfs) = 69.5 , (38:5 sf) Bypass occurs at an elevation of 154:8' (at approximately 265 gpmsfl ' Rainfall Intensity Operating Rate? Treated Flow %Total Rainfall Rmvl. Effr:y° Rel. Ell '7hr gpmisf cfs Volumed % % , 0.08 5.6 0.47 41.0% 9M% 402% 0.16 11.1 T95 219%0 95.3% 22.8% 0.24 113.7, 1.42 115% 90.6%0 10.4% ' 0:32 222 1.89 7.4% 86.1% 6A% 0.40 27.8 2.36 4.4% 83.8% 3.7% 0.48 33.4 284 2.9% 80.4% 2.3% ' 0.56 38.9 3.31 1.8% 77.2% 1A% 0.64 44.5 3.78 1.2% 71.7% 0.8%0 0.72 60.0 425 1.13% 64.4% 1.0% 0.80 55.6 4.73 0.8%0 61.3% 0.5% ' 1,00 69.5 5.91 0:13% 50:0% 0.3% 1A0 9T3 8.27 1.4% 10.9% 0.2% too 125.1 10:63 0,9% 0.0% 0.0% ' 2;20 152.9 1100 M% U% 0-0% 90.0% S5 rain falling at>0"7hr 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= 84% 1-Design Ratio=(Total Drainage;area;x(Runoff Coefficientl x lcfs to gpm conversion)i Grit Chamber Area: 2.-Operating Rate(gpm/sf)=intensity Cihr)x Design Ratio. , 3-Based on 7 years of data from NCDC station#3276,Groveland,Essex County,MA 4-Based onContech Construction.Products laboratory verified removalof an averageparticle size of TYPICAL microns(see Technical Bullet ' 5-Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes. Calculated b . JAG 1113012010 Checked by. ' VORTECHS SYSTEM@ FLOW CALCULATIONS 1M� �)17`CAL/° RETAIL DEVELOPMENT- SALEM ••��Awfq-Gm"lgw 1 SALEM MA ' CONsTmen"PRODUCT$IMC. MODEL NAME VORTECHS 5000 SITE DESIGNATION WQS 1 ' Vortechs Orifice Vortechs Weir Bypass Weir Cd = 0.56 Cd= 3.37 Cd= 3.3 A(ft})= 025 Weir Crest Length (ft) = 0.92 Crest Len th ft = 5 ' Crest Elevation(ft)= 152.53 Crest Elevation(ft) = 154.53 s' 0 = Head Elevation Orifice Flow Weir Flow Bypass Flow Total Flow- ' (ft) (ft) (Cfs) (cfs) (Cfs) (Cfs) 0.00 15253 0.00 4.00 0.00 0.00 0.30 152183 0.06 MID 0:00 006 ' 0.60 15313 0.74 0.00 0.00 0.74 0.90 153.43 0.96 0.00 0,00 0.96 1.20 153.73 1:14 0.00 0:00 1.14 1.50 154M 1:30 0.00 0,00 1.30 ' 1.80 154.33 1.43 000 0-00 1.43 2.10 154.63 1>56 0.10 0.00 1.66 227 - _154 84'a _ _. NEW, F,07 ' 2.57 155.10 1.74 1.32 325 6.32 2.87 155.40 1.85 2.50 9.20 13.55 3.17 155.70 1.94 391 16.91 1 22:76 ' 3.47 156:002:04 5.51 26.03 3357 3.65 156.18 2.09 6.55 32A0 40.75 Calculated by: JAG 11I30f2010 ' VORTECHS STAGE DISCHARGE CURVE 156.50 ' 156:00 155.50 ' t6 155.00 154.50 3. _VORTECHS FLOW a 154.00 -WEIR W 15350 .ORIFICE 153.00 BYPASS CREST 152.50,. ' 252.00. 0.00 5,00 10.00 15.00 2000. 2500 30.00 35.00 40.00 45.00 FLOW(CFS) VORTECHS SYSTEM`S BYPASS CALCULATIONS ' RETAIL DEVELOPMENT- SALEM 1t �ITCA�/° SALEM, MA , %PWf:a I wC:'! MODEL NAME VORTECHS 5000 consmucnoNvrdoaucrrsiea SITE DESIGNATION WQS 1 Vortechs System Specifications and Site Specific Information: , Vortechs System 11mv capacity, Qy= 8.5 cfs Actual length of bypass weir crest= 6:0It 'Design flow rate at recurrence interval, Qc= 40.8 cfs Effective length of bypass weir crest, LB= 6 Recurrence Interval, I = 25 yr Peak water surface elevation, Er.= 156-2 ft ' Recurrence Interval Ratio, R, = 8 discharge coefficient, Cc= 3.3 Notation: ' Qe = Flow over bypass weir; cfs QP=Estimated peak flow rate for 25'year storm, cfs Es= Elevation of bypass weir crest;ft ' h= Depth of flow over bypass weir crest,ft Calculations: QE=QP-Qv -Calculate the flow over the bypass weir during the design-year storm- , =40.8 - 8-5 32.3 cfs Q = C 1=_h"2 - Francis farinula for rectangular weir, ' h— (QE,13 3L=p Use this arrangement of the Francis formula to solve for h. ' = (32.3'13.3 '6)"213= 1.4 ft Ee= E,-h Solve for bypass weir crest elevation (Es)- , = 1562'`1.38 = 154:8 Conclusion: ' The bypass weir crest should be set at an elevation of 154.8 ft with a'total length of 6'ft. Ratio of Stated Return Period Rainfall Intensity to Two-MonthIntensity' ' Recurrence Interval, i 2-yr 5-yr 10-yr 25 yr 50-yr 1'00-yr Ratio, R 5 6 7 8' 9 10 I.See Technical Bulletin 3A. ' Calculated b : JAG Checked b ' VORTECHS SYSTEM°ESTIMATED NETANNUAL SOLIDS LOAD REDUCTION RETAIL DEVELOPMENT-SALEM ' / -4%1.0 r!^U4 SALEM, MA s MODEL ODEL NAME VORTECHS 2000 °ON p°N°R° .,. t SITE DESIGNATION WQS 2 ' Design Ratio = (3.28 acres)x 10.6071 x t449 gpmfefs) = 70.8' (12.6 sQ ' Bypass occurs at an elevation of 115.5' (at approximately 1164 gpm/sf) Rainfall Intensity Operating Ratez Treated Flow %Total Rainfall Rmvl. Effcv4 ReL Eft ' "/hr misf cfs Volumez 04 % 0.08 6.7 0.16 41.0% 980% 402% 0.16 11.3 0.32 239% 953% 2M% ' 0.24 17.0 0.48 11.5010 90,6% 10..4% 0.32 22.7 0.63 7.4% 86.1% 6.40?% 0.40 28.3 0.79 4A% 83.1% 3.7010 ' 0.48 34.0 0.95 2.9% 80.4% 2.3% 0.56 39.6 1.11 1:8% 76.8% 1.4% 0.64 45.3 1.27 12% 69.9% 0.8% 0:72 51.0 1.43 1.6% 64.4% 1.0% 0.80 56.6 1.69 0-8% 60.8% 0.5% 1.00 70.8 1.98 M% 48.9% 0.3% 1.40 99.1 2.78 1.4010; m% 0.1% ' 1.80 127.4 3.57 0.90ro 0:0°la 0-0% 2.20 1$5.8 4:36 0. % 0.O010 0-0% 90.0% ' % rain falling at>0"1hr or bypassing treatment= 0.0% Assumed removal efficiency for bypassed flows= H% Estimated reduction in efficiencys= 6.5% Predicted Net Annual Load Removal Efficiency= 834'o 1.-Design Ratio=(Total Drainage A.rea)x(Runoff-Coefficient)x(cfs to gpm conversion)f Grit Chamber Area: ' 2-Operating Rate{gpmfso=intensityflhr}x Design Ratio. 3-Based on 7 years of data from NCDC station#3276,Groveland,Essex Counts?;SAA ' 5-Reduction due to use of 60-minute data for a site that has a time of concentration Tess than 30-minutes. Calculated by, JAG 11130/2010 =lChecked b VORTECHS SYSTEM)FLOW CALCULATIONS 061.4 '!CALr RETAIL DEVELOPMENT- SALEM , 111000 r v=re0000r-'s�WNE SALEM, MA MODEL NAME VORTECHS 2000 SITE DESIGNATION WQS 2 ' Vortechs Orifice Vortechs Weir Bypass Weir Cd = 0.56 1 Cd=6.2 T Cd = 3:3 ' A(ft) = 0.11 Weir Crest Length(ft)= 017 Crest Lenth (ft = 5 Crest Elevation (ft)= 113.58' Crest Elevation (fl) 115.75 ', Head Elevation Orifice Flow Weir Flow Bypass Flow Total Flow (ft) IN (cfs) (cls) (cfs) (cfs) 0.00 113.58 0.00 0.00 000 0.00 ' 0.30 113.88 0.02 0.00 0.00 002 0.60 114.18 0.33 0.00 0.00 0-35-- 0-90 114.48 0.43 0.00 0-00 0.43 1.20 11478 0.51 0.00 0,00 0.51 , 1.50 115.08 0.56 0.00 0-00 0,68 ....1100. . . : Rpm" ... 222 116.80 0.71 0.01 2-71 3.44 , 2.52 116.10 0.77 022 7.67 865 2.65 11624 0.79 0.36 10.42 11.57 Calculated by: JAG 11130/2010 ' VORTECHSSTAGE DISCHARGE CURVE 116.50 ----- --------- --- - 116.00 r 115.50 p I15.fl0 -VORTECHS FLOW r 114.50 -WEIR ' u� 11400 113.50 BYPASS LRE3T 113.00 --..__..___-_.------------___---_----- 0.00 2.00 4.00 6.00. .8.00 10.00 12.00 14.00 , FLOW(CFS) 1 AYORTECHS"SYSTEM'BYPASS CALCULATIONS RETAIL DEVELOPMENT-SALEM co ONpN000CiSINC. SALEM, MA MODELNAME VORTECHS2000 SITE DESIGNATION WQS 2 ' Vortechs System Specifications and Site Specific information: Vortechs System flow capacity, Q,v= 28 cfs Actual length of bypass weir crest= 5.0 ft Design flow rate at recurrence interval, Qd= 11.6 cfs Effective length of bypass weir crest, Lia= 5 ' Recurrence Interval,l = 25 yr Peak water surface elevation. E,=-= 1162 ft Recurrence Interval Ratio, Ri-= 8 Discharge coefficient,C3= 3-3 ' Wotation: Q�= Flow over bypass weir, cfs OF,= Estimated peak flow rate for 25 year storm, cfs ' Es= Elevation of bypass weir crest;It 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- = = 8.8 cfs Qa= CBL h''2 -Francis formula for rectangular weir- ' h = (Qs 1 3.31-&J' Use this arrangement of the Francis formula to solve for h. = (8-8133' 5}^213 = 0.7 ft ' Ee= EF-h Salve for bypass weir crest elevation (Ea)- 116.2 -0,65 Ea)- 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, 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 b*: JAG Checked b Page 1 of 2 ' r etaif Dgve]opm9 ,Sarem oeatran Salem,MA , rebared�'or. AusYm`iTUMerF{�,,,etta Tecri� Purpose )To calculate'thefirst Flush runoff flow rate(WQF)'overa given site area In this situalwn the`: (WQV to beanal 11 zed_is the runoff roduced b the fiist,l 0 of rainfall Y�.� h 1 `'� ' Y P Y *,._. Reference: United States Department of Agriculture Natural Resources Conservation Service TR-55 Manual uc ure7—7A A Runiott PercentImp. ' Given: I Name I (acres) I (miles) I Coefficient (%)" (min) I (hr) JnWQSI:mjm7.62AI 0.01191 w 0.78228®I 80.38 S-mm 0.083 WQS 2 hy,' Ifii:3.22 m 0.00503 0 0.60666� 51.11 :w t :5"M";ti;:jj 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;=designpreGprta tion(inches) ,(1.0"forwaterqualrtystgrrn),, �"213 R=volumetric runoff coefficient=0.05+0.009(1) 1=percent impervious cover Structure Percent P WQV �YVQV 11 Name Im . % R in in :.Ac it WQS 1 80.38 0.773 1VOL4 1.0 ._.! 0.773 10.49111' ' WQS 2 1 51.11 0.510 W1.0 ,.1 0.510 10J31381:' 2. Compute the NRCS Runoff Curve Number(CN)using the following equation,or graphically using Figure 2-1 from TR-55(USDA, 1986): , CN=10001[10+5P+100-10(02+1.254P)'n] where: CN=Runoff Curve Number , �P,,m,desrgn ptecapitahon(inches).,o(1.0! forwate q a6ty storm);-�� >v�-- Q=runoff depth(watershed inches) Structure Q ' Name in CN WQS 1 0.773 1 97.81 WQS 2 0.510 94.11 ' Page 2 of 2 3. Using computed CN,read initial abstraction(la)from Table 4-1 in Chapter 4 of TR-55;compute l./P, interpolating when appropriate. • Structure I, Name (in) I,/P ' WQS 1 x:0.045 0.045 WQS2 k!.0A 30 0.130 ' 4. Compute the time of concentration(tj in hours and the drainage area in square miles. A minimum t,of 0.167 hours(10 minutes)should be used. Structure t. A ' Name hr milesZ WQS 1 C 1 0.01191 WQS 2 0.167 1 0.00503 5. Read the unit peak discharge(q„)from Exhibit 4-111 in Chapter 4 of TR-55 for appropriate for type III rainfall distribution. ' Structure ti q„ Name (hr) I,/P (csm/in) WQS1 0.167 0.045 'w 625 V, ' WQS 2 0.167 0.130 14-575�4 6. Substituting WQV(watershed inches)for runoff depth(Q),compute the water quality flow. (WQF)from the following equation: WQF=(qu)'(A)"(Q) where: WQF=water quality flow(cfs) ' qu=unit peak discharge(cfs/miZ/inch) A=drainage area(miZ) Q=runoff depth(watershed inches) t Structure q„ AQ WQF Name csm/in (miles) in cfs WQS 1 625 0.01191 0.773 ' WQS2 575 0;00503 0.510 '?f"' 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 .c0ntech-cpi.wnn 1 I A 90 A FLOW _ ° " I A P BAFFLE WALL FLOW CONTROL WALL SITE SPECIFIC ' DATA REQUIREMENTS SECTION B-B 0����o start DATA hP� STRUCTURE ID ' WATER QUALITY FLOW RATE(CFS) ' PEAK FLOW RATE(CFS) v�A� ��TCAL Int RETURN PERIOD OF PEAK FLOW(YRS) CONTRACTOR TO GROUT TO CONTRACTOR TO PROVIDE ' FINISHED GRADE GRADE RING/RISER SEORMWATERD . �/SOLInIONS PIPE DATA: I.E. MATERIAL DIAMETER ;'\ \ INLET PIPE 1 i - - INLET PIPE 2 i ' ° " �� Ore G OUTLET PIPE a _ °hstormwake RIM ELEVATION ANTI-FLOTATION BALLAST WIDTH HEIGHT ? TOP AND SIDES FRAME AND COVER NOTES/SPECIAL REQUIREMENTS: oF SEALED TO VAULT (DIAMETER VARIES) I N.T.S. o B 13 'PER ENGINEER OF RECORD _ WEIR AND _ GENERAL NOTES 3 _ ORIFICE 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. o - PLATES -- ----- 2. DIMENSIONS MARKED WITH O ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. ' to _ — - 3. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHT,PLEASE CONTACT YOUR CONTECH CONSTRUCTION PRODUCTS REPRESENTATIVE. w .contechcpi.com 4. VORTECHS WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION o _ ___ - CONTAINED IN THIS DRAWING. 0 5. STRUCTURE SHALL MEET AASHTO HS20 AND CASTINGS SHALL MEET AASHTO M306 LOAD RATING,ASSUMING ' r INLET PIPE GROUNDWATER ELEVATION AT,OR BELOW,THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO EeOUTLET PIPE CONFIRM ACTUAL GROUNDWATER ELEVATION. i E7 6. INLET PIPE(S)MUST BE PERPEDICULAR TO THE VAULT AND AT THE CORNER TO INTRODUCE THE FLOW TANGENTIALLY LE i7 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 i OF THE VAULT. 0 Be y ° INSTALLATION NOTES > ,y.� 1. ANY SUB-BASE,BACKFILL DEPTH,AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS ' PERMANENT _ ^ ° j ^y�.q`- AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. o POOL ELEV. } 2. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE H SECTION A-A VORTSENTRY HS MANHOLE STRUCTURE(LIFTING CLUTCHES PROVIDED). 3. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE. z 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. ' VORTECHS 2000 Vortechs° CONSTRUCTION PRODUCTS INC. p oUB moecru. BEpEure By TMEq«� xc www.EootechtpI.com STANDARD DETAIL y es vn sneer srrr rs 9025 Centre Pointe Dr.,Suite 400, West Chester,OH 45069 800-338-1122 513-6457000 513-645]993 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 .contechcpi.wm ' ALUMINUM SWIRL ' CHAMBER I 4 f` ' A A 90 ' FLOW --_- --- SITE SPECIFIC- --- DATA REQUIREMENTS •, ., water starts STRUCTUREID BAFFLE WALL FLOW CONTROL WALL 10 A WATER QUALITY FLOW RATE(CFS) SECTION B-B AO V A PEAK FLOW RATE(CFS) ' A�UIGc��TCAL.Ifm RETURN PERIOD OF PEAK FLOW(YRS) o STORMWATER/-� o �---/SOLUTIONS, PIPE DATA: I.E. MATERIAL DIAMETER CONTRACTOR TO GROUT TO CONTRACTOR TO PROVIDE �V INLET PIPE 1 - FINISHED GRADE GRADE RING/RISER p �" j� INLET PIPE 2 OUTLET PIPE ' R\/� s t o r mw a 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. 'PER ENGINEER OF RECORD EIRAND --- W In --- >< 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. 3. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHT,PLEASE CONTACT YOUR CONTECH CONSTRUCTION PRODUCTS REPRESENTATIVE. w .contechcpi.cnm o INLET PIPE OUTLET 4. VORTECHS WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION q CONTAINED IN THIS DRAWING. o m 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 ' y --- CONFIRM ACTUAL GROUNDWATER ELEVATION. w 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 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 ZPOOL ELEV. OF THE VAULT. p SECTION A-A INSTALLATION NOTES i 1. ANY SUB-BASE,BACKFILL DEPTH,AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS 0 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 r So VORTSENTRV 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 LL INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED. v Ar w_��I%_\�TCALJ® tVortechs® r"�'� VORTECHS 5000 CONSTRUCTION PRODUCTS INC. 0 SEPrOnenoByTnEFMLM www.conlechcpi.com STANDARD DETAIL n . . annreo s ., 9025 Centre Pointe Dr.,Suite 400, West Chester,OH 45069 000-338-1122 513-645-7000 513-645-7993 FAX 1 FOR INFORMATIONAL PURPOSES ONLY NOT INTENDED AS A CONSTRUCTION DOCUMENT BYPASS AND JUNCTION STRUCTURES NOT SUPPLIED BY CONTECH STORMWATER SOLUTIONS- t BYPASS OR STORMGATE JUNCTION MANHOLE MANHOLE (OPTIONAL) BYPASS TO OUTFALL .y 1 r .. .1'. BYPASS WEIR LENGTH AND CREST ELEVATION TO BE II DETERMINED BYCONTECH I I I i STORMWATER SOLUTIONS ' S' MIN. 1 fl 1 RECOMM MENDED 1 I 1 I 1 1 1 1 ALT OUTLET 1 : TO OUTFALL . t 1 VORTECHS SYSTEM ' ACTUAL ORIENTATION AND LAYOUT MAY VARY DUE TO SITE SPECIFIC CONSIDERATIONS by CADD Stisfor tee puryose, Me bionsfoimwater meammeexdWinteeu ntnftobemmkeetlbytionsIM1 and er Vonechs nsantlmay only bebanystem to otheron and ntaexactlyas,mydod by ContecN necessary R rasion ns.any block Infothis n DD a wftbo g mer coordination StonnwM rterh ns logo antl Sol tions shell ll e�oonsa ralTreunauthorized! System use of proprietary and patent number,may be ' tlekktl if necessary. RaWskns to any part of this CADD fJa vritM1ou[poor cwNina4on wiM ContecM1 Blomnvakr Solutions seatl be wnsltleretl unauNorizetl use of praprletary Infprtnalion. w��u�ewu® %;5Fvi►vCw_ i Mb:? TYPICAL BYPASS LAYOUT STORMWATER VORTECHSO STORMWATER TREATMENT SYSTEM SOLUTIONS_. ccallethstaflrnyaleccorn DATE:6H5106 SCALE:NONE I FILE NAME:TYPWBPLOR DRAWN:GMC CHECKED:NDG 1 1 LL 'x 'v c CL ' a t ' Appendix F Stormwater Operations and Maintenance Plans 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 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 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 , 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 1 1 Camp Lion Stormwater Operations and Maintenance Plan The Stormwater Management System associated with the Camp Lion facilities will be the 1 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. 1 Schedule for Inspection and Maintenance during Construction: • Silt Fence: The silt fence will be installed prior to the commencement of 1 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 1 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 1 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. 1 • 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 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 , 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 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 I ' 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: I 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. 1 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. ' 1 1 1 1 x c m ' CL CL Q 1 1 1 1 ` 1 1 Appendix G ' Long-Term Pollution Prevention Plans ' Long Term Pollution Prevention Plan ] 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 ' The 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 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 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. 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 ' 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 ' ' Long Term Pollution Prevention Plan 1 Camp Lion 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 1 The 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 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. 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 Long Term Pollution Prevention Plan I 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 ' 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 I ' 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 i ' 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. i ' Provisions for solid waste management Solid waste management systems shall be inspected and maintained in accordance with II ' all local, state, and federal solid waste management regulations. Long Term Pollution Prevention Plan 2 , City of Salem 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 1 United States Environmental Protection Agency (617) 918-1111 , 1 APPENDIX B ' "Drainage Report" For Proposed Walmart Store t 1 1 1 1 1 DRAINAGE REPORT For Proposed ' WALMARTSTORE ' Highland Avenue (Route 107) ' City of Salem, Massachusetts Essex County ' Prepared for: Walmart Stores,Inc. ' Prepared by: BOHLER ENGINEERING 352 Turnpike Road Southborough,MA 01772 (508)480-9900 TEL. H OF A/q TMEWD.�c a SMITH ' CIVIL No.45496 6 � ' S�AL06 Matthew D.Smith,P.E. Massachusetts P.E.Lie.#45496 B ® HLER + � E N G I N E E R I N G ' Date:February 9,2010 Revised November 15,2010 tBEPC#W060610 1 D� ' 1 1 1 1 TABLE OF CONTENTS PAGE 1 I. EXECUTIVE SUMMARY 3 II. EXISTING SITE CONDITIONS 4 1 III. PROPOSED SITE CONDITIONS 5 IV. MA DEP STORMWATER MANAGEMENT STANDARDS 6 1 V. METHOD 8 VI. SUMMARY 9 � 1 � 1 APPENDICES 1 A. USGS MAP B. NRCS SOIL MAPPING C. PRE-DEVELOPMENT AND POST-DEVELOPMENT WATERSHED MAPS D. STORMWATER ATTENUATION CALCULATIONS 1 E. WATER QUALITY/GROUNDWATER RECHARGE CALCULATIONS F. STORM SEWER SIZING G. OPERATION AND MAINTENANCE PLAN 1 H. LONG TERM POLLUTION PREVENTION PLAN I. GEOTECHNICAL INFORMATION 1 1 1 i 1 2 1 I. EXECUTIVE SUMMARY I ' This report examines the changes in drainage that can be expected as a result of the construction of a ' 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 i ' 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, tunder 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 Frequency,. ExisfrngFlow ElProposedFlow-� Change It (Ns) :i (CFSj�m. (GFS) n (GFS) - 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` 11,11, - ing Flow liroposFedHowy, "" Change. t(yrs)uffla ' CFS) (CFS) (CFS) gym ,. 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 t 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 low point in the middle. This natural Swale drains to on off- site area of wetlands to the west which eventually discharge to Spring Pond. , 4 ' III. PROPOSED SITE CONDITIONS ' A 152,200E 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 Man 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. tThe 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 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 required 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 , I 1 calculations included in Appendix E. However, due to underlying ledge conditions, full recharge ' may not occur. ' 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 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. j ' 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 95: 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. Standard#6: Protection of Critical Areas The site does not contain, nor directly discharge to any critical areas, as defined by the Department of Environmental Protection. I 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 98: Erosion/Sediment ControlDurine 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#9: Operation/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: IRlicit 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 1 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"o"coefficients were calculated using a value of 0.3 for ' grassed areas and 0.9 for impervious areas. 8 ' ' 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 €IOyear 'I25 year ` 100 Mrs #_A . .. `''� year L W 0w�..a � _ �. �+ W4Fh5 ih�ti4iu v�n Rainfall 3.2 4.6 9.5 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 IFie 'uency RExisttng Flow 1'roposedIFl6W v Change ' 1 -flw 4G 4 d Eie �kl �" L p`yi,� :Em � e € E �, i t d (CFS); t� (CFS) as `(CFS)aE ti 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 ' 1 9 1 1 To West of Site sFfequency E)dsting Flow I Proposed Plow �� Change.g { �S, Ia {GPS) a. 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. t 10 1 1 1 1 a � , �. �' 1 �- ' APPENDIX A USGS MAP i 1BOHLER ' E N G I N E E R I N G •CIVIL & CONSULTING ENGINEERS *PROJECT MANAGERS ' *ENVIRONMENTAL & SITE PLANNERS •MUNICIPAL ENGINEERS 352 Turnpike Road Southboro, MA 01772 (508) 480-9900 Fax: (508) 480-9080 ..,,, x o- r .�� a gat`'• .''� tF 1 f n fP rk � . � r: ff VICINITY MAP ' r'=2000' s 450 HIGHLAND AVENUE (ROUTE 107) ' TOWN OF SALEM ESSEX COUNTY, MASSACHUSETTS 1 1 1 ' ' 1 1 1 � � m 'x �o d t 1 1 1 1 1 ' APPENDIX B NRCS SOIL MAPPING t 1 1 1 • • • • ',� v e *g' a« < y, �, C4 • �,y � 4 �" + ~ J} .gs�$' '.xd' ,:• ry w ffi �\2V fem?.ao .cE A�a <: ":' '�. ,�r�se �.N * ,x'".S `^V G?'' ta �j Ir���t f y �'+ "�02 '. r,t'" " .. � 1+ x • �° �« �, v a 3 �i�'�r -$,�z �'" «; t .,et ' -r'x �i yn,s •-J. a 4^ '1•"�a � ox. ' 4' �' i"i; ) '� 5e n-r3+ Mu a •t� � � °�' �«, �" +L`� t�,Y" � ° � N+� o '.wp �,��� .x 8x •ai II} 142€ � s' N ,sr`' "�✓ �� a" s'1 � �. 3 � r '�1F'F `d' _ +` p a v^%'xri' ^ `:* eau m+ _ �-.s.# '` 'A�' 6�a,ate' s jq 's§"' 'x •"1 f 63A 3..�� 'vvM�N� ",` Nel 3�x TM ;� ma'�i�• '� 7 y�vTilk �� er�f'Af ..•uNo� "1`4 C+ � vh4 t�,, p d^ a '� Y� � �#��h :+ti *� ,�' �,J a+� t SBI. * t � / 1 11 1/ 1 1 11 .1/ •11 11 1. SOIL SURVEY OF ESSEX COUNTY, MASSACHUSETTS, SOUTHERN PART Salem Expansion WM Soil Ma MAP LEGEND MAP INFORMATION I-, ---- Soil Map Units o cities Source of Map: Natural Resources Conservation Service Detailed Counties Web Soil Survey URL: http://websoilsurvey.nres.usda.gov O Detailed States Interstate Highways Coordinate System: UTM Zone 19 Roads Soil Survey Area: Essex County, Massachusetts, Southern �---t— Reds Part vvbtef Spatial Version of Data: 2 Hydrography Soil Map Compilation Scale: 1:15840 oceans ATATAVAT Escarpment bedrock Escarpment non-bedrock ^ Gulley nnnrunan Laves ...- Slope Blowout ED Borrow Pit A Clay Spot Q Depression.closed Eroded Spot X Gravel Pk :. Gravelly Spot Gulley 'I\ Lava Flow 0 Landfill Map comprised of aerial images photographed on these dates: d Marsh or Swamp 3/29/1995;4/3/1995 OO Miscellaneous Water Rock Outcrop - I Saline Spot . . Sandy Spot Slide or Slip C Sinkhole l b Sodre Spot ss Spod Area The orthophoto or other base map on which the soil lines were compiled and 0 Stony Spot digitized probably differs from the background imagery displayed on these maps. �h Via,Stony Spot As a result,some minor shifting of map unit boundaries may be evident. O Perennial Water USDA Nnarsl Rexar . V NatSpat Web Soil Survey Ll 5/2/2007 fummaiae Service National Cooperative Soil Survey Page 2 of r Soil Survey of Essex County,Macsachusclts,southern Part Salem Expansion WM Soil Map i Map Unit Legend Summary Essex County, Massachusetts, Southern Part 1 ' Map Unit Symbol Map Unit Namc Acres in AOI Percent of AOI 53A. Freetown muck 06ndQ4'6!l•i 1:8 W4 percent slopes RN "I'y i I} 73A Whitman loam,0 to 3 percent a 0.6 0.5 t slopes,extremely stony ,`1020 Chatfield Hollis f�ool�outctop S��{�� �q 7Ym � � r ' 102E Chatfield Holtis-Rock outcrop 37.5 28.4 _ complex, 15 to 35 percent slopes ' .„ ,� p�r�entslopcs ver}+§Yori� EQ ;ra � r I 317B Scituate fine sandy loam 3 to 8 8.9 6.7 percent slopes extremely stony 602°e , "'- y . .. � �fban land t � 1 t�MI. .f' Wahb,ii,+:' iu3#r Sy 4,t> 'WN 622C Paxton-Urban land complex 7.5 5.7 ' sloping µ ## IL 651donh n s Mouth 652 Udorthents,refuse substratum 4.8 3.7 , 1 t 1 � i i I 4 i 1 I ' USDA Natural Rewurca i Web Soil Survey it 5!7J2007 ? Camenatbo Ser.iez National Cooperative Soil Survey Pae 3 ol'3 6 � ! 1 1 1 1 1 1 U x c CL CL a 1 t 1 ' APPENDIX C PRE-DEVELOPMENT AND POST-DEVELOPMENT WATERSHED MAPS 1 t P4 z PH L z P /I. , 0, HF`N­­­ V, P 4, .1101� J ,102 "J NOT APPROVED FOR CONSTRUCTION MOZ I LOWES PA;RK,,,ING LOT TS 0 �O SOILS LEGEND PRELIMINARY CHATFICLD-HOLLIS-FOCK OUTCROP COMPLEX LAND DEVELOPMENT at , A 'jH 0 77 F =A�PIH. PLANS i If 3 TO 15 PERCENT SLOPES FOR q z 102E CH ATF ELD-HOLLIS-ROCK OUTCROF COMPLEX WALMART IN, 17, TO 35 PERCENT SLOPES STORES,INC. 41 (#2640-03) 7B SCIPUTATE FINE SANDY LOAM. 3 TO 8 PERCENT PROPOSED RETAIL SLOPES, EXTREMELY STONY DEVELOPMENT �,W 41 :11 LOT 4,MAP 3 4� HIGHI_AND VELFOUTE107) F02 URBAN LAND C 0 ROOF URAINS SOUTH I 'E�IXCOUZY.=HV9ETiS 651 UDORTHENTS, SMOOTHED 652 UDORTHENTS, REFUSE SUBSTRATUM I LEGEND �p JIBOHLER I xT :J2- TIME OF PATH OF RAT ON 2� CONCENT fpwm DRAINAGE BOUNDARY PH(W)4� SOIL BOUNDARY TO ��;EET � ___f: 2 -602O A-.lja 4� -----—I= .1H HYDROCAD ROSE M.D. SMITH : 'It 177 TO.14� H�All GRAPHIC SCALE Aw, 150 0 75 150 300 PROPOSED DRAINAGE -------- IN FEET AREA -MAP I inch =150 ft OF 3 102C J^' J(�r14 � ' / � "' �r�.��'i � ,l � / � 4 �dj it� � � y� � ��( .. `•� P , � r' /(a ;/ E p TEW G rr Exisnnc 31 of wM f 0 i /l w( AJ 31 Ac �1;r :.I /, / / � �, 'E // " .�/;� . ✓ / CN 72 ' 102E % 1 /•� / J rlo l il9 YZ >- /' 'I / � / /� / %i •'' lei ti J / i. / /// , !>` , \:� ) r �� 1 , r4 \�\ V /�. j /. ° �. / // k}-,J /5 a /� /,� 2 ,•' /� �L NOT APPROVED FOR / "' A CONSTRUCTION I % ,� , a � To a•a SOILS LEGEND I .a � PRELIMINARY � t 102C CHATFIELD-HOI_LL rcCCH OVTCROP COMPLEX LAND DEVELOPMENT /- -� / 3 TO 15 PERCENT SLOPES PLANS Poa • ) x'_ t • „ _I _ _ 102E CRATFI'cLD-HOLLIS-R OUTCROP COMPLEX K'ALMART _ pp, 1 IS TO 35 PERCENT SLOPES STORES,INC. (112640.09) 3i7E SCITUATE FINE SANDY LOAM, 3 TO 8 PERCENT PROPOSED RETAIL 1 // ♦ SLOPES EXTREMELY STONY DEVELOPMENT EXISTING WM TO HIGHLAND STREET / 4'ti\� i✓� co1a�AP3 A-15.39 Ac y ' HIGHUNo nV ' /•1. \ \ / / CN=86 ` -A a ��. -' L/ 0,-:� 602 UnBAN LAND CITY OFEXIERA �PT1 a \ t TIC;;;;17.5 MIN. .� I �, \ 1, 651 UDORTHENTS. SMOOTHED +� '✓ - ��� 1 \ 652 UDORTHENTS, REFUSE SUBSTRATUM ESSEX COUNrv.MASSACHUSETTS LEGEND N N H LER T T IT 9E E OF ( \ PATH OF TIME f CONCENTRATION E%ISTING i0 HIGH ND AVE t� 3 r� v DRAINAGE 30UNIDARY m...: Ill A 567 Al, e'z1173F Le}I 1 n A; I -' - - 'SOIL BOUNDARY CN 81 ^* ! [ C �v - rc 21 s MIN _ PD BYDROCAD NODE its180 2 M.D. SMITH itI r � r: 2 AT OF TIME OF `•, / a f C N A I N H ISCALE Ro P GRAPHIC 15o aoo ii � � 1b-Nc�12 T'8 [ne rsa FTltiUAG AREADRAI\SMA I inch =150 ft. FEET1J MAP `T OF 3"i---------- ,^ _ REVISION O-1N3N3g9 1 1 1 0 K ' 0 a CL CL 'a 1 1 1 1 1 1 ' APPENDIX U STORMWATER ATTENUATION CALCULATIONS I ' 1 1 9E EWM TEW ' Existing to Highl d Existing to Highland EXISTING West of WM Avenue t TE3 EXISTING at Highland ' Ave ' PRF: PWB WM R of Propo ed West To Basin ' DT;, PW ` ' 9P PWM Deion \ \ Proposed est of WM Wl b � \ ' To Highlan J WM toP. Highl nd St /ipes thru WM \ TP rc TP3 PROPOSED West of WM PROPOSED at Highland Ave 1 s R $uficat Reach On .Ink Drainage Diagram for WO60610 rev1 Prepared by Bohler Engineering 11/29/2010 FHYdIICADO 8.00 s/n 002612 ®2006 HydmCAD Software Solutions LLC W060610 rev1 Type 11124-hr2-Year Rainfall=3.20" ' Prepared by Bohler Engineering Page 2 HydroCAD®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=1.47" Flow Length=1,028' Tc=21.5 min CN=81 Runoff=6.32 cfs 0.693 of ' Subcatchment 913: 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 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" , 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" ' 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" , 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" 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'P Capacity=8.93 cfs Outflow=1.23 cfs 0.847 of , Reach TE3: EXISTING at Highland Ave Inflow=29.60 cfs 3.047 of Outflow=29.60 cfs 3.047 of ' 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 ' Primary=1.24 cfs 0.847 of Secondary=0.63 cfs 0.070 of Outflow=1.86 cfs 0.917 of ' W060610 rev/ Type 11124-hr2-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 t 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 i ' 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 Dam= 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 1 W060610 rev1 Type 111 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" t 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 t Type III 24-hr 2-Year Rainfall=3.20" Area (ac) CN Description 7.600 98 Paved parking R roofs 4.570 70 Woods, Good, HSG C 0.680 65 Brush, Good, HSG C t 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) (ft/ft) (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, t 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 1 W060610 rev1 Type 11124-hr2-Year Rainfall=3.20" Prepared by Bohler Engineering Page 5 1 HydroCAD®8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 Subcatchment PRF: WM Roof 1 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 1 Type III 24-hr 2-Year Rainfall=3.20" Area (ac) CN Description 3.320 98 Paved parking & roofs 1 3.320 Impervious Area Tc Length Slope Velocity Capacity Description 1 (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min.Allowable 1 Subcatchment PW1: Proposed West of WM Runoff - 4.49 cfs @ 12.15 hrs, Volume= 0.394 af, Depth= 0.98" 1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr2-YearRainfall=3.20" 1 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 1 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" 1 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, 1 Unpaved Kv= 16.1 fps 10.1 485 Total Subcatchment PWB: Proposed West To Basin 1 Runoff = 2.87 cfs @ 12.12 hrs, Volume= 0.219 af, Depth= 1.61" 1 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" 1 1 1 W060610 rev1 Type /// 24-hr 2-Year Rainfall=3.20" , Prepared by Bohler Engineering Page 6 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 t 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 = 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) (ft/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 W060610 revl Type 111 24-hr 2-Year Rainfall=3.20" Prepared by Bohler Engineering Page 7 HydroCADO 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 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 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= 1,100.0' Slope= 0.00727' Inlet Invert= 122.00', Outlet Invert= 114.05' W060610 rev1 Type 111 24-hr 2-Year Rainfall=3.20" ' Prepared by Bohler Engineering Page 8 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 = 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 Stor-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 W060610 rev1 Type 111 24-hr 2-Year Rainfall=3.20" Prepared by Bohler Engineering Page 9 ' 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 if et" 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) ' t -Culvert (Passes 1.24 cfs of 9.94 cfs potential flow) E3= Orifice/Grate (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) ' =Culvert (Barrel Controls 0.63 cfs @ 2.62 fps) 1 1 W060610 revl Type ///24-hr 10-Year Rainfall=4.60" Prepared by Bohler Engineering Page 10 HydroCAD®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 ofs 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' Tc--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=160' 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? Capacity=8.93 cfs Outflow=1.47 cfs 1.101 of ' Reach TE3: EXISTING at Highland Ave Inflow=50.48 cfs 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 111 24-hr 10-Year Rainfall=4.60" Prepared by Bohler Engineering Page 11 HydroCAD®8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 11/29/2010 Subcatchment 9E: Existing to Highland Avenue 1 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 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" 1 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 1 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 1 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" 1 Area (ac) CN Description 0.811 77 Woods, Poor, HSG C 1.674 98 Paved parking & roofs 1 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 1 W060610 rev1 Type ///24-hr 10-Year Rainfall=4.60" ' Prepared by Bohler Engineering Page 12 HydroCAD@ 8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 t 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 = 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 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) (ft/ft) (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 /// 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-hr10-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) (ft/sec) (cfs) 6.0 Direct Entry, Min. Allowable tSubcatchment PW1: Proposed West of WM Runoff - 9.54 cfs @ 12.15 hrs, Volume= 0.790 af, Depth= 1.97' ' 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 ' 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 5.03 cfs @ 12.11 hrs, Volume= 0.382 af, Depth= 2.81" ' 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" t W060610 rev1 Type /// 24-hr 10-Year Rainfall=4.60" ' Prepared by Bohler Engineering Page 14 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) (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 t ' W060610 rev1 Type /// 24-hr 10-Year Rainfall=4.60" Prepared by Bohler Engineering Page 15 ' HydroCADO 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) (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 > 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 'P Inlet Invert= 122.00', Outlet Invert= 114.05' ,s f_ W060610 rev1 Type 11124-hr 10-Year Rainfall=4.60" , Prepared by Bohler Engineering Page 16 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 = 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 ' 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-fl) (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 ' 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' Horiz. Orifice/Grate Limited to weir flow C= 0.600 #5 Secondary 128.30' 10.0' long x12.0' 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 I ' 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) I , W060610 rev1 Type ///24-hr 25-Year Rainfall=5.50" ' Prepared by Bohler Engineering Page 18 HydroCAM 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=17.88 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'P 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 cfs 1.248 of Secondary=3.19 cfs 0.578 of Outflow=4.80 cfs 1.825 of 1 1 W060610 revl Type 11124-hr 25-Year Rainfall=5.50" Prepared by Bohler Engineering Page 19 ' HydroCAD®8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 Subcatchment 9E: Existing to Highland Avenue ' Runoff = 14.89 cfs @ 12.30 hrs, 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 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), 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 = 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 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) (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 = 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) (ft/ft) (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 111 24-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) (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 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) (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 = 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) (ft1ft) (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 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 ' 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 > 3.02" 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 L ' 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= 0.0072'/' Inlet Invert= 122.00', Outlet Invert= 114.05' 1 1 W060610 rev1 Type /// 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 t 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 1 HydroCADO 8.00 s/n 002612 ©2006 HydroCAD Software Solutions LLC 11/29/2010 Device Routing Invert Outlet Devices t #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 T 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 94 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. _k ^^" 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 fc-f 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 tOutlet 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) ' t-17-Culvert (Passes 1.62 cfs of 13.39 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.62 cfs @ 8.23 fps) 3Zrifice/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) it =Culvert (Barrel Controls 3.19 cfs @ 4.06 fps) i 1 t W060610 rev1 Type ///24-hr 100-Year Rainfall=6.60" , Prepared by Bohler Engineering Page 26 HydroCAD®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=4.43" Flow Length=1,028' Tc=21.5 min CN=81 Runoff=19.14 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 SubcatchmentEWM: 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' Tc=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=0.0072 T 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 ' Outflow=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 ofs 0.826 of Outflow=6.36 cfs 2.268 of ' W060610 revl Type /// 24-hr 100-Year Rainfall=6.60" Prepared by Bohler Engineering Page 27 ydroCAD®8.00 s/n 002612 @ 2006 HVdroCAD 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) (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 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 t 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 W060610 revl Type ///24-hr 100-Year Rainfall=6.60" ' Prepared by Bohler Engineering Page 28 HydroCADO 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) (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 = 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 1 (min) (feet) (ft/ft) (fUsec) (cfs) 8.7 50 0.0500 0.10 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.2 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 ///24-hr 100-Year Rainfall=6.60" Prepared by Bohler Engineering Page 29 ' HydroCAD®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 PWI: 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 10.1 485 '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" 1 W060610 rev1 Type /// 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) (f/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 = 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) (fUft) (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 1 ' W060610 rev1 Type /// 24-hr 100-Year Rainfall=6.60" Prepared by Bohler Engineering Page 31 ' HydroCADO 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) (fUft) (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 I ' 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' 1 _ W060610 rev1 Type /// 24-hr 100-Year Rainfall=6.60" ' Prepared by Bohler Engineering Page 32 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 = 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 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 = 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 Surt.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.Storape 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 ' 1 W060610 rev1 Type ///24-hr 100-Year Rainfall=6.60" Prepared by Bohler Engineering Page 33 ' HydroCAM 8.00 s/n 002612 @ 2006 HydroCAD Software Solutions LLC 11/29/2010 Device Routing Invert Outlet Devices ' #1 Primary 124.22' 18.0" x100.0' 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) 0.2A 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) � t 1 1 PW w 'K :5 c a Q 1 1 1 1 1 1 1 1 1 1 1 1 APPENDIX E WATER QUALITY/ I ' GROUNDWATER RECHARGE CALCULATIONS 1 1 V INSTRUCTIONS: Version 1,Automated:Mar. 4,2008 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 d street$weeptng-5% 0.05 1.00 0.05 0.95 N L Deep Sump And Hooded O O Catch'Basin 0.25 0.95 0.24 0.71 EE 3: :1 Prop'IetarTatment O Pradtice 0.80 0.71 0.57 0.14 Co Co 0.00 0.14 0.00 0.14 v iC U 0.00 0.14 0.00 0.14 Separate Form Needs to be Completed for Each Total TSS Removal = 86% Outlet or BMP Train Project: """ Prepared By: AwP -Equals remaining load from previous BMP (E) Date: 11N512010 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 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 sf x 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) , t 1 1 1 ' W060610 rev1a Type 11124-Nr2-Year Rainfall=3.10" t Prepared by Bohler Engineering HydroCAD®8.00 s/n 002612 ©2006 HvdroCAD Software Solutions LLC 11/16/2010 E 1 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 s 123.60 2,768 830 128.80 19,644 59,331 1 123.70 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 1 ' 124.40 6,108 4,451 L-w Lf4F � Oo4L6� £SFJ -110 124.50 6,482 5,080 9 )' 124.60 6,856 5,747 1 124.70 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 ' 126.70 12,893 27,609 126.80 13,031 28,905 126.90 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 35,597 127.40 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 JOB B O H L E R SHEET SHEET NO. OF E N G I N E E R I N G 1 CALCULATED BY lyyaQ DATE X1111 /N CHECK BY DATE ' SCALE OF �P d� C4 ILT9411ats .N.I`i.� . '�I. i^ •f'� L,@l�ef`5 f �q?f = T,.E/7 _..... - - 1 1 ice! Sizing Estimate CONSTRUCTION PRODUCTS INC. Provided by Jason Greenleaf on November 16, 2010 Walmart - Salem Salem, MA tInformation 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 1 ©2006 CONTECH Stormwater Solutions 200 Enterprise Drive,Scarborough ME 04074 Page 1 of 2 ' contechstormwater.com Toll-free:877.907.8676 Fax:207.885.9825 1 1 S lW i,,,.,."', Sizing Estimate CONSTRUCTION PRODUCTS INC. Maintenance: Like any stormwater best management practice, the Vortechs® system requires regular inspection ' 1 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. ©2006 CONTECH Stormwater Solutions 200 Enterprise Drive,Scarborough ME 04074 Page 2 of 2 contechstormwater.com Toll-free:877.907.8676 Fax:207.885.9825 , t VORTECHS SYSTEM°ESTIMATED NETANNUAL SOLIDS LOAD REDUCTION WALMART-SALEM SALEM, MA n MODEL NAME VORTECHS 5000 twnsmucrtontr`C'r'stttc SITE;DESIGNATION WOU-1 117 Design Ratio _ (12.12 acres)x(0.714) x (4499 gpm/efs) = 100:9 (38:5 sf) ' Bypass occurs at an elevation of 117.2' (at approximately 274 gpmfsf), Rainfall Intensity Operating Rate Treated Flow %Total Rainfall Rmvi. Effcd° Rel.Effcv ' "thr gpmlsf cis Volumez % °a 0.08 8.1 0:69 41.0% 969% 39.8010 0.16 16:1 137 239010 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% 0.40 404 3.43 4A% 76.0010 3:4% ' 0.48 48.44.12 2-9% 66.3% 1.9% 0.56 66.5' 4-80 1.3% 608% 1.1% 0.6461.6 5.49 1.2% 54.9% 0.6% 0.72 72:6 618 1,6% 461% 0.7% ' 0.80' 80.7 6.86 0.8% 35.4% 0.3% 85.3% %rain falling at sp"/hr or bypassing treatment= 0.0% ' Assumed removal efficiency for bypassed flows= 0.0% Estimated reduction in efficiencys= 0.0% Predicted Net Annual'Load rRemoval Efficiency = 05% ' 1 -Design Ratio=(Total Drainage Area)x(Runoff Coefficient)x(cls to gpm conversion)I Grit Chamber Area. 2-Operating Rate(gpmisf)=intensity('1hr)x Design Ratio.. 3-Based on 7 years of data.from NCDC station#3276,Grovelandy Essex County,NIA ' 5-Reduction due to use of 60-minute data for a.site that has a time of concentration lass than 30-minutes. Calculated bX7 JAG 12102110 =lChacked b 1 t VORTECHS SYSTEM@ FLOW CALCULATIONS t WALMART- SALEM SALEM; MA MODEL NAME VORTECHS 5000 ' SITE DESIGNATION WOU-1 Vortechs Orifice Vortechs Weir Fuss Weir ' Cd =0.56 Cd = 4 Cd = 3.3 A(e)= 0.19 Weir Crest Length ift)= 0.33 Crest Length (ft)= 4 Crest Elevation (ft)= 115.05 Crest Elevation (ft)= '116.55 Crest Elev:(ft)= 1172 ' Head Elevation Orifice Flow Weir Flow Bypass Flow Total Flow (ft) (ft); (cfs) (cfs) WEI) (cfs) 0.00 114.97 0.00 0.00 000- 0-00 0.17 11522 0:02 0.00 0:000:02 0-42 115.47 0.44 0,00 U0 0.44 ' 0.67 11572 0:62 0.00 0.00 062 092 115.97 0.76 0-00 0.00• 0:76 117 11622 0 87 0.00 0.00 087 h :. 2 15 :: kkt117.20 ii*1_23 t m 0:69 x:71' vwwoft0.00 mu 11 92 `'�' ' 240 117.45 1.30 1 12 1,65 4.08 2.65 11730 1.38 1.62 4.67 7.66 2.90 117.95 1.44 2.18 8:67 12.20 ' 3.15 11820 1.51 279 13:20 17.50 3:40 118.45 157 3.45 1845 23.47 3.65 118.70 1.63 1 4.15 24,25 3003 ' 3.74 il 118.79 1.65 1 4.42 r 26.49 32.56 Calculated G JAG 1112102110 VCIRTECH'SSTAGE DISCHARGE CURVE , 214..09 118:fl9 117.50 _ --------- ---- ' C„ 11790 _VIORTE{Hi FL9& 116.50 ®WEIR W.. 116:90 ' -ORIFICE 115:50 - BYFRSSGR'cST -115.00 114-50 t 0.00 5.00 10.00 15.00. 20.00' 25.,00 30.00 35.00 - FLOW(m) 1 1 t 1 ' VORTECHS SYSTEM"BYPASS CALCULATIONS WALMART- SALEM Cyt «C� SALEM, MA ' V40:V G ffi r MODEL NAME VORTECHS 5000 conaraucrtonvnoau�cistnc SITE DESIGNATION WOU=1' Vortechs System Specifications and Site Specific Information: Vortechs System flow capacity, Qv— 8-5 cfs Actual length of bypass weir crest= 4.0 ft Design flow rate at recurrence interval, Qc= 326 cfs Effective length of bypass weir crest„ LB 4 ' Recurrence Interval, I = 25 yr Peak water surface elevation, Er= 11$7 ft Recurrence Interval Ratio, Ri = a Discharge coefficient, Cc 3.3 ' Notation: Qs= Flaw over bypass weir,cfs Qp= Estimated peak flow rate for 25 year stormy cfs ' Ee= Elevation of bypass weir crest,ft In= Depth of flow over bypass weir crest, ft Calculations: ' Qs= OF- Qv Calculate the flow over the bypass weir during the design-year,starm. = 32.6 -8:5 = 24.1 cis ' Qs= CoLsh"'2 Francis formula for rectangular weir ' h = (Qs 13.3Ls)`r3 -Ilse this arrangement of the Francis formula to solve for h = (24.1 !33 '4)"213 = 1.5 ft I ' Ea=Et-h -Solve for bypass weir crest elevation(EF). = 1187-1.48 = 117.2 ' Conclusion: The bypass weir crest should beset 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 Syr 10-yr 25 yr 50-yr 100-yr Ratio, R 5 6 7 8 S 10 'See Technical Bulletin 3A. ' Calculated`by: JAG ="Site SpecifliChecked'b by: 1 1 1 Page 1 of 2 ' �iication Salem MAS` `3 �.�� ' Purpose: �To`calculate the frst flush mnoff flow rate_(WQF)over a given site areii7ln this situation th8 WQV to be analyzed is the rynotf produced by the flrsE1 0,of rainfall _ Reference: United States Department of Agriculture Natural Resources Conservation Service TR-55 Manual Structure A A Runoff Percent Imp. t° It. ' Given: Name acres miles I Coefficient (%)* min hr kw.WQU-1-, �12.12'i 0.01894 jw0.714--j69.00 231ml 0.385 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) ' gyp.,`=d esign,precipitatwn.(inches) (11-41 rwaterqualdy4torm)"� , , R=volumetric runoff coefficient=0.05+0.009(1) I=percent impervious cover Structure Percent P WQV WQw- ' Name Imp. % R in in rd-A. WQU-1 1 69.00 0.671 '.4x.1.0`-`1 0.671 067-7,76 2. Compute the NRCS Runoff Curve Number(CN)using the following equation,or graphically , using Figure 2-1 from TR-55(USDA, 1986): CN=10001[10+5P+10Q-10(Q'+1.25QP)1n] ' where: CN=Runoff Curve Number P=design precipitation(inches) (1.0"for watery uap sto m) -r �q__ty Q=runoff depth(watershed inches) Structure Q Name in CN ' WQU-1 0.671 96.56 1 Page 2 of 2 3. Using computed CN,read initial abstraction(la)from Table 4-1 in Chapter 4 of TR-55;compute IJP, interpolating when appropriate. Structure I, Name (in) Ia/P ' WQU-1 x''0.075 911� 0.075 4. Compute the time of concentration(tc)in hours and the drainage area in square miles. A ' minimum tc of 0.167 hours(10 minutes)should be used. Structure t. A Name hr miles' ' WQU-1 0.385 0.01894 5. Read the unit peak discharge(qu)from Exhibit 4-III in Chapter 4 of TR-55 for appropriate k for ' type III rainfall distribution. Structure 4qa ' Name (hr) I,/P (csmlin) WQU-1 0.385 0.075 '460x: 6. Substituting WQV(watershed inches)for runoff depth(Q), compute the water quality flow ' (WQF)from the following equation: WQF=(qa)"(A)*(Q) ' where: WQF=water quality Flow(cfs) qu=unit peak discharge(ds/min/inch) A=drainage area(mit) Q=runoff depth(watershed inches) ' Structure q„ A q WQF Name (csMin) (miles (in) (cfs) WQU-1 460 0.01894 0.671 t ' VORTECHS 5000 DESIGN NOTES VORTECHS 5000 RATED TREATMENT CAPACITY IS 8.5 CFS,OR PER LOCAL REGULATIONS. IF THE SITE CONDITIONS EXCEED RATED TREATMENT t 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 1 ' � o 'n ' A A 9� FLOW --- ' - --- SITE SPECIFIC ' --- --- DATA REQUIREMENTS % �Bk rsta�t1/)D STRUCTUREID BAFFLE WALL FLOW CONTROL WALL WATER QUALITY FLOW RATE(CFS) SECTION B-B A, �/ PEAK FLOW RATE(CFS) Au'c�ITCALI® RETURN PERIOD OF PEAK FLOW(YRS) ' STORMWATER /SOLUTIONS. PIPE DATA: I.E. MATERIAL DIAMETER INLET PIPE i CONTRACTOR TO GROUT TO CONTRACTOR TO PROVIDE FINISHES GRADE RING/RISER p �' INLET P OUTLETTPIPE ' chstOrM eV RIM ELEVATION e ' ANTI-FLOTATION BALLAST WIDTH HEIGHT a ' TOP AND SIDES FRAME AND COVER NOTES/SPECIAL REQUIREMENTS: 9 SEALED TO VAULT (DIAMETER VARIES) o N.T.S. d 'PER ENGINEER OF RECORD ' oWEIRAND x B L--------- ORIFICE— B LNOTES PLATES 1.GENERAL CONT 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. o 2. DIMENSIONS MARKED WITH()ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. 3. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHT,PLEASE CONTACTYOUR ' a CONTECH CONSTRUCTION PRODUCTS REPRESENTATIVE. w .contechcpi.com INLET PIPE OUTLET 4. VORTECHS WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. n 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 ' y --_ CONFIRM ACTUAL GROUNDWATER ELEVATION. ur 6. INLET PIPE(S)MUST BE PERPEDICULAR TO THE VAULT AND AT THE CORNER TO INTRODUCE THE FLOW TANGENTIALLY x w TO THE SWIRL CHAMBER. DUAL INLETS NOT TO HAVE OPPOSING TANGENTIAL FLOW DIRECTIONS. y'r-t4z-. 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 ' i POOL ELEV. OF THE VAULT. SECTION A-AEn INSTALLATION NOTES > 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 u, VORTSENTRY HIS MANHOLE STRUCTURE(LIFTING CLUTCHES PROVIDED). 3. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE. z 4. CONTRACTOR TO PROVIDE,INSTALL,AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN. i 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. R p A,O&I-\1111TCALJ® `-� ortechs' ON QTR ' VORTECHS 5000 V us CONSTRUCTION PRODUCTS INC. O This PvooccT w..v as PvoTsnsoev THE Pauaxwc w .contech-cPL.rn STANDARD DETAIL y S.PATENT.5.759415.Rlokl sm1.PnTeNTs 9025 Centre Pointe Dr.,Suite 400, West Chester,OH 45069 600-336-1122 513-645-7000 513-645-7993 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) .. .. . .. ..... 1 . _ ___________ _ BYPASS TO OUTFALL -------- F 'I BYPASS WEIR LENGTH ANDI I I CREST ELEVATION TO BE I I DETERMINED BY CONTECH l STORMWATER SOLUTIONS I I ' S' MIN. RECOMIMENDED L i I i i I ALT OUTLET TO OUTFALL 1 ' VORTECHS SYSTEM ' ACTUAL ORIENTATION AND LAYOUT MAY VARY DUE TO SITE SPECIFIC CONSIDERATIONS by CADD file Is for Ne Purpose o(specifying blwk Intonationrrd�ter, "anent equme:o tnt w be famater by Conte,g and the er Vcdechs ns and may reanly he Treatment System designation ower and patent exactlyne pm y ed be by Donlecn eastee[ernisionm.Titlealoof IMoimaDOe c,ludangwithot MercoodiM1aticawaier SOWtlonslogoantlthetionecha Sbe coned Tre!urmut Systemofpreprantlpatentnumber,may be tleletetl i(necessary. ReNswns to any pan ofthis CAOD Ne vnNout poor ceoMinetlon wiM ContecM1 Smimwaler Sol Wons shall be consideretl unaumodzetl use of pmpnetaryinloimatbn. w��vlewu® ���i►�C� i ��:� TYPICAL BYPASS LAYOUT ' STORMWATER VORTECHS® STORMWATER TREATMENT SYSTEM SOLUTIONSF canlechslormender.mm DATE:6/15/06 SCALE:NONE FILE NAME:TYPVXDPLOR DRAWN:GMC CHECKED:NDG 1 1 1 i 1 i 1 1 1 i i 1 1 i 1 1 i LL x 1 X a c CL 1Q 1 1 I ' ' APPENDIX F ' STORM SEWER SIZING 1 1 Results Page Line Line Inlet Pipe To F(mlh,� g Runoff Total o Line Line Line Flow Capac Vel InvertTnE m HGL Cover No. ID Time Travel a Coeff CxA Capt Length Slope Size Rate Full Ave Up Up Up (min) (min) (min) ) (C) (cfs) (ft) M (in) (cfs) (cfs) (ft/s) (ft) (ft) (ft) 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 3.55 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 MHPl-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 LD1-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 f(Inlet time+11.30)^0.73-Return period=25 Yrs. "Critical depth HYdMfi w Stom Sewers 2005 Results Page 2 Line Line Inlet Pipe Tc i Dreg Runoff Total Q Line Line Line Flow Copac Vel Invert Invert Gnd1Rim 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) (cis) (ft) (%) (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 CB5-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 CBl-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 2.12 128.00 124.00 132.75 128.41 j 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-MHE1 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 Hydmflow Storm 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) (Inlhr) (ac) (C) (cfs) (ft) M (In) (cfs) (cfs) (ft/s) (ft) (ff) (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 MHD1-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-FES1 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.. 2/(Inlet time+11.30)"0.73-Return period=25 Yrs.; "Critical depth Hydm lmv Storm Sewers 2005 x Wa g , ge 6 c W �1 B 1 3 �� �� e_ f. 83 �wrAIR III f O � A e '� l 21 / S 1-4 I � N cc �r e NOT APPROVED FOR l ; er RF-4 Fw CONSTRUCTION �. .•� �, c 3 - 0 w� y PRELIMINARY f LAND DEVELOPMENT i R F-1 B R F t o / s PLANS FOR .�' `S. � WALMART m VSTORES,INC. (#2640-03✓ � /a � �, �� I f V _ PRORETAIL DEVELOPMENT LOT{.M4PJ HIGHLAND AVE(ROUTE 107) �. ) t / f L� 7l� w� ) �� \ E66E%LOUNiV.MASEALNU5Ert9 , /V �t- X — BOHLER voeN DLNee nLna �. , r wGhWo7,= Al' — I M.D. SMITH CB- 11 GB-3 Cb-2 CB-4B-5 -6 v �4 - /-"fi'r-. ' __ ��,•: \!`� v .: /.°.° ..., — L ._ +�— '"+ —m )1i.-n-.�.. - L " R .—�— ., ��,,,, — -% �A ) II'f sxenCmA�TCwH� DRAINAGE CB- 1g GRAPHIC SCALE AREAS MAII )ao o 50 loo 2oa ,..� I�) FEET of s 1 inch =100 It REmsloN o.ovnrzma 1 1 1 ' CATCH BASIN DRAINAGE AREA SUMMARY WALMART SALEM,MASSACHUSETTS ' c coefficient, grass=F 0.30 c coefficient, impervious= 0.90 Drainage Total Grassed Total Area Area . Area Area Name Acres Acres "C" not used CB1 57,671 1,202 0.89 1.32 CB2 23,640 249 0.89 0.54 C133 23,896 304 0.89 0.55 CB4 23,332 294 0.89 0.54 CB5 1 34,552 1421 0.90 0.79 CB6 14,179 712 0.87 0.33 CB7 22,150 2,860 0.82 0.51 ' CB9 118,422 69,737 0.55 2.72 CB10 16,163 5,377 0.70 0.37 C131 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 t 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 0.90 1.02 RF-4 31,832 0 0.90 0.73 RF-5 34,373 0 0.90 0.79 ' Total Area (ac.)= 15.43 ' O:\FILES\Wal-Mart\Massachusetts\Salem\Drainage\c_coefficients revl.xls 11/16/2010 JOB B O H L E R SHEETONO. W O o�6 A OF , E N G I N E E R I N G CALCULATED BY DATE CHECK BY DATE ' SCALE OF 9�`a ��aiw d� fi� fwa 07' - Z, 5' . � .n t4 - r,q 9 4�f -•,. � I t2pA R 'A�.p? F (n{Nrla' s 1,4 5 -(3, w= I) ' h1 I 05.311 o,lo y. 1.99 1 h /L, N4 I....ALL O 0(l fjli Sr 'AfL z l_.rfL 1 1 }. I ' Manning's Eq for trap.Channels SWALE AT NORTHEAST PARKING Bottom Width B W= U".QO: Side Slope SS= 2,QQ Depth of Flow D= rfk32' Sloe S= )wg Q.io Mannin 's"n" n= D.aS Flow Area A= 1,28 Wetted Perimeter P= 3.43 Hydraulic Radius R= 6.37 ' Velocity(fps) V= 4.88 Flow cfs 0= 25 s E i t a 1 �. Chapter 5 Roadside and Median Channels i j2. Therefore,the buffalogrc t'� a� section or in the bend. Table 54. Permissible shear stresses for lining materials.** tr�-'' A campnter solution of this examp Y s ,Permissible Unit Shear Stress fi #84, Example 54 k=* Lining Category Lining Type Pa IbW = 9,e a Given: The channel section and # Temporary* Woven Paper Net 7.2 0.15 + ,x Jute Net 21.6 0.45 t Find: Determine the leng. °€ Fiberglass Roving: 28 7 060 degree bend. . Single ' j Double 40.7 0.85 E Straw with Net 69.5 1.45 Solution: a Curled Wood Mat 74.3 1.55r 6 Ste 1. Determine flow de) Synthetic Mat 95.7 2.00 p }R 1772 3'70 it is assumed that Vegetative Class A .same as those in th I l j Class 8 100.6 2.10 . !' Class C 47.9 1.00 = fli d Class 28.7 0.60 = ..�<a0.35 4;Is, with d1B Class 16.8 R/d il•;i; 15.7 0.33 R Gravel Riprap 25 man(I in) 50 mm(2 in) 31..4 0.67 ;r Step 2. Determine ehanne Rock Riprap 150 men(6 in) 95.7 3002.00 ^ ° n. = 0.050 a I mm(12in) 191.5 ;, _•i Step 3. Determine length Hare Soil Non-cohesive .see chart 23 i+ Cohesive see ch»24 = 0.7361? $ 0.736(t t`, = 3.2at0 Some"temporary"linings become permanent when buried. I?. ** Reproduced.from HEC-15114) Since the permissible sher s'u ' lining material would hat slIy - point of tangency of the et Solution: RP", Step 1. Determine permissible shear stress. +4 5.3 DESIGN PROCEDURE 28.7 Pa(0.60 tb/f') =w f?± This section presents a . Although each project will be aE Step 2. Compare Te with the maximum shear stress in the straight section. Tc and with the shear �(t. stress in the bend,Ts. Step 1. Establish a Prelimi �k Te = 43.2 Pa(9.7016/frT) Development of a prelin i 't Ts = 69.1Pa.(15.5lb1jh) `,`� or roadside channels.We s , 5i Y , = A. Prepare existir T, 28.74 < Te 43.2 ' constraints on t 1; Te = 28.74 < Tn = 69.1 ry rf •' 5 16 µ. s 41t R'y �3 t 9 C m , CL a a t APPENDIX G OPERATION AND MAINTENANCE PLAN I ' 1 I t L ' LONG TERMSTORMWATER SYSTEM OPERATIONAND ' MAINTENANCE PLAN The Stormwater Management Standards Standard 9: A Long Tenn 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 1 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 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 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 Hi h Eflicienc Vacuum Quarter) ' Re eneradve Air Sweeper uarterl Mechanical Sweeper(Rotary Broom Month) 0 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 ' 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 r r DRAINAGE SYSTEM The following components shall be inspected: • During or immediately following initial installation of sediment controls. • Following severe rainstorms to check for damage to controls. r • Prior to seeding deadlines, particularly in the fall. • Near the completion of projects under construction to ensure that temporary controls have 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 r 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 conditions are observed, then appropriate actions should be taken to restore the stormwater rmanagement 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 rinches within 24 hours. r r r r r r r r r r COMPONENT: Catch basins ' RESPONSIBILITY: Owner ' ACTION: Cleaning(Sediment removal/sump cleaning)and Inspection FREQUENCY: , 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. 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 ' 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 , with DEP regulations. Inspections: o Frame and Grate ' o Inlet and Outlet condition o Cracks and settlement o Joint failure o Leaking ' o Sediment Accumulation o Oil/Gas Sheen in water o Condition of trap hood o General inspection of structure BUDGET: Inspection/cleaning-$1,000/yr per catch basin for semi-annual inspections and , annual cleaning. 1 1 ' 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- 51,000/yr per unit 1 I t 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 I. Inspection—Monthly. 2. Cleaning—Four times per year or whenever the average sediment depth exceeds a depth of twelve(12) inches. , I 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 1 x ' x c CL a a 1 1 r i ' APPENDIX H ' LONG TERM POLLUTION PREVENTION PLAN i 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 t 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 t 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 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. I ' 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 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. S. 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 11 x �o d CL ' CL Q 1 1 1 1 APPENDIXI ' GEOTECHNICAL INFORMATION I ' I ' 1 I' ' ® 1 !. SANBORN, HEAD &ASSOCIATES, INC. 1 Technology Park Drive n 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 I ' Wal-Mart Store#2640-03 Salem,Massachusetts Prepared for Wal-Mart Stores,Inc. rPrepared by Sanborn,Head&Associates,Inc. 1 ' File 3090.00 December 2009 1 Figure No. 4 /�/ll ' I!jl - � � '+7, i ! 'I .�/, " r '„, ,� ' `Illl`'\ \ , ' ii 4i�'li'lll; I fll1 - r'N/rig /,rfr / /% /p/ Y i. 1 / / /d/ 1 �_,• G '-' EXPLORATION LOCATION PLAN 11111 s �• �dllIl,'Nif/ ��lil -' f ' 'fG/ //. / ,/ ////lN/// i, A r�////4l , tllf 1 ' 111�� �jlfl' t.• , r�i ,r \,� r ,�/. , , � P 1 r ,... . \ ,�.. �41� I '.' r �</ ":iG j14�.tir�+/ / �I I( , '; , / �(lN,'I,,y 1 , f rr /rill, silllllil f /k Inti' GEOTECHNICAL ENGINEERING 1 `!1lltil'lq +/ 'tl' ,Wi �17 , I Il 'f!;il SERVICES , .� jr f6+ III I ';:/1 f f''1 sH 1 ALEWAL-MART STORE#2640-03 'r II ✓ I t t� A�11 y 1 I S -- sli-loz ; .1: -11, /� , :IP I it 1 -,.,, ,6�11I I'l l'I 114// A ;r; ter• i , rb f '' r ,/ r II ., II GvI I(;ISM.MASSACHUSETTS /4.11/i . nl ,!,1 , 02Wn BY: LDN Designed By: SSS 2` III Reviewed By: VRK PROPOSED STORMWATER / /;r �- II i :V" � //,' / ( y;; -, �In, -) ' -'.fII l i!Li .Date: DEC 09 / - - ' l!5r / Alu s >i��� Figure Narrative - _'i / - This plan was based on a Plan entdled "Grading 4 DETENTION/rPON a / r� // I - !/I� :r, and Drainage Plan" provided by Kohler Il•/ / / %/ " _ - - t- I %4 ;9' t,/�/,�'�U/ / "i'\l� �, " i Engineering of Southborough, Massachusetts l �� i`// , - / ' 1• / SH 1t - -- - I // 7 f i` ""'// /y 'f / / - electronically on Dece r mber 1, 2009. original - �, //- •, t /. [% / 3r 1 1 scalel"=40'. + lo I J `��/ SH 3o I I ' a, � ' /,, � (' � 1 :1 9H d °// � sH � ��,1 t/ I v/ � , i "�/i/�✓/alt ,.�I // - �I $ � I r //:� I `�! SH-108 / SH 1 �,�i ` ,1 �, B_p r +i.l,l I, (/ /�// 1 v�/ ! ♦ l -. . SH-,8 r + lI (+ Ir' l SH-117s r r ,J /, 6 Il r r Legend f - ,PR OSE- ' = ^.r ,`�� :SII / i1e i.. -i, . . .'sH-1 Approximate location and 1 , D . VAL (MART f` .I I ' it ! •' ' I I (" I f - designation of test borings / sH z I STORE 1 sH 7 ` �' t k'1Y # 03 ' / / I`II l completed by SHA i,' r 'I ,I f I SH 106 (I( ,,1K „`r SH-6 mao um 119 -/14 G° mem „"",°`°'�"° '^ 1 r jMW-1 Approximate location and M P�"P'�0Sd ml 1 9 monitoring well designation of ill ::. SHy 120. / ,'. ' completed by SHA ISH-101, Approximate location and ' sH--103. _ '(„ + rs`H tzt/ Aye designation of hand-driven s _1oz EXISTING WAL-MART push probes completed by SHA PROPOSED LOWE'S HOME ` STORE BUILDING CENTER DEVELOPMENT j ; ;H-122 ' Approximate location and �� % designation of test pits . . ` 1 ymv srl 10 ' r \� , 1 - Y I l sH 123 completed by SHA ------------------ SH-2' d'S SH lot, r Approximate location and designation of previously ;H-124 6t," + F Y completed bedrock core borings completed by SHA for Lowe's sH n1_ site PROPOSED TAP Approximate ati location d SITE BOUN SH_13 completed y PSI designation of totbonn9 sRETAINING S , r! f __ -r 1 2 SH-2,^ SH 25 fl��J¢`'� - I-SH- —21 SH 23 0.00 ts� ��\ PROJECT N0.:309 0 so ET > — SH 3 I ,S « - r / ` H-28 4'H re 5 ,- �•� -v'.: _. __._.._.. / \ —4- -1-SH S Hf -29 ' . H 30 SM 31 SH-32 d �� .. "�-•-��- --LTi— .� - - -'.-j- � OUTE Ib)) E 4 NDAVENU _ Project:WAL-MART of Salem Log of Monitoring Well MW-1 Location:Salem,MA Ground Elevation:125.5 feet y jH 1 SHA Project No.:3090.00 TOC Elevation:128.2 feet IMPROVING F A R T fi PVC Elevation:128.3 feel Drilling Method:Diedrich 4%-ID HSA DSO 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 Stab. Date Time to Water Ref.Pt. of Casing of Note Time Drilling Company:Crawford Drilling Services,LLC 11/17/09 13:00 9.47' Top of PVC Well 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 Stretum Depth Spoon Pan/Sample Depth Blows Rec Testid Lo Descri ion Geologic Description Dia Well Well Description No. mural Data 1 0 __--g•_ Protective Standpipe See Test Pit Log TP-1 for Geologic Description of Casing(-2.7 to 2.3') Subsurface Conditions encountered. Concrete(0 to 1') ' 2"Dia.Sch.40 PVC Riser 2 (.2.6 to 6') ' Cuttings(1 to 4') ' 4 Bentonite Seal(4 l0 5') o r? �+ 6 N � 8 a x w a m N t: 10 1 0 r r Fitter Sand(5 to 16') 2"Dia.Sch. 0"PVC Well Screen(0.010'Slots)(6 to O 12- 52 K 0 3 ' 14 8 a a N 3 in j i6 z 8 m Sheet:1 of 1 S Project:WAL-MART of Salem Log of Boring SH-2H A Location:Salem,MAGround Elevation:120ifeet IMPROVING EARTH SNA P ' roject No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:Diedrich 414"ID HSA,D-50 Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings t 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 Date Finished:11111/09 , Logged By:L.Norton Checked By:S.Sadkowskl Sample Information Stratum ° on Pe Fie d (fth S'mople Depth Blows Rec Testing Log Description Geologic Description Remarks in in ' 0 .—p— —3"Asphalt. i. -0.5'— S1 0.5-2.5 22 24/9 SAND.5102.5):Densebrown,el,tfine to coarse ' 28 i SAND,link:Sift,some Gravel,trace Organics.Mast. 12 FILL 10 r 2 S-2 2.5-4.5 10 24/12 r S-2A(2.5 to 3.6):Dense,brown,fine to coarse ' 26 FILL SAND,ERIe Gravel,little Sift,little Organics.Mast. 8 FILL. 25 wore(3.5 toSAN ,little Dense, brown nic black,fine to ' q coarse SAND,little Siit,little Organics.Mast.FILL. rr i S-3 4.5.5.2 14 8/4 S-3(4.5 to 52):Very dense,blown/gray,fine to 50/2" r coarse SAND and GRAVEL,little Sift.Mast.FILL. --5.2'— Rack chips in tip. ' Bourg terminated at 5.2'due to auger refusal. 6 t a- 12- 14- 66 1214y , Y O 16- 18- 0 6 r 1 3 18 N 0 O ' O C O 0 Sheet:7 of 1 1 act:WAL-MART of Salem Log of Boring SH-3 t =SHA Location:Salem,MA ProjGround Elevation:121 i feet 1 I M P ROV I NC EARTl1 SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:Diedrich 4'/."ID HSA,D-50 Turbo Track ATV t 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 17.5' -5 min. Foreman:A Martinelli ' Date Started:11/11109 Date Finished:11/11/09 Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum Depth Spoon Pe Fie d ' (R) Sample Depth Blows Rao Testing Log Description. Geologic Description Remarks caret n Data 0 S-1 0-2 4 24/8 --0- 4 S-1(0.2 to 2'):Loose,browNblack,fine to coarse 6 t SAND,little Sift,trace Gravel,trace Grass material. t 6 �� Moist TOPSOIL. t 2 S-2 2-4 6 24112 '` S-2(2 to 4'):Medium dense,tan/gray,WOOD,Gdle 6 Sand.Moderate mothball odor.Moist.FILL. 7 8 FILL i I I 4 S-3 4-6 1 24/9 S-3(4 to 6'):Loose,black/grey,Ane to coarse 2 t SANG, alfr Si0, nts Organics,Irate Gravel,very 3 few metal fragments.Strong mothball odor Moist. 9 FILL. I i 6 S-4 6-8 4 24112 _6-- S-4(6 to 8'):Loose,brovvo gray with orange,Ane to 6 coarse SAND,little Sill,little Gravel.Moderate ' 4 mothball odor.Wel. 2 4 8 r SS 8-10 15 24/13 S5(6 to 10'):Dense,brown-gray,fine to coarse 21 SAND,little Gravel,Gale Sift.Faint mothball odor 19 Wet. a 13 N ' m 10 S-6 10-12 15 24/12 S6(10 to 12'):Dense,brawn,fine to coarse SAND, 19 some Gravel,trace Sia.Faint mothball otlor.Wel. 20 i 19 SAND 214O'a 12- 14- 0 S7 15-17 19 24117 S7(15 n 1 T):Dense,oe Silt.Faint nn,Ane to worse 16 SAND and GRAVEL,little Silt.Faint mothball odor. o' 14 Wel.m 16 14 9 ' ---17.5'-- o Boring terminated at 17.5'due to auger refusal. `a 18 _3 N U O m K O m Sheet:1 of 1 =SU /A� Project:WAL-MART of Salem Log of Boring SH-4 ' /'y Location:Salem,MA Ground Elevation:121 2 feetoz ' 1 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.PI. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/12/09 -- No Groundwater Encountered Foreman:A Martinelli Date Started:11112/09 Data Finished:11112109 ' Logged By:L Norton Checked By:S.Sadkowskl Sample Information Stratum Deon pth Sample Deft h Blows R. T song Log Description Geologic Description Remarks , bar 6 ini lint 4 _g••AspheO. S-1,S-2:Gravel portion is primarily --0.5'-- broken rock fragments. S-1 0.5-2.5 19 24/11 S-1(0.5 to 2.6):Dense,gray,fine to coarse SAND ' 18 t i and GRAVEL,trace Sill.Moist.FILL. 19 20 2 ti S-2 2.5-4.5 29 24/7 1 r FILL S-2(2.5 to 43):Medium dense,gray,fine to coarse ' 9 I SAND,some Gravel,trace Silt.Moist.FILL. 11 21 I I Boring terminated at 4,5 due to auger refusal. 6 a 8— to- 12- 6 10 12 D H N ~I 14- 5)N ' O 52 O o ' 0 16 v 18 3 vi u o ' 0 rc 0 m Sheat:1 of 1 1 9S Project: :Sal MART of Salem Log of Boring feet J Location:Salem,MA . Ground Elevation:119 Y feet SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH 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 Ret.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/11/09 — 7' Ground Surface 20.8' -5 min. 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 Perg Field (ry) Sample Depth Rec Testing Log Description Geologic Description Remarks in Data p ___p•� -3"Asphalt. i. S-i 913 S-1(0.5 to 1.3'):Very dense,browndorange,fine to t r coarse SAND,this Gravel,tram Sib.Moist.FILL. i r 2 S-2 2-4736 24/12 t S-2(2 to 4'):Very dense,dark brown,fine to coarse 40 ` GRAVEL and Sand,little Silt.Moist.FILL, 51 21 FILL i 1 4 ' S-3 4-6 15 24/10 ` S-3 s to 6'):Medium dense,brave/.Moi One to 11 t coarse SAND,little Sill,little Gravel.Moist.FILL. 12 � 26 tr I ' 6 S-4 6-8 36 24/15 _g S4(6 to 8'):Very dense,tan with orange,fine to 42 manse SAND,some Gravel,little Sill.Wet. 36 11 ' $ 8 S-5 8-10 6 24/13 S-5 IS to 10'):Medium dense,brown,fine to coarse 12 SAND,this Sift.Wet. 16 ' r 59 '0— S-6 10-12 42 24/9 S-6(101012'):Very dense,tan wth orange,fine to in 20 coarse SAND,some Gravel,tram Silt.Wet. 44 m 23 12 II i SAND 14 N F S-7 15-17 30 24/5 S1T):Very dense,brown,fine to coarse 29 SAND,soso me Grovel,tram Silt.Wet. ' 0 22 N 16 29 0 Of 0 8 a v W 20 S-8 20-20.6 12 7/7 S-8(20 to 20.5'):Very dense,blown,fine to worse vi 50 some Gravel,trace Silt.Wet. o Boring terminated at 20.6'due to auger refusal. z 8 0 m Sheet:1 of 1 t /`"� Project:WAL-MART of Salem Log of Boring SH-6 ' =, 1 Location:Salem,MA ' om `J Ground Elevation:116.5 t feel SHA Project NO.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:Diedrich 4%. 10 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 11/11/09 — No Groundwater Encountered Foreman:A.Martinelli Date Started:11/11/09 Date Finished:11/11/09 t Logged By:L Norton Checked By:S.Sadkowski Sample Information Stratum Depth Spoon Pe Field (ft) Sample Depth Blows Rec Testing Log Description Geologic Description Remarks r 6 i in Data , 0 S-1 0-1.5 7 17/5 --0 -6"Topsoil. Boring offset-5'to North. Offset 11 i boring encountered refusal at-1.5'. 50/5, I i FILL S1(0.510 1.5'):Very dense,broom,fine to coarse ' SAND,little Sill,little Gravel,trace Roots and Gress t i Material.Moist.FILL.Rock in tip. —L5 Boring terminated at 1.5'due to auger refusal. 2 4 ' 6 8 ' r u ' y 0120 0 10- 12- 0 o , 0 16 8 9 v w 18- 0 6 3 m 0 o , z a 0 go]m Sheet:1 of 1 1 1 (�T j /� Project:WAL-MART of Salem Log of Boring SH-7 J1�--1�1/�1 Location:Salem,MA Ground Elevation:120 2 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 4'/."ID HSA,D-50 Turbo Track ATV 1 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 1 Date Started:11/11/09 Date Finished:11/11/09 Logged By:L.Norton Checked By:S.Sadkowskl Sample Information Stratum Depth Spoon Pe Field 1 (ft) S amople Depth 81ows Rec Testing Log Des<ripNon Geologic Description Remarks In 0 --0'— –3"Asphalt. G1 n5-25 1 13 24/10 –0'S S-1(0.5 to 2.5'):Very dense,gray/black,One to 35 1 r coarse SAND and GRAVEL,trace Silt.Moist,FILL. 25 29 2 1i 11FILL S-2 2.5-2.6 100/4" 4/1 1�� S-2(2.5 to 2.6'):Very dense,grey,ROCK CHIPS. S-3 3.4.1 2 13/1 Dry. 43 t' S-3(3 to 4.1'):Very dense,gray/black,fine to coarse 50/1" � SAND and GRAVEL,trace Sift.Moist.FILL. 1 4 Boring terminated at 4.1'due to auger refusal. 1 6 1 _ A 8 1 m 1 � 10 1? 1 12 'o 0 0 u y 1 6 N ~I i4 1 m t7 E W O 16 9 9 0 18 N II J U 2 O m Sheet:1 or 1 1 =SHA(`� Project:WAL-MART of Salem Log of Boring SH-8 ' Location:Salem,MA Ground Elevation:118.5 1 feet SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:Diedrich 411."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 Note 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.Sadkowskl Sample Information Stratum Depth Spoon Pend Field (g) Sample Depth .rIRet Testing Lag Description Geologic Description Remarks ' er fi Blows in Dat 0 'r a _0�-- -3"Asphalt. Sorin g offset-5'Io East. Offset --0.5-- boring encountered recusal at-6.5'. S-1 0.5-2.5 16 24113 S-1(0.5 to 2.5'):Dense,,rown/gray,fine to coarse ' 16 1 a SAND and GRAVEL,trace Silt.Moist.FILL. 31 18 2 S-2 2.5-4.5 35 2418 I S-2(2.5 to 4.5'):Medium dense,dark brown,fine to 1 coarse GRAVEL and Sand little SIR,tram Organics. 12 12 Moist.FILL. 10 1 I 4 Ia ' S-3 4.5-6.5 6 24/8 FILL SA (4.5 o e Gr Loose,adark Silt, fine ni coarse 4 1 a SAND,some Gravel,little Silt,trace Organics.Wet. 1 FILL. , 1 Ia 6 a S4 6.5-8.5 6 24/14 1 1 S4(6.5 to 8.5'):Dense,dark brown,fine to coarse , 13 ` SAND,some Gravel,little SIX,trace Organics.Wet. 30 Ia FILL. 22 8 1 F I 'u? Boring terminated at 8.5'due to auger refusal. a x N n 10- 12- 14- 0 g 1214O 4 0 3 16— W 6 , 0 r 0 18 N O ' Z K O m Sheet:1 Of 1 ' = SH A ProjOct:WAL-MART of Salem Log of Boring SH-11 ' Location:Salem,MA 1 Ground Elevation:719.5 t(eet IMPROVING EARTH SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:Diedrich 4Y."ID HSA D-50 Turbo Track ATV t 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:11/12109 Date Finished:11112/09 Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum Depth Spoon Perd Fiaid ' (ft) Sample Do. `ppth Slows Ree Testing Log Description Geologic Description Remarks 0 —0'— �� –4'Asphalt. ' S-1 0.5-2.5 6 24/6 --0'5-- S-1(0.5 to 2.5'):Dense,brown,fine GRAVEL,some 18 Sand,trace Sift.Moist.FILL.Rock chips in tip of split 21 Spoon. 40 FILL 2 I Boring terminated at 2.5'due to auger refusal. 4— to- 12- 14— Z6 707214 1 0 ef 0 16- 18- 0 6 g 9 1 F v 18 y c� 0 0 m ' Sheet:1 of 1 Project:WAL-MART of Salem ' ASHA Log of Boring SH-12Location:Salem,MA Ground Elevation:118.5_feet ' IMPROVING EARTH SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:Diedrich 4Y."ID MSA,DSO 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 Note Time Drilling Company:Crawford Drilling Services,LLC 11/17/09 — No Groundwater Encountered Foreman:A.Martinelli t Date Started:11/17/09 Date Finished:11117/09 Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum DPoon en/ Fled (h) Sample Depth Geologic Description Remarks No. (ft) Blows Ree Testing Log Description per6in lint Data , p __g_ - ;e -3"Asphalt. S1 0.5-2.5 B 24/14 S-1(0.5 to 25).Dense,broom,One to coarse ' 18 t i SAND,some Gravel,little Sill.Moist.FILL. 31 12 FILL 2 tl S-2 2.5-2.9 50/5" 510 t S-2(2.5 to 2.9'):No recovery,rock chips in lip. Boring terminated at 29'due to auger refusal. 4 6 Q 8 o 'r? N m to- 12- 14- 0 0 1214O O � 16- 18— z 6 18i 0 m Sheet:1 of 1 ' = (\� Project:WAL-MART of Salem Log of Boring SH-13 ' = ISM \M Location:Salem,MA `J 1 Ground Elevation:118 t feel I M PROV I N C EARTH BHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:Diedrich 4'/."10 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 11/17/09 — 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 Depth Sample Depth Bloon Pen/ws Rec Tesviola dng Log Description Geologic Description Remarks 0— (ft) Der6in In a -3'Asphalt. Bourg offset-4'to East. Offset —0.5'— boring encountered refusal at-2.5'. S1 0.5-2.5 25 24/12 8110.510eGrverydee SIR. oast O ILL. coarse 31 t i SAND,some Gravel,lime SIR.Moist.FILL. 53 31 2 S-2 2.5-4.5 18 24/14 t� FILL S-2(2.5 to 4.5)',Very dense,gray,fine to coarse 36 SAND,little Silt,little Gravel.Moist.FILL. 38 i 52 I 4 i I Baring tenninaled at 4.5'due to auger refusal. ' 6 ' m ' o N i ' N 12— P N 00 F h W ~I 14 1 � of K O o 16 a 0 18 N ' O U 0 O m Sheet:1 of 1 1 HAProject:WAL-MART of Salem Log of Boring SH-14 'Location:Salem,MA Ground City Salem, m,M s eat SHA Project No.:3090.00 Datum:Clry of Salam,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:Diedrich 41/."ID MSA,"0 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 Depth Sample Depth Spoon Pen/ Field ( ) Geologic Description Remarks , No. (ft) Bows Ree Testing Log Description coral in Data 0 —0--- -4"Asphalt. Baring offset-3'to Fast. Offset —0.5'— baring encountered refusal at-1.5'. S-1 0.5-2.3 39 21/17 S-1(0.5 to 2.3'):Very dense,brown,fine to coarse ' 25SAND,some Gravel,little Silt,truce Organics.Moist. 29 '�I FILL. $0/3" FILL 2 � i Boring terminated at 2.3'due to auger refusal ' 4 ' 6 8 o ' x N m to- 12- 14- 0 0 12140 , u F 0 16 a , v 18 N z ' 2 a 0 m Sheet:1 of 1 ' A C Project:WAL-MART of Salem Log of Boring SH-15 =, 1 Location:Salem,MA HA v Ground Elevation:118Itfeel 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 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.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/16/09 — No Groundwater Encountered 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 Geologic Description Remarks Spoon Perd Field ' g Sample Depth ( ) No. (k) Blows Rec Tearing Log Description in inData I 0 —_0•. –3"Asphalt. Buried asphalt encountered from --05— approximately 1-2 feel. ' S-1 0.5-1.3 9/6 FILL S-1(0.5 to 1.3'):Very dense,bravMgray,fine to S0/W3" —1' coarse SAND,some Gravel,ftRle SIR.Moist.FILL. Asphalt in lip. Buried is ASPHALT tl S-2 3-5 8 24/17 S-2(3 to 5).Very dense,gray,fine to coarse SAND, 40 t FILL lime Gravel,little SIR,tram Organics.Moist.FILL. 44 q 35 r t I r 1 _ ' S3 5-7 11 24/14 —5— S-3 IS to 7'):Medium dense,brown-black,fine to 9 coarse SILT,some Organics,little Sand,trace 8 Gravel.Moist. 6 8 ORGANICS ' S-4 7.9 14 24/15 —7 S4(7 to 9'):Dense,gray/brown,fine to coarse 23 0 SAND,little Gravel,little Sift,Irate Organics.Moist. 25 p: TILL. 8 25 Q, o i S-5 9-11 27 24/9 Q TILL S-5(9 to 11'):Very dense,gray,fine to coarse m 40 0- SAND,some Gravel,little Sift.Moist.TILL. H23 m 0 28 0 . ct o- Boring terminated at 11'. No refusal encountered. 12- 14- 0 2 6 N ' F a r 14 m 0 0 0 ' o 16 F 0 3 18 N J U K O m Sheet:1 of 1 = SHA Project:WAL-MART of Salem Log of Boring SH-16 Location:Salem,MA ' Ground Elevation:178 t feet IMPROVING EARTH SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:Diedrich 4Y."ID HSA,D-50 Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings t 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' Ground Surface -5 min. Foreman:A Martinelli Date Started:11/13/09 Date Finished:11/13109 , Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum Depth (0) Sample m le Depth BloGeologic Description Remarks ws Rec Testing Log Description ' Data I D —D'-- �� -3°Asphak. -- 5-1 0.5-2.5 10 24/12 —0.5'- 3-1 to trace Dense,gray,fine worse SAND GR , 12 tr and GRAVEL,L,Irate Sih.Moist.FILL. 20 18 2 S-2 2.5-4.5 28 24/18 ' S-2(2.5 to 45):Dense,gray,One to coarse SAND, ' 20 some Gravel,little Silt.Moist.FILL. 25 29 4 5-3 4.5-6.5 12 24/14 FILL (4.5 to 6.9):Dense,gray,One 10 worse SAND, so 16 I some Gravel,like Sill.Moist.FILL. 12 ' 14 rr 6- 5-4 6.5-8.5 25 24/12 l S4(6.510 8.5'):Medium dense,gray/brown,fine to ' 14 coarse SAND,some Gravel,little Silt.Moist.FILL. 19 10 F —8.5'-- t? S-5 8.5-10.5 10 24/10 S-5 10.5'):Medium dense,gray,eto i 14 coarsese SAND,lisle Sib,trace Gravel.Wet. i 15 10 SAND m 10 ' Boring terminated at 10.6. No refusal encountered. 2 ,i y n ' y ti 14 O of o , o 16- 18- 0 6 7 r a m 18 3 w 0 o ' rs rc 0 m Sheet:1 of 1 ' = (\�HA Project:WAL-MART of Salem Log of Boring SH-17 =, Location:Salem,MA ' ASHA 1 Ground City Sale18.5 m, Leet SHA Project No.:3099,00 Datum:Ciry of Salem,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:Diedrich 4'A"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:11/13109 Date Finished:11113/09 Logged By:L Norton Checked By:S.Sadkowskl Sample Information Stratum Depth R Sample Depth Spoon Pen Field O Geologic Description Remarks No (p) Blows Rao Testing Log Description n Data o —6'.— �� -3'Asphalt. S-1 0.5-2.5 15 24/15 --0.5' 1(0.5 to 2.5'):Medium dense,broom,One to � — S- 8 r coarse SAND,some Gravel,little Silt,trace 7 Organics.Moist.FILL. 7 2 i ' S-2 2.5-4.5 8 24/12 I r S-2(2.5 to 4.6):Medium dense,gray/brown,fine to 7 coarse SAND,little Silt,ORIe Gravel,trace Organics. 12 r FILL Moist.FILL. 16 I i ' 4 i S-3 4.5-6.5 6 24A4 SA (4.5 to 6.5):Dense,Sift.Moist. fine to coarse 19 I SAND,little Gravel,little Sift.Moist FILL. 19 � ' 4 e. S-4 6.5-8.5 12 2417 S-4(6.5 to 8.5'):Dense,brown,fine to coarse ' m 16 O SAND,little SIR,trace Gravel.Wet,TILL. 26 12o TILL 8 0 r Q' S-5 8.5-8.8 5013" 3/0 5-5 IRS to 8.8'):No recovery.TILL. i Boring terminated x18.8'due to auger refusal. m 012mm 10- 12— m a W F 14- 0 4 ' 0 O 0 O 3 ' 0 16 9 I , a 0 `n 18 3 m I7 O I7 Z 0 m Sheet:1 of 1 Project:WAL-MART of Salem Log of Boring SH-18 ' =, \ Location:Salem,Mn:A ' `J Ground Elevatio120 t_feet IMPROVING pART❑ SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:Diedrich 4`/."ID HSA,D-W 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:1 V12109 Data Finished:11/12/09 ' Lagged By:L.Norton Checked By:S.Sadkowskl Sample Information Stratum Depth SamOple Depth Bloon Peru ws Rec Testing Lee Description Geologic Description Remarks me filo in Data , 0 --0'--- ;� -4"Asphalt. Baring offset-Fe West. Offset ---0.5'-- being encountered refusal al-3'. S1 0.5-2.5 7 24/7 S-1(0.5 to 2.5):Very dense,brown,fine to coarse ' 21 - SAND,some Sift,some Gravel,trace Organics. 36 Moist.FILL.Rock chips in tip. 39 2 FILL S-2 2.5-3.2 30 8/5 1 r S-2(2.5 to 32) Very dense,brown,fine to coarse , 50/2" SAND,some Gravel,trace Silt.Moist.FILL. -3.2- Boring terminated at 3.2'due to auger refusal. 4- 6 6 a 812140 12 0 o ' 0 16 9 8 0 18 _3 N m O , O K O m Sheet:1 Of 1 Project:WAL-MART of Salem Log of Boring SH-19 =, HA Location:Salem,MA `-J �[ 1 Ground Elevation:117.5 tfeet I M P R O V I N G E A R T 11 SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:Diedrich 4Y."to NSA,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 — 8' Ground Surface 16.5' -5 min. Foreman:A.Martinelli ' Date Started:11/17/09 Date Finished:11/17/09 Logged By:L.Norton Checked By:S.Sadkowskt Sample Information Stratum Depth Spoon Pi Field ' (tt) Sample D(ep Blows Rec Testing Log Description Geologic Description Remarks ft) o.r6in nData 0 —0'— -3"Asphalt. —0.5'--- Si 0.5-2.5 30 24/10 S-1 se SA D,s Very dense,gray/brown,fine to 32 r r coarse SAND,some Gravel,little Slit.Moist.FILL. 31 23 2 It S2 2.5-4.5 45 2419 t S-2(2.5 to 4.5'):Dense,browNgray,I'me to coarse 37 SAND,some Gravel,little Silt.Moist.FILL. 12 19 4 rr I FILL S-3 4.5-6.5 11 24/13 S-3(4.5 to 6.5'):Very dense,gray,fine to coarse 29 t SAND,some Gravel,little Sift.Moist-FILL. ' 25 15 t 6 t r rn S-4 6.5-8.5 15 24/12 1 S4A(6.510 8'):Medium dense,gray,fire to coarse 9 SAND,some Gravel,little Sill,trace Organics.Wet. 10 FILL. 7 g —g_ 548' l to 8.5'):Very stiff, brown,fibrous PEAT,,little Sang(race SIR. Wet. S5 8.5-10.5 2 24/20 S-5(8.5 to 10.5'):Stiff,black/brown,fibrous PEAT, 7 little Sand,little Wood,trace Sift.Wet. 32 mto— S-6 10.5- 16 24/0 S-6(10.5 to 12.5):Medium stiff,no recovery. 12.5 3 PEAT H 3 3 12 a r S-7 12.5- 2 24/19 S-7A(12.5 to 14'):Medium stiff,brown/black,fibrous ' a 14.5 3 PEAT,some Sand,trace Sill.Wet. w 2 3 14 —14'--- SAND 876(14 to 14.5'):Loose,gray/brown,fine to coarse y —14.5'--- SAND,trace Sift,trace Organics.Wet. S-6 16.5 3 24/24 S-e 14.5 to 16.5' Stiff, r SILT,little Sand.Wet. 0 16.5 4 ( ): gray, 9 p 11 SILT 3 16 --16.5'-- Being terminated at 16.5'. No refusal encountered. 9 F 0 3 18 N O 2 K 0 Sheet:1 of 1 SHA Project:WAL-MART of Salem Log of Boring SH-20ALocation:Salem,MA Ground Elevation:117 t 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 11/17/09 — No Groundwater Encountered Foreman:A.Martinelli Date Started:11/17/09 Date Finished:11117/09 ' Logged By:L Norton Checked By:S.Sadkowski Sample Information Stratum Depth Sam le De th Spoon Pen/ Field Geologic Description Remarks (tt) No (�) Blows Rel Tasting Log Description , er in at 0 --0'-- •�• -3"Asphalt. Sample S-1 driven only 18'due to ---0.5'--- severe driving angle. S-1 0.5-2 15 18/11 _ S-1(0.5 to 2'):Very dense,Mack/brown,SILT,some , 6 i - Sand,little Organics,trace Gravel.Moist.Rock in lip 56 1 FILL of split spoon. FILL with Organics. i 2 --2'-- Boring terminated at 2'due to auger refusal. 4 ' 6 8 0 O ' i N m to- 12- 14- 0 012 14O 52 W 3 9 a ¢ , 0 ro 18 3 m m o u z rc O m Sheet:1 of 1 ACT T Project:WAL-MART of Salem Log of Boring SH-21 HA Location:Salem,MA y � 1Ground Elevation:118 S feet I M PROVING EARTH SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum 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.P1, of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/16/09 -- 9 Ground Surface 10.5' -5 min. ' Foreman:A Martinelli Data Started:l 1/16109 Date Finished:11/16/09 Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum Depth ' (R) S amople Depth Blows Rao Tasting Log Description Geologic Description Remarks er firilt Darts -3'Asphali. _ 0.5'— S-1 05-2.5 18 24/12 S 10.5 Very dense,grafi fine to coarse 24 `i SAND,some Gr Gravel,little Silt.Moist FILL. 26 32 2 ` I S-2 2.5-4.5 15 24/10 t r S-2(2.5 to 4.6):Medium dense,gray,fine to coarse 10 SAND,little Silt,little Gravel.Moist.FILL. 10 12 4 FILL I 53 4.5-6.5 6 24/6 S-3(4.510 65):Loose,gray,fine to worse SAND, 6 t little Sill trace Gravel.Wet.FILL. ' 3 3 t� 6 I tr ' S-4 6.5-8.5 5 24/11 SIA(6.5 to 75):Loose,gray,fne to coarse SAND, 3 little Silt,little Gravel,Irate Organics.Wet.FILL, 2 2 som (7.5 to tram Sot.,Moist. lack,fibrous PEAT, g some Sand,(race Silt.Moist. O u S-5 8.5.10.5 WOW 24/12 PEAT S-SA(8.5 to 9.5'):Soft,browNNack,fibrous PEAT > 12, and Sand,little Sift,trace Gravel.Moist. 13 in 13 —9.5'—_ m S-5B(9.5 to 10.5'):Medium dense,gray,fine to ' ^ 10 SAND medium SAND,little Sift.Wet. m Boring terminated at 10.5. No refusal encountered. 214O12- 14- 0 o 16 9 F 0 18 _3 N O C7 K Q1 ' Sheet:1 of 1 (\� Project:WAL-MART of Salem Log of Boring SH-22 =, \ Location:Salem,MA `f 1 Ground Elevation:11721eet IMPROVING L'' ARTiI SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum 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.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/16/09 — No Groundwater Encountered Foreman:A Martinelli ' Date Started:11116109 Date Finished:11116/09 Logged By:L.Norton Checked By:S.Sadkowskl Sample Information Stratum Depth Sample De Spoon Pon/ Field Geologic Description Remarks (ft) Depth is 9 P No (ft) Blows Red No. Log Description ' n 11 ML Data I 00' -3"Asphalt. Boring offset-4 to West. Offset —0.5'-- boring encountered refusal at-3.5'. S-1 0.5-1.8 23 1614 , S-1(0.5 to 1.8'):Very dense,brown,fine to coarse ' 43 SAND,some Gravel,little Silt.Moist.FILL.Rock 50/4" ' I chips in lip. 2 S-2 2-3.4 9 17/9 FILL SA D to tie Silt, Very dense,broom,Me to coarse , 23 SAND,little Silt,little Gravel.Moist.FILL. �� i Boring terminated at 3.4'due to auger refusal. 4 ' 6 g o ,a m to- 12- 14- 0 0 12140 4 0 0 3 16 ,9 1 0 18 3 N (7 (7 Z 0 m Sheet:7 of 7 ' Project:WAL-MART of Salem Log of Boring SH-23 ASHASHALocation:Salem,MA feet Ground Elevation:11TS ssac Project No.:3090.00 Datum:City of Salam,Massachusetts Vertical Datum I M P R O V I N G E ART I I 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.Sadkowskl Sample Information Stratum Depth Sample Depth Spoon Pard Field Geologic Description Remarks ' (B) No. (ft) Blows Rec Testing Log Description r 6 in lint Data 0 --0'— �� ^3"Asphalt. — 0.5'-- S1 0.5-2.2 26 20/8 SA D,so a Gr Very dense,gray,fine to coarse 25 i SAND,some Gravel,little Silt,trace Organics.Moist. 25 i FILL FILL. 50/2' 2 ti Boring terminated at 2.2'due to auger refusal. ' 4 6 a 8 1 m u a N ' m 10 J 1 12 d C) F ' n y 14 O rc O 3 m 16 9 0 3 18 W v ' O u z O m Sheet:1 of 1 (\STT TT Project:WAL-MART of Salem Log of Boring SH-24 ' =, HA Location:Salem,MA 111111111111111111111111SHA 11 Ground City m,1`17t feet ' SHA Project NO.:3090.00 Datum:City of Salm,Massachusetts Vertical Datum IMPROVING EARTH Drilling Method:Diedrich 4%"ID HSA,D-50 Turbo Track ATV Sampling Method:T'O.D.Split Spoon with Auto Hammer Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ret.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/12/09 — 7' Ground Surface 10.5' -5 min. Foreman:A.Martinelli Date Started:11/12/09 Date Finished:11112/09 ' Logged By:L Norton Checked By:S.Sadkowski Sample Information Stratum Depth Spoon Perd Field (p) S amo a Depth Blows Rec Testing Log Description Geologic Description Remarks ' In tint Data I 0 —0— -3'Asphalt. —0.5'— 1(0.5 to 2.5'):Medium dense,brown/gray,fine to S-1 0.5-2.5 11 24/9 v S ' 7 1 i coarse SAND,little Gravel,trace Sill.Moist.FILL 9 7 i 2 S-2 2.5-4.5 8 24/3 f FILL S-2(2.5 to 4.5'):Medium dense,brown/gray,fine to ' 6 coarse SAND,little Gravel,trace Sift.Moist.FILL. 8 6 tl 4 I S-3 4.5-6.5 3 24/6 --1.5'— S-3(4.5 to 6.5'):Soft black,fibrous PEAT,some 2 - Sand,trace Gravel,trace Silt,trace Wood.Moist. 4 4 ' 6 PEAT S4 6.5-8.5 7 24/9 S4A(6.5 to 7.5'):Very stiff,black,fibrous PEAT, 14 some Sand,trace Gravel,trace Silt,trace Wood. , 15 Moist. 16 —7.5'—_ S-0B(7.5 to 8.5'):Medium dense,gray,fine to ? 8 medium SAND,little Sift.Wet. r a , r? S-5 8.5-10.5 11 24110 S-5(8.5 to 10.5):Medium dense,gray,fine to > 15 SAND coarse SAND,little Sit.Wet. i 1 i2 m N 10 ' m Boring terminated at 10.5'. No refusal encountered. x o '12- 214O14- 0 x 0 3 '16- 18- 0 618O ' ('l 2 O m Sheet:1 of 1 ' =\^TUT /♦\ Project:WAL-MART of Salem Log of Boring SH-25 =Jl ' /'y Location:Salem,MA ' j,l 1 Ground Elevation:120.53 feet SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING eARTiI 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.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:11112109 Logged By:L.Norton Checked By:S.Sadkowski Sample Information I Stratum Depth peon Pe Field (tt) Sample m le Dip h glows Rec Testing Log Description Geologic Description Remarks ' Data 0 —p•— �� -3"Aspha0. —0.5'-- S-1 0.5-2.5 23 24/11 S-1Very dense,gray with red,fine to 35 1. coarseme SAND,some Gravel,trace Silt.Moist.FILL. 33 36 2 li S-2 2.5-4.5 15 24/13 I S-2(2.5 to 4.5'):Dense,grey/broom,fine to coarse 18 SAND,some Gravel,Otle Sill.Moist.FILL. 2 277 l� I 4 I FILL S-3 4.5-6.5 32 2418 ; S-3(4.5 to 65):Very dense,gray/brown,fine to 44 I coarse SAND,some Gravel,Mile Silt,Moist.FILL. 15 ' 6 6 � i S4 6.5-7.8 10 16/6 S-4(6.5 to 7.8'):Very dense,gray/brown,fine to ' 9 coarse SAND,little Sill,little Gravel,little Organics. 50/4" r Moist.FILL. 2 � m S-5 8.5-10.5 37 24110 S-5(8.5 to 10.5):Very dense,brain,fine to coarse S 35 SAND,little Gravel,trace Sift.Wet.Weathered rack _ y 33 SAND chips in tip of split spoon. 36 <? —10.6— Baring terminated at 10.5'. No refusal encountered. i ' o 12 'a N F ' w y i 14 U K O 63 16— Lo 18 N ' O (7 Z O m Sheet:1 of 1 1 =S/`�U /A\ Project:WAL-MART of Salem Log of Boring SH-26 ' ' /"'� Location:Salem,MA Ground Elevation:118 L feet LLL 11 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 I I 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.Pt. of Casing of Hole Time Drilling Company:Crawford Drilling Services,LLC 11/17/09 -- No Groundwater Encountered Foreman:A Martinelli Date Started:11/17109 Date Finished:11/17/09 ' Logged By:L.Norton Checked By:S.Sadkuwski Sample Information Stratum Depthpoon Pen/ Fie d (B) S No. D(efl)h Blows Roo Testing Log Description Geologic Description Remarks ' mr6in tint Data 0 __g•. -3"Asphak. —0.5'--- --1 0.5-2.5 18 24/13 S-1(0.5 to 2.5'):Dense,brown,fine to coarse ' 18 i SAND,some Gravel,little Silt,face Organics.Mast. 18 FILL. 30 FILL 2- S-2 2.5-2.8 50/3" 3/0 'r S-2(2.5 to 2.8'):Very dense,no recovery. ' Boring terminated at 2.8'due to auger refusal. 4 ' 6 , B o 'u x N � to- 12- 14- 0 012140of 'of O 16- 18- 0 618o ' <s z 0 m Sheet:1 of 1 t ' = (`1T�T1 /♦` Project:WAL�MRT of Salem Log of Boring SH-27 ' =o 11 , /-'� Location:Salem,MA t `J l[ 1 Ground Elevation:118.5_feel 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 11/16/09 — 5.5' Ground Surface 10' -5 min. Foreman:A,Martinelli Data Started:11/16/09 Date Finished:11/16/09 Logged By:L.Norton Checked By:S.Sadkowskl Sample Information Stratum Depth ' (R) Sample Depth Spoon Geologic Description Remarks lows Rec Testing Log Description er •r• -3"Asphalt. ' S-1 0.5-2.5 18 24/14 1 —�'S-- SDense,brown,fine to coarse 25 t r SAND,some Gr Gravel,little Sill.Moist.FILL. 15 14 2 II ' S-2 2.5-4.5 19 24/9 Irl FILL S-2(2.5 to 4.5):Dense,broom,fine to coarse 13 SAND,some Gravel,little SIR.Moist.FILL. 25 31 i 4 S-3 4.5-4S 50/3" 3/0 S-3(4.5 to 4.8'):Very dense,no recovery. S-4 5-6.8 12 21/17 - —g S4(5 to 6.8'):Very dense,brown,fine to coarse I ' 22a: SAND,little Sill,little Gravel.Wet.TILL. 31 g 50/3" Q. o- Q. a:C TILL 8 0 S-5 8-10 27 24/10 Q Sto 10'):Very dense,gray,fine to coarse 29 'o. SAND, ,some Gravel,little Sift.Wel.TILL. 58 > 38 o' N � ' m 10 -10 Boring terminated at 1 d. No refusal encountered. 1 12 'a t N F I 14 N x K 3 16 8 li 1v 3 18 N J K 0. Sheet:1 of 1 \^TUT /A\ Project:WAL"MART of Salem Log of Boring SH-28 ' Location:Salem,MA ' =SHA 1 Ground Elevation:118 t feet SHA Project No.:3090.00 nz \1 ' /� IMPROVING EARTH Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:Diedrich 411."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' Gmund Surface 14.5' 15 min. Foreman:A Martinelli Date Started:11/16109 Date Finished:11/16/09 Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum Depth (N) SNo. Depth Blows Rec TesOng Log Description Geologic Description Remarks , 6 in I Data -3"Asphalt. ' S-1 0.5-2.6 22 24/15 0.5'- - S-1(0.510 25):Very dense,bravo,fine to coarse 30 r SAND and GRAVEL,trace Silt.Moist.FILL.Rock in 55 lip. 45 2- S-2 2.5-4.5 35 24/2 t S-2(2.5 to 45):Dense,brownlgray,fine to coarse ' 21 I SAND,fttle Silt,little Gravel.Wel.FILL. 28 25 FILL I 4 S-3 4.5-6.5 20 24/2 S-3(4.5 to 6.5'):Very dense,dark brown,fine to 31 r coarse SAND and GRAVEL,little Sift.Moist.FILL. 30 , 15 � 6 I S-4 6.5-8.5 8 24/6 S-4 Wo to 6ittle and.Wet. black,fibrous PEAT, , 7 little Woad,little Sand.Wel. 3 3 d 8 v u S-5 8.5-10.5 6 24/24 S-5(8.5 to 105):Soft,browrdblack,fibrous PEAT, > 2 trace Sand,trace Wood.Wet. i 1 m 1 PEAT 10 ,m S-6 10.5- 2 24124 S.6(10.5 to 12.5'):Soft,browNblaok,fibrous PEAT, > 12.5 2 trace Sand,trace Wood.Wet. i 2 m 2 12 'a r S-7 12.5- 9 24/9 -12'5 S-7(12.5 to 14.6):Medium dense,gray,fine SAND, a 14.5 8 some Silt.Wet. N 10 9 SAND 0 14 Boring terminated at 14.5'. No refusal encountered. ' 0 4 K c 16- 18- 0 6 9 v 3 18 N 0 O , 2 X O mIn- Sheet:1 of 1 CU /A\ Project:WAL-MART of Salem Log of Boring SH-29 Ma 11 ' /—� Location:Salem,MA `J jl 1Ground Elevation:118 Y feat I M P R O V I N G F A R T 11 SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum 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.Pt. 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:11116/09 Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum DepthSpoon Po Field ' (it) Samople Depth Blows Roc Testing Log Description Geologic Description Remarks . (III Perflin n 0 S-1 0-1.8 2 21/13 —0. -6"Landscape Wood Chips. 9 526 S-1(0:6 to 1.0'):Dense,gray,fine to coarse SAND, 0/ little Gravel,little Sift.Moist FILL.Asphalt in tip. 1� I 2 S-2 2.4 26 24/12 r v ` S-2 to Very dense,gray,fine to coarse SAND G 32 and GRAVEL,(race Sill.Moist.FILL. 27 19 19 t I I 4 S-3 4.6 15 24/8 FILL S-3(4 to 6'):Medium dense,gray,fine to coarse 13 t SAND,some Gravel,little Silt.Moist.FILL. it 10 I i 6 S-4 5-8 10 24/10 t S-4(6 to 8')'Dense,gray,fire to coarse SAND, 8 some Sift,Ettle Gravel,trace Organics.Wet.FILL. 41 ' e 9 9 i � t fl I ' F 8 S-5 8-10 WOW 24/24 _B-- S-5(8 to 10') Very soft,blacWbrovun,fibrous PEAT, 24' (race Sand,trace Gravel.Moist. N ' m to— S-6 10-12 WOW 24/24 S-6(10 to 12'):Very soft,blacVbrown,fibrous 24" PEAT,trace Sand,trace Gravel.Wood throughout Wel. i PEAT r 12 S-7 12-14 WOW 24/12 5-7 PEAT,tram 14'):Sen ,,tram ravel,Mois.fibrous 18' PEAT,trace Sand,trace Gravel.Moist. 3 6 N F m 14 S8 14-16 15 24/10 --14'--- S-8(14 to 16'):Medium dense,gray,fine to medium ' 11 SAND,some Sift.Wet.Transition to fine to coarse C P SAND,trace Silt. Wet. SAND 0 0 i6 --16'-- Boring terminated at 16'. No refusal encountered. g0 S F 0 3 18 N J Z K O m ' Sheet:1 of 1 CT T Project:WAL-MART of Salem Log of Boring SH-30 ' = Location:Salem,MA ' �i Ground Elevation:118 2 feet SHA 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 11/13/09 — 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.Sadkowski Sample Information Stratum Depth Sample Depth Blows "Ren.' Testing Log Description Geologic Description Remarks ea I 'rfiin tint 0 S-1 0-2 4 24/15 _0.--- -6"Landscape Wood Chips. 5 28 I. S-1(0.6 to 2'):Dense,brown/gray,Me to coarse , 38 SAND,some Gravel,little Sill.Moist.FILL.-4" Asphalt in tip. I 2 S2 2-4 48 24/11 S2(2 to 4'):Dense,brown fine coarse , ' 29 I SAND,some Gravel,little Silt.ilt.Moist.FILL. 22 20 I i 4 S-3 4-6 4 24/11 S3(4 to 6'):Medium dense,brownlgray,fine to 5 waste SAND,little Gravel,little Silt,[race Organics. 6 I Moist.FILL. 7 FILL t`I i 6 S4 6-6.8 15 915 r S-4(6 to 6.8') Very dense,brovm/gray,fine to 50/3" coarse SAND,little Sift,trace Gravel,trace Organics. r Moist.FILL. ' I I F 8 S-5 8.10 6 2414 r v S-5(8 to 10'):Loose,gray,fine to coarse SAND, 0 4 `I some Silt,trace Gravel,it"Organics.Moist.FILL. ' 2 > 2 Q i x I 0 ' m t0 S6 10-12 WOR 24/16 —10 S6(10 to 12'):Medium still,black brown,fibrous cs 3 PEAT,trace Sand,trace Gravel.Wet. > 2 < 3 x o ' a 12— S-7 12-14 W OHI 2424 S7 112 to 14'):Very soft,black/brovm,fibrous r? 24" PEAT,trace Sand,trace Gravel.Wet. N F a PEAT , w rl R 14 S-8 14-16 WOHI 24124 5-8(14 to 16):Very soft,blacWbrovm,fibrous PEAT 24" and Organic Sift,trace Sand,trace Gravel.Wet. ' 0 12 O o ' 0 Is— S-9A 16-17 5 24/16 —i6'--- S-9A(16 to 17'):Medium dense,gray,SILT,Title 7 SILT Sand.Wet. � 10 &9B 17-18 9 — —1T 913—(17(17 to 18')'Medium dense,gray,rine to coarse aSAND SAND,trace Gravel,trace Sift.Wet. ' 0 in � Boring terminated at 18'. No refusal encounleretl. N z ' 'U K O m Sheet:1 of 1 SM Project:WAL4NART of SalemLog of Boring SH-31 Location:Salem,MA Ground Elevation:118-feet SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING CART 11 Drilling Method:Diedrich 49."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 -- 10' Ground Surface 12.5' -5 min, Foreman:A Martinelli Date Started:11/13/09 Date Finished:71/13/09 Logged By:L.Norton Checked By:S.Sadkowskl Sample Information Stratum Depth Sample D((it) Blows Rec Testing Log Description Geologic Description Remarks n Data 0 —0'— -41"Asphalt. S1 0.5-2.5 57 24/17 —0'S-- S-1(0.5 to 2.5'):Dense,gray,fine to mares SAND, ' 25 `. some Gravel,little Silt.Moist.FILL. 16 21 2 I ' S-2 2.5-4.5 20 24/8 S-2(2.5 to 45):Medium dense,broom,fine to 6 coarse SAND,some Silt,tram Gravel,tram 6 i Organics.Moist.FILL. 9 t FILL I 4 ' I S-3 4.5-6.5 4 24/10 S-3(4.5 to 6.5'):Loose,gray/brovm,fine to coarse 6 t SAND,some Sift,tram Gravel,trace Organics. 2 Moist.FILL. 3 t� 6 5' 6. -- ' S-0 6.5-8.5 2 24/78 — S (6.5108.5'):Soft,black,fibrous PEAT,trace 2 Sand,trace Gravel.Moist. 2 Q 1 6 F u S-5 8.5-10.5 WOW 24/24 PEAT S-5 18.5 to 10.5):Very soft,black,fibrous PEAT, > 24' trace Sand,trace Gravel.Moist. x N 10 m 0 5-6 10.5- 17 24/10 -10.5' S-6(10.510 125):Medium dense,tanigray,fine to a 12.5 12 mares SAND,little Gravel,little Silt.Wet. x 14 h 3 SAND 12 F —12'5 Boring terminated at 12.5'. No refusal encountered. n N F 14 O O ' m 16 F 0 �u 18 0 0 0 0 m ' Sheet:1 of 1 CProject:WAL-MART of Salem Log of Boring SH-32 1 1 Location:Salem,MA 1 Ground Elevation:118 Y feet M P R O V I N G C A R T I I SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum I Drilling Method:Diedrich 41/,"ID HSA,D-50 Turbo Track ATV Sampling Method:2"O.D.Split Spoon with Auto Hammer Groundwater Readings 1 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 1 Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum (ry�h Samople De h Spoon R c Testing Log Description Geologic Description Remarks Ift) Blowswr6ir 11.1 Data1 D —A'— �� -3"Asphalt Boring toffsetend refusal North. Offset S-1 0.5-2.3 20 21/10 ---0.5— 5- encountered refusal a[-2.5'. 1(0.5 o e Gr Dense,brown,fine to coarse 1 18 i 'SAND,some Gravel,trace Silt,trace Organics. 19 I I Moist.FILL.Concrete in tip. 50/3" FILL i 2 Boring terminated at 2.5'due to auger refusal. 1 4 1 6 1 C 8 0 1 to- 12- 1 �, 1 0 14 1 0 1- 76 0 16 N m D 1 (7 Z O m Sheet:1 of 1 1 SHA Project:WAL-MART of Salem Log of Boring SH-33 Location:Salem,MA Ground Elevation:118.5_feet IMPROVING EARTFI SHA 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 Hale 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:11112109 Logged By:L.Norton Checked By.S.Sadkowski Sample Information Stratum Depth Spoon Pe Fie d ' Ill) Sample Depth Blows Rec Testing Log Description Geologic Description Remarks 6i p -__p•— -3"Asphaft. --os'— St. U,.2.5 14 26/13 S-1Medium dense,brown,One to 14 ti coarsese SAA ND,D,little Sift,trace Gravel.Moist FILL. 11 9 2 ri I ' S-2 2.5-4.5 15 24/10 t S-2(2.5 to 4.5')t Medium dense,gray,fine to worse 6 SAND,little Sift,trace Gravel.Wet.FILL. 5 6 I 4 i S-3 4.5-65 6 2410 FILL ' S-3 4.5 to 6.5):Loose,no remove ( ry. 4 6 4 1� 6 t� I ' S-4 6.5-8.5 6 24/3 I S-4(6.5 to 8.5'):Loose,gray,fine to worse SAND, 3 some Silt,trace Gravel,tram Organics.Wel.FILL. 3 2 3 C 8 F $S 8.5-10.5 8 24/10 S-5 coarse A 105):little Medium dense,gray,tine to LL > 7 0; Warta SAN D,little psi tip fspo.Wet.TILL. 22 p' Weathered rock chips in tip of spoon. u, 25 O. nu 10 m Boring terminated at 10.5'. No refusal encountered. x a' 12-- 214O14- 0 0 ' m i6 1 ¢ 0 `� 18 3 N J C7 D O 0 I ' Sheet:1 of 1 Project:WAL-MART of Salem Log of Boring SH-34 ' Location:Salem,MA Ground Elevation:118.5 t 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 Dept - 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:11112/09 Logged By:L.Norton Checked By:S.Sadkowski Sample Information Stratum Depth Spoon PeN Field (11) Sample Depth Bows Roc Testing Log Description Geologic Description Remarks No. IRI r6' D ata 0 _-0 -4"Asphaft. ' S-1 0.5-2.5 2 24/12 --0.5'— S-1(0.5 to 2.5'):Dense,gray,FILL to coarse SAND, 244 I r some Gravel,little Silt.Moist.FILL. 22 1 8 2 11 S-2 2.5-4.5 22 24/6 I S-2(2.5 to 4.5'):Dense,gray,fine to coarse SAND, , 23 some Gravel,little Silt.Moist.FILL. 17 18 4 I S3 4.5-6.5 23 24/11 S3(4.5 to 6.5'):Medium dense,dark brown,fie to 9I I FILL coarse SAND,little Sill,little Gravel.Moist.FILL. 7 6 � 6 I S4 6.5-8.5 6 24/11 1 S-4(6.5 to 8.5'):Loose,graymrown,fine to coarse 3 SAND,little Sift,trace Gravel,trace Organics.Wel. 2 FILL. 2 t F t? S-5 8.5-10.5 3 24/18 1r SAN (8.5m SIR, Loose,grays,tram,fora to wars. > 3 1 SAND,some Sift,IitBe Organics,bace Gravel.Wel. y4 4 FILL. m 5 —95— S-5B(9.5 1 Medium stili,Grove/black, ' 70 fibrous PEAT,some Sand,tram Gravel. Wood m throughout.Wet. 546 10.5-12 4 24/14 S-6(10.5 to 12)'.Very stiff,black,fibrous PEAT, 13 some Sand,tram Gravel. Wood throughout.Wet. H 12 a 8 'o PEAT o. 12 S-7 12-14 6 24/14 S-7(12 to 14'):Very soft,brown,fiberous PEAT and O WOH Organic Sift,some Sand,tram Gravel.Wet. r 2 n 2 N F I 14 S-8 14-16 1 24/11 -14 S-8(14 to 16'):Soft,gray/browm,SILT,little Sand, 2 tram Organics,tram Gravel.Wet. ' n 1 0 3 4 0 35 q 16 S-9 16-18 7 24124 SILT S-9(16 to 18'):Medium dense,gray,fine SAND and 7 SILT.We[. $ 13 r 0 3 18 -18 Boring terminated at 18'. No refusal encountered. vi 0 i 0 Sheet:1 of 1 1 1 1 i ' APPENDIX C.2 TEST PIT LOGS BY SHA 1 tIMPROVING 1 ' mc Project:WAL-MART of Salem Test Pit No. TP-1 t Location:Salem,MA Ground Elevation:127 i feet 1111111111111111111MOSHA SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum I M P R O V I N G EARTH R T H Weather:Partly Cloudy,45 Date:11111109 Logged By:B.Bettencourt Time Started:07:45' Checked By:S.Sadkowski Time Finished:08:30 Groundwater Readings Excavation Equipment Date Time Depth to Water Ref.Pt. Depth of Test Pit Stab.Time 11/11/09 0815 10' Ground Surface 15' 10 min. Collator:M. Finished Grade Excavation Make:John Deere Operator:It Maly Madel:120 Reach:18 ft Bucket Capacity:.75 CY Depth p Field Strata Strata Boulder Testing Depth Geologic Description Depth Excv' Qty 8 Remarks (tl) Data (ft) 1ft1 Effort Class 0 0 Light brown,fine to coarse SAND,some Gravel,little Silt,little Organics,little 0 1, 1 ' Concrete,AspK-A,Bdc4.Moist.FILL.Tree slump. >5A ' 2— D ' 4- 1 B 1B 6 6 Brown,Organic SILT(visible Root fibers),some Sand.Moist. e ' M ' 8 8 Light brown,fine to coarse SAND,some Gravel,same Silt,I the Cobbles.Moist. 8 Falling head permeability test performed by SHA in Sand and Gravel layer. No infiltration observed. n a to-10 ________________ 10 a c. x m 12- Drawn,fine to coarse SAND 8 GRAVEL,little Cobbles,trace SIR.Wel. D >5A 14 a r n N F pI N 1 17 Test Pit terminated at 17 feet. No refusal encountered 17 ' o NOTES: 0 1 Boulders and standing water at base of pit. S v w Soil D¢sertMion Test Pit Plan North Arrow 3 Excavation Excavation Effort Boulder Size Classification Minor Component Proportions 1 ' m E Easy 12"•24" A trace 0•10% 1■ITI■1 E M Moderato 24"-36" B little 10.20°h 1 L D Difficult 36"and larger C same 20-35% Fand 35.50% f-15'----� Sheet:1 of 1 1 Project:WAL-MART of Salem Test Pit No. TP-2 ' /A..� Location:Salem,MA ' Ground Elevation:125 iaeet 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 if Weather:Overcast,60 Date:11/11/09 Logged By:B.Bettencourt Time Started:08:45 Checked By:S.Sadkowski Time Finished:09:15 Groundwater Readings , Excavation Eculpment Date Time Depth to Water Ref.M. Depth of Test Pit Stab.Time Contractor:Finished Grade Excavation Make:John Deere 11/11/09 0910 5' Gound Surface 6' 5min. Operator; M.Haley Modal: Reach:18 Ca ft Bucket Capacity:.75 CY ' Depth Field Strata Strata Ezcv. Boulder (ft) Testing Depth Geologic Description Depth EffortQ'y S Remarks Data (ft) (ft) Class 0 0 Boulders with dark brown,fine to medium SAND and Organic Silt.Moist. 0 J— BOULDERS/FILL. , 2 3A , SA O 4 ' i C ' 6 6 Test Pit refusal at 6 feet on boulders. 6 8 1 a 'F 1 S m 12- 14- 16- 0 1416 0 3 ' 18 v w Soil Description Test Pit Plan Norah Arrow 3 Excavation Effort Boulder Size Classification Minor Component Proportions E Easy 12"-24" A trace 0.10%.10% 14' ' 6i M Moderate 24"-36" B little 10.20 I D Difficult 36"and larger C some 20.35% 1 F and 35.50% Sheet:1 of 1 Project:WAL-MART of Salem Test Pit No. TP-3 ' Location:Salem,MA � Ground Elevation:125 t feet SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROV I N C 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 E¢uioment Date Time Depth to Water Ret.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:7S CY Depth Field Strata Strata Boulder tt Testing Depth Geologic Description Depth Ex". Qty Remarks ( ) Data (ft) (ft) Effort Class 0 0' 0 Brown,One to coarse SAND,little Gravel,fttle Organic Silt(visible Organic(bars). Moist.BOULDERSIFILL. >5q 58 ' 2— D ' iC 4 >5C 6 6 Test Pit refusal at 6 feet on boulders. 6 ' 8 ry 0 1 u x m 12 t? x N 14 a O t n y w Vi 1 O 1 0 O 18 S 0 0 w Soil D¢scrlotien Test Pit Plan North Arrow 3 Excavation Effort Boulder Size Classification Minor Comrwnerd Prenortions E Easy 12"-24" A trace 0-10% M Moderate 24"-36" B little 10-20% 10' I D Difficult 36"and larger C some 20-35% t r and 35.50% —10'--� Sheat:1 of 1 0: Project:WAL-MART of Salem Test Pit No. TP-4 ' t� Ground Elevation:125 Y feet Location:Salem,MA ' � 1111111111111111111SM SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Weather:Overcast,50 Dale:11/11/09 Logged BY:B.Bettencourt Time Started:10:25 Checked By:S.Sadkki oets Time Finished:10:55 Groundwater Readings ' Excavation Eeuloment Date Time Depth to Water Ref.Pt. Depth of Test PR Stab.Time Contractor: 11/11/09 10:45 5' Ground Surface 12' S min. Operator:M.orr:: Finished Grade Excavation Make:John Deere Haley Model:120 It Reach:18 f[ Bucket Capacity:.75 CY Depth Field Strata Strata Boulder ' Testing Depth Geologic Description Depth Excv. Oty 6 Remarks ( ) Data Oil (it) Effort Class 0 0 Dark brown,fine to coarse SAND,some Organic Sill(visible Root fibers),Ii1L'e 0 , Cobbles,fillle Gravel.Moist.TOPSOIL. 1D >SA 2 2 Light Mown,fine to coarse SAND,some Cobbles,little Gravel,little SIR,little 2 Asphalt.Moist.FILL. 4 ' 6 6 Black,Roots and Organic Sill,Wet.FILL. 6 1 8 6 Tan/gray,SILT,some Sang trace Organics.Wet. 6 t 0 1 'u Light Mown,fine to coarse SAND 8 GRAVEL,trace SIR.Wet. , m 1 12 Test Pit refusal on probable Bedrock at 12 feel. 12 M N 14- 16-- 0 41 3 18 9 0 w Soil DeaerlMion Test Pit Plan North Arrow 3 Excavation Effort Boulder Size Classification Minor Component Proportions " EEasy 12"-24" A trace 0.10% } ' M Moderate 24"-36" B little 10-20% ` r D Difficult 36"and larger C some 20-35% w and 35-50% —12'� Sheet:1 of 1 Project:WAL-MART of Salem Test Pit No. TP-5 e Location:Salem,MA 1 \ Ground Elevation:124 t feet � 1 SHA Project No.:3090.00 Datum:City a(Salem,Massachusetts Vertical Datum I M P R O V I N G E A R T I I Weather:Overcast,50 Date:11/11/09 Logged By:B.Bettencourt Time Started:09:50 Checked By:S.Sadkowskt i ' Time Finished:10:20 Groundwater Readings Excavation Epulpment Date Time Depth to Water Ref.Pt. Depth of Test Pit Stab.Time 11/11/09 11:15 4' Ground Surface 5' S min. Contractor:Finished Grade Excavation Make:John Deere Operator:M.Haley Model:120 Reach:18 ft Bucket Capacity:.75 CV Field Strata Strata Boulder Depth Testing Depth Geologic Description Depth Excv' Oty 8 Remarks (ff) Data (R) (R) Effort Class 0 0 Light brown,fine to coarse SAND,some Sift,some Cobbles,trace Roots.Moist. 0 BOULDERS/FILL. IT ' 2 D >SA ' 4 3A 5 Test Rt refusal at 5 feel on boulders. 5 III 6- 8— to- 12- 14- 0 81114O K $ 18 0 Soil Description Test Pit Plan North Arrew S Excavation Effort Boulder Size Classification Minor Component Proportions m �E Easy 72"-24" A trace 0.10% + 'M Moderate 24"-36" B lime 70.20% 10' a t I °' D Difficult 36"and larger C some 20-35% r and 35.50% Sheet:1 of 1 1 1 Project:JWALf Salem Test Pit No. TP-6 Location:Salem,em,MA MA Ground Elevation:125.5 L teat ' 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 Il Weather.Overcast,50 Date:11111/09 Logged By:B.Bettencoun Time Started:11:00 Checked By:S.Sadkowskl Time Finished:11:20 Groundwater Readings ' Excavation Eauioment Date Time Depth to Water Rei.Pt. Depth of Test Pit Stab.Time 11/11/09 11:15 6' Ground Surface 9' S min. Contractor..Finished Grade Excavation Make:John Deere Operator.It Haley Bucket 120 Ca Reach:18 R Bucket Capacky:.75 CY Depth Field Strata Strata Excv Boulder ' (fl) Tasting Depth Geologic Description Depth Effort oty 8 Remarks Data (ft) (fl) Class 0 0 0 Dark broom,fine to coarse SAND,some Organic Silt,little trace Roots.Moist. ' TOPSOIL. 1 Light broom,One to coarse SAND,some Gravel,little Sitt,little Cobbles.Moist. 1 FILL. 2 >5A , 4 4 m 4 , Dark brown,Organic SILT,some Sand,sae Roots.Moist,FILL. 5 Light brown,One to coarse SAND,some Gravel,little Sift,little Cobbles.Moist. 5 'SA 6 6 6 Light brown,SILT,tittle Sand,trace Organics,trace Gravel.Wet. ' 2A ' 6 S 6 Light brovm,One to coarse SAND 8 GRAVEL,trace Silt,little Cobbles.Wet. 9 Test Pit refusal on probable bedrock at 9 feet. 9 0 IU— in m i r? 14 'a a w r 0 1 0 0 18 0 w Soil Descried Test Pit Plan North Arrow 3 Excavation Effort Boulder Size Classification Minor Component Proportions 1 E Easy 14'.26" A trace 0-10N � M Moderate 24".36" B trace 10-20% < I D Difficult 36"and larger C some 20-35% in and 35-50% Sheet:1 of 1 ' Project:WAL-MART of Salem Test Pit No. TP-7 OSHA ' Location:Salem,MA � Ground Elevation:126 3 feel 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 II Weather: Date:I V11/09 Logged By:B.Bettencourt Time Started:11:25 Checked By:S.Sadkoweld Time Finished:11:45 Groundwater Readings Excavation Eauiament Date Time Depth to Water Ref.Pt. Depth of Test Pit Stab.Time 11/11/09 1140 No Groundwater Encountered 5' 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 Excv. Boulder fit) Depth Geologic Description Depth Effort OtyS Remarks Data (N) (it) ort 0 ' 0 Dark brown,fine to coarse SAND,some Organic Sift,trace Roots(small diameter), 0 little Cobbles.Moist.TOPSOIL. 2A 1 Brown,fine to worse SAND,some Silt,little Gravel,lidle Cobbles,tram 1 Roots/Organic Slit.Moist.FILL. 2 iC ' 4 4 Light brown,fine to worse SAND,some Sift,little Gravel,little Cobbles.Moist. 4 >5A ' S Test Pit refusal on probable bedrock at 5 feet. 5 6 ' S- 12- 14- 16- 0 1141 p 0 iB a w Soll Desedolian Test Pit Plan North Arrow 3 Excavation Effort Boulder Size Classification Minor Component Proportions ' m E Easy 12"-24" A trace 0-10% E M Moderate land l36"ar B some 10.35 ; E D Difficult 36"and larger C soma 35-50% �u and 75-50% —10'—� Sheet:1 of 1 Asm Project:WAL-MART of Salem Test Pit No. TP-8 , Location:Salem,MA ' � Ground Elevation:127 t teat SHA Project No.:3090.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING EARTH Weather:Overcast,50 Date:11/11/09 Logged By:S.Bettencou t Time Started:12:25 Checked By:S.Sadkowskl Time Finished:13:20 Groundwater Readings , Excavation Epuipmenl 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:16 it Bucket Capacity:.75 CY , Field Strata Strata Boulder Depth Testing Depth Geologic Description Depth EMOv' OtyB Remarks Iff) Data (it) (R) Effort Class o 0 ' Dark Moan,fine to coarse SAND&GRAVEL,fOk+Organic Sill,little Roots.FILL. 0 0.5 Light brown,fine to coarse SAND,some Gravel,some Sill,trace Ash,bottles, 0.5 carpet(miscellaneous debris).FILL. TT 2 'M >SA 4 4 Black,Organic SILT,trace Root fibers.Wet.(Hydrogen SuKde odor). 4 ' 6 >5A/1B E 1 6 6 Tan,SILT,fltle Sand,trace Organics.Wet. 6 ' 1 ,0 10.5 Light broom,fine to coarse SAND 8 GRAVEL,some Cobbles,trace Sift.Wet 10.5 . ,m 1 � M 2C 14 p 14 Test PI(terminated at 14 feel No refusal encountered. 14 r i 0 16 v O 3 rc ' 16 v La Soil Description Test Pit Plan North Arrow 3 Excavation Effort Boulder Sin Classification Minor Component Proportions `^ E Easy 12'.24" A trace 0.10% ' , M Moderate 24"-36" B little 10.20% r D Difficult 36"and larger C some 20.35% w `p and 35-50% —12'—� Sheet:1 of 1 APPENDIX C.3 BEDROCK CORE LOGS PREVIOUSLY COMPLETED BY SHA 1 ASHA 1 ' IMPROVING EARTH ' =C Project:Lowe's of Salem Log of Boring SH-1 Location:Salem,MA Ground Elevation:799.0 feel SHA Project No.:2932.00 IMPROVING EARTH Datum:City of Salem,Massachusetts Vertical Datum I Drilling Method:4"Drive and Wash/NX Core ' Sampling Method:NX Core-N4 Bit,with 250 lb Down Pressure Groundwater Readings I' Depth Depth Depth Stab, Date Time to Water Ref.Pt. of Casing of Hole Time Drilling Company:New Hampshire Boring,Inc. °6/12/08 — Not Measured Foreman:B.Thompson ' Date Started:08/12/08 Date Finished:08/12108 Logged By:L.Norton Checked By:S.Sadkowski Drill Sample Information Stratum Depth Sample Rate Depth PB° ROD Fled Geologic Description Remarks ' (min/H) (ry) Ree(tt) Testing Description Data TOPSOIL TOPSOIUSUBSOIL. —7.5'-- 2 J' J WEATHERED BEDROCK J 461 6 4-9 5.0/4.7 67 J '—. -------- 94% J ' C-1(4 to 9'):Hard,very slightly weathered,slightly J 6 fractured,gray and white,One to medium-grained, DIORITE,with fractures spaced 39"dipping from J 6 near horizontal to 45'. Gray/dive BASALT tram 7 6 to 8 feet. J ' 6 J J 8 6 J J G2 6 9-14 5.0/4.6 68BEDROCK G2(9 to 14'):Hard,slightly weathered,slightly 92% J fractured,gray and white,fine to medium-grained, to— 5 DIORITE,Gray/dive BASALT from 11.5 to 14 feel. J d o4 � 6 J 12 6 J ow J m 6 J 14 —14 Boring terminated at 14 feet. m ' Lv 76 u 0 z ie ' m 18 u 0 4 rc 3 ' ry 20- 22— z 022z 0 v Sheet:1 of 1 (\"�T THA Project:Lowe's of Salem Log of Boring SH-2 ' AdLocation:Salem,MA , y � 1Ground Elevation:181.1 feet IMPROV 1 N C EARTH SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:4"Ddve and Wash/NX Core Sampling Method:NX Com44 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 Data Started:06/05108 Date Finished:06/05/08 ' Logged By:L.Norton Checked By:S.Sadkowski Drill Sample Information Stratum D(Rp'h S No le Rate Depth Ree u RDD Testi Description Geologic Description Remarks (minHt) (fl) (%) Data ' 0 — D'-- TOPSOIL TOPSOIUSUBSOIL. ' 2 —2'-__ J Roller Bit to approximately 3'. ' Gi 7 3-7 4.0/3.9 8 J G7(3 to T):Hard,moderatey weathered, 98% J moderately fractured,gray with white,fine to 4 medium-grained,DIORITE,with fractures spaced 7 Vn J 46'dipping from 30'to near vertical. 5 J J 6 9 J G27.8J ' 5 7-8 1.0% 42 G2 slightly to 8'):Hatt to medium,slightly weathered, 80% J media fractured,gray with Mite,in sene to g G3 medium-grained,from 7.5 DIORITE,with revery wEatheretl 4 8-13 1015.0 90 J fracture from 7.5-7.8'tlipping near horizontal. 100% V rG3(8 to 13'):Hard to medium,fresh,sound,gray t J with white,fine to medium-grained,DIORITE,with 4v V 1"Quartz and Aplite vein at 10.8'dipping 45'. J Healed fractures from 8 to 11'. 10 6 J J ' v '? 5 J 12- 5 J m ' e J m G4 4 13-18 5.0/5.0 93 V4 C4(13 to 18'):Hard to medium,fresh,sound,gray 100% V t7 6EDROCK with white,fine to medium-grained,DIORITE,with 14 J medium-grained,Quartz and Aplite veins from 4 s.alss'. , J $ 5 J u 16 J 5 'o J z 5 J m 18 GS 5 18-23 5.0/5.0 73 J G5(18 to 23'):Hard to medium,fresh,sound,gray ' 100% J with white,fine to medium-grained,DIORITE,with slightly weathered fracture at 18.8'dipping 70'. ¢ 4 J Moderately weathered and partially headed 3 J fractures from 18-19'. « 20 5 J 7 4 J J 0 22 4 m 3 m C-6 J 4 23-26.5 386% 52 G6 ure to lay w Hard,fresh,very slightly 0 86% J fractured,gray with white,fine to medium-grained, ' u 24 DIORITE. z 5 J o J Sheet:1 of 3 SMProject:Lowe's of Salem Log of Boring SH-2 Location:Salem,MA Ground Elevation:181.2 feet IMPROVING EARTH SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:4"Drive and WashfNX 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 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:06105108. Date Finished:06105418 Logged By:L Norton Checked By:S.Sadkowskl Drill Sample Information Stratum Depth Sample Rate Depth Pe RDD Field Geologic Description Remarks (N) No. (min/ft) (N) Rec IS) (y) Testing Description Data 5 J ' 26 5 J G7 26.5-28 1.511.5 100 Vj G7(26.510 28'):Hard,hash,sound,gray with 4 100% white,fine to medium-gralned,DIORITE. J ' 28 Ge 4 28-33 5.014.8 90 J G8(28 to 33'):Hard,fresh,sound,gray with white, 96% J fine to medium-grained,DIORITE,with feldspar and divine deposition from 30.5-31.3'. 5 J J 30- 7 VJ 7 J ' 32 J 7 J G9 6 33-38 5.0/5.0 93 J G9(33 to 38'):Hard,fresh,sound,gray with white, ' 100% J fine to medium-grained,DIORITE,with fractures dipping near horrdal at 36.6 to 37.2'. Apiite vein 6 J izoat 34'dipping 30°. B i ' ? J 36 u 5 J 4 J BEDROCK 38 G10 5 38-43 5.015.0 80 l C-10(38 to 43'):Hard,very slightly weathered, m 100% slightly fractured horn 38 to 38.9,gray with white, J fine-grained,DIORITE,112"Quartz and Aplite vein 5 J at 38.7'. 114'Apure vein at 40.3'dipping 30°. N 40- 6 J a J ' 0 5 J 0 0 42- 6 J z o `I 1 xx Gt i 5 43-48 5.0!5.0 97 J G11(43 to 48'):Hard,sound,veryslightly 100% fractured,gray With white,fine to medium-grained, 0 DIORITE,Crack from 43-43.6'. Healed vertical It ¢ 44 5 J i fracture from 43.644.1'. 0 ' n 4 V h J 46- 5 a J F v 5 I N i 48 G12 4 48-53 5.0/5.0 95 J G12(48 to 53'):Hard,fresh,sound,gray with ' 0 100% J white,fine to medium-grained,DIORITE. i 5 J 0 J U Sheet:2 of 3 S HA Project: :Sale of Salem Log of Boring t Location:Salem,MA Ground Elevation:181.2 feet I M P R O V I N G E A R T FI SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:4"Drive and Wasli Core Sampling Method:NX Core44 Bit,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. 06/09/08 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 Drill Sample Information Stratum DPon/ Field epth Sample(mid) D(n'h Rec(ft) `QDTasting p Geologic Description Remarks g Descri bon ' Dela 50 5 J 4 J J 52 4 J C-13 4 53-58 5.0/5.0 100 J C-13(63 to 58'):Hard,fresh,sound,gray with ' 100% J white,fine to medlum-grained,DIORITE,Feldspar 54— veins at 54.3'. 4 J 5 J BEDROCK J 56 4 J J t 4 J 58 C-14 4 58-60 2.0/2.0 100 J C-14(58 to 60'):Hard,fresh,very slightly fractured, 100% J gray with white and pink and olive,One to , medium-grained,DIORITE,with horizontal fracture 4 vt at 501 Quartz,Fekspar and Olivine mineral deposition from 58-59.1'. 60— V --60'— Boring terminated at 60 feet. u ' r 62 N , m U > 64 ' cs 66 ' U O i O Z 0 m 68 , U O 0 h h a ' 0 72 N N E 74 Er2 O U Sheet:3 of 3 I SJMProject:Lowe's of Salem Log of Boring SH-3 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 C F A R T 11 Drilling Method:4"Drive and WashINX Core ' Sampling Method:NX COre-04 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. 06/09108 -- Not Measured ' Foreman:B.Thompson Data Started:06/09/08 Date Finished:06/09108 Logged By:L Norton Checked By:S.Sadkowskl Drill Sample Information Stratum Depth Sample pe Fie d ' (fl) No. (Rate) 1 ) OW-th Ree(h) ;�� Testing o Description Geologic Description Remarks Data r ' TOPSOIL TOPSOIL/SUBSOIL. 2 —_2 J ' J Roller Bit to approximately 4'. l 4 G1 7 4-9 5.015.0 93J G1(4 to 9'):Hard,very slightly weathered,sound. ' 100% gray with white,Ane to medium-grained,DIORITE, with fractures spaced 6-1T'dipping 30.60°. Quartz 7 J and Aplite veins at 4.9-5.1,5.4,6.9-7.4,and J 7.7-7.9'dipping 30-05'. 6 6 J ' J 7 J 8 8 J ' G2J 8 9-14 5.015.0 70 G2(9 to 14'):Hard,very slightly weathered,slightly 100% J fractured,gray with white and blue,Ane-grained, 10 DIORITE,with fractures spaced 3.18"dipping near 8 J horizontal to 60°. 1/4°Quartz and Aplite vein at J 10.4'dippirg45°. Partially healed fractures c 11-115. 0 8 J m 12 8 l J m B J BEDROCK U > 14 G3J 11 14-19 5.0/4.9 98 V V C-3(14 to 19):Very hard,fresh,sound blue gray w98% 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 0 18- 14 J 0 20 19-24 5.0/5.0 92 J CA(19 to 24'):Very hard,fresh,sound,blue gray 3 100% J with white,fine-grained DIORITE,1/2"Quartz and ' 20 Aplite vein at 202 dipping near horizontal. 114' 21 J Quartz and Aplite vein from 20.7-20.8'dipping 45°. 118"Aplite vein Win crack from 22.6-22.7'dipping h J 30'. 21 ' 0 J 0 22 20 J w 3 J 4+ 23 ' o J 0 24 GS 24 24-29 5.00% 100 J GS white, to 29r):Very hard,fresh,sound blue gray z g 100% withhrtz vein fine to medium-grained,DIORITE,1/8" o J Quark vein at 27.5'dipping 45°. Sheet:1 of 2 ill /\'� Project:Lowe's of Salem Log of Boring SH-3 ' =, 1 location:Salem,MA iiiiii LJ jj�� 11 SHA Project No.:2932.00 Ground Elevation:193.8 feet IMPROVING EARTH Datum:City of Salem,Massachusetts Vertical Datum Drilling Method:4"Drive and WashfNX Core Sampling Method:NX Core44 Bit,with 250 lb Down Pressure Groundwater Readings ' Depth Depth Depth Stab. Date Time to Water Ret.Pl. of Casing of Hole Time Drilling Company:Now 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.Sadkowski Drill Sample Information Stratum Depth Sample Rate De th Pe RDD Field m Geologic Description Remarks (ft) No. (min/ft) fry) Rec(ft) Testing Description g , Oata 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'):Hard,fresh,sound.blue gray with 98% V white,fine to mediumgralned,DIORITE,with , 30 J fractures spaced 6-14"dipping near horizontal to 9 60°. 4"quartz and Apfite vein from 33.1-33.5'. J 9 J 32 J , 8 J V 7 J J 34 C-7 8 34-39 5.0/4.7 78 C-7(34 to 39):Ham,very slightly weathered, 94% J BEDROCK sound,gray vrith white and pink,fine to medium-grained,DIORITE,with fractures spaced 7 V 8-24°dipping from Feldspar deposition 36.5-3T near horizontal to 30°. Ofive/gray,BASALT from ' r S6 J 37-39'. Fxteremely fractured fmm 37.7 to 38.1'. '> 7 J i 8 J m ' o J r 38 8 J m J Q GB 39-d4 5.0/4.8 88 / t' C-8(39 to 44'):Hard,fresh,sound,gray, ' w 96% J fine-grained to aphan0c,BASALT,with fractures 40 spaced 8.13"dipping 3045°. Gray and white $ `I DIORITE from 42.5-44'. 'a J U ' 0 42 VJ i K J m_ J a 0 44 Boring terminated at 44 feet. 0 h 46- 48- 0 fi 480 U Sheet:2 of 2 ' = (\�T T Project:Lowe's of Salem Log of Boring SH-101 BA ' =, \ Location:Salem, A v j� ' Ground Elevation:192.e t feet SF1A Project No.:2932.00 IM PROVING EARTH Datum:City of Salem,Massachusetts Verticil Datum Drilling Method:4"Drive and Wash/NX Core ' Sampling Method:NX Core-010 Bit,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. 07/23/08 — Not Measured Foreman:B.Thompson ' Date Started:07/23108 Date Finished:07/23/08 Logged By:L Norton Checked By:S.Sadkowski Grill Sample Information Stratum D(ft) SNo le Rata Depth Rao fl RDD Fled Geologic Description Remarks (minflt) (fl) ( ) (%) Testing Description 1%10 _g-_. TOPSOIL TOPSOIL. t —'0.8'-__ _. J Roller Bit to approximately 2'. 2 G72-3.5 1.5/0.8 0 d w BEDROCK G1(2 to 33):Hard,severely weathered,extremely 53% J fractured,blue-gray Win orarige/Wrnm weathering, fine to medium grained,DIORITE. — --- 4 J G2 3.5-7 3.5/3.5 76 —3'5 G2(3.5 to T):Hard,fresh,slightly fractured, 4 7 100% J blue-gray,fine to mediumgramed,DIORITE,Win J fractures spaced 3.9°dipping from new horizontal ' to mar vertical. Vertical fracture from 6.7-7'. 6 J 6 J 7 J G3 7 7.12 5.0/4.8 72 J C-3(7l017) Hard,slightly weathered,slightly 96% V fractured,blue-gray,find,to medium-grained, g 4 J DIORITE,voth fractures spaced 3.11"dipping near J horizontal to vertical. Vertical fracture from 7-7.6'. 7 J J Q 10 9 oJ � 7 > J i 12 C-0 8 12-17 5.0/4.5 83 y n J G4(12 to gral Hard,fresh,sound,Nuegra ,One m 90% to a ediu 14'dipping DIORITE,with fractures30'. J BEDROCK spaced 4-14'dipping rcear horizontal l0 30°. 1/4" m 8 Quartz and Apllte veins from 12-13.2'. BASALT J from 14.7-15.8'. 14 7 J m J 6 J ? 76 J N 0, J i GS 11 17-22 5.0/5.0 92 J. G5(1710 27):Hard,fresh,sound,blue-gray,One 0 100 % to medium-grained,DIORITE,with fractures ' q 18 J spaced&30°dipping 30.60". Crack from 17-17.9'. 8 Gray BASALT from 19.410 22'. o J V 17 of 0 J c 20 8 J � J 8 J 7 a ' ¢ 22 J -__22—_ 9 m goring lenninaled at 22 feel. N ' D � 24 Z 0 U Sheet:7 of 1 CProject:Lowe's of Salem Log of Boring SH-102 =SHALocation:Salem,MA jj�� 11 Ground ityoflSa:200.02feet ' SHA Project No.:2932.00 Datum:City of Salem,Massachusetts Vertlwl Datum IMPROVING EARTH Drilling Method:4"Drive and Wash1NX Core Sampling Method:NX Core-#10 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. 07/23/08 07:00 6' Ground Surface 2' 17' -17 hours Foreman:S.Thompson - Data Stated:07/23/08 Date Finished:07123108 ' Logged By:L.Norton Checked By:S.Sadkowski Drill Sample Information Stratum Depth Sample(m'a�) Depth Rae(01 �j� FieldTossing Description Geologic Description Remarks Data , 0 —P— TOPSOIL TOPSOIUMOSS. J Roller Bit to approximately Z. ' J 2 61 2-7 5.0/5.0 93 .1 C-1(2 to T):Hard,very slightly weathered,very 100% Vslightly fractured,blue-gray,fine to J medium-grained,DIORITE,with fractures spaced ' 62.13"dipping near horizontal to 70°. Partially J healed fracture from 3.3-0.1'dipping 70'. 118" 4Quartz vein from 6.2-6.4'dipping 60'. 5 J J ,5 J 6 5 J JHard, , G2 5 7-12 5.0/4.9 83 J 62(7to,fin tom very-grafi ed,mathered,DIORITE sound, 98% blue-gray,fine to medium-grained,DIORITE,with fractures spaced 7-26"dipping near horizontal to 8 5 J 30°. Quartz and Aplite veins from 11.1-11.4'. J Basaft from 11.4-12'. 4 J 10 J 4 � J a 'O 4 J BEDROCK > J N 12 G3 8 12-17 5.0/4.8 97J C-3(12 to 17'):Hard,fresh,sound,gray,aphanitc, 96% BASALT,and Blue-gray DIORITE(from 12.7-17'). 81/4"Quartz and Aplite veins at 13.2 and 13.5' m 7 J dipping 30°. J j 14 i 9 J ' ur 10 J J a. 16 10 J C C-4 8 17-22 596% 92 J C-4(1710 Hard,fresh,E,sound,1/2" blue-gray,fine 96% J to medium-grained,DIORITE,dipping Quartz horizontal.Aplite vert from Ache 7.5'dipping near horizontal. 18 8 J 1/2"QUa BAS Aplfro vein from 20.1-20.3'dipping , 0 30'.Gray BASALT from 20.6-22'. 4 J 0 7 J 3 20 7 J ' 7 J g 10 J a 0 22 8 —22 Boring terminated at 22 feet ' 3 w 0 o , O 24— Z 0 U Sheet:1 of ' ■ Ce Project:Lowe's of Salem Log of Boring SH-103 =J� Location:Salem,MA Ground Elevation:197.5 t feet ' SHA Project NO.:2932.00 Datum:City of Salem,Massachusetts Vertical Datum IMPROVING E A R T 11 Drilling Method:4-Drive and WashlN%Core ' Groundwater Readings Sampling Method:NX CoreiNO Bit,with-2501b Down Pressure Depth Depth Depth Date Time to Water Rel.Pl. of Casing of Hole Drilling Company:New Hampshire Boring,Inc. 07/22/08 Not Measured Foreman:B.Thompson ' Date Started:07121108 Date Finished:07122108 Logged By:L.Norton Checked By:S.Sadkowski Drill Sample Information Stratum Remarks D(�) (miNtt h Sample Rate) ( Depth Pe Ree(h) R%) Testing Description is it Geologic Description ' p --0-- Brown,One to warse SAND,little Sift,trace Gravel, tram Roots/Leaves.Moist TOPSOIUSUBSOIL. TOPSOILJ SUBSOIL 2 --2.5'-- ' J Roller Bit to approximately 3.6. C-1 3.5-6.5 3.012.3 0 'a C-1(3.5 to 6.5'):Hard,severely mothered, 4 77% ; extremely fractured,dark gray Wth orange 10 weathering,fine-grained,BASALT,with fractures ' from near horimntal to near vertical. 13 WEATHERED J BEDROCK 6 gq J ' 42 6.5-8.5 2.011.8 21 J C-2(6.5 to Bract Hard,moderately weathered, ,--— 90y moderately fractured,blue-graycontent), orange 6 y weathering(high Quartz E,and),One toL medium-grained,DIORITE,and BASALT. 20 J G3 g.5-13.5 5.00% 78 G3(8.5 to 13.5'):Hard,slightly weathered,slightly ' fractured blue-pace 3- O-dippiig mar horivnto 5 100% J fractures spaced 3-10"ripping mar horizontal to J 60°. Quartz and Aplite veins from 9.2-9.4, 10 10.5-10.6,and 10 J ' a J 13 `> J ' w 12 24 J J 30 C-0 3.5-i5. 2.0/2.0 100 J C-4(13.5 to 15.5'):Hard,fresh,sound blue-gray, One-grained,DIORITE. 14 41 100% J ur J $ 60 J BEDROCK G5 15,5-18 2.512.5 20 (15.5 to 78'):hard,hese,(moderately we 16 weathered 16.5-18')(Seventy fractured from ' 7 100% J 165-18')sound,blue-Way,fine-grained DIORITE, oJ with fracture at i6'dipping 40°. i 6 J a ' m 18 Gg J C-6(18 to 23'):Hard,fresh,sound,to very slightly 7 18-23 5.015.0 08 fractured,blue-gray,One-grained,DIORITE, o100% J dipping near horizontal to 70-. Healed fractures 526 J from 18-t9'. W 0 ' N J 20 7 J 7 10 J ' a J 0 22 14 w J --23'-- Boring terminated at 23 feet. m 21 0 O Lt 24 Z 0 $heel:1 of 1