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64-302 - WILSON STREET, SALEM HIGH SCHOOL - CONSERVATION COMMISSION N�- wf(,L5zr3 5- s0-tcwt� a-�-rti► of sA�.�,v� - - No. 42101/3 im vendaflex a n 310 CMR 10. 99 DEP File No. �i (To be provided by DEP) u� Form 5 City/Town Salem Applicant City of Salem Commonwealth of Massachusetts Order of Conditions Massachuetts Wetlands Protection Act G.L. c. 131, §40 From Salem Conservation Commission Issuing Authority Tori+-Y a ff Sam amee (NApplicant) (Name of property owner) Address 93 Waahinafnn ctreSt Address Salem, MA Od19d70 This Order is issued an a ivered as follows: ® by hand delivery to applicant or representative on 2./In./nn (date) ❑ by certified mail, return receipt requested on (date). This project is located at Wilson Streat Salem High Pr•nnartU The property is recorded at the Registry of Essex Book 5884 Page 699 Certificate (if registered) The Notice of Intent for this project was filed on Virg,/9g (date) The public hearing was closed on 1/27/00 (date) Findings The Commie cion has reviewed the above-referenced Notice of Intent and plans and has held a public hearingio&the project. Based on the information available to the qseVat this time, the Commis S has determined that the area on which the propos wort is o e done is significant to the following interests in accordance with the Presumptions of Significance set forth in the regulations for each Area Subject to Protection Under the Act (check as appropriate):. Public water supply Mal Flood Control Land containing shellfish Private water supply Storm damage prevention Fisheries Ground water supply Prevention of pollution Protection of Wildlife Habitat Total Filing Fee Submitted N/A State Share (1/2 fee in excess of $25) City/Town Share Total'Refund Due S City/Town Portion E State Portion( (1/2 total) (1/2 total) Effective 11/10/89 5-1 Therefore, the Commission hereby finds that the following conditions are necessary, in accordance with the Performance Standards set forth in the regulations, tc protect those interests checked above. The orders that all work shall be performed in accordance with saicon i ions and with the Notice of in referenced above. To the extent that the following conditions modify or differ from the plans, specifications or other proposals submitted with the Notice of Intent, the conditions shall control. General Conditions 1. Failure to comply with all conditions stated herein, and with all related statutes and other regulatory measures, shall be deemed cause to revoke or modify this Order. 2. The Order does not grant any property rights or any exclusive privileges; it does not authorize any injury to private property or invasion of private rights. 3 . This Order does not relieve the permittee or any other person of the necessity of complying with all other applicable federal, state or local statutes, ordinances, by-laws or regulations. j 4 . The work authorized hereunder shall be completed within three years from the date of this Order unless either of the following apply: (a) the work is a maintenance dredging project as provided for in the Act; or (b) the time for completion has been extended to a specified date more than three years, but less than five years, from the date of issuance and both that date and the special circumstances warranting the extended time period are set forth in this Order. 5. This Order may be extended by the issuing authority for one or more periods of up to three years each upon application to the issuing authority at least 30 days prior to the expiration date of the Order. 6. Any ; ill used in connection with this project shall bL clean fill, containing no trash, refuse, rubbish or debris, including but not limited to lumber, bricks, plaster, wire, lath, paper, cardboard, pipe, tires, ashes, refrigerators, motor vehicles or parts of any of the foregoing. 7. No work shall be undertaken until all administrative appeal periods from this Order have elapsed or, if such an appeal has been filed, until all proceedings before the Department have been completed. B. No work shall be undertaken until the Final order has been recorded in the Registry of Deeds or the Land Court for the district in which the land is located, within the chain of title of the affected property. In the case of recorded land, the Final Order shall also be noted in the Registry's Grantor Index under the name of the owner of the land upon which the proposed work is to be done. In the case . of registered land, the Final order shall also be noted on the Land Court Certificate of Title of the owner of the land upon which the proposed work is to be done. The recording informatin shall be submitted to the Commission on the form at the end of this Order prior to commencement of the work. 9. A sign shall be displayed at the site not less than two square feet or more than three square feet in size bearing the words, "Massachusetts Department of Environmental Protection, File Number 64-302 " 10. Where the Department of Environmental Protection is requested to make a determination and to issue a Supersedina Order, the Conservation Commission shall be a party to all agency proceedings and hearings before 1 the Department. J 5-2 11. Upon completion of the work described herein, the applicant $hall forthwith request in writing that a Certificate of Compliance be issued stating that the work has been satisfactorily completed. 12. The work shall conform to the following plans and special conditions: Plans: Title Dated Signed and Stamped by: On File with: Bowditch School 1/28/00 Robert Corning Salem rnnQprrn+;�n rommission -SheetsSP-1 a _ RP-ltyr T?�r L-2b r.2-n Bowdi+r.r c^boil 2/3/00 TA Rrni-.,o Q Sheets C-la, c- b, C-1_c. r-d t� Special Conditions (Use additional paper if necessary) I ' See attached 52 conditions ( (Leave Space Blank) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-3A v. ( ♦ pp Issued By AAlel Conservation Commission J Signature (s) �'lif/Z Ir This Order must :De signed by a majority of the Conservation Commission. On this 3;t-13 day. of January 3.9 2000 before me personally appeared the above mentinnaa to me known to be the person described in and who executed the foregoing instrument and acknowledged that he/she execu ed t e same as his/her free act and deed. STEPHEN DIBBLE Notary Public N ary ublic My co iion a par sses The applicant, the owner, any person agrrieved by this order, any owner of land abutting the land upon which the proposed work is to be done, or any ten residents of the city or town in which such land is located, are hereby notified of their right to request the Department of Environmental Protection to issue a Superseding Order, providing the request is made by certified mail or hand delivery to the Department, with the appropriate filing fee and Fee Transmittal Form as provided in 310 CMR 10.03(7), within ten days from the date of issuance of this determination. A copy of the request shall at the same time be sent by certified mail or hand delivery to the Conservation Commission and the applicant. Detach an dotted line and submit to the prior to commencement of work. ............................................................................................................ To Issuing Authority Please be advised that the Order of Conditions for the project at File Number has been recorded at the Registry of and has been noted in the chain of title of the affected property in accordance with General Condition 8 on ,19 If recorded land, the instrument number which identifies this'transaction is If registered land, the document number which identifies this transaction is Signature Applicant. 5-4A Salem Conservation Commission SPECIAL CONDITIONS—DEP FILE#64-302 City of Salem,Bowditch (new Federal Street) School,Willson Street 1. The Conservation Agent will be notified 48 hours prior to commencement of construction activities(978-745- 9595 ext.311). Members and agents of the Salem Conservation Commission(Commission)shall have the right to enter and inspect the premises to evaluate and ensure compliance with the conditions and performance standards stated in this Order,the Notice of Intent,the referenced plans,the Act,and 310 CMR 10.00,and may require any information,measurements,photographs,observation and/or materials or may require the submittal of any data or information deemed necessary by the Commission, agent,or DEP determines that any of the work is not in compliance with this Order of Conditions. Work shall not resume until the Commission is satisfied that the work will comply,and has so notified the applicant in writing. 2. Approval of this application does not constitute compliance with any law or regulation other than MGL Chapter 131, Section 40,and Wetlands Regulations 310 CMR 10.00. 3. This Order shall apply to any successor in control or successor in interest of the property described in the Notice of Intent and accompanying plans. These obligations shall be expressed in covenants in all deeds to succeeding owners or portions of the property. 4. The form provided at the end of this Order shall be completed and stamped at the Registry of Deeds after the expiration of the 10-day appeal period and within 30 days of the issuance if no request for appeal has been filed with the Department of Environmental Protection. This form shall be returned to the Commission within 21 days of recording accordance and prior to commencement of any activities subject to the Order of Conditions. 5. Prior to any work commencing,a sign shall be displayed showing DEP file#64-302,and not placed on a living tree. 6. The term"Applicant"as used in this Order of Conditions shall refer to the owner,any successor in interest or successor in control of the property referenced in the Notice of Intent,supporting documents and this Order of Conditions. The Commission shall be notified in writing within 30 days of all transfers of title of any portion of the property that takes place prior to issuance of the Certificate of Compliance. 7. It is the responsibility of the applicant to procure all other applicable federal,state and local permits and approvals associated with this project. These permits may include but are not necessarily limited to the following: (1) Section 404 of the Federal Water Pollution Control Act(P.L.92-500, 86 stat. 816),U.S.Army Corp of Engineers. (2) Water Quality Certification in accordance with the Federal Water Pollution Control under authority of sec. 27 (5)of Chapter 21 of the Massachusetts General Laws as codified (3) Flood Plain (4) Grading Ordinance .8. If there are conflicting conditions within this Order,the stricter condition(s)shall rule. 9. All work shall be performed so as to ensure that there will be no sedimentation into wetlands and surface waters during construction or after completion of the project. 10. The Commission and its Administrator shall have the discretion to modify the erosion/siltation control methods and boundary during construction if necessary. 11. All work shall be performed in accordance with this Order of Conditions and approved site plans(s). No alteration of wetland resource areas or associated buffer zone,other than that approved in this Order,shall occur on this property without prior approval from the Commission. a 12. If any changes are made in the above-described plan(s)which may or will alter an area subject to protection under the Wetlands Protection Act,or any changes in activity subject to regulations under G.L.Ch. 131,Section 40,the applicant shall inquire from this Commission in writing,prior to their implementation in the field, whether the change(s)is significant enough to require the filing of a new Notice of Intent. Any error in the plans or information submitted by the applicant shall be considered changes and the above procedures shall be followed. A copy of such request shall at the same time be sent to the Department of Environmental Protection. 13. In conjunction with the sale of this property or any portion thereof before a Certificate of Compliance has been issued,the applicant or current landowner shall submit to the Commission a signed statement by the buyer that he/she is aware of an outstanding Order of Conditions on the property and has received a copy of the Order of Conditions. 14. Conditions number as indicated shall continue in force beyond the Certificate of Compliance,in perpetuity,and shall be referred to in all future deeds to this property. PRIOR TO CONSTRUCTION 15. Prior to commencement of any activity on this site,there shall be a PRECONSTRUCTION MEETING between the project supervision,the contractor responsible for the work or its administrator to and phone numbers of all responsible parties shall be registered with the Commission at the pre-construction meeting. 16. Prior to the pre-construction meeting and commencement of any activity on this site,sedimentation and erosion control barriers shall be installed as shown on the approval plan(s)and detail drawings. The Commssion and/or its Administrator shall inspect and approve such installation at the pre-construction meeting. 17. Prior to the commencement of any activity on this site,the applicant or current landowner shall submit to the Commission in writing a construction schedule/sequence of work to complete this project. 18. Prior to any work on site,the proposed limits of work shall be clearly marked with stakes or flags and shall be confirmed by the Commission or its Administrator. Such markers shall be checked and replaced as necessary and shall be maintained until all construction is complete. Workers shall be informed that no use of machinery, storage of machinery or materials,stockpiling of soil or construction activity is to occur beyond this line at anytime. 19. Prior to commencement of construction on site,the limits of wetland resource areas closest to construction activity shall be flagged with surveyor's tape and shall remain in place during construction. The limits of areas to be impacted and the limits of work in the replication area(s)shall be clearly flagged. 20. There shall be hay bales and wooden staked stored under cover on the site to be used only for emergency erosion control. EROSION CONTROL 21. Appropriate erosion control devices shall be in place prior to the beginning of any phases of construction,and shall be maintained during construction in the wetland areas and buffer zones. The erosion control specification provided in the Notice of Intent and the erosion control provision in the Order will be the minimum standards for this project;additional measures may be required by the Commission. 22. All debris,fill and excavated material shall be stockpiled a location far enough away from the wetland resource areas to prevent sediment from entering wetland resource areas. 23. Erosion and sedimentation control devices shall be inspected after each storm event and repaired or replaced as necessary. Any accumulated silt adjacent to the barriers shall be removed. 24. The areas of construction shall remain in a stable condition at the close of each construction day. J, 25. Any de-watering of trenches or other excavations required during construction shall be conducted so as to • prevent siltation of wetland resource areas. All discharges from de-watering activities shall be filtered through haybale sediment traps,silt filter bags or other means approved by the Commission or its Administrator. 26. Within thirty days of completion of construction on any given portion of the project,all disturbed areas in the completed portion of the site shall be permanently stabilized with rapidly growing vegetative cover,using sufficient top soil to assure long-term stabilization of disturbed areas. 27. If soils are to be disturbed for longer than two months,a temporary cover of rye or other grass should be established to prevent erosion and sedimentation. If the season is not appropriate for plant growth,exposed surfaces shall be stabilized by other appropriate erosion control measures,firmly anchored,to prevent soils from being washed by rain or flooding. DURING CONSTRUCTION 28. A copy of the Order of Conditions,construction plans,and copies of the documents and reports cited in Condition# 11,shall be on the site upon commencement and during any site work for contractors to view and adhere to. 29. Erosion and sedimentation control devices shall be inspected after each storm event and repaired or replaced as necessary. Any accumulated silt adjacent to the barriers shall be removed. 30. Only clean fill,free of masonry,stumps,asphalt,and any other kind of waste material shall be used on the site. 31. All waste products,grubbed stumps, slash,construction materials,etc. shall be deposited at least 100 feet from wetland resource areas and 200 feet from rivers. 32. All filling or removal of waste material from the site shall be done in accordance with the regulations of the City of Salem Health Department. 33. Cement trucks shall not be washed out in any wetland resource or buffer zone area. Any deposit of cement or concrete products into a buffer zone or wetland resource area shall be removed by hand. 34. No fuel,oil,or other pollutants shall be stored in any resource area or the buffer zone thereto,unless specified in this Order of Conditions. 35. There shall be no pumping of water from wetland resource areas. 36. During construction,all drainage structures shall be inspected regularly and cleaned as necessary. 37. Immediately following drainage structure installation,all inlets shall be protected by silt fence,hayblae barriers and/or silt bags to filter silt from stormwater before it enters the drainage system. 38. The project shall not cause an increase in run-off onto adjacent properties,either during construction or when completed. 39. The applicant is hereby notified that failure to comply with all requirements herein may result in the issuance of enforcement actions by the.Conservation Commission including,but not limited to,civil administrative penalties under M.G.L.Chapter 21A,section 16. POST CONSTRUCTION 40. All disturbed areas,slopes and proposed landscape areas shall be loamed and seeded or stabilized through the use of erosion control blankets or other approved means. All disturbed areas will be graded,loamed,and seeded prior to November 1 of each year,if possible. No disturbed areas or stockpiled material will be left unprotected or without erosion controls during the winter. s 1 t 41. Upon completion of construction,the applicant or current landowner shall submit the following to the ' Commission to request a Certificate of Compliance: A (1) A letter requesting a Certificate including the following information: a. Name and address of current landowner; b. Name and address of the individual/trust or other entity to whom the Certificate is to be issued: c. Street address and lot number for the project;and d. DEP file number (2) A letter from a Registered Professional Engineering or Land Surveyor certifying compliance of the property with this Order of Conditions (3) An"As-Built"plan signed and stamped by a Registered Professional Engineer showing post-construction conditions and: a. As-built elevations of all drainage ways constructed within 100 feet of any wetland resource area; b. As-built elevations and grades of all filled or altered wetland resource areas,buffer zones and replicated areas;and c. Distances to all structures within 100 feet of any wetland resource area. 42. When issued,the Certificate of Compliance must be recorded at the Essex County Registry of Deeds. 43. If the completed work differs from that in the original plans and conditions,the report must specify how the work differs;at which time the applicant shall first request a modification to the Order. Only upon review and approval by the Commission,may the applicant request in writing a Certificate of Compliance as described above. 44. Erosion control devices shall remain in place and properly functioning until all exposed soils have been stabilized with final vegetative cover and the Commission and/or its Administrator has authorized their removal. 45. The following condition(s)shall extend beyond the Certificate of Compliance, in perpetuity,and shall be recorded as such on the Certificate of Compliance and in all future deeds to this property: PERPETUAL CONDITIONS 46. There shall be no dumping of leaves,grass clippings,trash or any kind of refuse in the resource area. 47. Herbicides shall not be applied within 100 feet of the wetland. 48. No sodium-based products shall be used for control of ice or snow within 100 feet or the wetland. ADDITIONAL CONDITIONS 49. The revised stormwater calculations and revised drainage system design shall be approved in writing by the City Engineer with copy to Commission prior to the start of any work.The revised stormwater calculations and revised drainage system design shall also be reviewed and approved by an independent professional engineer, whose services shall be paid for from Conservation Commission receipts in an amount not to exceed$5,000, with copy to Commission prior to the start of any work. Stormwater maintenance plan with cleanout schedule shall be sent to the Superintendent of Schools and the Director of Facilities prior to the start of any work. 50. Plans shall be revised to include the creation of a no cut/no disturbance area downgradient of erosion control line along Willson Street between main entrance and wetland area prior to the start of any work. 51. Snow fencing shall be installed to protect two wetland areas easterly of fieldhouse prior to the start of any work. 52. Contractor shall be required to cleanout stormwater system including catchbasins,stormceptor,and detension area with confirmation that cleanout was completed in writting to Commission prior to occupancy of school. f ` UTILITY STRUCTURES SCHEDULE STRUCTURE RIM INVERT IN INVERT OUT 88.50 C8 /261 86.9 - 84,50 CB 0283 87.3 - 83.80 C8 #287 75.25 - 7284 CB #558 88.50 - 85.30 CS 0557 88.50 - 64.70 CB fm 88.75 - 85.30 AD# 101 76.70 88.00 68.00 DMH #404 78.90 74.90 74.80 DMH #405 76.50 87.80 (E).DMH) 66.60 67.98 (DMH#408) DMH #406 77.25 65.60 (DMH#405) 65.50 85.80 (OCS#3) DMH #408 77.36 70.53 (DMH#404) 70.43 DMH JIM 84.88 79.94 (08/551) 79.40 80.34 (CB#552) 79.94 (CBP53) DMH #505 88.38 6&00 (C8#558) 64.80 85.00 (CB#558) 65.00 (CB#559) 85.80 (PER. DRAIN) DMH #700 70.76 8250 (OCS 1) 62.40 8200 (AD#101) STC #2 (STC 3600) 6&50 6287 (DMH#504) 6277 UTILITY NOTES 1. DMH 0213, /402, JIM, 0504, #506 SHALL HAVE A MINIMUM 5- INSIDE DIAMETER 2 DMH#200, #505 SHALL HAVE A MINIMUM 8' INSIDE DIAMETER. JUDITH NITSCH ENGINEERING, INC. UTILITY STRUCTURE TABLE 9"O1 ave o,aNma•LAND WMYM•RAOM ADDENDUM #4 ,� uBOOM SWn � 33s-MeFft(�3"'-6477„ ,►��MAS usEn SKC-4 FIELD CHIEF: DES/COMP.: DRAFTED BY: NK CHECKED BY: RFC PIMP F� 3/9/00 SCALE: NTS JNEIp 24T7.1 FllE GELLER ASSOC. H:\CAD0DATA\2427.1\SKC-1 FINISH GRADE � • . d e •o' r 4 d p 07 d Q 1 1/2" WASHED STONE p 4 , Z . 4404 . L' NATURAL ' ° z.. SUBGRADE SOILS O a n NON—WOVEN GEOTEXTILE e, (MIRAFI 140N OR EQUIVALENT) ° al d• d a . 6" DIAM. PERFORATED PVC SUBDRAIN PIPE. PERFORATIONS AT UNDISTURBED NATURAL 12:00 AT 5:00 SUBGRADE SOILS AND 7:00 POSITION JUDITH NITSCH ENGINEERING, INC. FOUNDATION SUBDRAIN '�' ave atREs•ww SURVEYM•PLMMM ADDENDUM #4 1e9RL (X17S) 33a-0053*FX (e1 "72 11 nfW w► UM SKC-5 FIELD CHIEF: DES/COMP.: ORAFTm BY: NK CHECKED BY: RFG PIMA FM 3/9/00 SCALE: NTS JNEIIF 2427.11 FILE GEU-M ASSOC. H:\CADDDATA\2427.1\SKC-I 1 r-'A ° ' S' INSIDE DIA. f—MANHOLE ' a 1/4- GAL STEEL INLET PIPE a OUTLET PIPE 36' CPP 18" RCP (SEE PLAN) (SEE PLAN) 21y2k2•x% BOLTED WITH �A X. 7j-S.S. BOLTS PLAN & EXP. ANCHORS CUT SHAPE (3 PER 4 ) IN PLATE (TYP.) MANHOLE 12"0 . BASE 3.0 6"0(TYP.) 12" 3" ELEV.= 62.60 SECTION A—A OUTLET CONTROL STRUCTURE - #1 NOT TO SCALE ,JUDITH NITSCH ENGINEERING. INC. UTILITY STRUCTURE TABLE '' CIVIL 0120M•LAND IRVEY s•PLAMM ADDENDUM /4 tee L,�,3B-0063*Fmm AX (6137 338-U72n11 THE�. MASSACHUSETTSB � � SKC-6 FIELD CHIEF: DES/COMP.: DRAFTED BY: NK CIiECKED BY: RFG PIQP 3/9/00 SCALE: N75 JNEIg i 427.11 FILE GE IFR ASSOC. ' H:\CADDDATA\2427.1\SKC-1 a. 111111111111111111111 illilljll 4'-9" wo 0. 36" CPP 36" CPP Lo LEBARON FOUNDRY PLAN NOTE: 6" THICK WALLS CAT. NO. LP,246 OR EQUIV. PROVIDE 4x4 4/4 WWF CASTINTO STRUCTURE N TO COVER ALL OPENINGS 12" OR GREATER. s ' it N #' t ' N . .� a �•' '. .' ' 36" CPP 4,000 PSI CONCRETE EL. = 70.00 SECTION A—A OUTLET CONTROL STRUCTURE #3 NOT TO SCALE JUDITH NITSCH ENGINEERING, INC. UTILITY STRUCTURE TABLETO1 av6_94GIMMeLAW &R1"MO ,FLAMERS ADDENDUM #4 196 LMC01MM SWM TM- L14(61 mate-G s. *FAAOBOSTOK x-. (617)=-6472 SALEM." SALEM,MATHAN&SSAOWSEM SK C—7 FIELD CHIEF: DES/COMP.: DRAFTED BY: NK CHECKED BY: RFG POPAW roe 3/9/00 SCALE: N75 JNEIA 2427.7 FILE (^jEU-ER ASSOC. H:\CADDDATA\2427.1\SKC-1 24" ORIFICE NOTE: 12" THICK WALLS • :• • A a 4,000. PSI CONCRETE it ' ° 24" Rip PLAN PRECAST CONCRETE . •. T i_ 24'-3" 13'-6" i EL=79.0 24" RCP 24" ORIFACE I CO I 4 EL=75.0 FINISH L\74.5 GAA SECTION A—A co L- OUTLET CONTROL STRUCTURE #2 NOT TO SCALE JUDITH NITSCH ENGINEERING. INC. UTILITY STRUCTURE TABLE X101 CM EM HM•LAND SURVE as•PLAWERS ADDENDUM f4//Z/ �+ p 186IIL- (11 SI33S-0�M.FAX- (517 335-"00 8M-MK MAn tt THE SALEM. MASSAIHANIEL�dUSETTTSM SKIT-C.7 FIELD CHIEF: DES/COMP.: I DRAFTED BY: NK I CHECKED BY: RFG �� PRkPp DR: F 3/9/00 SCALE: NTS JNEIA 2427.7 GE FILE li.ER ASSOC. N:\CAODDATA\2427.1\SKC-I REVISED DRAINAGE CALCULATIONS for New K-8 School Willson Street Salem, MA prepared for Geller Associates 77 North Washington Street Boston, MA prepared by Judith Nitsch Engineering, Inc. One Appleton Street Boston, Massachusetts 02116 JNEI Project#2427.1 February 3,2000 JUDITH NITSCH ENGINEERING,INC. Civil Engineers•Planners• Land Surveyors One Appleton Street•Boston,MA 02116 •617-338-0063 • Fax 617-338-6472 • E-mail jnei@jnei.co JOB NUMBER:2427.1 CLIENT/PROJECT: Geller Associates/Salem New K-8 School f OBJECTIVE/CALCULATION: 1: Evaluate the pre-development conditions and calculate the peak rate of run-off for the 2, 10 and 100 year storm events. �y 2. Evaluate the post-development conditions and provide detention to mitigate any increase in the peak rate of runoff for the 2, 10 and 100 year storm events. 3. Design stormwater quality management system using BMP's based on the Stormwater Policy Handbook SUBJECT/TITLE: Drainage Calculations for pre-and post-development conditions CALCULATION-METHOD(S): I. Subcatchment areas,flow paths and design points were delineated using site topography and standard engineering practice. 2. Soils evaluations were done using Soil Conservation Service(SCS)map. 3. Run-off rates and volumes were calculated using SCS TR-20 method as utilized in HydroCad v5.00. 4. Closed drainage system was designed for a 25-year storm event using the Rational Method. f� SOURCES OF DATA/EQUATIONS: 1. SCS Soil Survey Maps for Southern Worcester County. 2. USGS Topography Quadrangle. 4: Survey entitled"Existing Conditions prepared by Welch Associates, Inc. \ 5. Stormwater Management Volume Two: Stormwater Technical Handbook by MA DEP and MA CZM 6. Stormceptor Technical Manual by Stormceptor Corporation 7. Geotechnical Investigations by Geotechnical Services, Inc.,performed on 12/16/99 and 3/31/99. CONCLUSIONS: 1. The peak rates of run-off for the post-development levels are equal to or less than the pre- oa LISANIN , } development levels for the 2-year, 10-year and 100-year storms. BROTIIERS 2. The Water quality goal of 80%Total Suspended Solids(TSS)Removal is met using the BMP's CIVIL detailed in this study p Flo.35056 loft a , ''TCALC BY DATE � rHECKEO�BYE �DATE � r ' APPROVED " °DATE/ ; r x� �• RFG /2/00 LAB 2/3/00 TA zJ3 \\jnei-bdc\JNEI_Office\WPDATA\l0\g9075c.doc i TABLE OF CONTENTS �l INTRODUCTION 1 METHODOLOGY 2 Hydrology and Hydraulics 2 tHydroCAD Version 5.00 3 Closed Drainage System Design 3 HYDROLOGICAL ANALYSIS 4 Pre-Development Conditions 4 Post-Development Conditions 4 Water Quality Measures 7 Recharge to Groundwater g CONCLUSION 9 LIST OF FIGURES 1 Figure 1, United States Geological Survey Map 4 Figure 2, Soil Conservation Service Soils Map Figure 3, Pre-Development Drainage Plan Figure 4, Post-Development Drainage Plan LIST OF TABLES Table 1, Pre-Development vs. Post-Development Peak Rate of Runoff, Design Point# 1 �) Table 2, Pre-Development vs. Post-Development Peak Rate of Runoff, Design Point#2 Table 3, Pre-Development vs. Post-Development Peak Rate of Runoff, Design Point#3 Table 4, Pre-Development vs. Post-Development Peak Rate of Runoff, Design Point#4 APPENDIX A- SITE SOIL INFORMATION APPENDIX B- PRE-DEVELOPMENT HYDROLOGICAL CONDITIONS APPENDIX C- . POST-DEVELOPMENT HYDROLOGICAL CONDITIONS ' APPENDIX D- CLOSED DRAINAGE SYSTEM DESIGN (RATIONAL METHOD) APPENDIX E- STORMWATER MANAGEMENT FORMS APPENDIX F- REFERENCE APPENDIX G- GEOTECHNICAL REPORT i New K-8 School,Salem,MA JNEI Project#2427.1 �1 ` INTRODUCTION Judith Nitsch Engineering, Inc. (JNEI) has performed a stormwater management analysis to evaluate the post-development impacts created by the construction associated with the proposed K-8 School located in front of Salem High School on Willson Street in Salem, Massachusetts. This design supercedes the Drainage Calculations dated December 29, 1999. This report includes revised stormwater management calculations and a revised stormwater management form. The City of Salem directed JNEI to reroute the stormwater runoff from the rear of the site through the wetlands and a series of sediment forebays, with control structures in the existing and proposed wetlands. JNEI analyzed the hydrology for the drainage areas impacted by the proposed work using the Soil Conservation Service's (SCS) methodology. JNEI used the HydroCAD Version 5.00 computer modeling system in conjunction with the SCS's methods to determine the peak rate of runoff for the 2-, 10-, and 100-year storm events. JNEI analyzed the 25-year storm event and used the Rational Method to design the closed drainage system. ` 1 METHODOLOGY Hydrology and Hydraulics JNEI compiled the existing and proposed drainage areas from a plan titled "Existing Conditions Survey, Willson Street, Salem High School, Salem, Massachusetts,"prepared by Welch Associates Land Surveyors Inc., dated August 23, 1999. Additionally, JNEI conducted site visits to evaluate the existing onsite drainage patterns and watershed divides. A drainage area, or subcatchment, is any area where the runoff from that area flows to a point, referred to as the design point. The design point is the focus of the runoff analysis. Peak rates of runoff for pre- and post-development conditions are calculated and compared at the design point. The rate at which the runoff reaches the design point is determined by a number of factors: the slope and flow lengths of the subcatchment area, the soil type of the subcatchment area, and the type of surface cover in the subcatchment area. The slope of the subcatchment area affects the amount of runoff and the rate of runoff from a subcatchment area. With all other things being equal, a site with steep slopes will produce more runoff and transport it at a faster rate than a flat site because a flat site allows the rain a greater opportunity to infiltrate into the ground before it flows away as runoff. The slope of the site is easily determined by either using an accurate survey of the site or by visiting the site. The flow length of a subcatchment area is the longest distance that runoff would have to travel to reach the design point. Flow length is an important factor in determining the time of concentration r (Tj. The time of concentration influences the volume and rate of runoff. A low T,will result in �f more runoff with a higher peak rate than a high T, The type of soil on a site also affects the amount and rate of runoff generated. The soil type found on ' a site determines the amount and rate at which water can be absorbed into the ground. Water infiltrating into the soil causes a direct reduction in the volume and rate of runoff. The Soil Conservation Service (SCS)categorizes soils into one of four hydrologic soils group: Types A, B, C, and D. Type A soils are the most permeable and Type D soils are the least. The surface cover on a site refers to what is on the surface of a site, whether it is lawn, woods, ' pavement,brush, etc. Similarly to the slope and the soil type, the surface cover affects the rate and volume of runoff. Certain covers allow for more of an opportunity for water to be absorbed into the ground. A site covered with impermeable pavement will not allow for any water to be absorbed into the ground, yet a site covered by grass will allow some of the water to be absorbed into the ground. Almost all the rain that falls on bituminous concrete pavement or other impermeable covers will be converted to runoff. In addition, different vegetative covers have different properties with regard to producing runoff. The soil type on the site was determined using the SCS's Soil Survey of Essex County, Massachusetts, Southern Part. The Soil Survey contains soil maps that indicate the location of the various soils in the area. Descriptions of the soils and their properties (including hydrologic soil group) are also contained in the survey. According to the SCS, the soil covering the site consists of Udorthents (UD), and Chatfield-Hollis-Rock outcrop complex(CrD, 15 to 35 percent slopes). Udorthents are not assigned a hydrologic group. The permeability of the soil on the site was ,�`'� 2 determined from the SCS Soil Maps. The soils on the site are classified in hydrologic soil group C and D. JNEI also referred to the soil information presented in the Geotechnical Investigation for the Proposed K-8 School, Salem, Massachusetts,prepared by GSI Geotechnical Services, Inc. The soil logs indicated that the soil in the area consists of fill material over a thin layer of dense glacial till. The depth to refusal varied between 1.0 to 4.5 feet . i For each subcatchment area, JNEI determined drainage flow path lengths, surface cover type, and slopes for sheet and shallow concentrated flow. The information was used to determine the time of concentration(T,) for each subcatchment area. The peak runoff rates for the 2-, 10-, and I00-year storm events were then determined by inputting the weighted CN, T,, drainage areas, and drainage information into the HydroCAD storm water modeling system computer program. The HydroCAD computer program uses SCS and TR-20 methods to modei drainage systems. The SCS Runoff Curve Number(CN) method uses CNs to classify the runoff characteristics of an area by the type of soil and the type of ground cover. TR-20 (Technical Release 20) was developed by the SCS to estimate runoff and peak discharges in small watersheds. TR-20 is generally accepted by engineers and reviewing authorities as the standard method for estimating runoff and peak discharges. HydroCAD Version 5.00 HydroCAD Version 5.00 uses up to four structure types to analyze the hydrology of a given site. These structures are subcatchments (drainage areas), reaches, basins, and links. Subcatchments are areas of land that produce surface runoff. Each subcatchment areas is characterized by its area, weighted CN, and T,. Reaches are generally uniform streams, channels, or pipes that convey water from one point to another. A basin is any impoundment that fills with water from one or more sources and empties via an outlet structure. Links are used to introduce hydrographs into a project from another source. ! Closed Drainage System Design JNEI designed the closed drainage system using the Rational Method (Q =CiA) to determine the peak rate of runoff generated from the drainage subcatchment areas. Runoff for pipe sizing was determined for the 25-year storm event in accordance with local regulations. The minimum Ti's were assumed to be 5 minutes for all the proposed impervious areas, resulting in a higher rainfall intensity and a greater rate of runoff. ,�, 3 HYDROLOGICAL ANALYSIS Pre-Development Conditions The project will be located at the Salem High School on Willson Street in Salem, Massachusetts (see Figure 1). A new K-8 School is proposed on Willson Street in front of the existing High School. According to the SCS map for the area, the soil covering the site consists of Udorthents and Chatfield-Hollis Rock outcrop complex (see Figure 2). I The site consists of an existing high school building with a driveway and several parking lots. There is an existing drainage ditch along the south side of Willson Street. This ditch has developed some i, wetland vegetation. There is a concrete headwall near the northwestern corner of the drainage ditch. There is a 24-inch reinforced-concrete pipe that connects the wetland to another wetland area on the north side of Willson Street. From the drainage ditch/wetland, the site goes up a 25% slope. At the It top of the slope, there is a driveway and parking area. There are also wetlands east of the existing building, between a driveway and the school's athletic fields. This wetland connects to additional ,. wetland areas in the rear of the property. JNEI submitted a Request for Determination of Applicability(RDA) with the Salem Conservation Commission and the limits of the resource areas shown on the plan have been approved by the Commission through their positive determination. The subcatchment areas are delineated in this report on the Pre-Development Drainage Plan (see Figure 3). Subcatchment Areas 1, 4, 5 and 6 drain to the ditch/wetland in the front of the property. Subcatchment Areas 10, 11, 12, 13 and 14 drain to the wetlands in the rear of the property. Run off from subcatchment areas 2 and 3 flows off the site to the north. Post-Development Conditions The proposed development consists of the construction of a new school with a new driveway, parking area and athletic field. The new school is proposed on the side on the hill near Willson Street. A new parking lot will be constructed between the proposed school and the drainage ditch/wetlands adjacent to Willson Street. An existing parking area located on the top of the hill behind the proposed school will be converted into an athletic field. The development will alter the runoff flow patterns on the site. A key goal of the drainage design is o reduce the flow leaving the site to the north because of historical flooding concerns brought to the City's attention by the abutters from the Willson Road area. The peak rate of runoff for the entire ite will be less than the pre-development levels for the 2, 10, and 100-year storm events. The volume of runoff leaving the site to the north is greatly reduced. The volume of runoff leaving the rear of the site increases slightly because the areas contributing to it are increased; however, as stated, the peak rate of runoff is reduced. The peak rate of runoff is mitigated by several structures throughout the site. The mitigation will be achieved by constructing a new underground infiltration basin, and control structures throughout the property. As directed by the Assistant City Engineer and the Conservation Commission Agent, runoff leaving the rear of the site will be routed through the existing wetlands. The existing wetland areas will be expanded to handle the increase in flow. The subcatchment areas are delineated in this report on the Post-Development Drainage Plan(see Figure 4). 4 �1 A new stormwater infiltration basin is proposed in the parking lot above the drainage ditch/wetlands along the edge Willson Street(Wetland Area 1). Wetland Area 2 consists of the modifications to the wetlands east of Salem High School, where a control structure will be built and the wetland expanded. Wetland Area 3 refers to the wetland southeast of the high school. The construction in this area includes the expansion of the wetland, the construction of a control structure and a sediment forebay. There are three areas where wetlands are being filled and altered. The following chart summarizes the proposed alterations: Wetlands Alterations WETLAND AREA FILLED (SF) REPLICATED (SF) RATIO (SF) 1 1212 3100 2.5 2 360 1320 3.6 3 896 2400 2.7 TOTAL 2468 6820 2.7 Four design points were used to analyze the runoff patterns on the site. The first design point for this analysis is the 24-inch culvert leaving the site under Willson Street. The second design point is the f) runoff leaving the site to the northeast. The third design point is the runoff leaving the site to the northwest. The fourth design point is the wetland that is located to the south of the High School. r' Post-development peak rates of runoff vs. pre-development peak rates and volumes of runoff for the 2-, 10-, and 100-year storm event were calculated using the HydroCAD software for each design point. The results of the calculations are summarized in Tables 1 through 4 (corresponding to design points 1 - 4). The tables show that there is no increase in peak runoff rates in the post development conditions. Revised Table #1: Pre-Development vs. Post-Development Peak Rate of Runoff DESIGN POINT#1 (Pond #1) Located on the south side of Willson Street STORM EVENT Peak Rate Of Runoff(CFS) Volume (Acre-Feet) Pre- Post- Pre- Post- Development Development Development Development 2-YEAR( 3.15") 19.25 16.34 1.70 1.23 10-YEAR(4.5711) 25.10 22.42 2.78 2.08 100-YEAR(6.5511) 40.56 27.88 4.36 3.29 5 �1 Revised Table#2: Pre-Development vs. Post-Development Peak Rate of Runoff . DESIGN POINT#2 (Subcatchment 2) Northwest Property Line STORM EVENT Peak Rate Of Runoff(CFS) Volume (Acre-Feet) Pre- Post- Pre- Post- Development Development Development Development 2-YEAR( 3.15") 3.17 2.56 .22 .18 10-YEAR(4.5711) 5.01 4.16 .34 .29 100-YEAR(6.5511) 7.54 6.39 .52 .44 Revised Table#3: Pre-Development vs. Post-Development Peak Rate of Runoff aj DESIGN POINT#3 (Subcatchment 3) End of the "Golf Course" Driveway 1 STORM EVENT Peak Rate Of Runoff(CFS) Volume (Acre-Feet) 1 Pre- Post- Pre- Post- Development Development Development Development 2-YEAR( 3.15") 2.88 2.83 .27 .26 10-YEAR(4.57") 6.06 5.84 .55 .53 100-YEAR(6.5519) 11.03 10.47 .98 .93 y 1� 6 Revised Table #4: Pre-Development vs. Post-Development Peak Rate of Runoff DESIGN POINT#4 (Reach 4) South of the Property STORM EVENT Peak Rate Of Runoff(CFS) Volume (Acre-Feet) Pre- Post- Pre- Post- Development Development Develo ment Development !, 2-YEAR( 3.15") 27.19 23.20 2.22 2.38 10-YEAR(4.5711) 46.05 40.14 3.78 4.15 100-YEAR(6.55") 70.95 63.56 6.03 6.73 Water Quality Measures Currently there are no systems on the site to provide removal of total suspended solids (TSS) and increase the water quality of the runoff. The existing area of bituminous concrete pavement on the site is 9.07 acres and the proposed area of pavement is 10.28 acres, yielding an increase of 1.21 acres. Therefore, no water quality measures are required for the site because the project is a redevelopment. However, at the request of the Conservation Commission, JNEI has provided stormwater best management practices for the areas that will be altered by new construction. JNEI proposes to provide 97%TSS removal efficiency for the proposed parking areas to the north of the proposed building, and one of the existing parking lots. To achieve the 97%TSS removal efficiency, JNEI incorporated four Best Management Practices (BMPs) in accordance with the State DEP publications "Stormwater Management, Volume One: Stormwater Policy Handbook", and "Volume Two: Stormwater Technical Handbook", published in March 1997. The four BMPs are road sweeping, catch basins with deep sumps, a water quality inlet and underground infiltration system. A TSS removal efficiency of 84% is proposed for the eastern portion of the parking lot in front of the proposed building. The BMPs used are road sweeping, catch basins with deep sumps, and a water quality inlet. The water quality inlet, which will be used, is the Stormceptor or approved equal. This is a water quality structure, which is designed to provide a high Total Suspended Solids (TSS)removal rate. JNEI used Stormceptor Sizing Guidelines,which have been prepared by Stormceptor to assist engineers in the selection of the appropriate size of Stormceptor. See Appendix F for additional information on the Stormceptor. �� 7 Selection of The Appropriate Size of Stormceptor STORMCEPTOR AREA OF MAXIMUM IMPERVIOUS DRAINAGE IMPERVIOUS AREA GUIDELINES (ACRES) ACRES 80%TSS REMOVAL STORMCEPTOR 1 1.00 1.25 STC 1800 STORMCEPTOR 2 STC 3600 2.40 2.60 A TSS removal efficiency of 80% is proposed for the recreation areas behind the proposed building and for part of the existing driveway that will remain after construction. The BMPs used are road sweeping, catch basins with deep sumps, and a water quality swale. A TSS removal efficiency of 80% is proposed for the rear of the site. The BMPs used are road 1 sweeping, catch basins with deep sumps, and a detention basin. See Table 6 attached to the Stormwater Management Form in Appendix E for the TSS Removal Calculations. Properly maintained, the proposed BMPs will dramatically increase the quality of the water leaving the site because the existing drainage system employs no BMPs. Recharge To Groundwater Although there is no increase in impervious area for the paved areas, there is an increase in total impervious area because of the proposed building. The soils located on the site consist of D and C/D #; soils (the soils information for the site included in this Drainage Report). There is no recharge requirement for"D" soils. Based on the geotechnical information, the soils located on the south of the site are not suitable for the infiltration of stormwater runoff,because of the proximity of ledge, groundwater, and the type of soils. However, recharge is proposed for the front of the site based on the requirements for a "C" soil. Calculations for the recharge requirement are included below: Stormwater Recharge Required (ReV) - .1 inches times the increase in impervious area for a C soil Increase in Impervious Area: 2.18 Acres Stormwater Recharge Required ReV=(.10 in)* (1 foot/12 inches)*(43,560 square feet/Acre) *(2.18 Acres) =791 c.f. Stormwater Recharge Proposed Infiltration Trench#1 1,026.8 cubic feet (see Calculation Sheets Attached) 8 �I CONCLUSION In conclusion, the proposed stormwater management design has accomplished its goal. The post- development peak rates of runoff will be less than the pre-development levels for the entire site for the design stones JNEI considered. This decrease is due to mitigating the peak rate of runoff by using several systems. 10\Q9075 I� ,r 1 9 1 JUDrrH N(fSCH ENGINEERING INC. Civil Engineers • Planners • Land Surveyors One Appleton Street• Boston, MA 02116. 617-338-0063 • Fax: 617-338-6472 Client C-' 6L.lfl��0C Project /NJ c-V 1L—9 .sG f;o0 L Location lj/3 L�M ✓t/1 A Project Number 'L N Z 7 1 �' Date 2 3 /Z 00 0 s Computed by (L1�C� Sheet No of 2 Checked by Std Department G( V / (� SHEETULATION WJ F L LT2 M i 1 n N A-c-ctf A AC f G 09LC 5 �17#0r) J? LLUI.JA1 c 001 2� S f �1, Ln 7, N SlJro I G os�L 2, 6-7 X (D -q SFS/sF go7aM o� oPos£ p /,,J 7-/z kl� i�o� 2d c f..;q 5 � �3 3, �l = 6 1py S , 3 s , crs CSS SF S.F V6L-UmE Q r K-Ecffft(zC-2C FroQ ! ot D X02 6 '' S-FO NE .3£GDw 36 p L PCS 2 ctf Atz6 0 �s P (Zov1D �T� 1 JUDITH NITSCH ENGINEERING INC. Civil Engineers • Planners • Land Surveyors ' One Appleton Street• Boston, MA 02116 . 617-338-0063• Fax:617-338-6472 Client Project oo L- Location LIE M M A Project Number 2 2,7 1 Date 2/ 3/2 (noc., Computed by �� Sheet No Z of Z Checked by Department CALCULATION SHEET ')<IS-"INC, I M P£ r- V/ 60 !5 12 . F S Icpf� c PR o Poster) t rvt PcgV16u S 15 . 03 /4cres _ I N c(Z-{ r;-S f / Im P£(z v 10 U S 2 , 1 $ v���rvl To Ecr/, I- r L- tUln, I ri �135Go 5� C2rIS VIcf- 12-1 -79 / C -F 12 �ert2G 'ems �r fry L 1 D Z 6. C F Gff 1f— f PZ70 u I Q. -c 10 CONCLUSION In conclusion, the proposed stormwater management design has accomplished its goal. The post- development peak rates of runoff will be less than the pre-development levels for the entire site for the design storms JNEI considered. This decrease is due to mitigating the peak rate of runoff by using several systems. 10\Q9075 J 1 1, r- 10 FIGURE 1 UNITED STATES GEOLOGICAL SURVEY MAP 1 1, 1 :1 1 J- c Golf Course' 6g oy- F..w IFF gv plf!Cours 5 Lobster 114)/ IT...... 4 is �'-Sch to i1, �:t..•.;;::. \\..�.ya:�', ✓`x6...' 6 ch ire Ogentle� Sch a Mfii 10 7 I\,- so Of In e Z r by iarf .qj .'. Rio a "qm r I Long Point 4�; uue W Palmer Point LOCUS ;eq, 2, ........ 6 Park. •Pickerof % 0 0 %L;0 7 SCALE 1: 25,000 SOURCE: USGS SALEM QUADRANGLE JUDITH NITSCH ENGINEERING, INC. USGS LOCUS MAP SKETCH CIVIL ENGINEERS-LAND SURVEYORS-PLANNERS NEW K-8 SCHOOL (�i_7 APPLf__10-4 STREET BOSTON, MA 02116 WILLSON STREET, SALEM, MA TEL: (617) 338-0063-FAX: (617) 338-6472 PREPARED F,:�R: FIG. 1 InELO CHIEF; OES/COMP.; I DRAFTED By,. RFG I CHECKED BY: GELLER ASSOCIATES IDATF_' SEPTEMBER 24. 1999 1 SCALE. AS NOTED I JNEI 0 2427 77 NORTH WASHINGTON STREET, BOSTON, MA ,1 • ;t 1 FIGURE 2 SOIL CONSERVATION SERVICE SOILS MAP � A • t i 1 1 ♦ ^ �'�1..t��i !' ate: ^ ,j � � ''� � ♦ti,q �,'� �� w�i .E r4, +�" a<.. ��, 4�,A '�:�Sy.• '.w... .�` s � � � gid' ...�STo -..4.. �. �� .V- -.r1?'O��(C ^M .j�,w♦C11 �` 4 •Y`. .Y O Cro MN rt wr � TZ• �- �� ' , I' ��L S.,^ �4t\ r�1 1ST' � '�}f \;•''rk.ari ; s �i-? urs, `.�1 ����rr i3d •z' � \. yf' ,6 r:% Yq ;.. •i. .% ` «. _ icy, •. . -O Vit•` � t ♦` ''r ,a ��4' n' _•�,. ryt .♦ 1 l.D " �' ♦ "' �- vii'-. :F ! ."'...��1AH 1 `+��.. .�•` � r t,,.r♦ i :L/ r w .iii BUD. \r/� "L 5 - i.\ ..•� ,., .�Y : ,. , u� .� -' - LOCUS �O � ♦,� UD F. S F I ,� � ��� UI'-�'�_ff!!'-�.•.r.. 1. � � .1 _'.T ,r 7..Y'�•� rte:r1`\ . CAfp N'IIIY�,y�A._', r 1•� J �y�y� � SCALE 1: 25,000 SOURCE: SOUTHERN ESSEX COUNTY, MAP V JUDITH NITSCH ENGINEERING, INC. SCS SOIL MAP SKETCH I CIVIL ENGINEERS♦LAND SURVEYORS♦PLANNERS NEW K-8 SCHOOL ONE APPLETON STREET BOSTON, MA 02116 WILLSON STREET, SALEM, MA F I G. 2 TEL (617) 338-0063-FAX- (617) 338-6472 PREPARED FOR. FIELD CHIEF: DES/COYP.: ORAFTED BY: RFG ICHECKED BY: GELLER ASSOCIATES DATE SEPTEMBER 24, 1999 1 SCALE: AS NOTED .NEI /2427 77 NORTH WASHINGTON STREET, BOSTON, MA APPENDIX A SITE SOIL INFORMATION SCS SOIL DESCRIPTION b 1 20 1 Soil surve soils. The soils and exposed rock are so intermingled lower 11 inches. The substratum is very firm, light olive that it was not practical to map them separately. brown gravelly very fine sandy loam 17 inches thick. Typically, the Chatfield soils have a surface layer of Granite bedrock is at a depth of 34 inches. very dark grayish brown very fine sandy loam about 1 Typically, the Hollis soils have a surface layer of dark inch thick. The subsoil is 16 inches thick. It is dark brown brown fine sandy loam about 3 inches thick. The subsoil very fine sandy loam in the upper 5 inches and dark is dark yellowish brown fine sandy loam about 15 inches yellowish brown gravelly very fine sandy loam in the thick. Hard granite bedrock is at a depth of about 18 lower 11 inches. The substratum is very firm, light olive inches. brown gravelly very fine sandy loam 17 inches thick. Included with this complex in mapping are small areas Granite bedrock is at a depth of 34 inches. of Canton, Freetown, Montauk, Paxton, Ridgebury, Typically, the Hollis soils have a surface layer of dark Swansea, Whitman, and Woodbridge soils. brown fine sandy loam about 3 inches thick. The subsoil The permeability of these Chatfield and Hollis soils is is dark yellowish brown fine sandy loam about 15 inches moderate or moderately rapid. Available water capacity thick. Hard granite bedrock is at a depth of about 18 is low or moderate in the Chatfield soils and very low in inches. the Hollis soils. Reaction in both soils is very strongly Included with this complex in mapping are small areas acid to medium acid. of Canton, Freetown, Montauk, Paxton, Ridgebury, Most areas of this unit are wooded. A few areas are Swansea, Whitman, and Woodbridge soils. used for homesites. The permeability of these Chatfield and Hollis soils is The areas of exposed bedrock, the stones and moderate or moderately rapid. Available water capacity boulders on the surface, and the slope make this unit is low or moderate in the Chatfield soils and very low in poorly suited to farming. The Chatfield soils are suited to the Hollis soils. Reaction of both soils ranges from very trees, but the Hollis soils are poorly suited. The stones strongly acid to medium acid. and boulders on the surface, the shallow depth to Most areas of this unit are wooded. A few areas are bedrock in the Hollis soils, the outcroppings of bedrock, used for homesites. and slope limit the unit for recreational development. The areas of exposed bedrock and the stones and Slope and depth to rock limit the use of these soils as ' boulders on the surface make the soils in this unit poorly a site for dwellings, small commercial buildings, septic suited to farming. The Chatfield soils are suited to trees, tank absorption fields, or shallow excavations. but the Hollis soils are poorly suited. The stones and This unit is in capability subclass Vlls. boulders on the surface, the shallow depth to rock in the Hollis soils, and the outcroppings of bedrock limit the De—Deerfield loamy fine sand. This soil is deep, areas of this unit for recreational development. nearly level and gently sloping, and moderately well The depth to bedrock limits this unit as a site for drained. It is on broad areas near streams. The areas dwellings, small commercial buildings, septic tank are irregularly shaped and range from 5 to 40 acres. absorption fields, or shallow excavations. Slope is also a Slopes range from 0 to 8 percent, are smooth, and are limitation for small commercial buildings. 100 to 800 feet long. This unit is in capability subclass Vlls. Typically, the surface layer is black loamy fine sand about 6 inches thick. The subsoil is dark brown loamy CrD—Chatfield-Hollis-Rock outcrop complex, 15 to fine sand about 18 inches thick. The substratum is 35 percent slopes. This unit is on ridges and hills. It mottled and extends to a depth of 60 inches or more. It consists of well drained, moderately deep Chatfield soils; is stratified light brownish gray loamy sand,'brown sand, somewhat excessively drained, shallow Hollis soils; and and light yellowish brown fine sand. exposed bedrock. The areas are irregularly shaped and Included with this soil in mapping are small areas of range from 15 to 1,250 acres. Slopes are complex and Windsor soils on knolls and Wareham soils in range from 100 to 1,200 feet long. The areas of exposed depressions. They make up about 15 percent of the unit. bedrock are 10 to 100 feet apart. The surface of the unit The permeability of this Deerfield soil is rapid in the has stones and boulders 1 to 4 feet in diameter that are subsoil and rapid to very rapid in the substratum. 10 to 100 feet apart. The unit consists of about 40 Available water capacity is low. Reaction ranges from percent Chatfield soils, 25 percent Hollis soils, 20 very strongly acid to medium acid. A seasonal high water percent exposed bedrock, and 15 percent other soils. table is at a depth of about 24 inches during winter and The soils and exposed rock are so intermingled that it spring. was not practical to map them separately. Most areas of this soil are in woodland. Some areas Typically, the Chatfield soils have a surface layer of are farmed, and some are used for homesites. very dark grayish brown very fine sandy loam about 1 This soil is suited to cultivated crops and to hay and inch thick. The subsoil is 16 inches thick. It is dark brown pasture. The seasonal high water table commonly keeps very fine sandy loam in the upper 5 inches and dark the soil wet in early spring and delays farming yellowish brown gravelly very fine sandy loam in the operations. Drainage is needed in some areas used for i Essex County, Massachusetts, Southern Part 47 ' Most areas of this unit are used for roads, highways, deferred and rotational grazing, and restricted grazing schools, and athletic fields. Most areas have structures when the soil is wet help to maintain desirable pasture on the level part and plants on the slopes. plant species. The characteristics and properties of this unit are The soil is suited to trees and to openland and variable, and onsite investigation is needed to determine woodland wildlife habitat. Wetness caused by the water the limitations and suitabilities for any use. table limits the use of woodland equipment or the use of This unit is not assigned to a capability subclass. the soil for recreational development. Ur—Urban land. This unit consists of nearly level to The water table limits the soil as a site for dwellings, small commercial buildings, septic tank absorption fields, moderately steep areas where the soils have been altered or obscured by urban works and structures. and shallow excavations. The rapidly permeable substratum provides a poor filter for septic tank Buildings, industrial areas, paved areas, and railroad absorption fields; effluent flowing through the substratum yards cover more than 75 percent of the surface. The areas are irregular in shape and range mainly from 10 to causes a hazard v ground-water contamination. The ewalls of excav 1,000 acres. Slopes are smooth, rolling, or irregular and st ations in this soil are unstable, and the are about 100 to 1,000 feet in length. steeper sides commonly collapse. Included with this unit in mapping are many small This unit is in capability subclass Illw. areas of Udorthents, smoothed. Also included are small ' areas of Freetown, Hollis, Maybid, Scarboro, Swansea, Was. Walpole fine sandy loam, 3 to 8 percent Whately Variant, and Whitman soils and Rock outcrop. slopes. This soil deep, gently sloping, and poorly Included areas make up about 20 percent of the unit. drained. It is in long and narrow and irregularly shaped The properties and characteristics of this unit are so areas near streams. The areas range from 5 to 40 acres. variable that onsite investigation is needed to determine Slopes are 50 to 600 feet long. the limitations and suitabilities for any use. Typically, the surface layer is very dark brown fine This unit is not assigned to a capability subclass. sandy loam about 8 inches thick. The subsoil is mottled and is about 13 inches thick. The upper 4 inches is WaA—Walpole fine sandy loam, 0 to 3 percent grayish brown fine sandy loam, and the lower 9 inches is slopes. This soil is deep, nearly level, and poorly light olive gray sandy loam. The substratum is mottled drained. It is in low areas and depressions near streams. and extends to a depth of 60 inches or more. It is olive The areas range from 5 to 90 acres. Slopes are smooth stratified sand, gravel, and gravelly sand. and concave and are 100 to 800 feet long. Included with this soil in mapping are areas of Typically, the surface layer is very dark brown fine Scarboro soils in low areas and Ninigret and Sudbury sandy loam about 9 inches thick. The subsoil is mottled soils on low knolls. Also included are some areas that and is about 13 inches thick. The upper 4 inches is have a substratum of silt loam. Included areas make up grayish brown fine sandy loam, and the lower 9 inches is about 15 percent of this unit. light olive gray sandy loam. The substratum is mottled The permeability of this Walpole soil is moderately and extends to a depth of 60 inches or more. It is olive rapid in the subsoil and rapid to very rapid in the stratified sand, gravel, and gravelly sand. substratum. Available water capacity is moderate. Included with this soil in mapping are areas of Reaction ranges from very strongly acid to medium acid. Scarboro soils in low areas and Ninigret and Sudbury A seasonal high water table is at or near the surface in soils on low knolls. Also included are areas that have a late fall, in' winter, and in spring. substratum of silt loam. Included areas make up about Most areas of this soil are in woodland. Some areas 15 percent of this unit. have been drained and are farmed. A few areas are The permeability of this Walpole soil is moderately used for homesites. rapid in the subsoil and rapid to very rapid in the This soil is suited to farming. The seasonal high water substratum. Available water capacity is moderate. table keeps this soil wet in spring and delays farming Reaction ranges from very strongly acid to medium acid. operations. The major management needs are A seasonal high water table is at or near the surface in installation of drainage where suitable outlets can be late fall, in winter, and in spring. located, increasing organic matter content, and Most areas of this soil are in woodland. A few areas improving tilth. The use of proper stocking rates, are farmed, and a few are used for homesites. deferred and rotational grazing, and restricted grazing This soil is suited to farming. The seasonal high water when the soil is wet help to maintain desirable pasture table keeps this soil wet in spring and delays farming plant species. operations. The major management needs are The soil is suited to trees and to wildlife habitat. installation of drainage where suitable outlets can be Wetness caused by the water table restricts the use of located, increasing organic matter content, and woodland equipment and limits the soil for recreational Improving tilth. The use of proper stocking rates, development. 46 'Soil survey permeability of the substratum causes a hazard of om 3 to 50 ercent. Slopes ground-water pollution in areas used for septic tank irregularland comoes plexrand are 50 to 500 feet long.are ' absorption fields. Shallow excavations are limited by These soils are too variable to have atypical profile, wetness and unstable sidewalls that commonly collapse but commonly the surface layer is grayisrowfine if they are too steep. sand about 5 inches thick. This is underlain by light This unit is in capability subclass llw. brownish gray sand to a depth of 60 inches or more. Ss—Swansea muck Included with these soils in mapping are small areas of level, and ve y peat. This soil is deep, nearly Ipswich and Westbrook soils and small areas of ry poorly drained. It is in depressions and Scarboro soils. Also included are a few small areas in along streams. The areas are irregular in shape and depressions that have a seasonal high water table at a range from 5 to 200 acres. Slopes are less than 1 depth of less than 2 feet, areas of Beaches, and a few percent and are 50 to 800 feet long, areas of Udorthents, smoothed. Included areas make up Typically, the surface layer is black mucky peat about about 15 percent of this unit. 3 inches thick. It consists of live plant roots and The permeability in these Udipsamments is rapid to decaying plant remains. Below the surface layer is a very rapid, and available water capacity is very low. layer about 19 inches thick of black, decomposed Reaction ranges from strongly acid to slightly acid. organic material. The lower layer is dark gray and Most areas of this unit are in grasses and shrubs. extends to a depth of 60 inches or more. The upper part Some areas are used for homesites. is gravelly coarse sand, the middle part is loamy fine Droughtiness, slope, and exposure to salt spray make sand, and the lower part is sand. these soils poorly suited to farming, woodland, and ' Included with this soil in mapping are a few small wildlife habitat. The sandy texture of the soils, slope, and areas of Freetown soils and a few areas with less than the extreme susceptibility to wind erosion limit the soils 18 inches of organic material on the surface. Included for recreational development. Most of the vegetation on areas make up about 15 percent of this unit. these soils is fragile and easily destroyed by foot and The permeability of this Swansea soil is moderate or vehicular traffic. moderately rapid in the organic material and very rapid in Slope and.the instability of the sidewalls of the lower layer. Available water capacity is very high. excavations limit the soils for residential development. ' Reaction is extremely acid in the organic material and extremely acid to strongly acid in the lower layer. A high The very rapid permeability provides a poor filter for water table is at or near the surface during most of the septic tank absorption fields and causes a hazard of contamination of ground water. year. Water is ponded on the surface of some areas of I the soil for 2 to 4 months in winter and spring. This unit is in capability subclass Vllls. Most areas of this soil are in woodland. A few areas are in moisture-tolerant grasses or shrubs. UD—Udorthents, smoothed. This unit consists of areas rwhich soil has Wetness caused by the seasonal high water table areas where h smaterial thas lbeen bdeposited. This unit makes this soil poorly suited to farming. Drainage of the is in long and narrow or irregularly shaped areas that soil is difficult because of the lack of adequate outlets. range from 4 to 200 acres. The depth of excavation and The soil is poorly suited to trees but is suited to the thickness of the fill material are 6 feet or more. wetland wildlife habitat. Wetness and the organic Slopes range from 0 to 45 percent. Some areas of this material on the surface limit its use for recreational development. unit have a central portion that is level or nearly level and that has moderately sloping to steep sides. The water table limits this.soil as a site for dwellings, These soils are too variable to have a typical profile, small commercial buildings, septic tank absorption fields, but commonly the surface layer is very dark brown-loam and shallow excavations. Low strength is an added about 19 inches thick. Below this are layers of firm, dark limitation for small commercial buildings. The rapid grayish brown and olive gray loam and friable, dark permeability in the lower layer causes a hazard of grayish brown gravelly sandy loam. The thickness of ground-water pollution in areas used for septic tank each layer and the texture of the material are variable. absorption fields. The sidewalls of excavations in this soil Included with this unit in mapping are small areas of are unstable, and the steeper sides commonly collapse. Urban land. Also included are small areas used for This unit is in capability subclass Vw. disposal of nonsoil material. Included areas make up UAC—Udipsamments, rolling. These soils are deep, about 20 percent of this unit. The raes from gently sloping to very steep, and excessively drained to slow t Avery rapid,d and availality of theseble water capacity ranges moderately well drained. They are on sand dunes from high to very low. Gravel and cobblestones are adjacent to coastal beaches and tidal marshes. The areas are irregular in shape and range from 10 to 950 boulders tIn otherareas. of this unit and stones and 164 Soil survey TABLE 16.--SOIL AND WATER FEATURES ("Flooding" and "water table" and terms such as "rare," "brief," "apparent," and "perched" are explained in the • text. The symbol < means less than; > means more than. Absence of an entry indicates that the feature is not a concern) FloodingH1 h water table Risk of Soil name and (Hydro—I (Potential) corrosion map symbol I logic) IW�equency I Duration (Months I Depth I Hind (Months I frost (Uncoated (Concrete Igroup I I I I I I I action I steel I t I I I Ann is,qu AnD-----I C (None--------1 --- I --- I1.5-2.5IPerched (Jan-AprlModerate (Low------(High. Annisquam I I I I I I I I I I I I I I I I I I Ba;. Beaches I I I I I I I I I 1 BeB---------------I B INone--------I --- I --- 11.5-3.51ApparentI I I I lidov-AprIHigh-----iModerate iModerate. Belgrade I I I I I I I I I I I I I I I I I I Bu A, BuB, BuC-----i C )None--------i --- i 11.0-3.O1Apparent1Nov-ApriHigh- 1High-----1 Moderate. 1 Boxford ---- 1 BxB*• I I I I I I I I I 1 Boxford----------i C iNone--------i --- I --- 11.0-3.OIApparent)Nov-AprlHigh-----lHigh-----Moderate. I I I I I I I Urnan land. I I I I I 1 I I I I I I I I I I I I I caB, cac, cbB, CbC, CbD, Cc B, I I I I I I I F I I CcC, CcD, CcE----I B (None--------I --- I --- I >6.0 I --- I --- (Low------ILow------IHSgh. Canton I I I I I I I I I I I ChC■: I I I I I I I I I I Canton-----------I B (None--------I --- I --- I >6.0. I --- I --- Mow------ILow------(High. \� Urban land. I I I I I I I I I I I I I I I I I I I I CrC*, CrD1: I I I I I I I I I I Chatfield--------I B (None--------I --- I --- I >6.0 I --- I --- (Moderate ILow------IModerate. Hollis-----------I C/D (None--------I --- I --- I >6.0 I --- I --- Moderate ILow------IHlgh. I I I I I I I I I I Rock outcrop. I I I I I I I I I I De----------------I B INone--------I --- I --- 11.5-3.OIApparentlDec-AprlModerate ILow------IHSgh. Deerfield I I I I I I I I I I DuE. I I I I I I I I I I Dumps I I I I I I I I I I ElA, E1R----------I C (None--------I --- I --- 11.5-3.OIPerched INov-MaylHigh-----Moderate Moderate.' Elmridge I I I I I I I I I I I I I I I I I I I I FF. I I I I I I I I Fluvaquents Pm----------------I D (None--------I --- I --- I 0-1.OIApparentlJan-DecIBigh-----IHlgh-----(High. Freetown I I I I I I I I I I I I Pp------------------------ I D (None--------I --- 1 ___ 1 +3-0 IApparentlJan-DeclHigh-----(High-----(High. Freetown I I I I I I I I I I I I I I I I I I I i Hf A, Hf B, Hf C, I I I I I I I I I I Hf D, HfE---------I A (None--------I _-_ 1 -__ I >6.0 I --- I --- ILow------ILow------Nigh. ' Hinckley I I I I I I I I I I HuC*: I I I I I I I I 1 I Hollis-----------I C/D (None--------I --- I --- 1 >6.0 1 --- I --- IModerate ILow------(High. 1 Urban land. I I I I I I I I I Rock outcrop. I I I I I I I I I I I I I I I f I I I I See footnote at end of table. 166 Soil survey TABLE 16.--SOIL AND WATER FEATURES--Continued Floodin HS h water table Risk of on Soil name and (Hydro-I IPotentiall ,. map symbol I logicl Frequency I Duration (Months I Depth I Kind IMonths I frost lUncoated [Concrete igroup I I I I I I I action I steel Ft ScA---------------I C (None--------I --- I --- I 0-1.OIPerched INov-MaylHigh-----IHigh-----(Moderate. Scitico I I I I I I I I I I I I I I I I I sgB, Shs, shc, I I I I I I I I Sm B, SoB, SoC----1 C (.None--------I --- I --- 11.5-3.O]Perched INov-MaylModerate ILow------(High. Scituate I I I I I I I I I I I I I I I I I I I I SpA, SpB----------I C (None--------I --- I --- I 0-1.51Perched INov-MaylHigh-----(Moderate (Moderate. Shaker I I I I I I I I I I I I I SrA, SrB----------I B (None--------I --- I --- 11.5-3.01A pparentlDec-AprlModerate (Low------IHS h. 'Sudbury I I I I I I II I I g I Ss----------------1 D (None--------I --- I --- I 0-1.OIApparentlJan-DeclHigh-----(High-----IHigh. I Swansea I I I I I I I I I I I I I I I I I I I uac. I I I I I I I I I Udipsamments I I I I I I I I I I I I I I I I I I I I ' UD. I I I I I I I I I Udorthents I I I I I I I I I I I I I I t I I I I I Ur*. I I I I I I I I I I Urban land I I I I I I I I I I WaA, Wag----------I C INone--------I --- I --- I 0-1.olApparentlNov-AprIHigh-----ILow------IHigh. Walpole I I I I I I 1 I I I I I I I I I I I I I We----------------I C (None--------I --- I --- I 0-1.51ApparentlSep-JunlModerate (Moderate IHigh. Wareham I I I I I I I I I I I I I I I I I I I I Wf----------------I D (None--------I --- I --- I 0-1.OIApparentlNov-JunlHigh-----IHigh-----IHigh. Whately variant I I I I I I I I I I I I I I I I I I I I Wh----------------I D (None--------I --- I --- I +1-0.11Perched [Sep-JunlHigh-----IHigh-----IHigh. Whitman I I I I I I I I I I I I I I I I I I I I wnA, wnB, WnC, I I I I I I I I I I WnD--------------I A (None--------I --- I --- I >6.0 1 --- I --- ILow------ILow------IHigh. Windsor I I I I I I I I I I I I I I I I I I I I WrB, WrC, Ws B, I I I I I I I I I I WsC, wsD---------I C (None--------I --- I --- 11.5-3.OlPerched INov-MaylHigh-----ILow------IModerate. Woodbridge I I I I I I I I I I _ I I I I I I I I I I See description of the map unit for composition and behavior characteristics of the map unit. 1 _ . f ' APPENDIX B PRE-DEVELOPMENT CONDITIONS 2-YEAR STORM EVENT 10-YEAR STORM EVENT 100-YEAR STORM EVENT a 1 Data for 2427.1 New Federal Street School, Salem Page 1 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HHydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' WATERSHED ROUTING EX IST 1 A1 =C_.d N D�T701`JS �E514'N Po i NT #,q 4 A14 10 A 13 1 � X12 11 1 0 0 W616 H a INT O O DFs'4 N '°2 T 1 � � opo 1XV414 aoi NT # OSUBCATCHMENT a REACH A POND LINK SUBCATCHMENT 1 = Hillside adjacent to Willson Street -> POND 1 SUBCATCHMENT 2 = Entrance from Willson Street -> SUBCATCHMENT 3 Eastern Driveway _> SUBCATCHMENT 4 = Eastern Parking Lots (West Side) -> POND 1 SUBCATCHMENT 5 = Lower Driveway _> POND 1 ' SUBCATCHMENT 6 = Existing Parking Lots- (NW) -> POND 1 1 SUBCATCHMENT 10 = Driveway/Drop-off for High School -> POND 2 SUBCATCHMENT 11 = High School Entrance & Driveway -> POND 2 SUBCATCHMENT 12 = Woais between Athletic Fields & Building -> POND 2 SUBCATCHMENT 13 = Scutheastern Area of Property -> POND 3 ' SUBCATCHMENT 14 = Back of Building -> REACH 4 Data for 2427.1 New Federal Street School, Salem Page 2 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' REACH 4 = _> POND 1 Existing Drainage Ditch _> POND 2 = -> POND 3 POND 3 = -> REACH 4 Data for 2427.1 New Federal Street School, Salem Page 3 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) 1 Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 Hillside adjacent to Willson Street PEAK= 2.03 CFS Q 12.28 HRS, VOLUME= 23 AF ACRES CN SCS TR-20 METHOD 2.97 65 Brush, Good TYPE III 24-HOUR 10 98 Impervious RAINFALL= 3.15 IN 1.25 73Woods, fair SPAN= 10-20 HRS, dt=.l HRS 4.32 68 ' Method Commdnt Tc (min) TR-55 SHEET FLOW 1 7.5 Woods: Light underbrush n=.4 L=50' P2=3 .2 in s=.07 ' /' SHALLOW CONCENTRATED/UPLAND FLOW 2 8 Short Grass Pasture Kv=7 L=46' s=.02 '/' V=.99 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 2 .1 Short Grass Pasture Kv=7 L=320' s=.13 ' /' V=2.52 fps SHALLOW CONCENTRATED/UPLAND FLOW 4 8.7 Short Grass Pasture Kv=7 L=515' s=.02 '/' V=.99 fps Total Length= 931 ft Total Tc= 19.1 SUBCATCHMENT ) RUNOFF Hillside adjacent to Willson Street 2.0 1 .8 AREA= 4.32 AC Tc= 19. 1 MIN 1 .6 CN= 68 1 .4 SCS TR-20 METHOD TYPE III 24-HOUR ' U 1 2 RAINFALL= 3. 15 IN 1 .0 PEAK= 2.03 CFS O 8 0 12.28 HRS 1 J 6 UOLUME= .23 AF LL 4 2 0.0m N 1 v n n m o m N ' TIME Chours) Data for 2427.1 New Federal Street School, Salem Page 4 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) ' Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HdroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 Entrance from Willson Street PEAK= 3 .17 CFS @ 12.02 HRS, VOLUME= .22 AF ACRES CN SCS TR-20 METHOD .86 98 Impervious TYPE III 24-HOUR 36 80 Open Space, Good RAINFALL= 3 .15 IN .10 74 Open Space, Good SPAN= 10-20 HRS, dt=.l HRS 1.32 91 Method Comment Tc (min) DIRECT ENTRY 5.0 SUBCATCHMENT 2 RUNOFF Entrance from Willson Street 3.0LRAI.PNF 1 .32 AC ' 2.8 2.6 = 5 MIN 2.4 = 91 2.2 METHOD 2'024-HOUR U 1 .8 1 .63. 15 IN ' 3 1 .4 . 17 CFS O 1 .2 .02 HRS -1 1 .0 = .22 AF 8 1 .6 4 2 O.Om - N r'f v If1 t0 W O� m ' TIME (hours) ' Data for 2427.1 New Federal Street School, Salem Page 5 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 3 Eastern Driveway ' PEAK= 2.88 CFS @ 12.19 HRS, VOLUME= .27 AF ACRES CN SCS TR-20 METHOD .53 98 Impervious TYPE III 24-HOUR 3 .00 70 Woods, Good RAINFALL= 3.15 IN 3.53 74 SPAN= 10-20 HRS, dt=.1 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 11.3 Woods: Dense underbrush n=.8 L=50' P2=3 .2 in s=.1 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 3.3 ' Woodland Kv=5 L=382 ' s=.15 ' /' V=1.94 fps Total Length= 432 ft Total Tc= 14.6 ' SUBCATCHMENT 3 RUNOFF Eastern Driveway 2.8 2.6 AREA= 3.53 AC 2.4 Tc= 14.6 MIN ' 2.2 CN= 74 ^ 2.0 SCS TR-20 METHOD 1 .8 TYPE III 24-HOUR U 1 .6 RAINFALL= 3. 15 IN ...r 1 .4 PEAK= 2.88 CFS O 1 .0 @ 12. 19 HRS J VOLUME= .27 AF LL .8 ' .6 4 .2 0.0m _ N r7 v in W n m m m N TIME (hours) ' Data for 2427.1 New Federal Street School, Salem Page 6 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) ' Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUSCATCHMENT 4 Eastern Parking Lots (West Side) ' PEAK= 2.38 CFS @ 12.03 HRS, VOLUME= .17 AF ' ACRES CN SCS TR-20 METHOD .68 98 Impervious TYPE III 24-HOUR ' .10 91 Gravel RAINFALL= 3.15 IN .13 80 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS .91 95 ' Method Comment Tc (min) TR-55 SHEET FLOW 1 4.0 ' Grass: Dense n=.24 L=45' P2=3 .2 in s=.l SHALLOW CONCENTRATED/UPLAND FLOW 2 0.0 Short Grass Pasture Kv=7 L=15' s=.6 '/' V=5.42 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 1 ' Unpaved Kv=16.1345 L=23 ' s=.03 '/' V=2.79 fps SHALLOW CONCENTRATED/UPLAND FLOW 4 1.6 Paved Kv=20.3282 L=280' s=.02 '/' V=2 .87 fps ' Total Length= 363 ft Total Tc= 5.7 SUBCATCHMENT 4 RUNOFF Eastern Parking Lots (West Side) 2.4 2.2 AREA= .91 AC ' 2.0 Tc= 5.7 MIN 1 .8 CN= 95 1 .6 SCS TR-20 METHOD TYPE III 24-HOUR U 1 .4 RAINFALL= 3. 15 IN t .2 3 1 .0 PEAK= 2.38 CFS - O8 VOLUME= 12.03 HRS . 17 AF L` .6 .4 2 - 0.0m ni M v in LO r, ao rn m TIME (hours) Data for 2427.1 New Federal Street School, Salem Page 7 ' TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems 1 SUBCATCHMENT 5 Lower Driveway PEAK= .83 CFS @ 12 .02 HRS, VOLUME= .06 AF ACRES CN SCS TR-20 METHOD .13 80 Open Space, Good TYPE III 24-HOUR 1 .22 98 Impervious RAINFALL= 3.15 IN .35 91 SPAN= 10-20 HRS, dt=.1 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW 1 3.9 Grass: Short n=.15 L=22 ' P2=3.2 in s=.01 '/' ' SHALLOW CONCENTRATED/UPLAND FLOW 2 1.4 Paved Kv=20.3282 L=205' s=.015 '/' V=2 .49 fps Total Length= 227 ft Total Tc= 5.3 SUBCATCHMENT 5 RUNOFF Lower Driveway .80 - .75 - AREA= .35 AC .70 Tc= 5.3 MIN .65 CN= 91 .60 - 55 - SCS TR-20 METHOD a,- .50 TYPE III 24-HOUR U .45 RAINFALL= 3. 15 IN .40 .35 PEAK= .83 CFS _ O ,30 @ 12.02 HRS .25 VOLUME= .06 AF .20 15 . 10 05 0.00m - N r, v in ko r, m a+ m TIME (hours) i 1 i 1 1 1 Data for 2427.1 New Federal Street School, Salem Page 8 ' TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HdroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 6 Existing Parking Lots (NW) ' PEAK= 17.66 CFS @ 12 .02 HRS, VOLUME= 1.24 AF ACRES CN SCS TR-20 METHOD 4.22 98 Impervious TYPE III 24-HOUR ' .35 91 Gravel RAINFALL= 3.15 IN 1.20 80 Open Space, good SPAN= 10-20 HRS, dt=.1 HRS 1.30 89 Open Space, Poor ' 7.07 93 Method Comment Tc (min) TR-55 SHEET FLOW 1 4.0 Grass: Dense n=.24 L=50' P2=3.2 in s=.12 SHALLOW CONCENTRATED/UPLAND FLOW 2 3 Short Grass Pasture Kv=7 L=50' s=.14 ' /' V=2.62 fps ' SHALLOW CONCENTRATED/UPLAND FLOW 3 1 V=3.7 fps Short Grass Pasture Kv=7 L=25 ' s=.28 / SHALLOW CONCENTRATED/UPLAND FLOW 4 1.1 Paved Kv=20.3282 L=187' s=.02 ' /' V=2.87 fps Total Length= 312 ft Total Tc= 5.5 ' SUBCATCHMENT 6 RUNOFF Existing Parking Lots (NW) ' 17 16 AREA= 7.07 AC 15 Tc= 5.5 MIN 14 CN= 93 13 ^ 12 SCS TR-20 METHOD Lo 11 TYPE III 24-HOUR U 19 RAINFALL= 3. 15 IN ' 6 PEAK= 17.66 CFS O 7 0 12.02 HR5 -1 5 VOLUME= 1 .24 AF 4 3 2 1 0m - N M, v in 0 n m m m TIME (hours) Data for 2427.1 New Federal Street School, Salem Page 9 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) >, Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 10 Driveway/Drop-off for High School ' PEAK= 8.18 CFS 0 12 .03 HRS, VOLUME= .58 AF ACRES CN SCS TR-20 METHOD 2 .14 98 Impervious TYPE III 24-HOUR 1.40 80 Open Space, Good RAINFALL= 3 .15 IN 3.54 91 SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) TR-55 SHEET FLOW Segmdnt ID: 4.0 Grass: Dense n=.24 L=45' P2=3.2 in s=.1 1/' SHALLOW CONCENTRATED/UPLAND FLOW Segement ID: 0.0 Short Grass Pasture Kv=7 L=15' s=.6 '/' V=5.42 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: .1 Unpaved Kv=16.1345 L=23 ' s=.03 '/' V=2. 79 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.6 Paved Kv=20.3282 L=280' s=.02 1/1 V=2.87 fps ' Total Length= 363 ft Total Tc= 5.7 SUBCATCHMENT 10 RUNOFF Driveway/Drop-off for High School 6.0 - 7.5 - .0 7 S AREA= 3.54 AC 7.0 Tc= 5.7 MIN ' 6.5 CN= 91 6.0 - 5.5 - SCS TR-20 METHOD k4 Ln 5.6 TYPE III 24-HOUR ' U 4.5 RAINFALL= 3. 15 IN 4.0 3 3.5 PEAK= 8. 18 CFS O 3.0 6 12.03 HRS ' GJ 2.5 VOLUME= .58 AF 2.0 1 .5 1 .0 .5 O.Om N TIME (hours) 1 ' Data for 2427.1 New Federal Street School, Salem Page 10 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 _ 000546 (c) 1986-1999 Applied Microcomputer Systems tSUBCATCHMENT 11 High School Entrance & Driveway ' PEAK= 3 .62 CFS @ 12.11 HRS, VOLUME= .28 AF ACRES CN SCS TR-20 METHOD .93 98 Impervious TYPE III 24-HOUR .09 91 Gravel Areas RAINFALL= 3.15 IN .38 80 Open Space, Good SPAN= 10-20 HRS, dt=.l HRS .08 77 Brush, Fair ' .60 70 Brush, Fair 2 .08 86 Method Comment Tc min TR-55 SHEET FLOW Segment ID: 8.1 Grass: Bermuda n=.41 L=50' P2=3.2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.6 Short Grass Pasture Kv=7 L=137' s=.04 '/' V=1.4 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1 Unpaved Kv=16.1345 L=35' S=.29 '/' V=8.69 fps ' SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: . 9 Paved Kv=20.3282 L=148 ' s=.02 /' V=2.87 fps Total Length= 370 ft Total Tc= 10.7 SUBCATCHMENT 11 RUNOFF High School Entrance & Driveway ' 3.6 - 3.4 AREA= 2.08 AC 3.2 3.0 Tc= 10.7 MIN ' 2.6 CN= 86 2.6 2.4 SCS TR-20 METHOD c- 2.2 TYPE III 24-HOUR u 2.0 RAINFALL= 3. 15 IN ' 1 .8 3 1 .6 PEAK= 3.62 CFS o � .2 P@ 12. 11 HRS I .0 VOLUME= .28 AF .e .6 .4 .2 ' O.Om = V U) W h m O% m N TIME (hours) Data for 2427.1 New Federal Street School, Salem Page 11 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 Hy_droCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 12 Woods between Athletic Fields & Building ' PEAK= 1.75 CFS m 12.29 HRS, VOLUME= .19 AF ACRES CN SCS TR-20 METHOD .20 80 Open Space, Good TYPE III 24-HOUR ' .14 98 Impervious RAINFALL= 3.15 IN 2.46 70 Woods, Good SPAN= 10-20 HRS, dt=.1 HRS 2.80 72 ' Method Comment Tc (min) TR-55 SHEET FLOW 1 6.0 Woods: Light underbrush n=.4 L=50' P2=3.2 in s=.12 ' SHALLOW CONCENTRATED/UPLAND FLOW 2 1.7 Woodland Kv=5 L=163 ' s=.l /' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 13.5 ' Woodland Kv=5 L=406 ' s=.01 '/' V=.S fps ' Total Length= 619 ft Total Tc= 21.2 ' SUBCATCHMENT 12 RUNOFF Woods between Athletic Fields 8 Building ' 1 .7 1 .6 AREA= 2.8 AC 1 .5 Tc= 21 .2 MIN 1 .4 CN= 72 ' 1 .3 1 .2 SCS TR-28 METHOD 1 . 1 TYPE III 24-HOUR 1 .9 RAINFALL= 3. 15 IN ' 6 PEAK= 1 .75 CFS O 7 e 12.29 HRS •6 UOLUME= . 19 AF LL .5 .4 .2 f9 Q 1f1 �O 1� W Q1 m TIME (hours) Data for 2427.1 New Federal Street School, Salem Page 12 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) ' Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems tSUBCATCHMENT 13 Southeastern Area of Property ' PEAK= 7.85 CFS @ 12 .11 HRS, VOLUME= .61 AF ACRES CN SCS TR-20 METHOD 1.11 98 Impervious Area TYPE III 24-HOUR ' 1.83 70 Woods, Good RAINFALL= 3 .15 IN 1.80 91 Bare Soil SPAN= 10-20 HRS, dt=.l HRS .14 74 Open Space, Good ' 4.88 84 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 7.9 Woods: Light underbrush n=.4 L=50' P2=3.2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=5 L=100' s=.1 '/' V=1.58 fps ' SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=5 L=186 ' s=.24 ' /' V=2.45 fps ' Total Length= 336 ft Total Tc= 10.3 SUBCATCHMENT 13 RUNOFF Southeastern Area of Property 7.5 - 7.0 - AREA= 4.88 AC 6.5 Tc= 10.3 MIN ' 6.0 CN= 84 5.5 SCS TR-20 METHOD o 5.0 TYPE III 24-HOUR ' U 4'5 RAINFALL= 3. 15 IN .� 4.0 3.5 PEAK= 7.85 CFS O 3.0 8 12. 11 HRS J 2.5 VOLUME= .61 AF ' L` .0 1 .5 1 .0 .5 t 0.0m _ N M v in ID n m m m N TIME (hours) Data for 2427.1 New Federal Street School, Salem Page 13 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HVdroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 14 Back of Building PEAK= 7.44 CFS 0 12 .10 HRS, VOLUME= .58 AF ACRES CN SCS TR-20 METHOD .44 98 Impervious Area TYPE III 24-HOUR ' .77 70 Woods, Good RAINFALL= 3.15 IN 1.94 98 Impervious Area SPAN= 10-20 HRS, dt=.1 HRS . 75 74 Open Space, Good 3.90 88 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 7. 9 Woods: Light underbrush n=.4 L=50' P2=3.2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=5 L=100' s=.1 '/' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=5 L=186' s=.24 '/' V=2.45 fps ' Total Length= 336 ft Total Tc= 10.3 SUBCATCHMENT 14 RUNOFF Back of Building 1 7.0 AREA= 3.9 AC 6.5 Tc= 10.3 MIN 6.0 CN= 88 5.5 - 5.0 - SCS TR-20 METHOD 4.5 TYPE III 24-HOUR U 4.0 RAINFALL= 3. 15 IN 3.5 PEAK= 7.44 CFS Q 3.0 @ 12. 1 HRS J 2.5 VOLUME= .58 AF LL 20. 1 1 .55 1 .0 5 ' 0.0m _ N (9 v in n n m rn m N TIME (hours) 1 Data for 2427.1 New Federal Street School, Salem Page g 15 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) ' Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 1 Existing Drainage Ditch Qin = 21.58 CFS 0 12.03 HRS, VOLUME= 1.70 AF Qout= 19.25 CFS @ 12.09 HRS, VOLUME= 1.70 AF, ATTEN= 11%, LAG= 3.8 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD ' (FT) (SF) (CF) (CF) PEAK STORAGE = 1275 CF 50.5 0 0 0 PEAK ELEVATION= 53.7 FT 51.0 4 1 1 FLOOD ELEVATION= 56.5 FT ' 52.0 17 11 12 START ELEVATION= 50.5 FT 53 .0 550 284 295 SPAN= 10-20 HRS, dt=.1 HRS 54.0 2245 1398 1693 55.0 5800 4023 5715 ' 56.0 10530 8165 13880 56.5 14670 6300 20180 ' # ROUTE INVERT OUTLET DEVICES 1 P 50.5' 24" CULVERT n=.013 L=150' S=.005'/' Ke=.5 Cc=.9 Cd=.6 2 P 56.0' 100' BROAD-CRESTED RECTANGULAR WEIR Q=C L H"1.5 C=1.92, 1.92, 1.92, 0, 0, 0, 0, 0 3 P 55.9' Double Grate X 2 HEAD(FT) DISCH(CFS) 0.0 0.00 .1 1.84 .2 2.60 .3 3.20 .4 3.70 .5 4.10 .6 4.50 POND 1 INFLOW & OUTFLOW Existing Drainage Ditch 20STOR-IND METHOD 1PEAK STOR= 1275 CF 166 i PEAK ELEU= 53.7 FT 14 Din= 21 .58 CFS Gout= 19.25 CFS ' U 12 LAG= 3.8 MIN 10 t 3 i O B J 1 4 ry , ) +' 1r,1� ' em N rl V Ln W 1, m O) 0 N TIME (hours) Data for 2427.1 New Federal Street School, Salem Page 16 1 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems t POND 2 Qin = 11.79 CFS @ 12 .07 HRS, VOLUME= 1.06 AF Qout= 11.97 CFS @ 12.12 HRS, VOLUME= 1. 06 AF, ATTEN= O$, LAG= 3 . 0 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 3064 CF 74.5 50 0 0 PEAK ELEVATION= 75.7 FT 75.0 575 156 156 FLOOD ELEVATION= 77.0 FT 76.0 7773 4174 4330 START ELEVATION= 74.5 FT 77.0 14150 10962 15292 SPAN= 10-20 HRS, dt=.l HRS Tdet= 4 .3 MIN (1.06 AF) ' 4 ROUTE INVERT OUTLET DEVICES 1 P 74.5 ' 18" CULVERT n=.013 L=25' S=.02 '/' Ke=.2 Cc=.9 Cd=.75 1 2 P 75.4' 10' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H"1.5 C=1.92, 1.92, 1.92, 0, 0, 0, 0, 0 ' POND 2 INFLOW & OUTFLOW 12 ' 11 STOR-IND METHOD 10 PERK STOR= 3064 CF 9 PERK ELEU= 75.7 FT 8 Gin= 11 .79 CFS k Gout= 11 .97 CFS `u 7 LAG= 3 MIN 6 ' 3 5 O 4 L 3 TIME (hours) :1 Data for 2427.1 New Federal Street School, Salem Page 17 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' POND 3 1� Qin = 19.81 CFS @ 12.11 HRS, VOLUME= 1.67 AF Qout= 19.78 CFS @ 12.12 HRS, VOLUME= 1.64 AF, ATTEN= 0%, LAG= .3 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD ' (FT) (SF) (CF) (CF) PEAK STORAGE = 1562 CF 72.0 195 0 0 PEAK ELEVATION= 73 .6 FT 73 .0 920 558 558 FLOOD ELEVATION= 75.0 FT 74.0 2315 1618 2175 START ELEVATION= 72. 0 FT 74 .4 5092 1481 3656 SPAN= 10-20 HRS, dt=.l HRS 75.0 12445 5261 8917 Tdet= 8 .8 MIN (1.64 AF) ROUTE INVERT OUTLET DEVICES 1 P 73.3 ' 40' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H"1.5 C=1.48, 1.45, 1.44, 1.44, 0, 0, 0, 0 POND 3 INFLOW & OUTFLOW 19 18 STOR-IND METHOD 17 PERK STOR= 1562 CF 16 PERK ELEV= 73.6 FT 15 ^ 14 13 Din= 19.81 CFS 12 Dout= 19.78 CFS U 11 LAG= .3 MIN 6 3 8 O 7 _j 6 5 4 3 2 I em _ N — V — — — m - m N TIME (hours) Data for 2427.1 New Federal Street School, Salem Page 18 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems rWATERSHED ROUTING 7 A4 .� 13 10 `I O 4 O 2 OSUBCATCHMENT ❑ REACH A POND LINK SUBCATCHMENT 1 = Hillside adjacent to Willson Street -> POND 1 SUBCATCHMENT 2 = Entrance from Willson Street -> SUBCATCHMENT 3 = Eastern Driveway -> �1 SUBCATCHMENT 4 = Eastern Parking Lots (West Side) -> POND 1 SUBCATCHMENT 5 = Lower Driveway -> POND 1 SUBCATCHMENT 6 = Existing Parking Lots (NW) -> POND 1 SUBCATCHMENT 10 = Driveway/Drop-off for High School -> POND 2 SUBCATCHMENT 11 = High School Entrance & Driveway -> POND 2 '. SUBCATCHMENT 12 = Woods between Athletic Fields & Building -> POND 2 SUBCATCHMENT 13 = Southeastern Area of Property -> POND 3 SUBCATCHMENT 14 = Back of Building -> REACH 4 !; Data for 2427.1 New Federal Street School, Salem Page 19 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1966-1999 Applied Microcomputer Systems ' REACH 4 = POND 1 = Existing Drainage Ditch _> POND 2 = -> POND 3 POND 3 _ -> REACH 4 �1 Data for 2427.1 New Federal Street School, Salem Page 20 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 H}droCAD 5.11 000546 (c) 1986-1999 A13Dlied Microcomputer Systems SUBCATCHMENT 1 Hillside adjacent to Willson Street PEAK= 5.20 CFS @ 12.24 HRS, VOLUME= .52 AF � ACRES CN SCS TR-20 METHOD 2 .97 65 Brush, Good TYPE III 24-HOUR .10 98 Impervious RAINFALL= 4.57 IN 1.25 73 Woods, fair SPAN= 10-20 HRS, dt=.1 HRS 4.32 68 .� Method Comment Tc (min) TR-55 SHEET FLOW 1 7.5 Woods: Light underbrush n=.4 L=50 ' P2=3 .2 in s=. 07 SHALLOW CONCENTRATED/UPLAND FLOW 2 8 Short Grass Pasture Kv=7 L=46 ' s=.02 ' / ' V=. 99 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 2.1 Short Grass Pasture Kv=7 L=320 ' S=.13 ' / ' V=2.52 fps SHALLOW CONCENTRATED/UPLAND FLOW 4 8.7 Short Grass Pasture Kv=7 L=515' s=.02 '/' V=.99 fps Total Length= 931 ft Total Tc= 19.1 SUBCOTCHMENT 1 RUNOFF Hillside odjacent to Willson Street 5.0 AREA= 4,32 RC 4.5 Tc= 19. 1 MIN �i 4.2 CN= 68 3.5 SCS TR-20 METHOD TYPE III 24-HOUR U 3.0 RAINFALL= 4.57 IN 2.5 PERK= 5.20 CFS 0 2.0 C 12.24 HRS LL 1 .5 UOLUME= .52 AF 1 .0 5 0.0m TIME (hours) Data for 2427.1 New Federal Street School, Salem Page 21 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 Entrance from Willson Street PEAK= 5.01 CFS @ 12 .02 HRS, VOLUME= .34 AF ACRES CN SCS TR-20 METHOD .86 98 Impervious TYPE III 24-HOUR .36 80 Open Space, Good RAINFALL= 4.57 IN .10 74 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS 1.32 91 Method Comment Tc (min) DIRECT ENTRY 5.0 SUBCATCHMENT 2 RUNOFF Entrance from Willson Street 5.0 4.5 AREA= 1 .32 AC Tc= 5 MIN 4.0 CN= 91 3.5 SCS TR-20 METHOD 3.0 TYPE III 24-HOUR U RAINFALL= 4.57 IN 2.5 PEAK= 5.01 CFS O 2'0 a 12.02 HRS -1 1 .5 UOLUME= .34 AF .0 .5 \ 0.0 m - N P1 P l(1 lD r m 01 m TIME (hours) 1 Data for 2427.1 New Federal Street School, Salem Page 22 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUSCATCHMENT 3 Eastern Driveway PEAK= 6.06 CES @ 12.17 HRS, VOLUME= .55 AF ACRES CN SCS TR-20 METHOD .53 98 Impervious TYPE III 24-HOUR 3 .00 70 Woods, Good RAINFALL= 4.57 IN 3.53 74 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 11.3 Woods: Dense underbrush n=.8 L=50' P2=3 .2 in s=.l '/' SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 3 .3 Woodland Kv=5 L=382 ' s=.15 '/' V=1.94 fps Total Length= 432 ft Total Tc= 14.6 SUBCRTCHMENT 3 RUNOFF Eastern Driveway .0 5.5 AREA= 3.53 AC 5.0 Tc= 14.6 MIN 4.5 CN= 74 � 4.0 SCS TR-20 METHOD TYPE III 24-HOUR U 3'S RAINFALL= 4.57 IN " 3.0 3 2.5 PERK= 6.06 CFS O2 0 e 12. 17 HRS UOLUME= .55 RF 1 .5 1 .0 .5 0.0m TIME (hours) ,\ Data for 2427.1 New Federal Street School, Salem Page 23 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 4 Eastern Parking Lots (West Side) PEAK= 3 .58 CFS Q 12.02 HRS, VOLUME= .26 AF ACRES CN SCS TR-20 METHOD .68 98 Impervious TYPE III 24-HOUR ' .10 91 Gravel RAINFALL= 4.57 IN .13 80 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS .91 95 Method _ Comment Tc (min) TR-55 SHEET FLOW 1 4 .0 Grass: Dense n=.24 L=45 ' P2=3 .2 in s=.1 SHALLOW CONCENTRATED/UPLAND FLOW 2 0.0 Short Grass Pasture Kv=7 L=15' s=.6 ' /' V=5.42 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 1 Unpaved Kv=16.1345 L=23 ' s=.03 ' /' V=2 .79 fps SHALLOW CONCENTRATED/UPLAND FLOW 4 1.6 Paved Kv=20.3282 L=280 ' s=. 02 ' / ' V=2 .87 fps Total Length= 363 ft Total Tc= 5.7 SUBCATCHMENT 4 RUNOFF Eastern Porking Lots (West Side) 3.6 3.4 3,2 AREA= .91 AC 3.0 Tc= 5.7 MIN 2.8 CN= 95 2.6 ^ 2.4 SCS TR-20 METHOD 2.2 TYPE III 24-HOUR U 2.0 RAINFALL= 4.57 IN I .8 3 1 .6 PEAK= 3.58 CFS o Z e 12.02 HRS ti 1 .0 VOLUME= .26 AF .8 .6 4 - 2 0.0m N - v - - n m m m �� TIME (hours) Data for 2427.1 New Federal Street School, Salem Page 24 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 5 Lower Driveway PEAK= 1.31 CFS @ 12 .02 HRS, VOLUME= .09 AF ACRES CN SCS TR-20 METHOD .13 80 Open Space, Good TYPE III 24-HOUR .22 98 Impervious RAINFALL= 4 .57 IN .35 91 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 3 .9 Grass: Short n=.15 L=22' P2=3 .2 in s=.01 ' /' SHALLOW CONCENTRATED/UPLAND FLOW 2 1.4 Paved Kv=20.3282 L=205 ' s=.015 ' /' V=2.49 fps Total Length= 227 ft Total Tc= 5.3 SUBCATCHMENT 5 RUNOFF Lower Driveway 1 .3 1 .2 AREA= .35 AC Ii Tc= 5.3 MIN 1 .0 CN= 91 ^ .9 SCS TR-20 METHOD 'n .8 TYPE III 24-HOUR 7 RAINFALL= 4.57 IN v '6 PEAK= 1 .31 CFS 3 .5 0 12.02 HRS O J ,q VOLUME= .09 AF L .3 .2 1 0 Om N TIME (hours) '1, Data for 2427.1 New Federal Street School, Salem Page 25 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Apnlied Microcomputer Systems SUECATCHMENT 6 Existing Parking Lots (NW) PEAK= 27.19 CFS @ 12.02. HRS, VOLUME= 1.92 AF ACRES CN SCS TR-20 METHOD 4 .22 98 Impervious TYPE III 24-HOUR .35 91 Gravel RAINFALL= 4.57 IN 1.20 80 Open Space, good SPAN= 10-20 HRS, dt=.1 HRS 1.30 89 Open Space, Poor 7.07 93 Method Comment To (min) TR-55 SHEET FLOW 1 4.0 Grass: Dense n=.24 L=50' P2=3.2 in s=.12 SHALLOW CONCENTRATED/UPLAND FLOW 2 3 Short Grass Pasture Kv=7 L=50' s=.14 '/' V=2.62 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 1 Short Grass Pasture Kv=7 L=25' s=.28 '/' V=3 . 7 fps SHALLOW CONCENTRATED/UPLAND FLOW 4 1.1 Paved Kv-20. - 3282 L=187' s=. 02 ' / ' V=2.87 fps Total Length= 312 ft Total Tc= 5.5 SUBCATCHMENT 6 RUNOFF Existing Parking Lots (NW) 26 24 AREA= 7.07 AC Tc= 5.5 MIN 22 CN= 93 20 18 SCS TR-20 METHOD TYPE III 24-HOUR U 14 RAINFALL= 4.57 IN 12 PEAK= 27. 19 CFS O 10 0 12.02 HRS - 8 VOLUME= 1 .92 AF fi 4 2 Om - N t'1 Q IIl �O h OJ M m TIME (hours) 1 Data for 2427.1 New Federal Street School, Salem Page 26 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 10 Driveway/Drop-off for High School PEAK= 12 .94 CFS Q 12 .03 HRS, VOLUME= .92 AF ACRES CN SCS TR-20 METHOD 2.14 98 Impervious TYPE III 24-HOUR 1.40 80 Open Space, Good RAINFALL= 4.57 IN 3 .54 91 SPAN= 10-20 HRS, dt=.1 HRS Method _ Comment To (min) TR-55 SHEET FLOW Segment ID: 4.0 Grass: Dense n=.24 L=45' P2=3 .2 in S=.1 SHALLOW CONCENTRATED/UPLAND FLOW Segement ID: 0.0 Short Grass Pasture Kv=7 L=15 ' s=.6 '/' V=5.42 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: .1 Unpaved Kv=16.1345 L=23 ' s=. 03 ' / ' V=2.79 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.6 Paved Kv=20.3282 L=280' S=. 02 ' / ' V=2.87 fps Total Length= 363 ft Total To= 5.7 SUBCATCHMENT 10 RUNOFF Driveway/Drop-off for High School 13 12 AREA= 3.54 AC 11 Tc= 5.7 MIN (, 10 CN= 91 9 SCS TR-20 METHOD TYPE III 24-HOUR w u 7 RAINFRLL= 4.57 IN 6 PEAK= 12.94 CF5 O 5 C' 12.03 HRS J 4 VOLUME= .92 AF 3 2 1 Bm _ N - P N - n W - 0 N TIME (hours) i Data for 2427.1 New Federal Street School, Salem Page 27 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 11 High School Entrance & Driveway PEAK= 6.14 CFS @ 12 .11 HRS, VOLUME= .48 AF ACRES CN SCS TR-20 METHOD .93 98 Impervious TYPE III 24-HOUR .09 91 Gravel Areas RAINFALL= 4.57 IN .38 80 Open Space, Good SPAN= 10-20 HRS, dt=.l HRS .08 77 Brush, Fair - .60 70 Brush, Fair 2. 08 86 Method Comment To (min) TR-55 SHEET FLOW Segment ID: 8.1 Grass: Bermuda n=.41 L=50 ' P2=3 .2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW - Segment ID: 1.6 Short Grass Pasture Kv=7 L=137' s=.04 ' /' V=1.4 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: .1 Unpaved KV=16.1345 L=35 ' s=.29 '/' V=8.69 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: ,9 Paved KV=20.3282 L=148 ' s=.02 '/' V=2.87 fps Total Length= 370 ft Total To= 10. 7 SUBCATCHMENT 11 RUNOFF High School Entrance 8 Driveway 6.0 5.5 AREA= 2.08 PC 5.0 Tc= 10.7 MIN CN= 86 4.5 4.0 SCS TR-20 METHOD TYPE III 24-HOUR U 3.5 RAINFALL= 4.57 IN 3.0 3 2 5 PEAK= 6. 14 CFS O @ 12. 11 HRS J 2.0 VOLUME= .48 AF 1 .5 1 .0 .5 0.0m _ N e in r m m m _ _ - _ _ _ _ - _ _ N TIME (hours) Data for 2427.1 New Federal Street School, Salem Page 28 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 12 Woods between Athletic Fields & Building PEAK= 3.88 CFS @ 12.27 HRS, VOLUME= .40 AF ACRES CN SCS TR-20 METHOD .20 60 Open Space, Good TYPE III 24-HOUR .14 98 Impervious RAINFALL= 4.57 IN 2 .46 70 Woods, Good SPAN= 10-20 HRS, dt=.1 HRS 2.80 72 Method _ Comment To (min) TR-55 SHEET FLOW 1 6.0 Woods: Light underbrush n=.4 L=50' P2=3 .2 in s=.12 SHALLOW CONCENTRATED/UPLAND FLOW 2 1.7 Woodland Kv=5 L=163 ' s=.1 '/' V=1.56 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 13.5 Woodland Kv=5 L=406 ' s=.01 '/' V=.5 fps Total Length= 619 ft Total Tc= 21.2 SUBCATCHMENT 12 RUNOFF Woods between Athletic Fields & Building 3.8 3.6 LRAINFALL= 2.8 RC '3'41 .2 MIN 3.2 3.0 72 2.6 ^ 2.6 METHOD 2.4 24-HOUR U 2.6 4.57 IN1 .B .88 CFSO 1 .4 .27 HRS� 1 .2 .40 AF 1 .0 .8 .6 4 2 0.0m - N v in io r m rn m TIME (hours) w 1 i Data for 2427.1 New Federal Street School, Salem Page 29 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCH14ENT 13 Southeastern Area of Property PEAK= 13 .71 CFS @ 12 .10 HRS, VOLUME= 1.06 AF ACRES CN SCS TR-20 METHOD 1.11 98 Impervious Area TYPE III 24-HOUR 1.83 70 Woods, Good RAINFALL= 4.57 IN 1.80 91 Bare Soil SPAN= 10-20 HRS, dt=.l HRS .14 74 Open Space, Good 4.88 84 Method Comment Tc min TR-55 SHEET FLOW Segment ID: 7.9 Woods: Light underbrush n=.4 L=50' P2=3 .2 in S=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=5 L=100 ' s=.1 '/' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=5 L=186' S=.24 ' /' V=2 .45 fps Total Length= 336 ft Total Tc= 10.3 SUBCATCHMENT 13 RUNOFF Southeastern Area of Property 13 12 AREA= 4.88 AC Tc= 10.3 MIN 11 CN= 84 10 LO 9 TYPETRII024EHOOR U 8 RAINFALL= 4.57 IN 6 PEAK= 13.71 CFS O 5 e 12. 1 HRS 4 UOLUME= 1 .06 AF 3 2 i .� 00 _ N r1 Q Ifl i0 I� m 0 N TIME (hours) r Data for 2427.1 New Federal Street School, Salem Page 30 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 14 Back of Building PEAK= 12.24 CFS O 12 .10 HRS, VOLUME= .95 AF ACRES CN SCS TR-20 METHOD .44 98 Impervious Area TYPE III 24-HOUR .77 70 Woods, Good RAINFALL= 4.57 IN 1.94 98 Impervious Area SPAN= 10-20 HRS, dt=.1 HRS .75 74 Open Space, Good 3. 90 88 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 7.9 Woods: Light underbrush n=.4 L=50' P2=3 .2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=5 L=100 ' s=.1 ' /' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 V=2.45 fps Woodland Kv=5 L=186' s=.24 ' / ' Total Length= 336 ft Total Tc= 10.3 SUBCATCHMENT 14 RUNOFF Back of Building 12 II AREA= 3.9 AC 10 Tc= 10.3 MIN CN= BB 9 g SCS TR-20 METHOD TYPE III 24L - U 7 RAINFALL= �• 6 3 5 PEAK= 12o e 1-14 VOLUME= 3 2 I e0 _ N �`l Q Ifl i0 h p7 0� m N 1 TIME (hours) Data for 2427.1 New Federal Street School, Salem Page 31 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems REACH 4 Not described Qin = 46.05 CFS @ 12.11 HRS, VOLUME= 3 .78 AF Qout= 46 .05 CFS @ 12.11 HRS, VOLUME= 3. 78 AF, ATTEN= 0°s, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0. 0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-20 HRS, dt=.l HRS REACH 4 INFLOW 8 OUTFLOW 45 Not described 40 35 - METHOD ' VELOCITY= 0 FPS 30 TRAVEL= 0 MIN U 25 Din= 46.05 CFS Oout= 46.05 CFS 3 20 LAG= 0 MIN 0 15 u 8 5 - 0 TIME Chours) I 1 Data for 2427.1 New Federal Street School, Salem Page 32 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 1 Existing Drainage Ditch Qin = 34 .51 CFS @ 12 .03 HRS, VOLUME= 2 .78 AF Qout= 25.10 CFS @ 12 .15 HRS, VOLUME= 2 .78 AF, ATTEN= 27°1, LAG= 7.4 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 5921 CF 50.5 0 0 0 PEAK ELEVATION= 55.0 FT 51.0 4 1 1 FLOOD ELEVATION= 56 .5 FT 52 .0 17 11 12 START ELEVATION= 50.5 FT 53 .0 550 284 295 SPAN= 10-20 HRS, dt=.l HRS 54.0 2245 1398 1693 55.0 5800 4023 5715 56.0 10530 8165 13880 56.5 14670 6300 20180 # ROUTE INVERT OUTLET DEVICES 1 P 50.5' 24" CULVERT n=. 013 L=150' S=. 005' / 1 Ke=.5 Cc=.9 Cd=.6 1 2 P 56.0' 100' BROAD-CRESTED RECTANGULAR WEIR Q=C L H-1.5 C=1.92, 1. 92, 1.92, 0, 0, 0, 0, 0 3 p 55.9' Double Grate X 2 HEAD(FT) DISCH(CFS) 0.0 0.00 .1 1.84 .2 2.60 .3 3.20 .4 3 .70 .5 4.10 .6 4 .50 POND 1 INFLOW & OUTFLOW Existing Droinoge Ditch 34 32 STOR-IND METHOD 30 PERK STOR= 5921 CF 28 PEAK ELEU= 55 FT 26 ,o22 i t Din= 34.51 CFS ' Qout= 25. 10 CFS 20 �. v 18 LAG= 7.4 MIN 16 3 14 O 12 0 8 6 4 2 00 _ N t`1 V In t0 h W M m N TIME (hours) i Data for 2427.1 New Federal Street School, Salem Page 33 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 2 Qin = 19.90 CFS @ 12 .07 HRS, VOLUME= 1.80 AF Qout= 20.15 CFS @ 12 .11 HRS, VOLUME= 1.80 AF, ATTEN= 0%, LAG= 2.2 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD 1 (FT) (SF) (CF) (CF) PEAK STORAGE = 3915 CF 74.5 50 0 0 PEAK ELEVATION= 75.9 FT 75.0 575 156 156 FLOOD ELEVATION= 77.0 FT 76.0 7773 4174 4330 START ELEVATION= 74.5 FT 77.0 14150 10962 15292 SPAN= 10-20 HRS, dt=.1 HRS Tdet= 4 MIN (1.8 AF) I _# ROUTE INVERT OUTLET DEVICES - 1 P 74.5' 18" CULVERT n=.013 L=25' S=.021 /' Ke=.2 Cc=.9 Cd=.75 2 P 75.4' 10' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H"1.5 C=1.92, 1.92, 1.92, 0, 0, 0, 0, 0 POND 2 INFLOW 8 OUTFLOW 20 18 DD PEAK 90H TORN3915CF 16 PEAK ELEU= 75.9 FT i 14 Oin= 19,90 CF5 Oout= 20. 15 CFS U 12 LAG= 2.2 MIN 113 1 3 6 O 4 2 , 0m — ni rn a in r m m m TIME (hours) ' Data for 2427.1 New Federal Street School, Salem Page 34 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 3 Qin = 33.86 CFS @ 12.11 HRS, VOLUME= 2.86 AF Qout= 33.83 CFS @ 12.11 HRS, VOLUME= 2.84 AF, ATTEN= 0%, LAG= .3 MIN 1 ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD(FT) (SF) (CF) (CF) PEAK STORAGE = 1790 CF 72.0 195 0 0 PEAK ELEVATION= 73 .8 FT 73 .0 920 558 558 FLOOD ELEVATION= 75. 0 FT 74 .0 2315 1618 2175 START ELEVATION= 72.0 FT 74.4 5092 1481 3656 SPAN= 10-20 HRS, dt=.1 HRS 75.0 12445 5261 8917 Tdet= 5.3 MIN (2 .81 AF) ROUTE INVERT OUTLET DEVICES 1 P 73.3 ' 40' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H-1.5 C=1.48, 1.45, 1.44, 1.44, 0, 0, 0, 0 POND 3 INFLOW 8 OUTFLOW 3 322 STOR-IND METHOD 30 PEAK STOR= 1790 CF 28 PEAK ELEU= 73.8 FT 26 24 Din= 33.86 CFS 22 20 Qout= 33.83 CFS `U 18 LAG= .3 MIN 16 3 14 0 12 10 6 6 4 2 in m n m m m N TIME (hours) r Data for 2427.1 New Federal Street School, Salem Page 35 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems 1 WATERSHED ROUTING o 14 II � 12 i I o ° o o 1 opo OSUBCATCHMENT ❑ REACH POND LINK SUBCATCHMENT 1 = Hillside adjacent to Willson Street -> POND 1 SUBCATCHMENT 2 = Entrance from Willson Street -> .. SUBCATCHMENT 3 = Eastern Driveway _> SUBCATCHMENT 4 = Eastern Parking Lots (West Side) -> POND 1 SUBCATCHMENT 5 = Lower Driveway -> POND 1 SUBCATCH14ENT 6 = Existing Parking Lots (NW) -> POND 1 SUBCATCHMENT 10 = Driveway/Drop-off for High School -> POND 2 SUBCATCHMENT 11 = High School Entrance & Driveway -> POND 2 SUBCATCHMENT 12 = Woods between Athletic Fields & Building -> POND 2 SUBCATCHMENT 13 = Southeastern Area of Property -> POND 3 SUBCATCHMENT 14 = Back of Building -> REACH 4 Data for 2427.1 New Federal Street School, Salem Page 36 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems REACH 4 = POND 1 = Existing Drainage Ditch -> 1 POND 2 = > POND 3 POND 3 = -> REACH 4 r i Data for 2427.1 New Federal Street School, Salem Page 37 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 Hillside adjacent to Willson Street PEAK= 10.43 CFS @ 12.23 HRS, VOLUME= 1.01 AF ACRES CN SCS TR-20 METHOD 2.97 65 Brush, Good TYPE III 24-HOUR .10 98 Impervious RAINFALL= 6.55 IN 1.25 73 Woods, fair SPAN= 10-20 HRS, dt=.l HRS 4.32 68 ' Method Comment Tc (min) TR-55 SHEET FLOW 1 7.5 Woods: Light underbrush n=.4 L=50 ' P2=3 .2 in s=.07 SHALLOW CONCENTRATED/UPLAND FLOW 2 .8 Short Grass Pasture Kv=7 L=46' s=.02 ' /' V=.99 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 2.1 Short Grass Pasture Kv=7 L=320 ' s=.13 ' / ' V=2.52 fps SHALLOW CONCENTRATED/UPLAND FLOW 4 8.7 Short Grass Pasture Kv=7 L=515 ' s=. 02 ' / ' V=.99 fps ' Total Length= 931 ft Total Tc= 19 1 ' SUBCATCHMENT I RUNOFF Hillside adjacent to Willson Street 10 AREA= 4,32 AC 9 Tc= 19. 1 MIN 8 CN= 68 7 SCS TR-20 METHOD ' TYPE III 24-HOUR � 6 RAINFALL= 6.55 IN •• 5J 3 PEAK= 10.43 CFS M O 4 @ 12.23 HRS - 3 VOLUME= 1 .01 AF 2 0 n m m m ' TIME (hours) Data for 2427.1 New Federal Street School, Salem Page 38 _ TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 2 Entrance from Willson Street 1 PEAK= 7.54 CFS @ 12.02 HRS, VOLUME= .52 AF ACRES CN SCS TR-20 METHOD .86 98 Impervious TYPE III 24-HOUR 1 .36 80 Open Space, Good RAINFALL= 6.55 IN .10 74 Open Space, Good SPAN= 10-20 HRS, dt=.l HRS 1.32 91 Method Comment Tc min DIRECT ENTRY 5.0 SUBCATCHMENT 2 RUNOFF > Entrance from Willson Street ' 7.5 7.0 ARER= 1 .32 AC 6.5 Tc= 5 MIN 6.0 CN= 91 5.5 5.0 SCS TR-20 METHOD w 4.5 TYPE III 24-HOUR V '1 .0 RAINFALL= 6.55 IN ::3 3.5 PEAK= 7.54 CFS 0 3'0 @ 12.02 HRS J 2.5 VOLUME= .52 AF LL 2.0 1 .5 1 .0 .5 0.0m TIME (hours) Data for 2427.1 New Federal Street School, Salem Page 39 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 3 Eastern Driveway PEAK= 11.03 CFS @ 12 .16 HRS, VOLUME= .98 AF ACRES CN SCS TR-20 METHOD .53 98 Impervious TYPE III 24-HOUR ' 3.00 70 Woods, Good RAINFALL= 6.55 IN 3 .53 74 SPAN= 10-20 HRS, dt=.1 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW Segmdnt ID: 11.3 Woods: Dense underbrush n=.8 L=50' P2=3.2 in s=.1 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 3.3 ' /' V=1.94 fps Woodland Kv=5 L=382' s=.15 ---------- Total Length= 432 ft Total Tc= 14.6 ' SUBCATCHMENT 3 RUNOFF Eastern Driveway 10 AREA= 3.53 RC 9 - Tc= 14.5 MIN CN= 74 B SCS TR-20 METHOD `� 7 TYPE III 24-HOUR U 6 RRINFALL= 6.55 IN v 5 PEAK= 11 .03 CFS O 4 e 12. 16 HR5 J VOLUME= .98 AF 3 2 I am _ N - v - - n m - m N TIME (hours) ' Data for 2427.1 New Federal Street School, Salem Page 40 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) ' Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 4 Eastern Parking Lots (West Side) PEAK= 5.23 CFS @ 12.02 HRS, VOLUME= .37 AF ACRES CN SCS TR-20 METHOD .68 98 Impervious TYPE III 24-HOUR 1 .10 91 Gravel RAINFALL= 6.55 IN .13 80 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS .91 95 Method Comment Tc min TR-55 SHEET FLOW 1 4.0 Grass: Dense n=.24 L=45' P2=3.2 in s=.1 ' /' SHALLOW CONCENTRATED/UPLAND FLOW 2 0.0 Short Grass Pasture Kv=7 L=15' s=.6 '/ ' V=5.42 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 1 Unpaved Kv=16.1345 L=23 ' s=.03 ' /' V=2 .79 fps SHALLOW CONCENTRATED/UPLAND FLOW 4 1.6 Paved Kv=20.3282 L=280' s=.02 ' /' V=2 .87 fps Total Length= 363 ft Total Tc= 5.7 SUBCATCHMENT 4 RUNOFF ' Eastern Parking Lots (West Side) 5.0 AREA= .91 AC 4'5 Tc= 5.7 MIN 4.0 CN= 95 3.5 SCS TR-20 METHOD ' TYPE III 24-HOUR U 3'0 RAINFALL= 6.55 IN 2.5 PEAK= 5.23 CFS 1 O 2.0 0 12.02 HRS J VOLUME= .37 AF i 1 .5 1 .0 5 - 0.0m N VIll i0 I� m M m N TIME (hours) Data for 2427.1 New Federal Street School, Salem Page 41 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) ' Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 5 Lower Driveway PEAK= 1.97 CFS @ 12. 02 HRS, VOLUME= .14 AF ACRES CN SCS TR-20 METHOD .13 80 Open Space, Good TYPE III 24-HOUR .22 98 Impervious RAINFALL= 6.55 IN .35 91 SPAN= 10-20 HRS, dt=.l HRS ' Method Comment Tc (min) TR-55 SHEET FLOW 1 3.9 Grass: Short n=.15 L=22 ' P2=3 .2 in S=. 01 1 / ' SHALLOW CONCENTRATED/UPLAND FLOW 2 1.4 Paved Kv=20.3282 L=205 ' s=.015 ' /' V=2 .49 fps Total Length= 227 ft Total Tc= 5.3 SUBCATCHMENT 5 RUNOFF Lower Driveway 1 .9 1 .8 AREA= .35 RC 1 .7 Tc= 5.3 MIN 1 .6 5 CN= 91 4 1 .3 SCS TR-20 METHOD 1 .2 TYPE III 24-HOUR U 1 . 1 RAINFALL= 6.55 IN ., 1 .0 .8 PERK= 1 .97 CFS O e 12.02 HRS -1 ,6 UOLUME= . 14 RF .5 4 - .3 2 1 0.0m _ N rp v in m n m m m N TIME (hours) Data for 2427.1 New Federal Street School, Salem Page 42 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) ' Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 6 Existing Parking Lots (NW) PEAK= 40.30 CFS @ 12.02 HRS, VOLUME= 2.84 AF ACRES CN SCS TR-20 METHOD 4.22 98 Impervious TYPE III 24-HOUR .35 91 Gravel RAINFALL= 6.55 IN 1.20 80 Open Space, good SPAN= 10-20 HRS, dt=.1 HRS 1.30 89 Open Space, Poor t7.07 93 Method Comment Tc min TR-55 SHEET FLOW 1 4.0 Grass: Dense n=.24 L=50' P2=3.2 in s=.12 SHALLOW CONCENTRATED/UPLAND FLOW 2 3 Short Grass Pasture Kv=7 L=50' s=.14 '/' V=2.62 fps ' SHALLOW CONCENTRATED/UPLAND FLOW 3 1 Short Grass Pasture Kv=7 L=25 ' s=.28 '/' V=3 .7 fps SHALLOW CONCENTRATED/UPLAND FLOW 4 1.1 Paved Kv=20.3282 L=187 ' S=.02 '/' V=2.87 fps Total Length= 312 ft Total Tc= 5.5 ' SUBCATCHMENT 6 RUNOFF Existing Parking Lots (NW) 40 35 AREA= 7.07 AC Tc= 5.5 MIN 30 CN= 93 ^ SCS TR-20 METHOD 25 TYPE III 24-HOUR U RAINFALL= 6.55 IN 20 3 PEAK= 40.30 CFS O 15 8 12.02 HRS VOLUME= 2.84 AF U- 10 5 0 m - N - V - - - m - m TIME (hours) N Data for 2427.1 New Federal Street School, Salem Page 43 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) ' Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 10 Driveway/Drop-off for High School PEAK= 19.50 CFS @ 12. 03 HRS, VOLUME= 1.39 AF ACRES CN SCS TR-20 METHOD 2.14 98 Impervious TYPE III 24-HOUR 1.40 80 Open Space, Good RAINFALL= 6.55 IN 3 .54 91 SPAN= 10-20 HRS, dt=.1 HRS ' Method Comment Tc min TR-55 SHEET FLOW Segment ID: 4 .0 Grass: Dense n=.24 L=45' P2=3.2 in s=.1 '/' SHALLOW CONCENTRATED/UPLAND FLOW Segement ID: 0.0 Short Grass Pasture Kv=7 L=15' s=.6 ' /' V=5.42 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1 Unpaved KV=16.1345 L=23 ' s=.03 '/' V=2.79 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.6 Paved Kv=20.3282 L=280' s=.02 '/' V=2.87 fps Total Length= 363 ft Total Tc= 5.7 SUBCATCHMENT Ia RUNOFF Driveway/Drop-off for High School ' 19 16 AREA= 3.54 RC 17 Tc= 5.7 MIN ^ 16 S CN= 91 14 13 SCS TR-20 METHOD 12 TYPE III 24-HOUR U 1a RAINFALL= 6.55 IN 3 8 PERK= 19.50 CF5 O 7 e 12.03 HRS J 6 VOLUME= 1 .39 AF 5 4 3 2 1 v Ln 0 n m m m N TIME (hours) Data for 2427.1 New Federal Street School, Salem Page 44 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCH14ENT 11 High School Entrance & Driveway PEAK= 9.69 CFS @ 12.10 HRS, VOLUME= .76 AF ACRES CN SCS TR-20 METHOD .93 98 Impervious TYPE III 24-HOUR ' .09 91 Gravel Areas RAINFALL= 6.55 IN .38 80 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS .08 77 Brush, Fair .60 70 Brush, Fair 2.08 86 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 8,1 Grass: Bermuda n=.41 L=50' P2=3.2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.6 ' Short Grass Pasture Kv=7 L=137 ' s=.04 ' /' V=1.4 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: ,1 Unpaved Kv=16 .1345 L=35' s=.29 '/' V=8 .69 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: ,9 Paved Kv=20.3282 L=148 ' s=.02 ' /' V=2 .87 fps ' Total Length= 370 ft Total Tc= 10.7 SUBCATCHMENT 11 RUNOFF High School Entrance 8 Driveway 9.5 9.0 AREA= 2.08 AC 8.5 Tc= 10.7 MIN 8.0 ' 7.3 CN= 86 7.0 6.5 SCS TR-20 METHOD 'O 6.0 TYPE III 24-HOUR LO 5.6 RRINFALL= 6.55 IN v 4.5 PEAK= 9.69 CFS 3 4.0 O 3.5 C' 12. 1 HRS -1 3.0 VOLUME= .76 AF ' 2.5 2.0 1 .5 1 .0 5 ' 0.0m in W n m m m N TIME (hours) Data for 2427.1 New Federal Street School, Salem Page 45 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) ' Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCH14ENT 12 Woods between Athletic Fields & Building ' PEAK= 7.37 CFS @1 12 .25 HRS, VOLUME= .74 AF ACRES CN SCS TR-20 METHOD .20 80 Open Space, Good TYPE III 24-HOUR ' .14 98 Impervious RAINFALL= 6.55 IN 2.46 70 Woods, Good SPAN= 10-20 HRS, dt=.1 HRS 2.80 72 Method Commdnt Tc min TR-55 SHEET FLOW 1 6.0 Woods: Light underbrush n=.4 L=50 ' P2=3 .2 in 5=.12 SHALLOW CONCENTRATED/UPLAND FLOW 2 1.7 Woodland Kv=5 L=163 ' S=.1 ' /' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 13 .5 Woodland KV=5 L=406 ' s=. 01 ' /' V=.5 fps ---------- Total Length= 619 ft Total Tc= 21.2 ' SUBCATCHMENT 12 RUNOFF Woods between Athletic Fields 8 Building ' 7.0 6.5 AREA= 2.8 RC 6.0 Tc= 21 .2 MIN 5.5 CN= 72 ' 5.0 SCS TR-20 ME T HDD 4.5 TYPE III 24-HOUR U 4.0 RRINFALL= 6.55 IN ' v 35 PEAK= 7.37 CF5 � 3.0 O 2 5J�� C' 12.25 HRS UOLUME= .74 AF U 2.0 1 .5 1 .0 5 m M m TIME (hours) ' Data for 2427.1 New Federal Street School, Salem Page 46 ' TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HVdroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 13 Southeastern Area of Property PEAK= 22 .09 CFS Q 12.10 HRS, VOLUME= 1.71 AF ACRES CN SCS TR-20 METHOD 1.11 98 Impervious Area TYPE III 24-HOUR ' 1.83 70 Woods, Good RAINFALL= 6.55 IN 1.80 91 Bare Soil SPAN= 10-20 HRS, dt=.l HRS .14 74 Open Space, Good ' 4.88 84 Method Comment Tc (min) ' TR-55 SHEET FLOW Segment ID: 7.9 Woods: Light underbrush n=.4 L=50' P2=3.2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=5 L=100' s=.1 ' /' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=5 L=186 ' S=.24 '/' V=2.45 fps ' Total Length= 336 ft Total Tc= 10.3 SUBCATCHMENT 13 RUNOFF Southeastern Area of Property 22 20L AREA= 4.88 AC Tc= 16.3 MIN f. 18CN= 84 16 CS TR-20 METHOD 0 14YPE III 24-HOUR ' � 1PINFALL= 6.55 IN 10PEAK= 22.09 CFS O gC' 12. 1 HRS VOLUME= 1 .71 AF 6420mN �`l Q n W h ll1 m N ' TIME (hours) ' Data for 2427.1 New Federal Street School, Salem Page 47 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) ' Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HVdrOCAD 5.11 000546 (c) 1986-1999 Aoolied Microcomputer SVstems ' SUBCATCHMENT 14 Back of Building PEAK= 18. 93 CFS @ 12.10 HRS, VOLUME= 1.47 AF ACRES CN SCS TR-20 METHOD .44 98 Impervious Area TYPE III 24-HOUR ' .77 70 Woods, Good RAINFALL= 6.55 IN 1.94 98 Impervious Area SPAN= 10-20 HRS, dt=.1 HRS .75 74 Open Space, Good ' 3 .90 88 Method Comment Tc min TR-55 SHEET FLOW Segment ID: 7.9 Woods: Light underbrush n=.4 L=50' P2=3.2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland KV=5 L=100 ' s=.1 '/' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=5 L=186 ' s=.24 '/' V=2 .45 fps ' Total Length= 336 ft Total Tc= 10.3 SUBCATCHMENT 14 RUNOFF Back of Building ' 19 IB 17 AREA= 3.9 AC Ifi Tc= 10.3 MIN ^ 15 CN= 88 4 13 SCS TR-26 METHOD Jl 12 TYPE III 24-HOUR ' u 10 RAINFALL= 6.55 IN 9 PEAK= 18.93 CFS 3 8 O 7 @ 12. 1 HRS J 6 VOLUME= 1 .47 AF ' U 5 4 3 - 2 1 e0 _ N �'1 Q Ill 1p h CO O� 0 N TIME (hours) ' Data for 2427.1 New Federal Street School, Salem Page 48 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) ' Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HVdroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer SVstems ' REACH 4 Not described Qin = 70.95 CFS @ 12.11 HRS, VOLUME= 6.03 AF Qout= 70.95 CFS @ 12 .11 HRS, VOLUME= 6.03 AF, ATTEN= OW, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-20 HRS, dt=.1 HRS REACH 4 INFLOW & OUTFLOW 70 Not described 65 60 55 - METHOD 50 VELOCITY= 0 FPS LO 45 TRAVEL= 0 MIN U 40 Qi�= 70.95 CFS 35 Qout= 70.95 CFS ' 3 30 LAG= 0 MIN 0 25 LL 20 15 ' 0 5 0 V I(1 ip � m m 0 TIME (hour5) 1 1 Data for 2427.1 New Federal Street School, Salem Page 49 ' TYPE III 24-HOUR RAINFALL= 6.55 IN (10OYR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 1 Existing Drainage Ditch Qin = 52.97 CFS @ 12.03 HRS, VOLUME= 4.37 AF Qout= 40.56 CFS @ 12.18 HRS, VOLUME= 4.36 AF, ATTEN= 23%, LAG= 8.7 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD ' (FT) (SF) (CF) (CF) PEAK STORAGE = 15161 CF 50.5 0 0 0 PEAK ELEVATION= 56.1 FT 51.0 4 1 - 1 FLOOD ELEVATION= 56.5 FT 52.0 17 11 12 START ELEVATION= 50.5 FT 53. 0 550 284 295 SPAN= 10-20 HRS, dt=.1 HRS 54.0 2245 1398 1693 ' 55.0 5800 4023 5715 56.0 10530 8165 13880 56.5 14670 6300 20180 # ROUTE INVERT OUTLET DEVICES 1 P 50.5' 24" CULVERT n=.013 L=150' S=.005 ' / ' Ke=.S Cc=.9 Cd=.6 ' 2 P 56.0' 100' BROAD-CRESTED RECTANGULAR WEIR Q=C L H"1.5 C=1.92, 1.92, 1.92, 0, 0, 0, 0, 0 ' 3 P 55. 9 ' Double Grate X 2 HEAD(FT) DISCH(CFS) 0.0 0.00 .1 1.84 .2 2.60 .3 3 .20 .4 3 .70 .5 4.10 .6 4 .50 POND 1 INFLOW 8 OUTFLOW Existing Drainage Ditch 50 STOR-IND METHOD 45 PERK STOR= 15161 CF 40 PERK ELEV= 56. 1 FT i 35 �� Din= 52.97 CFS Oout= 40.56 CFS ' U 30 i �\ LAG= 8.7 MIN 25 3 I ` 0 20 J ' LL 15 10 5 ) ^ a " • \ e0 N t7 Q N \0 I� m p\ m N TIME (hours) Data for 2427.1 New Federal Street School, Salem Page 50 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' POND 2 Qin = 31.54 CFS @ 12 .07 HRS, VOLUME= 2 .88 AF Qout= 29.89 CFS @ 12 .12 HRS, VOLUME= 2.88 AF, ATTEN= 50, LAG= 3 .1 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD ' (FT) (SF) (CF) (CF) PEAK STORAGE = 5449 CF 74.5 50 0 0 PEAK ELEVATION= 76.1 FT 75.0 575 156 156 FLOOD ELEVATION= 77.0 FT ' 76.0 7773 4174 4330 START ELEVATION= 74.5 FT 77. 0 14150 10962 15292 SPAN= 10-20 HRS, dt=.1 HRS Tdet= 4.2 MIN (2 .88 AF) ' # ROUTE INVERT OUTLET DEVICES 1 P 74. 5 ' 18" CULVERT n=.013 L=25 ' S=.021 /' Ke=.2 Cc=.9 Cd=.75 ' 2 P 75.4' 10' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H"1.5 C=1.92, 1.92, 1.92, 0, 0, 0, 0, 0 ' POND 2 INFLOW & OUTFLOW 30 ' 28 STOR-IND METHOD PERK STOR= 5449 CF 26 PEAK ELEU= 76. 1 FT 24 22 Din= 31 .54 CFS JI 20 flout= 29.89 CF5 16 LAG= 3. 1 MIN 3 14 1 O 12 10 B � 6 2 ' 2 ' TIME (hours) ' Data for 2427.1 New Federal Street School, Salem Page 51 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' POND 3 ' Qin = 51.89 CFS @ 12 .11 HRS, VOLUME= 4.59 AF Qout= 52.07 CFS @ 12 .11 HRS, VOLUME= 4.57 AF, ATTEN= 0 LAG= .2 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 2043 CF 72 .0 195 0 0 PEAK ELEVATION= 73.9 FT 73.0 920 558 558 FLOOD ELEVATION= 75.0 FT 74.0 2315 1618 2175 START ELEVATION= 72.0 FT 74.4 5092 1481 3656 SPAN= 10-20 HRS, dt=.1 HRS 75.0 12445 5261 8917 Tdet= 3 .6 MIN (4.57 AF) ' 4 ROUTE INVERT OUTLET DEVICES 1 P 73.3 ' 40' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H"1.5 C=1.48, 1.45, 1.44, 1.44, 0, 0, 0, 0 ' POND 3 INFLOW 8 OUTFLOW ' 58 STOR-IND METHOD 45 PERK STOR= 2043 CF 40 PERK ELEV= 73.9 FT ' 35 Din= 51 .89 CFS - Gout= 52.07 CFS U 36 LAG= .2 MIN ' 25 O 20 - _j LL 15 0 5 a N TIME (hours) t ' Data for 2427.1 New Federal Street School, Salem Page 27 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) ' Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 11 High School Entrance & Driveway ' PEAK= 6.14 CFS Q 12.11 HRS, VOLUME= .48 AF ;p ACRES CN SCS TR-20 METHOD .93 98 Impervious TYPE III 24-HOUR .09 91 Gravel Areas RAINFALL= 4.57 IN .38 80 Open Space, Good SPAN= 10-20 HRS, dt=.l HRS .08 77 Brush, Fair .60 70 Brush, Fair 2 .08 86 ' Method Comment To (min) TR-55 SHEET FLOW Segment ID: 8.1 Grass: Bermuda n=.41 L=50' P2=3.2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.6 Short Grass Pasture Kv=7 L=137 ' s=.04 '/' V=1.4 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: , 1 Unpaved Kv=16.1345 L=35' s=.29 ' / ' V=8.69 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: .9 Paved Kv=20.3282 L=148 ' s=.02 ' /' V=2 .87 fps Total Length= 370 ft Total To= 10.7 SUBCATCHMENT 11 RUNOFF High School Entrance & Driveway 6.0 5.5 AREA= 2.08 RC Tc= 10.7 MIN 5.0 CN= 86 4.5 14 .0 SCS TR-20 METHOD TYPE III 24-HOUR U 3.5 RAINFALL= 4.57 IN 3.0 3 2.5 - PEAK= 6. 14 CFS O C' 12. 11 HR5 J 2.0 VOLUME= .48 AF ' 1 .5 1 .0 .5 ' 0.0m N TIME (hours) Data for 2427.1 New Federal Street School, Salem Page 28 ' TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5 11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 12 Woods between Athletic Fields & Building PEAK= 3 .88 CFS @ 12 .27 HRS, VOLUME= .40 AF ACRES CN SCS TR-20 METHOD ' .20 80 Open Space, Good TYPE III 24-HOUR .14 98 Impervious RAINFALL= 4.57 IN 2 .46 70 Woods, Good SPAN= 10-20 HRS, dt=.l HRS 2 .80 72 ' Method Comment Tc (min) TR-55 SHEET FLOW 1 6. 0 Woods: Light underbrush n=.4 L=50 ' P2=3 .2 in s=.12 SHALLOW CONCENTRATED/UPLAND FLOW 2 1,7 Woodland Kv=5 L=163 ' s=.l '/' V=1.58 fps ' SHALLOW CONCENTRATED/UPLAND FLOW 3 13 .5 Woodland Kv=5 L=406' s=. 01 ' / ' V=.5 fps Total Length= 619 ft Total Tc= 21.2 ' SUBCATCHMENT 12 RUNOFF Woods between Athletic Fields & Building ' 3.8 3.6 RRER= 2.6 RC 3.4 LRAINFALL= .2 MIN 3.2 72 t 3.6 2.8 2.6 ETHOD i0 2.4 4-HOUR 2.2 .57 IN1 .B 1 .8 8 CFS1 .6 27 HRSO 1 .4J 12 .410 AF t .0 ' .6 .6 4 2 N P to - r m - 0 N TIME (hours) 1 Data for 2427.1 New Federal Street School, Salem Page 29 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 13 Southeastern Area of Property ' PEAK= 13 . 71 CFS Q 12.10 HRS, VOLUME= 1.06 AF ACRES ON SCS TR-20 METHOD 1.11 98 Impervious Area TYPE III 24-HOUR ' 1.83 70 Woods, Good RAINFALL= 4.57 IN 1.80 91 Bare Soil SPAN= 10-20 HRS, dt=.l HRS .14 74 Open Space, Good ' 4.88 84 Method _ Comment Tc (min) ' TR-55 SHEET FLOW Segment ID: 7.9 Woods: Light underbrush n=.4 L=50' P2=3.2 in s=. 06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=5 L=100' s=.1 '/' V=1.58 fps ' SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=5 L=186 ' s=.24 ' /' V=2 .45 fps ' Total Length= 336 ft Total Tc= 10.3 SUBCATCHMENT 13 RUNOFF Southeastern Area of Property ' 13 12 AREA= 4.88 AC Tc= 10.3 MIN ' 11 CN= 84 10 g SCS TR-20 METHOD TYPE III 24-HOUR ' _U 6 RAINFALL= 4.57 IN 3 6 PEAK= 13.71 CFS CD 5 C' 12. 1 HRS LL 4 UOLUME= 1 .06 AF 3 - 2 I em N TIME (hours) 1 Data for 2427.1 New Federal Street School, Salem Page 30 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) ' . Prepared by Judith Nitsch Engineering, Inc. - 2 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer systems ' SUBCATCHMENT 14 Back of Building ' PEAK= 12 .24 CFS @ 12.10 HRS, VOLUME= .95 AF ACRES CN SCS TR-20 METHOD .44 98 Impervious Area TYPE III 24-HOUR ' .77 70 Woods, Good RAINFALL= 4.57 IN 1.94 98 Impervious Area SPAN= 10-20 HRS, dt=.l HRS .75 74 Open Space, Good ' 3.90 88 Method Comment Tc (min) ' TR-55 SHEET FLOW Segment ID: ` 7,9 Woods: Light underbrush n=.4 L=50' P2=3 .2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=5 L=100' s=.1 '/' V=1.58 fps ' SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland KV=5 L=186 ' s=.24 '/' V=2 .45 fps ' Total Length= 336 ft Total To= 10.3 SUBCATCHMENT 14 RUNOFF Bock of Building ' 12 11 AREP= 3.9 AC 10 Tc= 10.3 MIN CN= 88 9 8 SCS TR-20 METHOD TYPE III 24-HOUR ' U RAINFALL= 4.57 IN •• 6 - :3 5 PERK= 12.24 CFS O e 12. 1 HRS J 4 VOLUME= .95 AF 3 2 1 0m _ N - V - - h - - m N TIME (hours) 1 1 1 Data for 2427.1 New Federal Street School, Salem Page 31 ' TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 2 Feb 00 HydroCAD 5.11 000546 (c) 1966-1999 Applied Microcomputer Systems REACH 4 Not described Qin = 46.05 CFS @ 12.11 HRS, VOLUME= 3. 76 AF Qout= 46.05 CFS @ 12 .11 HRS, VOLUME= 3.76 AF, ATTEN= OW, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT ' PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0. 0 MIN SPAN= 10-20 HRS, dt=.1 HRS ' REACH 4 INFLOW 8 OUTFLOW 45 Not described 40 35 - METHOD VELOCITY= 0 FPS ,4 30 TRAVEL= 0 MIN U 25 Oin= 46.05 CFS ' Dout= 46.05 CFS 3 20 LAG= 0 MIN O 15 LL t 0 5 ' 00 N TIME (hour5) 1 1 1 1 APPENDIX C POST-DEVELOPMENT CONDITIONS -� 2-YEAR STORM EVENT 10-YEAR STORM EVENT 100-YEAR STORM EVENT 1 I Data for 2427.1 New Federal Street School, Salem POST Page 1 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HVdroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING = / 0 E516 N PO /N 1- µ o� , �o 19 r ° Z 91 93 N poi NT92 �� 61 #Z 3 —o �A, 0 V 6 S ( &N fo INT �* / OSUBCATCHMENT [] REACH ZLPOND LINK SUBCATCHMENT 2 = Entrance from Willson Street to High Schoo -> SUBCATCHMENT 3 = Eastern Driveway -> 1 SUBCATCHMENT 6 = Eastern Parking Lots (NW) -> POND 1 SUBCATCHMENT 12 = Wetland east of the High School -> POND 2 SUBCATCHMENT 13 = New Parking Lot behind High School -> POND 3 SUBCATCHMENT 14 = New Parking Lot behind High School -> REACH 4 SUBCATCHMENT 61 = Upper Parking Lots -> POND 110 SUBCATCHMENT 91 = Proposed Building -> POND 2 SUBCATCHMENT 92 = New Parking Lot for K-8 School -> POND 1 SUBCATCHMENT 93 = New Parking Lot for K-8 School -> POND 110 SUBCATCHMENT 100 = Driveway/Drop-off Area for High School -> POND 2 SUBCATCHMENT 111 = Proposed Athletic Field - East -> POND 2 REACH 4 = POND 1 = Existing Drainage Ditch - -> POND 2 = -> POND 3 POND 2 secondary = -> REACH 4 Data for 2427.1 New Federal Street School, Salem POST Page 2 TYPE III 24-HOUR RAINFALL= 3 .15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 3 = -> REACH 4 POND 110 = Infiltration System _> POND 1 1 i- 1 1 Data for 2427.1 New Federal Street School, Salem POST Page 3 . TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 Entrance from Willson Street to High Schoo PEAK= 2 .56 CFS Q 12. 02 HRS, VOLUME= .18 AF ACRES CN SCS TR-20 METHOD .63 98 Impervious TYPE III 24-HOUR .42 80 Open Space, Good RAINFALL= 3.15 IN .10 74 Open Space, Good SPAN= 10-20 HRS, dt=.l HRS 1.15 89 Method _ Comment To (min) DIRECT ENTRY 1 5.0 SUBCOTCHMENT 2 RUNOFF Entrance from Willson Street to High Schoo 2'4 AREA= 1 . 15 AC 2.2 Tc= 5 MIN 2.0 CN= 89 1 .8 SCS TR-20 METHOD 1 .6 TYPE III 24-HOUR U 1 .4L�� RAINFALL= 3. 15 IN 1 '2 PEAK= 2.56 CFS 0 1 .6 C 12.02 HRS —J LL .8 VOLUME= . 18 AF 6 .2 2 0.0m in 0r m m m TIME (hours) _ - N Data for 2427.1 New Federal Street School, Salem POST Page 4 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 3 Eastern Driveway PEAK= 2.83 CFS @ 12.19 HRS, VOLUME= .26 AF ACRES CN SCS TR-20 METHOD .63 98 Impervious TYPE III 24-HOUR 2 .63 70 Woods, Good RAINFALL= 3 .15 IN 3.26 75 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 11.3 Woods: Dense underbrush n=.8 L=50' P2=3.2 in s=.1 '/' SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 3 .3 Woodland Kv=5 L=382 ' s=.15 ' /' V=1.94 fps ---------- Total Length= 432 ft Total Tc= 14.6 SUBCATCHMENT 3 RUNOFF Eastern Driveway 2.8 2.6 AREA= 3.26 RC 2.4 Tc= 14.6 MIN 2.2 CN= 75 ^ 2.0 SCS TR-20 METHOD 1 .8 TYPE III 24-HOUR U 1 .6 RAINFALL= 3. 15 IN 1 .4 1 .2 PEAK= 2.83 CFS O 1 '8 - @ 12. 19 HRS i VOLUME= .26 AF .8 .6 .4 .2 6.0m _ N r1 v in io r m m m N TIME (hours) 1 Data for 2427.1 New Federal Street School, Salem POST Page 5 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 6 Eastern Parking Lots (NW) PEAK= 14.24 CFS @ 12. 02 HRS, VOLUME= 1. 00 AF ACRES CN SCS TR-20 METHOD 3 .46 98 Impervious TYPE III 24-HOUR .25 91 Gravel RAINFALL= 3 .15 IN .78 80 Open Space, good SPAN= 10-20 HRS, dt=.1 HRS .94 89 Open Space, Poor .46 74 Open Space, good 5.89 92 Method _ Comment Tc (min) TR-55 SHEET FLOW 1 4. 0 Grass: Dense n=.24 L=50' P2=3.2 in 5=.12 SHALLOW CONCENTRATED/UPLAND FLOW 2 3 Short Grass Pasture Kv=7 L=50' s=.14 ' /' V=2 .62 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 1 Short Grass Pasture Kv=7 L=25 ' s=.28 ' / ' V=3 . 7 fps i SHALLOW CONCENTRATED/UPLAND FLOW 4 1.1 Paved Kv=20.3282 L=187' s=.02 ' /' V=2 .87 fps �. Total Length= 312 ft Total Tc= 5.5 SUBCATCHMENT 6 RUNOFF Eastern Parking Lots (NW) ' 14 13 AREA= 5.89 AC 12 Tc= 5.5 MIN (, II CN= 92 10 SCS TR-20 METHOD 9 TYPE III 24-HOUR $ RAINFALL= 3. 15 IN 7 ��. PEAK= 14.24 CFS O 5 C' 12.02 HRS - 4 UOLUME= 1 .00 AF 3 2 1 0m _ N - v - m n m m m N TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 6 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 12 Wetland east of the High School PEAK= 1.75 CFS Q 12.29 HRS, VOLUME= .19 AF ACRES CN SCS TR-20 METHOD .15 74 Open Space, Good-80 TYPE III 24-HOUR .15 98 Impervious RAINFALL= 3.15 IN 2 .50 70 Woods, Good SPAN= 10-20 HRS, dt=.1 HRS 2.80 72 Method _ Comment To (min) - TR-55 SHEET FLOW 1 6.0 Woods: Light underbrush n=.4 L=50' P2=3.2 in s=.12 ISHALLOW CONCENTRATED/UPLAND FLOW 2 1.7 Woodland Kv=5 L=163 ' s=.1 '/' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 13.5 Woodland Kv=5 L=406 ' s=.01 ' /' V=.5 fps Total Length= 619 ft Total Tc= 21.2 SUBCATCHMENT 12 RUNOFF Wetland east of the High School 1 .7 1 .6 AREA= 2.B RC 1 .5 Tc= 21 .2 MIN 1 .4 CN= 72 1 .3 1 .2 SCS TR-20 METHOD 1 . 1 TYPE III 24-HOUR U 1 .9 RAINFALL= 3. 15 IN '8 PERK= 1 .75 CFS O '7 @ 12.29 HRS .5 UOLUME= . 19 RF 4 .3 2 t m a) m TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 7 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUSCATCHMENT 13 New Parking Lot behind High School PEAK= 6.45 CFS @ 12.11 HRS, VOLUME= .51 AF ACRES CN SCS TR-20 METHOD 1.45 98 Impervious Area TYPE III 24-HOUR 1.83 70 Woods, Good RAINFALL= 3.15 IN 1.60 74 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS 4.88 80 Method Comment To (min) TR-55 SHEET FLOW Segment ID: 7,9 1 Woods: Light underbrush n=.4 L=50' P2=3 .2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=5 L=100' s=.1 '/ ' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=5 L=186 ' s=.24 '/' V=2.45 fps Total Length= 336 ft Total To= 10.3 SUBCATCHMENT 13 RUNOFF New Forking Lot behind High School 6.5 6.8 AREA= 4.88 AC 5.5 To= 10.3 MIN 5.0 CN= B0 4.5 SCS TR-20 METHOD 4.0 TYPE III 24-HOUR U 3,5 RAINFALL= 3. 15 IN 1 3 0 PEAK= 6.45 CFS O 2.5 6 12. 11 HRS � 2.0 VOLUME= .51 AF 1 .5 .0 5 0.0m _ - - v - TIME (hours) _ N Data for 2427.1 New Federal Street School, Salem POST Page 8 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUSCATCHMENT 14 New Parking Lot behind High School PEAK= 7.44 CFS @ 12.10 HRS, VOLUME= .58 AF ACRES CN SCS TR-20 METHOD .44 98 Impervious Area TYPE III 24-HOUR . 77 70 Woods, Good RAINFALL= 3 .15 IN 1.94 98 Impervious Area SPAN= 10-20 HRS, dt=.1 HRS .75 74 Open Space, Good 3.90 88 1 Method Comment To (min) TR-55 SHEET FLOW Segment ID: 7, 9 Woods: Light underbrush n=.4 L=50 ' P2=3.2 in 5=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=S L=100 ' s=.1 ' /' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=S L=186' 5=.24 ' / ' V=2.45 fps Total Length= 336 ft Total Tc= 10.3 SUBCATCHMENT 14 RUNOFF New Parking Lot behind High School 7.0 AREA= 3.9 RC 6.5 Tc= 10.3 MIN 6.0 CN= 88 5.5 5.0 SCS TR-20 METHOD 4.5 TYPE III 24-HOUR U 4.0 RAINFALL= 3. 15 IN v 3'S 30 PEAK= 7.44 CFS J 2.5 L' 12. 1 HRS VOLUME= .58 AF . 1 1 .s5 1 .0 .s 0.Om O) M m TIME (hours) r Data for 2427.1 New Federal Street School, Salem POST Page 9 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 61 Upper Parking Lots PEAK= 3 .26 CFS @ 12 . 02 HRS, VOLUME= .22 AF ACRES CN SCS TR-20 METHOD .79 98 Impervious TYPE III 24-HOUR .10 91 Gravel RAINFALL= 3 .15 IN .31 89 Open Space, Poor SPAN= 10-20 HRS, dt=.1 HRS 1.20 95 Method Comment Tc (min) DIRECT ENTRY Segment ID: 5.0 jSUBCATCHMENT 61 RUNOFF Upper Parking Lots 3.2 3.0 AREA= 1 .2 AC 2.8 Tc= 5 MIN 2.6 CN= 95 ' 2.4 2.2 SCS TR-20 METHOD 2.0 TYPE III 24-HOUR U 1 .8 RAINFALL= 3. 15 IN 1 .6 1 3 1 .4 PERK= 3.26 CFS 0 1 .2 8L HRS L—jI0 UOLURF B 6 4 2 0.0 TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 10 I TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 ydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 91 Proposed Building PEAK= 2 .80 CFS @ 12 .02 HRS, VOLUME= .19 AF ACRES CN SCS TR-20 METHOD .97 98 Impervious TYPE III 24-HOUR RAINFALL= 3.15 IN SPAN= 10-20 HRS, dt=.1 HRS Method_ Comment Tc (min) DIRECT ENTRY Segment ID: 5.0 SUBCATCHMENT 91 RUNOFF Proposed Building 2.8 2.6AREA= .97 AC 2.4 Tc= 5 MIN 2.2 CN= 98 2.0 SCS TR-20 METHOD n 1 .8 TYPE III 24-HOUR U1 .6 RAINFALL= 3, 15 IN 3 1 .2 PEAK= 2.80 CFS O 1 .0 C' 12.02 HRS - 8 UOLUME= . 19 AF .6 .4 . 2 0.0m _ N ,1 v m mr m M m - _ - _ _ _ N 1 TIME (hours) t i Data for 2427.1 New Federal Street School, Salem POST Page 11 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5. 11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 92 New Parking Lot for K-8 School PEAK= 2 .75 CFS @ 12 . 03 HRS, VOLUME= .20 AF ACRES CN SCS TR-20 METHOD 1.33 74 Open Space, Good TYPE III 24-HOUR 1 .46 65 Brush, Good RAINFALL= 3.15 IN 0.00 0 SPAN= 10-20 HRS, dt=.1 HRS .42 98 Impervious 2.21 77 Method Comment Tc (min) 1 DIRECT ENTRY 1 5.0 SUBCATCHMENT 92 RUNOFF New Parking Lot for K-8 School 2.6 AREA= 2.21 AC 2.4 Tc= 5 MIN ' 2.2 CN= 77 2.0 1 ,g SCS TR-20 METHOD 4- 1 .6 TYPE III 24-HOUR U 1 4 ULRAINFALL= 3. 15 IN 3 1 .2 PEAK= 2.75 CFS O 1 .0 C' 12.03 HR5 -j 8 VOLUME= .20 AF 6 4 .2 1 0 0m ` N v - m n m m m N TIME (hours) r r i Data for 2427.1 New Federal Street School, Salem POST Page 12 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HdroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUSCATCHMENT 93 New Parking Lot for K-8 School PEAK= 2 .76 CFS @ 12 . 02 HRS, VOLUME= .19 AF ACRES CN SCS TR-20 METHOD .29 74 Open Space, Good TYPE III 24-HOUR 1 .82 98 Impervious RAINFALL= 3 .15 IN 1.11 92 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) DIRECT ENTRY 1 5.0 SUBCATCHMENT 93 RUNOFF New Porkin9 Lot for K-8 School 2.6 AREA= 1 . 11 AC 2.4 Tc= 5 MIN 2.2 CN= 92 2.0 1 .8 SCS TR-20 METHOD TYPE III 24-HOUR 1 .6 jL..=RAINFALL= 3. 15 IN 3 1 .2 PEAK= 2.76 CF5 C' 12,02 HR5 U 1 .6 UOLUME= . 19 AF .6 4 .2 0.00 — ni m v in io r ro m m - - - - - - - - N TIME (hour5) Data for 2427 .1 New Federal Street School, Salem POST Page 13 I TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 100 Driveway/Drop-off Area for High School PEAK= 7.18 CFS @ 12 .10 HRS, VOLUME= .55 AF ACRES CN SCS TR-20 METHOD 2 .17 98 Impervious TYPE III 24-HOUR .95 74 Open Space, Good-80 RAINFALL= 3.15 IN .10 73 Brush, Good SPAN= 10-20 HRS, dt=.1 HRS .66 74 Open Space, Good 3.88 87 Method Comment To (min) 1 TR-55 SHEET FLOW Segment ID: 5.6 Grass: Short n=.15 L=50' P2=3.2 in s=.02 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.2 Grassed Waterway Kv=15 L=150 ' s=.02 ' /' V=2.12 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 2,9 Paved Kv=20.3282 L=500' s=.02 '/' V=2.87 fps Total Length= 700 ft Total Tc= 9.7 SUBCATCHMENT 100 RUNOFF Driveway/Drop-off Area for High School ' 7.0 6.5 AREA= 3.88 AC 6.0 Tc= 9.7 MIN 5.5 CN= B7 5.0 SCS TR-20 METHOD U 4.5 TYPE III 24-HOUR U 4.0 RAINFALL= 3. 15 IN 3.5 3 3.0 PERK= 7, 18 CF5 0 2 5 6 12. 1 HRS -i VOLUME= .55 AF LL .0 1 .5 1 .0 .5 1 0 0m N v in m n m m m N TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 14 ' TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 111 Proposed Athletic Field - East PEAK= 4.35 CFS @ 12 .13 HRS, VOLUME= .36 AF ACRES CN SCS TR-20 METHOD 1.16 98 Impervious TYPE III 24-HOUR 1.36 74 Open Space, Good RAINFALL= 3 .15 IN .05 70 Woods, Good SPAN= 10-20 HRS, dt=.1 HRS .90 65 Brush 3 .47 80 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 10.8 Grass: Dense n=.24 L=50 ' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.2 Grassed Waterway Kv=15 L=110 ' s=.01 ' / ' V=1.5 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 0,0 Grassed Waterway Kv=15 L=20 ' s=.25 ' / ' V=7.5 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: .1 Paved Kv=20.3282 L=20' s=.02 '/' V=2.87 fps Total Length= 200 ft Total Tc= 12.1 SUBCATCHMENT 111 RUNOFF Proposed Athletic Field - East 4.0 AREA= 3.47 AC Tc= 12. 1 MIN 3.5 CN= 80 1 •, 3.0 5C5 TR-20 METHOD TYPE III 24-HOUR U 2.5 RAINFALL= 3. 15 IN ' v 2.0 PEAK= 4.35 CFS O 1 8 S 12. 13 HRS J UOLUME= .36 OF 11 0 ' .5 0.0 m M 0 TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 15 ' TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems REACH 4 Not described Qin = 23.20 CFS @ 12.15 HRS, VOLUME= 2 .38 AF Qout= 23 .20 CFS @ 12 .15 HRS, VOLUME= 2.38 AF, ATTEN= Ot, LAG= 0. 0 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0. 0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-20 HRS, dt=.1 HRS REACH 4 INFLOW 8 OUTFLOW Not described 1 22 ze 18 - METHOD 16 VELOCITY= 0 FPS TRAUEL= 0 MIN cLO 14 12 Din= 23.20 CF5 Oo.t= 23.20 CFS 3 10 LAG= 0 MIN O 8 - -i L` 6 4 2 Bm TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 16 TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 1 Existing Drainage Ditch Qin = 17.08 CFS @ 12.03 HRS, VOLUME= 1.23 AF Qout= 16.34 CFS @ 12.05 HRS, VOLUME= 1.23 AF, ATTEN= 4`;, LAG= 1.5 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 245 CF 50.5 0 0 0 PEAK ELEVATION= 52.8 FT 51.0 4 1 1 FLOOD ELEVATION= 56.5 FT 52.0 17 11 12 START ELEVATION= 50.5 FT 53. 0 550 284 295 SPAN= 10-20 HRS, dt=.1 HRS 54. 0 3390 1970 2265 55.0 7325 5358 7623 56.0 10600 8963 16585 56.5 14670 6318 22903 # ROUTE INVERT OUTLET DEVICES 1 P 50.5' 24" CULVERT n=.013 L=150' S=.005' / ' Ke=.5 Cc=. 9 Cd=.6 2 P 56.2 ' 100' BROAD-CRESTED RECTANGULAR WEIR Q=C L H"1.5 C=1. 92, 1.92, 1.92, 0, 0, 0, 0, 0 3 P 55.9' Double Grate X 2 HEAD(FT) DISCH(CFS) ' 0.0 0.00 .1 1.84 .2 2 .60 ' .3 3 .20 .4 3.70 .5 4.10 ' .6 4.50 POND 1 INFLOW 8 OUTFLOW Existing Drainage Ditch ' 17 16 STOR-IND METHOD 15 PERK STOR= 245 CF 14 PERK ELEV= 52.8 FT 13 12 Din= 17.08 CFS II Gout= 16.34 CFS '. U I9 LAG= 1 .5 MIN v 8 3 7 O 6 ' 5 4 3 2 00 N TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 17 ' TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems 1 POND 2 Qin = 14 .64 CFS @ 12 .11 HRS, VOLUME= 1.30 AF Qout= 12 .16 CFS @ 12.22 HRS, VOLUME= 1.30 AF, ATTEN= 17%, LAG= 6.8 MIN Qpri= 8.50 CFS @ 12.22 HRS, VOLUME= 1.13 AF ' Qsec= 3.66 CFS @ 12 .22 HRS, VOLUME= .16 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 4495 CF 1 74 .5 25 0 0 PEAK ELEVATION= 75.8 FT 75. 0 215 60 60 FLOOD ELEVATION= 78.0 FT 75.4 6045 1252 1312 START ELEVATION= 74.5 FT 76.0 9565 4683 5995 SPAN= 10-20 HRS, dt=.1 HRS 77.0 13850 11708 17702 Tdet= 3 .4 MIN (1.28 AF) 78.0 18100 15975 33677 4 ROUTE INVERT OUTLET DEVICES 1 P 74.5' 24" ORIFICE/GRATE Q=.6 PI r"2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 2 S 75.0 ' 24" ORIFICE/GRATE Q=.6 PI r"2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 1 Primary Discharge 1--1=Orifice/Grate Secondary Discharge �2=Orifice/Grate POND 2 INFLOW & OUTFLOW ' 14 13STOR-IND ME THDD 12PEAK STOR= 4495 CF 11 PEAK ELEV= 75.8 FT 0 Din= 14.64 CF5 9pout= 12. 16 CFS U B Opri= 8.50 CFS 7 . Osec= 3.66 CF5 3 6JU� LAG= 6.8 MIN O JS� 432 Om N - V - - - W N m N TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 18 ' TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HdroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 3 ' Qin = 14.28 CFS ® 12 .14 HRS, VOLUME= 1.64 AF Qout= 13 .59 CFS @ 12.21 HRS, VOLUME= 1.64 AF, ATTEN= 5%, LAG= 3 .9 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD ' (FT) (SF) (CF) (CF) PEAK STORAGE = 2060 CF 72.0 1175 0 0 PEAK ELEVATION= 73 .1 FT 73. 0 2280 1728 1728 FLOOD ELEVATION= 75.0 FT 74.0 6121 4201 5928 START ELEVATION= 72 .0 FT 75.0 8332 7227 13155 SPAN= 10-20 HRS, dt=.1 HRS Tdet= 3 .8 MIN (1.64 AF) # ROUTE INVERT OUTLET DEVICES 1 P 72.0' 3.8' SHARP-CRESTED RECTANGULAR WEIR Q=C L H"1.5 C=3 .27+.4 H/4 L=Length-2 ( .1 H) ' POND 3 INFLOW & OUTFLOW i 14 13 ii STOR-IND METHOD 12 i PERK STOR= 2869 CF 11 PERK ELEU= 73. 1 FT ' 10 Qin= 14.28 CFS to 9 Dout= 13.59 CFS U 8 LAG= 3.9 MIN U v 7 3 6 O 5 J Li 4 ' 3 2 1 9m _ N N Q Ifl i0 h LD O� m N TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 19 ' TYPE III 24-HOUR RAINFALL= 3.15 IN (2YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 Hy_droCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 110 Infiltration System ' Qin = 6.02 CFS @ 12.02 HRS, VOLUME= .41 AF Qout= 2 .59 CFS @ 12 .24 HRS, VOLUME= .41 AF, ATTEN= 57%, LAG= 13 .5 MIN Qpri= .78 CFS @ 12 .24 HRS, VOLUME= .03 AF Qsec= 1.81 CFS @ 11.80 HRS, VOLUME= .39 AF ELEVATION INC.STOR CUM.STOR STOR-IND METHOD (FT) (CF) (CF) PEAK STORAGE = 3049 CF ' 0.0 0 0 PEAK ELEVATION= 2.1 FT 1.0 959 959 FLOOD ELEVATION= 4.0 FT 2 .0 1885 2844 START ELEVATION= 0. 0 FT 3 .0 1885 4729 SPAN= 10-20 HRS, dt=.1 HRS 4.0 1885 6614 Tdet= 7.7 MIN ( .41 AF) # ROUTE INVERT OUTLET DEVICES 1 1 P 1.3 ' 6" ORIFICE/GRATE Q=.6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 2 P 2 .0 ' 12" ORIFICE/GRATE ' Q=.6 PI r^2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 3 S 0. 0' EXFILTRATION Q= 1.61 CFS at and above .1' ' Primary Discharge �-1=Orifice/Grate 12=Orifice/Grate Secondary Discharge �3=Exfiltration ' POND 110 INFLOW 8 OUTFLOW Infiltration System ' .0 5.5 STOR-IND METHOD 5.0 PEAK STOR= 3049 CF PERK ELEU= 2. 1 FT 4.5 4.0 Din= 6.02 CFS `^ 3.5 Daut= 2.59 CF5 u Dpri= .78 CFS 3.0 Osec= 1 .81 CF5 3 2.5 LAG= 13.5 MIN O J 2.0 1 .5j i ' S0.0m m m m TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 20 ' TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied MicrOComputer Systems WATERSHED ROUTING 13 QII��� O 12 91 93 92 OSOBCRTCHMENT ❑ REACH Q POND LINK ' SUBCATCHMENT 2 = Entrance from Willson Street to High Schoo -> SUBCATCHMENT 3 = Eastern Driveway -> SUBCATCHMENT 6 = Eastern Parking Lots (NW) -> POND 1 SUBCATCHMENT 12 = Wetland east of the High School -> POND 2 SUBCATCHMENT 13 = New Parking Lot behind High School -> POND 3 ' SUBCATCHMENT 14 = New Parking Lot behind High School -> REACH 4 ' SUBCATCHMENT 61 = Upper Parking Lots -> POND 110 SUBCATCHMENT 91 = Proposed Building -> POND 2 ' SUBCATCHMENT 92 = New Parking Lot for K-8 School -> POND 1 SUBCATCHMENT 93 = New Parking Lot for K-8 School -> POND 110 ' SUBCATCHMENT 100 = Driveway/Drop-off Area for High School -> POND 2 SUBCATCHMENT 111 = Proposed Athletic Field - East -> POND 2 REACH 4 = ' POND 1 = Existing Drainage Ditch -> POND 2 = -> POND 3 ' POND 2 secondary = -> REACH 4 Data for 2427.1 New Federal Street School, Salem POST Page 21 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) ' Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' POND 3 = -> REACH 4 POND 110 = Infiltration System -> POND 1 Data for 2427.1 New Federal Street School, Salem POST Page 22 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 Hydro CAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 2 Entrance from Willson Street to High Schoo ' PEAK= 4 .16 CFS Q 12.02 HRS, VOLUME= .29 AF ACRES CN SCS TR-20 METHOD .63 98 Impervious TYPE III 24-HOUR .42 80 Open Space, Good RAINFALL= 4.57 IN .10 74 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS 1.15 89 Method Comment To min DIRECT ENTRY 1 5.0 SUBCATCHMENT 2 RUNOFF Entrance from Willson Street to High Schoo 4.0 AREA= 1 . 15 RC 3.5 Tc= 5 MIN CN= 89 3.0 SCS TR-20 METHOD c, 2.5 TYPE III 24-HOUR U RAINFALL= 4.57 IN 2.0 ' PERK= 4. 16 CFS O 1 .5 6 12.02 HRS J VOLUME= .29 AF LL 1 .0 .5 0 em _ N m M m ' _ TIME (hours) N Data for 2427.1 New Federal Street School, Salem POST Page 23 ' TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 3 Eastern Driveway ' PEAK= 5.84 CFS @ 12 .17 HRS, VOLUME= .53 AF ACRES CN SCS TR-20 METHOD .63 98 Impervious TYPE III 24-HOUR ' 2 .63 70 Woods, Good RAINFALL= 4.57 IN 3.26 75 SPAN= 10-20 HRS, dt=.1 HRS ' Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 11.3 Woods: Dense underbrush n=.8 L=50' P2=3.2 in s=.1 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 3 .3 Woodland Kv=5 L=382' s=.15 '/' V=1.94 fps Total Length= 432 ft Total Tc= 14.6 SUBCOTCHMENT 3 RUNOFF Eastern Driveway t5.5 AREA= 3.26 AC 5.0 Tc= 14.6 MIN ' 4.5 CN= 75 40 SCS TR-20 METHOD 3.5 TYPE III 24-HOUR U 3.0 RAINFALL= 4.57 IN ' 3 2.5 PERK= 5.84 CFS p @ 12. 17 HRS J 2.0 VOLUME= .53 AF L` 1 .5 ' 1 .0 .5 0.0m N - v - - n m m m N TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 24 ' TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 6 Eastern Parking Lots (NW) ' PEAK= 22.22 CFS @ 12 .02 HRS, VOLUME= 1.56 AF ACRES CN SCS TR-20 METHOD 3.46 98 Impervious TYPE III 24-HOUR .25 91 Gravel RAINFALL= 4 .57 IN .78 Bo Open Space, good SPAN= 10-20 HRS, dt=.1 HRS .94 89 Open Space, Poor .46 74 Open Space, good 5.89 92 Method Comment Tc (min) TR-55 SHEET FLOW 1 4.0 Grass : Dense n=.24 L=50 ' P2=3 .2 in s=.12 SHALLOW CONCENTRATED/UPLAND FLOW 2 .3 ' Short Grass Pasture Kv=7 L=50' s=.14 '/' V=2 .62 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 .1 Short Grass Pasture Kv=7 L=25' s=.28 '/' V=3. 7 fps ' SHALLOW CONCENTRATED/UPLAND FLOW 4 1.1 Paved Kv=20.3282 L=187 ' s=.02 ' / ' V=2.87 fps Total Length= 312 ft Total Tc= 5.5 SUBCATCHMENT 6 RUNOFF Eastern Parking Lots (NW) ' 22 20 AREA= 5.89 AC 18 Tc= 5.5 MIN ^ CN= 92 16 SCS TR-20 METHOD 4 14 TYPE III 24-HOUR U 12 RAINFALL= 4.57 IN ' v 10 PEAK= 22.22 CFS O g e 12.02 HRS J UOLUME= 1 .56 AF LL 6 4 2 N TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 25 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUECATCHMENT 12 Wetland east of the High School ' PEAK= 3 .88 CFS @ 12.27 HRS, VOLUME= .40 AF ACRES CN SCS TR-20 METHOD .15 74 Open Space, Good-80 TYPE III 24-HOUR ' .15 98 Impervious RAINFALL= 4.57 IN 2.50 70 Woods, Good SPAN= 10-20 HRS, dt=.1 HRS 2 .80 72 ' Method Comment Tc (min) TR-55 SHEET FLOW 1 6 .0 ' Woods: Light underbrush n=.4 L=50' P2=3.2 in s=.12 SHALLOW CONCENTRATED/UPLAND FLOW 2 1.7 Woodland Kv=5 L=163 ' s=.1 '/' V=1.58 fps SHALLOW CONCENTRATED UPLAND FLOW 3 13.5 ' Woodland Kv=5 L=406' s=. 01 ' /' V=.5 fps Total Length= 619 ft Total Tc= 21.2 SUBCATCHMENT 12 RUNOFF Wetland east of the High School ' 3.6 3.6 AREA= 2.8 RC 3.2 Tc= 21 .2 MIN 3 2 CN= 72 3.B ' 2.8 2.6 SCS TR-20 METHOD 2.4 TYPE III 24-HOUR U 2.6 RAINFALL= 4 ,57 IN t v 1 .6 PEAK= 3.88 CFS 3 1 .6 0 1 .4 B 12.27 HR5 L J 1 .2 VOLUME= .40 AF 1 .0 ' .6 6 4 2 ' 0.0m N TIME (hours) 1 Data for 2427.1 New Federal Street School, Salem POST Page 26 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STOR14) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 13 New Parking Lot behind High School ' PEAK= 12 .06 CFS Q 12 .11 HRS, VOLUME= . 94 AF ACRES CN - SCS TR-20 METHOD 1.45 98 Impervious Area TYPE III 24-HOUR 1.83 70 Woods, Good RAINFALL= 4.57 IN 1.60 74 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS 4.88 80 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 7.9 Woods: Light underbrush n=.4 L=50' P2=3 .2 in s=. 06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=5 L=100 ' s=.1 ' /' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=5 L=186 ' S=.24 '/ ' V=2.45 fps Total Length= 336 ft Total Tc= 10.3 SUBCATCHMENT 13 RUNOFF New Parking Lot behind High School ' 2 11 AREA= 4.88 AC 10 Tc= 10.3 MIN CN= 80 ' 9SCS 8 TYPETIII024-HOUR U 7 RRINFALL= 4.57 IN 6 ' PEAK= 12.06 CFS O 5 @ 12. 11 HRS J 4 VOLUME= .94 AF 3 I 2 I 0m ' TIME (hours) N Data for 2427.1 New Federal Street School, Salem POST Page 27 ' TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 14 New Parking Lot behind High School ' PEAK= 12.24 CFS @ 12.10 HRS, VOLUME= .95 AF ACRES CN SCS TR-20 METHOD .44 98 Impervious Area TYPE III 24-HOUR ' .77 70 Woods, Good RAINFALL= 4.57 IN 1.94 98 Impervious Area SPAN= 10-20 HRS, dt=.1 HRS .75 74 Open Space, Good 3 .90 88 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 7.9 Woods: Light underbrush n=.4 L=50' P2=3.2 in s=. 06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=5 L=100' s=.1 '/' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=5 L=186' s=.24 ' /' V=2 .45 fps ' Total Length= 336 ft Total Tc= 10.3 SUBCATCHMENT 14 RUNOFF New Parking Lot behind High School ' 12 11 AREA= 3.9 RC 10 Tc= 10.3 MIN ' CN= 8B 9 8 SCS TR-20 METHOD TYPE III 24-HOUR 7 RAINFALL= 4.57 IN v 6 PERK= 12.24 CFS 3 5 O @ 12. 1 HRS J 4 UOLUME= .95 AF 3 2 ' e0 N 2 V n N TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 28 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 61 Upper Parking Lots ' PEAK= 4.90 CFS @ 12.02 HRS, VOLUME= .34 AF ACRES CN SCS TR-20 METHOD .79 98 Impervious TYPE III 24-HOUR .10 91 Gravel RAINFALL= 4.57 IN .31 89 Open Space, Poor SPAN= 10-20 HRS, dt=.1 HRS 1.20 95 Method Comment Tc (min) DIRECT ENTRY Segment ID: 5.0 SUBCATCHMENT 61 RUNOFF Upper Parking Lots ' 4.5 AREA= 1 .2 RC Tc= 5 MIN 4.8 CN= 95 3.5 SCS TR-20 METHOD 0 3. TYPE III 24-HOUR U 2,5 RAINFALL= 4.57 IN ' 3 2.0 PEAK= 4.90 CFS p @ 12.02 HRS � 1 .5 VOLUME= .34 AF ' .8 5 0.0 TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 29 TYPE III 24-HOUR RAINFALL= 4.57 IN (IOYR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 91 Proposed Building ' PEAK= 4.09 CFS @ 12.02 HRS, VOLUME= .28 AF ACRES CN SCS TR-20 METHOD ' .97 98 Impervious TYPE III 24-HOUR RAINFALL= 4.57 IN SPAN= 10-20 HRS, dt=.l HRS ' Method Comment To (min) DIRECT ENTRY Segment ID: 5.0 ' SUBCATCHMENT 91 RUNOFF Proposed Building 4.0 ' AREA= .97 AC 3.5 Tc= 5 MIN CN= 98 3.0 SCS TR-20 METHOD ' 2.5 TYPE III 24-HOUR U RAINFALL= 4.57 IN 2.0 3 PEAK= 4.09 CFS ' O 1 .5 @ 12.02 HRS -i UOLUME= .28 OF 0 ' S 0.0m — — n m - m ' TIME (hours) 1 Data for 2427.1 New Federal Street School, Salem POST Page 30 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HVdroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 92 New Parking Lot for K-8 School PEAK= 5.48 CFS @ 12 . 02 HRS, VOLUME= .38 AF ACRES CN SCS TR-20 METHOD ' 1.33 74 Open Space, Good TYPE III 24-HOUR .46 65 Brush, Good RAINFALL= 4.57 IN 0.00 0 SPAN= 10-20 HRS, dt=.1 HRS .42 98 Impervious ' 2.21 77 Method Comment Tc (min) ' DIRECT ENTRY 1 5.0 SUBCATCHMENT 92 RUNOFF New Porking Lot for K-8 School 5.5 5.0 AREA= 2.21 AC 4.5 Tc= 5 MIN ' CN= 77 4.0 5C5 TR-20 METHOD 3.5 TYPE III 24-HOUR U 3.0 RAINFALL= 4 ,57 IN 2.5 PEAK= 5.48 CFS 3 O 2.0 @ 12.02 HRS J VOLUME= .38 AF ' 1 .5 1 .0 5 ' 0.0m - N - v - m n m m m N TIME Chours) Data for 2427.1 New Federal Street School, Salem POST Page 31 TYPE III 24-HOUR RAINFALL= 4.57 IN (IOYR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUECATCHMENT 93 New Parking Lot for K-8 School ' PEAK= 4.30 CFS Q 12.02 HRS, VOLUME= .29 AF ACRES CN SCS TR-20 METHOD ' .29 74 Open Space, Good TYPE III 24-HOUR .82 98 Impervious RAINFALL= 4.57 IN 1.11 92 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) DIRECT ENTRY 1 5.0 SUBCATCHMENT 93 RUNOFF New Parking Lot for K-8 School ' 4.0 AREA= I . 11 RC 3.5 Tc= 5 MIN CN= 92 3.0 SCS TR-20 METHOD TYPE III 24-HOUR U 2.5 RAINFALL= 4.57 IN 2.0 PEAK= 4.30 CF5 O 1 5 C' 12.02 HRS J UOLUME= .29 AF LL 0 ' S - - m ' TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 32 ' TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 100 Driveway/Drop-off Area for High School PEAK= 11.98 CFS @ 12 .10 HRS, VOLUME= .92 AF ACRES CN SCS TR-20 METHOD 2.17 98 Impervious TYPE III 24-HOUR ' .95 74 Open Space, Good-80 RAINFALL= 4.57 IN .10 73 Brush, Good SPAN= 10-20 HRS, dt=.1 HRS .66 74 Open Space, Good ' 3.88 87 Method Comment To (min) TR-55 SHEET FLOW Segment ID: 5.6 Grass: Short n=.15 L=50' P2=3.2 in s=.02 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.2 Grassed Waterway Kv=15 L=150' s=.02 ' / ' V=2.12 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 2 . 9 Paved Kv=20.3282 L=500' s=.02 '/' V=2.87 fps Total Length= 700 ft Total To= 9.7 ' SUBCATCHMENT 100 RUNOFF Driveway/Drop-off Area for High School 12 11 AREA= 3.88 AC ' 19 TCN 9.7 MIN 5 CN= 67 8 SCS TR-26 METHOD 7 TYPE III 24-HOUR t U RAINL 3 5 PERS4U ' 3 2 - 1 ' 6m N TIME (hours) 1 Data for 2427.1 New Federal Street School, Salem POST Page 33 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 111 Proposed Athletic Field - East ' PEAK= 8.17 CFS @ 12 .12 HRS, VOLUME= .67 AF ACRES CN SCS TR-20 METHOD 1.16 98 Impervious TYPE III 24-HOUR ' 1.36 74 Open Space, Good RAINFALL= 4.57 IN .05 70 Woods, Good SPAN= 10-20 HRS, dt=.1 HRS . 90 65 Brush 3 .47 80 Method Comment Tc (min) ' TR-55 SHEET FLOW Segment ID: 10.8 Grass: Dense n=.24 L=50 ' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.2 Grassed Waterway Kv=15 L=110' s=.Ol '/' V=1.5 fps ' SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 0.0 Grassed Waterway KV=15 L=20' s=.25 '/' V=7.5 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: .1 ' Paved Kv=20.3282 L=20' s=.02 ' /' V=2 .87 fps ---------- Total Length= 200 ft Total Tc= 12 .1 ' SUBCATCHMENT 111 RUNOFF Proposed Athletic Field - East ' 8.0 7.5 AREA= 3.47 AC 7.0 Tc= 12. 1 MIN 6.5 CN= 80 ' 6.0 5.5 SCS TR-20 METHOD 5.0 TYPE III 24-HOUR U 4.5 RAINFALL= 4.57 IN 4.0 3 3.5 PEAK= 8. 17 CFS O 3.0 e 12. 12 HRS -J 2.5 VOLUME= .67 AF 2.0 ' 1 .5 1 .0 5 0.0m TIME (hours) 1 Data for 2427.1 New Federal Street School, Salem POST Page 34 TYPE III 24-HOUR RAINFALL= 4.57 IN (lOYR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' REACH 4 Not described ' Qin = 40.14 CFS @ 12.17 HRS, VOLUME= 4.15 AF Qout= 40.14 CFS @ 12.17 HRS, VOLUME= 4.15 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH ' (FT) (SO-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-20 HRS, dt=.1 HRS ' REACH 4 INFLOW & OUTFLOW 40 Not described ' 35 METHOD 30 VELOCITY= 0 FPS ' TRAVEL= 0 MIN � 25 U Oen= 40. 14 CFS 20 Dout= 40. 14 CFS ' LAG= 0 MIN O 15 - -i LL 10 ' S 0 m — TIME (hours) 1 1 Data for 2427.1 New Federal Street School, Salem POST Page 35 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 1 Existing Drainage Ditch Qin = 29.23 CFS @ 12 .04 HRS, VOLUME= 2.07 AF Qout= 22 .42 CFS @ 12.15 HRS, VOLUME= 2.08 AF, ATTEN= 23%, LAG= 6.6 MIN .ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 4051 CF 50.5 0 0 0 PEAK ELEVATION= 54 .3 FT 51.0 4 1 1 FLOOD ELEVATION= 56.5 FT 52 .0 17 11 12 START ELEVATION= 50.5 FT 53 .0 550 284 295 SPAN= 10-20 HRS, dt=.1 HRS 54. 0 3390 1970 2265 55.0 7325 5358 7623 56.0 10600 8963 16585 56.5 14670 6318 22903 # ROUTE INVERT OUTLET DEVICES 1 P 50.5' 24" CULVERT n=.013 L=150' S=.005' /' Ke=.5 Cc=.9 Cd=.6 2 P 56.2 ' 100' BROAD-CRESTED RECTANGULAR WEIR Q=C L H"1.5 C=1.92, 1.92, 1.92, 0, 0, 0, 0, 0 3 P 55.9' Double Grate X 2 HEAD(FT) DISCH(CFS) 0. 0 0.00 .1 1.84 .2 2 .60 1 .3 3.20 .4 3.70 .5 4.10 .6 4.50 POND 1 INFLOW & OUTFLOW Existing Droinoge Ditch ! 28 26 STOR-IND METHOD 24 PEAK STOR= 4051 OF i 22 PEAK ELEV= 54.3 FT � 20 i '� Oin= 29.23 CFS L4 18 Dout= 22.42 CFS u 16 ' LAG= 6.6 MIN 1 3 122 i O 10 ' LL 6 i 4 - 2 0 N TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 36 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) ' Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 2 '. Qin = 25.83 CFS @ 12 .11 HRS, VOLUME= 2.27 AF Qout= 20.88 CFS @ 12 .23 HRS, VOLUME= 2.27 AF, ATTEN= 19%, LAG= 7.1 MIN Qpri= 13.07 CFS @ 12.23 HRS, VOLUME= 1.85 AF Qsec= 7.81 CFS @ 12.23 HRS, VOLUME= .42 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 8801 CF 74.5 25 0 0 PEAK ELEVATION= 76.2 FT 75.0 215 60 60 FLOOD ELEVATION= 78.0 FT 75.4 6045 1252 1312 START ELEVATION= 74.5 FT 76.0 9565 4683 5995 SPAN= 10-20 HRS, dt=.l HRS 77.0 13850 11708 17702 Tdet= 4.3 MIN (2.27 AF) 78.0 18100 15975 33677 ROUTE INVERT OUTLET DEVICES 1 P 74.5 ' 24" ORIFICE/GRATE Q=.6 PI r^2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 2 S 75. 0' 24" ORIFICE/GRATE Q=.6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) Primary Discharge 11=Orifice/Grate Secondary Discharge ' �2=Orifice/Grate POND 2 INFLOW & OUTFLOW 26 24LPEAK OR-IND METHOD 22STOR= 8801 CF 20ELEV= 76.2 FT 18 in= 25.83 CFS cd)� 16 ut= 20.88 CFS U 14 ri= 13.07 CFS 12sec= 7.81 CFS 10 LAG= 7. 1 MIN 86 4 if 2 i 1 - - - - - - Om N TIME (hours) r Data for 2427.1 New Federal Street School, Salem POST Page 37 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STORM) ,. Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' POND 3 Qin = 24 .21 CFS @ 12.13 HRS, VOLUME= 2.79 AF Qout= 22 .94 CFS @ 12.21 HRS, VOLUME= 2.78 AF, ATTEN= 5%, LAG= 4.7 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 4007 CF 72. 0 1175 0 0 PEAK ELEVATION= 73 .5 FT 73.0 2280 1728 1728 FLOOD ELEVATION= 75.0 FT 74.0 6121 4201 5928 START ELEVATION= 72 .0 FT 75.0 8332 7227 13155 SPAN= 10-20 HRS, dt=.1 HRS Tdet= 3.4 MIN (2 .78 AF) 4 ROUTE INVERT OUTLET DEVICES 1 P 72 .0' 3.8' SHARP-CRESTED RECTANGULAR WEIR Q=C L H"1.5 C=3.27+.4 H/4 L=Length-2 ( .1 H) POND 3 INFLOW 8 OUTFLOW 1 24 22 i STOR-IND METHOD 20 ii PEAK STOR= 4007 CF PEAK ELEV= 73.5 FT 1 � � Din= 24.21 CFS 166 Gout= 22.94 CFS U 14 '� LAG= 4.7 MIN ' 12 3 10 0 J 8 6 - 4 2 N TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 38 TYPE III 24-HOUR RAINFALL= 4.57 IN (10YR-STOR14) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 110 Infiltration System ' Qin = 9.20 CFS @ 12 .02 HRS, VOLUME= .63 AF Qout= 5.61 CFS @ 12.16 HRS, VOLUME= .63 AF, ATTEN= 39`0, LAG= 8.5 MIN Qpri= 3.80 CFS @ 12.16 HRS, VOLUME= .12 AF Qsec= 1.81 CFS @ 11.70 HRS, VOLUME= .51 AF ELEVATION INC.STOR CUM.STOR STOR-IND METHOD (FT) (CF) (CF) PEAK STORAGE = 4666 CF 0.0 0 0 PEAK ELEVATION= 3 .0 FT 1.0 959 959 FLOOD ELEVATION= 4.0 FT 2. 0 1885 2844 START ELEVATION= 0. 0 FT 3 .0 1885 4729 SPAN= 10-`20 HRS, dt=.1 HRS 4.0 1885 6614 4 ROUTE INVERT OUTLET DEVICES .� 1 P 1.3 ' 6" ORIFICE/GRATE Q=.6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 2 P 2 . 0 ' 12" ORIFICE/GRATE Q=.6 PI r"2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 3 S 0.0' EXFILTRATION Q= 1.81 CFS at and above .1' ' Primary Discharge �--1=Orifice/Grate 12=Orifice/Grate Secondary Discharge �3=Exfiltration POND 110 INFLOW 8 OUTFLOW Infiltration System 9.0 8.5 STOR-IND METHOD 6.0 PEAK 5TOR= 4666 OF 7.5 PEAK ELEV= 3 FT 7.0 6.5 Din= 9.20 CFS jl 6.B Dout= 5.61 CFS 5.5 U 5.0 It Opri= 3.80 CF5 4.5 � �i usec= 1 .81 CF5 ' 3 4.0 LAG= 8.5 MIN O 3.5 -1 3.0 U 2.5 2.0 1 .5 1 .0 5 0.0m m m m TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 39 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) ' Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems � WATERSHED ROUTING a a 3 19 O12 9i 93 �� 61 92 O OSUBCATCHMENT ❑ REACHPOND LINK rSUBCATCHMENT 2 = Entrance from Willson Street to High Schoo -> SUBCATCHMENT 3 = Eastern Driveway -> SUBCATCHMENT 6 = Eastern Parking Lots (NW) -> POND 1 SUBCATCHMENT 12 = Wetland east of the High School -> POND 2 SUBCATCHMENT 13 = New Parking Lot behind High School -> POND 3 SUBCATCHMENT 14 = New Parking Lot behind High School -> REACH 4 SUBCATCHMENT 61 = Upper Parking Lots -> POND 110 ' SUBCATCHMENT 91 = Proposed Building -> POND 2 SUBCATCHMENT 92 = New Parking Lot for K-8 School -> POND 1 SUBCATCHMENT 93 = New Parking Lot for K-8 School -> POND 110 ' SUBCATCHMENT 100 = Driveway/Drop-off Area for High School -> POND 2 SUBCATCHMENT 111 = Proposed Athletic Field - East - -> POND 2 REACH 4 = POND 1 = Existing Drainage Ditch -> POND 2 = -> POND 3 ' POND 2 secondary = -> REACH 4 ' Data for 2427.1 New Federal Street School, Salem POST Page 40 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 Hydro CAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 3 = -> REACH 4 POND 110 = Infiltration System -> POND 1 I� r r 1 Data for 2427.1 New Federal Street School, Salem POST Page 41 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1966-1999 Applied Microcomputer SVstems SUBCATCHMENT 2 Entrance from Willson Street to High Schoo ' PEAK= 6.39 CFS ® 12 .02 HRS, VOLUME= .44 AF ACRES CN SCS TR-20 METHOD .63 98 Impervious TYPE III 24-HOUR .42 80 Open Space, Good RAINFALL= 6.55 IN .10 74 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS 1.15 89 Method Comment Tc (min) DIRECT ENTRY 1 5.0 SUBCATCHMENT 2 RUNOFF Entrance from Willson Street to High Schoo 6.0 AREA= 1 . 15 AC 5.5 Tc= 5 MIN 5,0 CN= 89 4.5 SCS TR-20 METHOD � 4.0 TYPE III 24-HOUR u 3.5 RAINFALL= 6.55 IN � v 3.0 PEAK= 6.39 CF5 0 2.5 8 12.02 HRS � 2,0 VOLUME= .44 AF 1 .5 ' .0 5 0.0m _ ni m v in io r m m m ' _ TIME (hours) N Data for 2427.1 New Federal Street School, Salem POST Page 42 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 3 Eastern Driveway PEAK= 10.47 CFS ® 12 .16 HRS, VOLUME= .93 AF ACRES CN SCS TR-20 METHOD .63 98 Impervious TYPE III 24-HOUR 2 .63 70 Woods, Good RAINFALL= 6.55 IN 3 .26 75 SPAN= 10-20 HRS, dt=.l HRS Method Comment To (min) TR-55 SHEET FLOW Segment ID: 11.3 Woods: Dense underbrush n=.8 L=50' P2=3 .2 in s=.1 ' SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 3 .3 Woodland Kv=S L=382 ' s=.15 ' /' V=1.94 fps ---------- Total Length= 432 ft Total To= 14.6 ' SUBCATCHMENT 3 RUNOFF Eastern Driveway t' 9 AREA= 3.25 AC 9 Tc= 14 .6 MIN 8 CN= 75 7 SCS TR-29 METHOD TYPE III 24-HOUR U 6 RAINFALL= 6.55 IN :3 5 PEAK= 19.47 CFS 1 3 4 e 12. 16 HRS S VOLUME= .93 AF 3 2 - 1 1 N v n m r m m m N TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 43 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 H}droCAD 5.11 000546 (c) 1986-1999 Aonlied Microcomputer Systems SUBCATCHMENT 6 Eastern Parking Lots (NW) PEAK= 33 .20 CFS @ 12.02 HRS, VOLUME= 2.34 AF ACRES CN SCS TR-20 METHOD 3.46 98 Impervious TYPE III 24-HOUR .25 91 Gravel RAINFALL= 6.55 IN .78 80 Open Space, good SPAN= 10-20 HRS, dt=.1 HRS .94 89 Open Space, Poor .46 74 Open Space, good 5.89 92 ' Method Comment Tc (min) TR-55 SHEET FLOW 1 4 .0 Grass: Dense n=.24 L=50' P2=3.2 in s=.12 SHALLOW CONCENTRATED/UPLAND FLOW 2 3 Short Grass Pasture Kv=7 L=50' s=.14 '/' V=2.62 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 1 Short Grass Pasture Kv=7 L=25 ' s=.28 ' /' V=3 .7 fps SHALLOW CONCENTRATED/UPLAND FLOW 4 1.1 Paved Kv=20.3282 L=187' s=.02 '/' V=2 .87 fps Total Length= 312 ft Total Tc= 5.5 SUBCATCHMENT 6 RUNOFF Eastern Forking Lots (NW) 32 30 AREA= 5.69 AC 28 Tc= 5.5 MIN 26 CN= 92 24 22 SCS TR-20 METHOD c� 20 TYPE III 24-HOUR U IB RAINFALL= 6.55 IN 1 16 3 14 PERK= 33.20 CFS O 12 6 12.02 HRS -1 10 VOLUME= 2.34 AF 8 6 4 2 0m - cv m e in io n m rn m TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 44 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems iSUSCATCHMENT 12 Wetland east of the High School PEAK= 7.37 CFS Q 12.25 HRS, VOLUME= .74 AF ACRES CN SCS TR-20 METHOD .15 74 Open Space, Good-80 TYPE III 24-HOUR .15 98 Impervious RAINFALL= 6.55 IN 2.50 70 Woods, Good SPAN= 10-20 HRS, dt=.1 HRS 2.80 72 � Method Comment Tc (min) TR-55 SHEET FLOW 1 6.0 Woods: Light underbrush n=.4 L=50' P2=3 .2 in s=.12 1 / 0 ' SHALLOW CONCENTRATED/UPLAND FLOW 2 1.7 Woodland Kv=5 L=163 ' s=.1 '/' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 13 .5 Woodland Kv=5 L=406' S=.01 ' /' V=.5 fps - Total Length= 619 ft Total To= 21.2 SUBCATCHMENT 12 RUNOFF Wetland east of the High School 7.0 6.5 AREA= 2.8 AC Tc= 21 .2 MIN 6.0 CN= 72 ' 5.5 ^ 5.0 SCS TR-20 METHOD Ln 4.5 TYPE III 24-HOUR U 4.0 RAINFALL= 6.55 IN :3 3.0 PEAK= 7,37 CFS 03 3.0 e 12.25 HR5 J 2.5 VOLUME= .74 RF LL 2.0 1 .5 1 .0 5 0.0m m m - TIME (hours) - N ' Data for 2427.1 New Federal Street School, Salem POST Page 4S ' TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 13 New Parking Lot behind High School PEAK= 20.33 CFS @ 12.10 HRS, VOLUME= 1.57 AF ACRES CN SCS TR-20 METHOD 1.45 98 Impervious Area TYPE III 24-HOUR ' 1.83 70 Woods, Good RAINFALL= 6.55 IN 1.60 74 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS 4.88 80 Method Commdnt Tc (min) TR-55 SHEET FLOW Segment ID: 7 , 9 ' Woods: Light underbrush n=.4 L=50' P2=3 .2 in s=. 06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=5 L=100' s=.1 ' /' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=5 L=186 ' S=.24 '/' V=2.45 fps Total Length= 336 ft Total Tc= 10.3 SUBCATCHMENT 13 RUNOFF New Forking Lot behind High School 20 1 8 18 AREA= 4.88 AC Tc= 10.3 MIN 16 CN= 80 14 SCS TL2EOD 12 TYPEUR u RAINFIN 10 PEAFS p 8 RS 6 VOLAF 2 2 — TIME (hours) N r Data for 2427.1 New Federal Street School, Salem POST Page 46 ' TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HVdroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUSCATCHMENT 14 New Parking Lot behind High School PEAK= 18.93 CFS Q 12 .10 HRS, VOLUME= 1.47 AF ACRES CN SCS TR-20 METHOD ' .44 98 Impervious Area TYPE III 24-HOUR .77 70 Woods, Good RAINFALL= 6.55 IN 1.94 98 Impervious Area SPAN= 10-20 HRS, dt=.1 HRS .75 74 Open Space, Good 3 .90 88 Method Comment To (min) TR-55 SHEET FLOW Segment ID: 7.9 Woods: Light underbrush n=.4 L=50' P2=3.2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=5 L=100' s=.1 ' /' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID:. 1.3 Woodland Kv=5 L=186 ' s=.24 '/' V=2.45 fps ---------- Total Length= 336 ft Total To= 10.3 SUBCATCHMENT 14 RUNOFF New Parking Lot behind High School 19 18 17 AREA= 3.9 AC 16 Tc= 10.3 MIN 5 CN= 88 14 13 SCS TR-29 METHOD 12 TYPE III 24-HOUR u 1B RRINFRLL- 6.55 IN 9 PERK= 18.93 CF5 O 8 L 12. 1 HR5 ' LL 6 VOLUME= 1 .47 RF 5 4 3 2 1 Bm N 1 TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 47 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 61 Upper Parking Lots ' PEAK= 7.15 CFS @ 12 . 02 HRS, VOLUME= .49 AF ACRES ON SCS TR-20 METHOD 1 .79 98 Impervious TYPE III 24-HOUR .10 91 Gravel RAINFALL= 6.55 IN .31 89 Open Space, Poor SPAN= 10-20 HRS, dt=.1 HRS 1.20 95 Method Comment To (min) DIRECT ENTRY Segment ID: 5.0 SUBCATCHMENT 61 RUNOFF Upper Parking Lots 7.0 6.5 AREA= 1 .2 AC 6.0 Tc= 5 MIN 5.5 CN= 95 5.0 SCS TR-20 METHOD A 4.5 TYPE III 24-HOUR U 4.0 RAINFALL= 6.55 IN ' v 3,5 PEAK= 7. 15 CFS 3 3.0 0 2,5 C' 12.02 HRS J UOLUME= .49 AF i 2.0 1 .5 1 .0 5 TIME (hours) 1 Data for 2427.1 New Federal Street School, Salem POST Page 48 ' TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 91 Proposed Building PEAK= 5.89 CFS @ 12. 02 HRS, VOLUME= .41 AF ACRES CN SCS TR-20 METHOD ' .97 98 Impervious TYPE III 24-HOUR RAINFALL= 6.55 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) DIRECT ENTRY Segment ID: 5.0 SUBCATCHMENT 91 RUNOFF Proposed Building 5.5 AREA= .97 AC 5.0 Tc= 5 MIN 4.5 CN= 98 4.0 SCS TR-20 METHOD 3.5 TYPE III 24-HOUR U 3 0 RAINFALL= 6.55 IN 3 2.5 PEAK= 5.69 CFS ' o M 12.02 HRS -i 2.0 VOLUME= .41 AF U' 1 .5 1 .0 ' .5 B.Bm - N �] V l0 r W M m N TIME (hours) r Data for 2427.1 New Federal Street School, Salem POST Page 49 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems rSUBCATCHMENT 92 New Parking Lot for K-8 School ' PEAK= 9.61 CFS @ 12.02 HRS, VOLUME= .66 AF ACRES CN SCS TR-20 METHOD r 1.33 74 Open Space, Good TYPE III 24-HOUR .46 65 Brush, Good RAINFALL= 6.55 IN 0.00 0 SPAN= 10-20 HRS, dt=.l HRS .42 98 Impervious 2.21 77 Method Comment Tc (min) DIRECT ENTRY 1 5. 0 SUBCATCHMENT 92 RUNOFF New Parking Lot for K-8 School 9.5 9.0 AREA= 2.21 AC 8.5 Tc= 5 MIN 8.0 7.5 CN= 77 7.0 6.5 5C5 TR-20 METHOD 0 5.0 TYPE III 24-HOUR 5.5 r 5.0 RAINFALL= 6.55 IN 4.5 PERK= 9.61 CFS 3 4.0 0 3.5 0 12.02 HR5 J 3.0 VOLUME= .66 AF ' 2.5 2.0 1 .5 1 .0 .5 ' 0.0m N TIME (hours) r r r r Data for 2427.1 New Federal Street School, Salem POST Page 50 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Acnlied Microcom3puter Systems SUBCATCHMENT 93 New Parking Lot for K-8 School ' PEAK= 6.42 CFS @ 12.02 HRS, VOLUME= .44 AF ACRES CN SCS TR-20 METHOD .29 74 Open Space, Good TYPE III 24-HOUR ' .82 98 Impervious RAINFALL= 6.55 IN 1.11 92 SPAN= 10-20 HRS, dt=.1 HRS ' Method Comment Tc (min) DIRECT ENTRY 1 5. 0 ' SUBCATCHMENT 93 RUNOFF New Parking Lot for K-8 School 6.0 AREA= 1 . 11 AC 5.5 Tc= 5 MIN 5.0 CN= 92 4.5 SCS TR-20 METHOD L 4.0 TYPE III 24-HOUR U 3.5 RAINFALL= 6.55 IN 3.0 PEAK= 6.42 CFS 0 25 C 12.02 HRS � 2.0 UOLUME= .44 AF .5 1 .0 5 0.0m - N - v - TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 51 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 100 Driveway/Drop-off Area for High School ' PEAK= 18.70 CFS Q 12.10 HRS, VOLUME= 1.43 AF ACRES CN SCS TR-20 METHOD 2.17 98 Impervious TYPE III 24-HOUR .95 74 Open Space, Good-80 RAINFALL= 6.55 IN .10 73 Brush, Good SPAN= 10-20 HRS, dt=.l HRS .66 74 Open Space, Good 3.88 87 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 5.6 Grass: Short n=.15 L=50' P2=3 .2 in s=.02 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: . 1.2 Grassed Waterway Kv=15 L=150' s=.02 '/' V=2 .12 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 2 ,9 Paved Kv=20.3282 L=500' s=.02 ' /' V=2 .87 fps Total Length= 700 ft Total Tc= 9.7 SUBCATCHMENT 100 RUNOFF Driveway/Drop-off Area for High School 18 17 AREA= 3.88 AC 16 Tc= 9.7 MIN IS CN= 87 4 13 SCS TR-20 METHOD ,n 12 TYPE III 24-HOUR U 10 RAINFALL= 6.55 IN 1 9 3 g PEAK= 18.70 CFS O 7 C' 12. 1 HRS J 6 VOLUME= 1 .43 AF LL 5 4 - 3 - 2 - 1 - OIL 32Bm - N Q I!1 ip h m 0 0 N TIME (hours) r Data for 2427.1 New Federal Street School, Salem POST Page 52 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' SUBCATCHMENT 111 Proposed Athletic Field - East PEAK= 13 .61 CFS @ 12.12 HRS, VOLUME= 1.12 AF ACRES CN SCS TR-20 METHOD 1.16 98 Impervious TYPE III 24-HOUR ' 1.36 74 Open Space, Good RAINFALL= 6.55 IN .05 70 Woods, Good SPAN= 10-20 HRS, dt=.1 HRS .90 65 Brush ' 3.47 80 Method Comment To (min) TR-55 SHEET FLOW Segment ID: 10.8 Grass: Dense n=.24 L=50' P2=3.2 in S=.01 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.2 Grassed Waterway Kv=15 L=110 ' s=.01 ' /' V=1.5 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 0.0 Grassed Waterway Kv=15 L=20 ' s=.25 ' /' V=7.5 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: .1 Paved Kv=20.3282 L=20 ' s=. 02 ' /' V=2.87 fps Total Length= 200 ft Total To= 12.1 ' SUBCATCHMENT 111 RUNOFF Proposed Athletic Field - East 13 12 AREA= 3.47 AC Tc= 12. 1 MIN 11 CN= 86 ' 6 5 SCS TR-20 METHOD TYPE III 24-HOUR u 8 RAINFALL= 6.55 IN 7 ' 6 PERK= 13.81 CFS O 5 @ 12. 12 HRS L 4 VOLUME= 1 . 12 RF 4 - 3 - 2 1 - 0 TIME (hours) r Data for 2427.1 New Federal Street School, Salem POST Page 53 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems REACH 4 Not described ' Qin = 63.56 CFS ® 12 .16 HRS, VOLUME= 6.73 AF Qout= 63.56 CFS O 12 .16 HRS, VOLUME= 6.73 AF, ATTEN= Oi, LAG= 0.0 MIN ' DEPTH END AREA DISCH (FT) (SO-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0. 0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-20 HRS, dt=.1 HRS REACH 4 INFLOW & OUTFLOW Not described 60 55 50 - METHOD ,. 45 UEL OCI TY= 0 FPS TRAUEL= 0 MIN 10 40 U 35 Din= 63.56 CFS 30 Dout= 6LOMIN S ' 3 LA 0 25 20 15 ' 0 5 in 0 m rn m TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 54 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 1 Existing Drainage Ditch Qin = 48.00 CFS @ 12 .03 HRS, VOLUME= 3 .29 AF Qout= 27.88 CFS @ 12.22 HRS, VOLUME= 3 .29 AF, ATTEN= 42%, LAG= 11.3 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 15196 CF 50.5 0 0 0 PEAK ELEVATION= 55.8 FT 51.0 4 1 1 FLOOD ELEVATION= 56.5 FT ' 52.0 17 11 12 START ELEVATION= 50.5 FT 53 .0 550 284 295 SPAN= 10-20 HRS, dt=.1 HRS 54 .0 3390 1970 2265 55. 0 7325 5358 7623 56.0 10600 8963 16585 56.5 14670 6318 22903 _# ROUTE INVERT OUTLET DEVICES 1 P 50.5' 24" CULVERT n=.013 L=150' S=.0051/' Ke=.5 Cc=.9 Cd=.6 2 P 56.2 ' 100' BROAD-CRESTED RECTANGULAR WEIR Q=C L H"1. 5 C=1.92, 1.92, 1. 92, 0, 0, 0, 0, 0 ' 3 P 55.9' Double Grate X 2 HEAD(FT) DISCH(CFS) 0.0 0.00 .1 1.84 .2 2 .60 ' .3 3 .20 .4 3 .70 .5 4.10 ' .6 4.50 POND 1 INFLOW & OUTFLOW Existing Drainage Ditch 45L' \ STOR-IND METHOD 40PEAK STDR= 15196 CF PEAK ELEU= 55.8 FT 35 gin= 48.00 CFS 30 gout= 27.68 CFS ,� 25 LAG= 11 .3 MIN 3 20 OJ 15 105 0m - N TIME (hours) Data for 2427.1 New Federal Street School, Salem POST Page 55 TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (C) 1986-1999 Applied Microcomputer Systems ' POND 2 ' Qin = 42 .15 CFS @ 12.11 HRS, VOLUME= 3.70 AF Qout= 32.51 CFS @ 12.24 HRS, VOLUME= 3.70 AF, ATTEN= 23%, LAG= 8.1 MIN Qpri= 17.95 CFS @ 12.24 HRS, VOLUME= 2 .78 AF Qsec= 14.56 CFS @ 12 .24 HRS, VOLUME= .91 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 16320 CF 74 .5 25 0 0 PEAK ELEVATION= 76.9 FT 75.0 215 60 60 FLOOD ELEVATION= 78.0 FT 75.4 6045 1252 1312 START ELEVATION= 74.5 FT ' 76.0 9565 4683 5995 SPAN= 10-20 HRS, dt=.1 HRS 77. 0 13850 11708 17702 Tdet= 5.5 MIN (3 .66 AF) 78.0 18100 15975 33677 ' 4 ROUTE INVERT OUTLET DEVICES 1 P 74.5' 24" ORIFICE/GRATE Q=.6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 2 S 75.0' 24" ORIFICE/GRATE Q=.6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) Primary Discharge ' 11=Orifice/Grate Secondary Discharge ' �2=0rifice/Grate POND 2 INFLOW & OUTFLOW ' 40 STOR-IND METHOD 35 PEAK STOR= 16320 CF ' PEAK ELEU= 76.9 FT 30 Qin= 42. 15 CFS �+ 25 Oout= 32.51 CFS `U �� Opr i= 17.95 CFS 20 Osec= 14.56 CFS 3 ILII LAG= 8. 1 MIN 0 5 J n 1LL 0 p( 5 ' Bm N ' TIME Chours) Data for 2427.1 New Federal Street School, Salem POST Page 56 ' TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HVdroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems ' POND 3 Qin = 36.65 CFS @ 12 .12 HRS, VOLUME= 4.36 AF Qout= 34.42 CFS @ 12 .20 HRS, VOLUME= 4 .35 AF, ATTEN= Gi, LAG= 4.4 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD ' (FT) (SF) (CF) (CF) PEAK STORAGE = 6241 CF 72.0 1175 0 0 PEAK ELEVATION= 74 .0 FT 73.0 2280 1728 1728 FLOOD ELEVATION= 75.0 FT ' 74.0 6121 4201 5928 START ELEVATION= 72.0 FT 75.0 8332 7227 13155 SPAN= 10-20 HRS, dt=.l HRS Tdet= 3 .2 MIN (4.35 AF) # ROUTE INVERT OUTLET DEVICES e 1 P 72 .0' 3.8' SHARP-CRESTED RECTANGULAR WEIR Q=C L H"1.5 C=3.27+.4 H/4 L=Length-2 ( .1 H) ' POND 3 INFLOW 8 OUTFLOW 36 34 SLE HOD 32 30j PERK CF 28 PEFT 26 CFS2422OCFSU 20 MIN ' 16 3 16i 0 14 J 12 J- 10 L 6 6 4 2 ' 00 _ N �'l V Ln 0 N TIME (hours) i Data for 2427.1 New Federal Street School, Salem POST Page 57 ' TYPE III 24-HOUR RAINFALL= 6.55 IN (100YR-STORM) Prepared by Judith Nitsch Engineering, Inc. 3 Feb 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems iPOND 110 Infiltration System ' Qin = 13.57 CFS @ 12.02 HRS, VOLUME= .93 AF Qout= 8.29 CFS @ 12 .15 HRS, VOLUME= .93 AF, ATTEN= 39°s, LAG= 8 .2 MIN Qpri= 6.48 CFS @ 12 .15 HRS, VOLUME= .28 AF Qsec= 1.81 CFS @ 11.60 HRS, VOLUME= .65 AF ELEVATION INC.STOR CUM.STOR STOR-IND METHOD (FT) (CF) (CF) PEAK STORAGE = 6886 CF 0. 0 0 0 PEAK ELEVATION= 4.1 FT 1.0 959 959 FLOOD ELEVATION= 4.0 FT 2 .0 1885 2844 START ELEVATION= 0.0 FT 3. 0 1885 4729 SPAN= 10-20 HRS, dt=.l HRS 4.0 1885 6614 Tdet= 9.2 MIN ( . 93 AF) # ROUTE INVERT OUTLET DEVICES ' 1 P 1.3 ' 6" ORIFICE/GRATE Q=.6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 2 P 2.0' 12" ORIFICE/GRATE ' Q=.6 PI r"2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 3 S 0.0 ' EXFILTRATION Q= 1.81 CFS at and above .1' i Primary Discharge �--1=Orifice/Grate 12=Orifice/Grate iSecondary Discharge �3=Exfiltration ' POND 110 INFLOW & OUTFLOW Infiltration System 13 12 STOR-IND METHOD PERK STOR= 6886 CF 11 PERK ELEV= 4. 1 FT ' 0 9 pin= 13.57 CFS 8 Dout= 8.29 CFS `U 7 i '� Upri= 6.48 CF5 Dseo= 1 .81 CFS 3 6 '� \i LAG= 8.2 MIN C3 5 u ' J v_ 4 p 1 3 2 !1_- i TIME (hours) 1 ' APPENDIX D CLOSED DRAINAGE SYSTEM DESIGN (RATIONAL METHOD) JNEI#2427.1 PROJECT:New K-B School Location:Salem,MA Design Frequency 25-Year Storm CLOSED DRAINAGE SYSTEM DESIGN CLIENT:GELLER ASSOCIATES PROJECT: New K-8 School,Salem,MA CALCS:TOC CHECKED BY: RFG DATE:2/03/00 Intensity(Steel Formula) 1=KI(TC+b) 25 Year Storm-K=230 b=30 LOCATION AREA(ac.) I LAND USE FLOW PIPE DESIGN TOTAL PIPE SIZE PIPE INV INV AREA FROM TO TC Area AREA C CA O TYPE IN LEN UP DOWN SLOPE n Of Vf D/Of VNt V IDH 4 DMH 400 5.0 0.03 0.03 0.70 0.018 6.5] 0.12 RCP 12 16 89.00 80.40 0.037 0.013 6.90 B.]8 0.077 0.323 2.84 5 DMH 400 5.0 0.02 0.02 0.95 0.018 6.57 0.12 RCP 12 42 8900 88.40 0014 0.013 4.26 5.42 0.028 0.371 201 00 DMH 203 5.3 0.05 0.81 0.036 6 51 0.24 RCP 12 105 88.30 87.30 0.010 0.013 3.48 4.43 0.068 0.480 2.12 O3 DMH 401 6.2 0.05 0.81 0.036 6.36 0.23 RCP 12 62 8720 86.60 0.010 0.013 3.50 4.46 0068 0.476 2.12 CB 256 DMH 401 50 0.65 0.65 058 0.377 657 2.48 RCP 12 6 87.00 86.90 0.017 0.013 4.60 5.86 0.539 0.875 5.12 DMH 401 DMH 402 6.2 0.70 0.59 0413 6.36 263 RCP 12 127 86.50 85.25 0.010 0.013 353 4.50 0.743 0.961 4.32 CB 260 DMH 402 5.0 0.46 046 0.48 0.221 6.57 145 RCP 12 6 86.50 86.40 0.017 0.013 4.60 5.86 0315 0.749 439 RD DMH 402 5.0 0.30 0.30 0.95 0.285 6.57 1.87 CPP 10 115 87.60 85.50 0.018 0.012 3.21 5.88 0.584 0896 5.27 DMH 402 DMH 212 66 146 0.63 0.919 6.29 5.78 RCP 15 60 85.00 84.35 0.011 0.013 672 5.48 0.860 1.002 549 RD DMH 212 5.0 0.27 027 0.95 0.257 6.57 169 CPP 10 175 8760 84.80 0.016 0.012 300 5.50 0561 0.886 4.88 DMH 212 DMH 210 7.2 1.73 0.68 1.176 6.19 7.28 RCP 18 90 84.10 83.60 0 006 0.013 7.83 4.43 0.929 1.025 4.54 CB 261 DMH 210 5.0 0.04 0.04 0.95 0.035 6.57 0.23 RCP 12 78 84.50 84.00 0006 0.013 2.85 363 0.081 0.505 1.83 DMH 210 DMH 213 7.9 1.76 0.69 1.211 607 7.35 RCP 18 226 83.50 82.40 0.005 0.013 7.33 4.15 1.004 1.048 4.35 CB 262 DMH 213 5.0 1.16 1.16 0.56 0.650 6.57 4.27 RCP 12 20 83.80 83.50 0.015 0013 4.36 5.56 0.976 1.040 5]8 C8263 DMH 213 5.0 0.20 0.20 0.51 0.102 6.57 067 RCP 12 20 83.80 B-3-50-FO 01-5 0.013 4.36 5.56 0.154 0.608 3.38 CB 300 DMH 213 50 0.20 0.20 0.51 0.102 6.57 0.67 RCP 12 42 83.80 8290 0.021 0.013 5.22 6.64 0.128 0.577 3.83 DMH 213 HW 8.0 3.32 0.62 2.064 6.05 12.48 RCP 18 73 62.30 81.30 0.014 0.013 12.29 6.96 1.015 1.051 732 CB 301 DMH 403 5.0 0.20 0.20 0.95 0.190 65] 1.25 RCP 12 22 80.50 79.80 0.032 0.013 6.36 009 0.196 0653 5.28 CB 302 DMH 403 5.0 0.10 0.10 0.81 0081 6.57 0.53 RCP 12 16 80.00 ]9.80 0.013 0.013 3.98 5.07 0.134 0.584 2.96 DMH 403 FES 300 5.1 0.30 0.90 0.277 6.55 1]8 RCP 12 18 79.]0 ]9.50 0.011 0.013 3.76 4.78 0.473 0.843 4.03 CB 303 1 FES 301 5.0 0.17 0.17 0.95 0.162 6.57 I06 RCP 12 110 68.50 62.70 0.053 0.013 8.18 10.42 0.130 0.579 6.03 CO 304 FES 302 5.0 0.18 0.18 0.95 0.171 6.57 1 1.12 RCP 12 30 52.50 52.00 0.017 0.013 4.60 5.86 0244 0.696 4.W 7 . DMH 404 DMH 405 14.25 RCP 24 265Xe'A 68.10 0020 0.013 37.80 12.03 0.377 0.]89 9.49 E%.DMH DMH 405 18.30 RCP 24 210 69.00 6760 0.007 0.013 18.4] 5.88 0991 1.044 6.14 DMH 405 DMH 406 32.55 RCP 36 219 66.60 65.60 0.005 0.013 45.07 6.38 0.722 0.953 6.0] DMH 406 DMH 407 32.55 RCP 36 108 65.50 64.90 0.006 0.013 49.71 7.03 0655 A0.9266.51MH 407 FES 303 3255 RCP 36 115 64.80 64.20 0.005 0013 48.18 6.82 0.676 2/3/00 10:35 AM 2427cdd-NEW JNEI#2427.1 PROJECT:New K-8 School Location:Salem,MA Design Frequency: 25-Year Storm CLOSED DRAINAGE SYSTEM DESIGN CLIENT: GELLER ASSOCIATES PROJECT: New K-8 School,Salem,MA CALCS: TOC CHECKED BY: RFG DATE:2/03/00 Intensity(Steel Formula) i=K/(TC+b) 25 Year Storm-K=230 b=30 LOCATION AREA(ac.) LAND USE FLOW PIPE DESIGN TOTAL PIPE SIZE PIPE RIM INV INV AREA FROM TO TC Area 1 AREA C CA I Q TYPE (IN) LEN UP DOWN SLOPE n Qf Vf Q/Qf V/Vf V CB 551 DMH 501 5.0 0.54 0.54 0.70 0.378 6.57 2.48 RCP 12 70 88.34 83.00 79.94 0.044 0.013 7.45 9.48 0.333 0.761 7.22 CB 552 DMH 501 5.0 0.14 0.14 0.95 0.133 6.57 0.87 RCP 12 23 88.25 81.00 80.34 0.029 0.013 6.04 7.68 0.145 0.598 4.59 CB 553 DMH 501 5.0 0.29 0.29 0.75 0.218 6.57 1.43 RCP 12 8 84.58 80.30 79.94 0.045 0.013 7.56 9.62 0.189 0.646 6.22 DMH 501 DMH 502 5.2 0.729 6.54 4.77 RCP 15 75 84.59 79.40 78.60 0.011 0.013 6.67 5.44 0.714 0.950 5.16 CB 554 DMH 502 5.0 0.24 0.24 0.95 0.228 6.57 1.50 RCP 12 13 83.50 79.50 78.60 0.069 0.013 9.37 11.94 0.160 0.615 7.34 DMH 502 DMH 503 5.4 0.957 6.50 6.21 RCP 1 15 72 182701 78.50 1 75.50 0.042 0.013 13.19 10.74 0.471 0.842 9.04 CS 555 DMH 503 5.0 0.10 0.10 0.95 0.095 6.57 0.62 RCP 12 5 179.50 75.70 75.50 0.040 0.013 7.13 9.07 0.088 0.517 4.69 DMH 503 DMH 504 5.5 1.052 6.47 6.81 RCP 15 175 79.80 73.00 64.10 0.051 0.013 14.57 11.87 0.467 0.840 9.97 CB 558 DMH 505 5.0 0.39 0.39 0.95 0.371 6.57 2.43 RCP 12 25 68.50 65.30 65.00 0.012 0.013 3.90 4.97 0.624 0.913 4.54 PERF.DRAIN DMH 505 5.0 0.07 0.07 0.95 0.067 6.57 0.44 RCP 8 15 66.10 65.70 65.00 0.047 0.013 2.61 7.48 0.167 0.624 4.66 CB 556 DMH 505 5.0 0.21 0.21 0.95 0.200 6.57 1.31 RCP 12 5 68.05 65.30 65.00 0.060 0.013 8.73 11.11 0.150 0.604 6.71 CB 559 DMH 505 5.0 0.07 0.07 0.95 0.067 6.57 0.44 RCP 12 115 71.50 65.60 65.00 0.005 0.013 2.57 3.28 0.170 0.626 2.05 DMH 505 1 DMH 504 1 5.1 0.703 6.55 4.61 RCP 15 13 68,20 64.60 64.10 0.038 0.013 12.67 10.32 0.364 f 0.781 1 8.06 CB 557 DMH 504 5.0 0.18 0.18 0.95 1 0.171 6.57 1 1.12 RCP 12 6 68.051 64.70 64.50 0.033 0.013 6.50 8.28 0.173 1 0.629 1 5.21 DMH 504 STC#2 5.8 1.16 1.16 0.56 1.926 6.42 12.36 RCP 15 5 64.40 64.00 63.60 0.080 0.013 18.27 14.89 0.677 0.935 13.92 e JNEI#2427.1 PROJECT:New K-B School Location:Salem,MA Design Frequency 25-Year Storm CLOSED DRAINAGE SYSTEM DESIGN CLIENT: GELLER ASSOCIATES PROJECT: New K-8 School,Salem,MA CALCS: DVP CHECKED BY: RFG DATE:2/03/00 Intensity(Steel Formula) i=K/(Tc+b) 25 Year Storm-K=230 b=30 LOCATION AREA(ac.) LAND USE FLOW PIPE DESIGN TOTAL PIPE SIZEP60 INV INV AREA FROM TO TC Area 1 AREA C CA I Q TYPE (IN) UP DOWN SLOPE n Qf Vf Q/Qf V1Vf V CB 252 DMH 2O1 5.0 0.15 0.15 0.95 0.145 6.57 0.95 RCP 12 57.50 56.00 0.079 0.013 10.01 12.75 0.095 0.529 6.74 CB 253 DMH 201 5.0 0.20 0.20 0.81 0.161 6.57 1.06 RCP 12 60.00 56.00 0.067 0.013 9.20 11.71 0.115 0.559 6.55 DMH 201 DMH 200 5.2 0.00 0.35 0.87 0.306 6.54 2.00 RCP 12 55.90 55.40 0.015 0.013 4.32 5.50 0.463 0.838 4.61 AD 100 DMH 200 5.0 0.10 0.10 0.45 0.047 6.57 0.31 RCP 12 56.30 55.40 0.028 0.013 5.98 7.61 0.051 0.443 3.37 CB 250 DMH 200 5.0 0.53 0.53 0.51 0.268 6.57 1.76 RCP 12 19 55.50 55.40 0.005 0.013 2.58 3.29 0.682 0.937 3.08 CB 251 DMH 200 5.0 0.02 0.02 0.95 0.017 6.57 0.11 RCP 12 2 55.50 55.40 0.050 0.013 7.97 10.14 0.014 0.304 3.08 DMH 200 STC 1 5.3 0.00 1.00 0.64 0.638 6.52 4.16 RCP 15 15 55.15 55.04 0.007 0.013 5.53 4.51 0.752 0.964 4.35 STC 1 FE 1 5.3 0.00 1.00 0.64 0.638 6.51 4.15 RCP 15 150 55.94 54.00 0.013 0.013 7.35 5.99 0.566 0.887 5.31 ' APPENDIX E STORMWATER MANAGEMENT FORMS 1 1 1 Massachusetts Department of Environmental Protection ' Bureau of Resource Protection- Wetlands WPA Appendix C - Stormwater Management Form ' Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Please type or print clearly all Instructions ' information requested on this The Department of Environmental Protection(DEP)recom- demonstrate how equivalent water quality and water quantity form. mends that applicants submit this form,as well as supporting protection will be provided.DEP encourages engineers to use documentation and plans,with the Notice of Intent to provide this form to certify that the project meets the stormwater ' stormwater management information for conservation management standards as well as acceptable engineering commission review consistent with the wetland regulations standards.For more information,consult the Stormwater (310 CMR 10.05(6)(b))and DEP's Stormwater Management Management Policy.(Note:this September 1998 version of the Policy(March 1997).If a particular stormwater management Stormwater Management Form supersedes earlier versions, ' standard cannot be met,information should be provided to including those contained in DEP's Stormwater Handbooks.) 0 Project Information ' 1.The proposed project is: 3. List all plans and documents(e.g.,calculations and New development '!Yes ❑ No additional narratives)submitted to supplement this form: Redevelopment ❑ Yes ❑ No ' Combination redevelopment/1ew development See Attachement B-Plan/Report References Lt�,'Yes ❑ No (If combination project,distinguish redevelopment components from new development components on ' the project plans.) 2. Stormwater runoff volumes to be treated for water quality are based on the following calculations:(check one): ' ❑ 1 inch of runoff x total impervious area of post- development site for discharge to critical areas(Outstand- ing Resource Waters,recharge areas of public water ' supplies,shellfish growing areas,swimming beaches,cold water fisheries). G✓ 0.5 inches of runoff x total impervious area of post- development site for other resource areas. Stormwater Management Standards DEP's Stormwater Management Policy(March 1997)includes nine standards that are listed below.Check the appropriate boxes for each standard and provide documentation and additional information when applicable. ' Standard#1: Untreated stormwater Standard#3: Recharge to groundwater Et/The project is designed so that new stormwater point Amount of impervious area(sq.ft.)to be infiltrated: discharges do not discharge untreated stormwater into,or 61,855 SQ. FT. cause erosion to,wetlands or waters. Standard#2: Post-development peak discharge rates Volume to be recharged is based on: ❑ Not applicable-project site contains waters subject to tidal Iv the following U.S.Natural Resources Conservation action. Service(NRCS)hydrologic soil groups(e.g.,A, 3,C,D,or ' Post-development peak discharge rates do not exceed pre- UA)or any combination of groups: development rates on the site at the point of discharge or 100% D downgradient property boundary for the 2-year and 100-year, t%onmpeviousaraa) (Hydrologicsodgroup) ' 24-hour storms. ❑ without stormwater controls (%of-pervious area) (Hydrologic soil group) V with stormwater controls designed for the 24-hour, 2-year and 10-year storms ' (%olimpervious area) (Hydrologicsoilgroup) ❑ The project's stormwater design will not increase offsite or flooding impacts from the 100-year,24-hour storm. ' Rev.10/98 Page 1 of 3 Massachusetts Department of Environmental Protection Bureau of Resource Protection— Wetlands WPA Appendix C - Stormwater Management Form ' Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Stormwater Management Standards (cont.) 1 ❑ Site-specific pre-development recharge rate and volume are and Standard#5: Higher potential pollutant loads were determined as follows: Does the project site contain land uses with higher potential pollutant loads?(See Stormwater Policy Handbook-Volume 1, page 1-23,for land use of high pollutant loading.) ' El Yes No If yes,describe land uses: ' List each BMP or non-structural measure proposed to be utilized to infiltrate stormwater to meet Standard#3 (e.g.,dry Identify BMPs which have been selected to treat stormwater well, infiltration trench): runoff. If infiltration measures are proposed,describe the pre- Infiltration Basin treatment. (Note:If the area of higher potential pollutant loading is upgradient of a critical area,infiltration is not allowed.) The annual groundwater recharge for the post-development site approximates the annual recharge from existing site conditions. ❑ Yes ❑ No Standard#6:Protection of critical areas Standard#4: 80%TSS Removal Will the project discharge to or affect a critical area? W The proposed stormwater management system will remove (See Stormwater Policy Handbook-Volume 1,page 1-25, 80%of the post-development site's average annual Total for critical areas.) ' Suspended Solids(TSS)load. ❑ Yes IK- O Identify the BMPs proposed for the project and describe how If yes,describe areas: ' the 80%TSS removal will be achieved: For areas of new construction,street sweeping, deep sump catch basins and water quality inlet, ' Identify BMPs selected for stormwater discharges in these water quality swale,detention basin. areas and describe how BMPs meet restrictions listed on pages 1-27 and 1-28 of the Stormwater Policy Handbook-Volume 1: (See attached TSS Worksheet) If the project is redevelopment,explain how much TSS will be removed and briefly explain why 80%removal cannot be achieved. ' Rev.10/98 Page 2 of 3 1 Massachusetts Department of Environmental Protection Bureau of Resource Protection- Wetlands WPA Appendix C - Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Stormwater Management Standards (cont.) disturbance. ' Standard#7: Redevelopment projects Is the proposed activity a redevelopment project? Standard#9: Operationtmaintenance plan ❑ Yes V No ❑ An operation and maintenance plan for the post-develop- ment Stormwater controls has been developed.The plan Note:components of redevelopment projects which plan to includes ownership of the stormwater BMPs,parties 1 develop previously undeveloped areas do not fall under the responsible for operation and maintenance,schedule for scope of Standard 7. inspection and maintenance,routine and long-term maintenance responsibilities,and provision for appropriate ' If the activity is a redevelopment project,the following access and maintenance easements extending from a public Stormwater management standards have been met: right-of-way to the stormwater controls. Operations&Maintenance Plan 2/$12000 ' Plminile Dale Plan/rue Date Signatures: pp The following Stormwater standards have not been met for the V A sA -'i;L-OTH EPS E . following reasons: Apprran( pplicantftepresentati me ^ ' V, tp i'rest4enf TWO Dale 7 ❑ The proposed project will reduce the annual pollutant load on the site with new or improved stormwater controls. Standard#8: Erosion/sediment control ' ❑ Erosion and sediment controls are incorporated into the project design to prevent erosion,control sediments,and stabilize exposed soils during construction or land t ' Rev.10/98 Page 3 of 3 Table 6,TSS REMOVAL CALCULATION SHEET ' Project:Salem New K-8 School Calculated by RFG Location:Salem,MA Date: 02/02/00 JNEI Proejd#2427.1 Checked by: Date: 'Oti ' South ofthe Proposed Building A B C D E BMP TSS Starting Amount Remaining Removal TSS Removed Load Rale Load Street Sweeping 0.10 1.00 0.10 0.90 Remaining Catch Basins 0.25 0.90 0.23 0.68 ' Stormceptor 0.77 0.68 0.52 0.16 Infiltration Basin 0.80 0.16 0.12 0.03 ' TSS Removal: 0.97 s South ofthe Proposed Building A B -CD E BMP TSS Starting Amount Remaining Removal TSS Removetl Load Rate Load Street Sweeping 0.10 1.00 0.10 0.90 Remaining Catch Basins 0.25 0.90 0.23 0.68 ' Stormceptor 0.77 0.68 0.52 0.16 TSS Removal: 0.84 North of the Proposed Building A B C D E BMP TSS Starting Amount Remaining Removal TSS Removed Load Rate Load Street Sweeping 0.10 1.00 0.10 0.90 Remaining Catch Basins 0.25 0.90 0.23 0.68 ' Water Quality Swale 0.70 0.68 0.47 0.20 TSS Removal: 0.80 ' North ofthe Proposed Building A B C D E �. BMP TSS Starting Amount Remaining Removal TSS Removetl Load Rate Load Street Sweeping 0.10 1.00 0.10 0.90 Remaining Catch Basins 0.25 0.90 0.23 0.68 Detention Basin 0.70 0.68 0.47 0.20 TSS Removal: 0.80 OPERATION AND MAINTENANCE PLAN (STANDARD 9) JNEI Project#2427.1 February 3, 2000 I. Stormwater management system owner: Salem New K-8 School II. Parties responsible for O&M: Salem New K-8 School III. A schedule for O&M: See below IV. Routine and non-routine maintenance tasks to be undertaken during and after construction. ' 1. In accordance with the Orders of Condition issued by the Salem Conservation Commission, the entire stormwater management system will be inspected and cleaned prior to building occupancy. A report of the inspection/cleaning will be forwarded to the Conservation Commission. ' 2. The stormwater management system shall be inspected the first year of operation during heavy rainfall conditions to verify functionality. ' 3. Fertilizers used for lawn care shall be of the low nitrogen content variety and shall be used in moderation. ' 4. The parking lot shall be swept four times per year. 5. All material removed during the cleaning operations shall be disposed of in accordance with applicable guidelines and regulations. 6. All post construction maintenance activities will be documented and kept on file and made available to the Salem Conservation Commission upon request. ' Maintenance Schedule during Construction Sediment Control Inspection Maintenance Maintenance Action Thresholds Erosion control silt Weekly and after If integrity of the Restore the integrity of the system fences,haybales, large storm events system is and/or clean sediment out sedimentation pools (more than 1.0-inch of compromised and diversion swales rainfall in 24-hour period) Stormceptor Weekly and after If the chamber in the Clean out sediment large storm events Stormceptor inlet is (more than 2.0-inches 1/4 full of sediment of rainfall in 24-hour period) ' \\JNEI-PDC\proj_data\2427\0&M2.doc ' Underground Weekly and after If any of the 36-inch Excavate,pump or vacuum clean Detention Basin large storm events pipes are more than pipes (more than 2.0-inches 1/4 depth full of of rainfall in 24-hour sediment period) Catchbasins w/deep Weekly and after If the sump is 2/3 full Clean sediment out sumps and Outlet large storm events with sediment Control Structure (more than 2.0-inches of rainfall in 24-hour period) Water Quality Swales Weekly and after When sediment is Remove sediment by non-intrusive large storm events greater than 6-inches means(non-mechanical) (more than 2.0-inches in depth of rainfall in 24-hour ' period) Post-Construction Maintenance Schedule Sediment Control Inspection Maintenance Maintenance Action 1Thresholds Catchbasins w/deep Semi-annually and If the sump is 2/3 full Clean sediment out sumps and Outlet after large storm with sediment ' Control Structure events(more than 4.0- inches of rainfall in 24-hour period) Stormceptor Semi-annually and If the chamber in the Clean out sediment after large storm Stormceptor inlet is events(more than 4.0- 1/4 full of sediment inches of rainfall in 24-hour period) Underground Quarterly and after If any of the 36inch Excavate,pump or vacuum clean Detention large storm events pipes are more than pipes (more than 4.0-inches 1/4 depth full of of rainfall in 24-hour sediment period) Water Quality Swales Semi-annually When sediment is Remove sediment by non-intrusive greater than 6-inches means(non-mechanical) in depth Repair of the System The drainage system shall be maintained. The repair of any component of the system shall be made as soon as possible to prevent any potential pollutants including silt from entering the resource areas or the existing closed drainage system. ' \\JNEI-PDC\proj_data\2427\O&M2.doc APPENDIX F REFERENCE MATERIAL i 2.8'I 3.0" i ESSEX FRANRmN 3.2" Ylaa�£s£x SUFFOI; } NAYPSMIRE ORCESTER T a fQL� N N UP E.4 Op 3. X 9 / i RAINFALL. DATA MAP r SARNSTAR 2-YEAR, 24 HOUR PRECIPITATION (INC4ES) � ' da OUR u 1 _ II • N�NTUCX&T TP-40 �. S 3.8 R [SSE; FRAM9JN rORC£R ER PICC ILSCI SIVFFOfi; v NAYPyIIRf 4,0 e pfd 4.211 M1 YPO[, h0 e1 a 4.41. 9 � r O RAINFALL DATA MAP BARNSTAft 5—TEAR,24—HO4 I .. UR PRECIPITATION (INCHES) Ij' �e wa Q d—L\ TP-40 MAMTVC;ET MFIGURE 8-I ,SHEET I OF } ' B-22 4.211. 4. 3 4.411 4.511 I / / ESSEX 4. 6 FR AN M10CLESEX SUFFOLK N l ^ HAMPSHIRE MORC°STET 11 � /\ 4.7 e RAINFALL DATA MAP BA Rn STAR c 10-YEAR, 24 HOUR PRECIPITATION (INCHES) 4.911 NANTUCKET TP-40 ' 5.311 5.0" 5.111 5.211 5.411 ESSEX FRANRU;N 5.5 MIOOIE EX SUFFOLK t WORCESTER Y HAMPSHIRE W 5.6" MOP HAMPOEM L` CG '9 5.7" O Gl RAINFALL DATA MAP BARNS 5.8" 25 - YEAR,24-HOUR PRECIPITATION (I'NCHES) .'l.1RE N.�CRL7 _I TP-40 FIGURE B —I ,SHEET 2 OF 3 8-23 '^ 5.8" ' 5.611 5.711 ... 5.911 ESSCX f.IAHKLIX 6. 011 Y1COL`SCY SUFFOLK It .�. XAuv3X1RE WORCESTER 6.1 Y V MAuoOEM NpPrO`+ 6.211 6.�II o. 9BAANST. dl• RAINFALL DATA Mn,.P O�:.�� 50—YEAR,24 HOUR PRECIPITATION (INCHES) 6.511 • XAXru ' 7P-40 6.011 6 21 6.411 s:£z fRAHKLIM 6.611 WOat£SCz - „�, ROR C£Sr[K SUff OIK y MAYPSMIR£ 11 T 6.8 r NAYv9[M M`•� Ie 1 > g 7 If RAINFALL DATA MAP s IlARMS.A8ll 100—YEAR,24—HOUR PRECIPITATION (INCHES) 7.21; 0' CUK /� KAXrVC11CT TP-40 FIGURE 8-1 ,SHEET 3 OF 3 - 8-24 1 r CS11 , OR- w u�. � S t t • Z yV � •� l A 9 �♦mak' i Technical Manual Page 4 Most redevelopment situations are small in size. Surface stormwater quality techniques for these areas would result in a loss of developable land which could jeopardize the economic feasibility of small urban areas. In these situations the Stormceptor is sometimes the only feasible solution. ' New Residential Subdivisions The Stormceptor is not intended to replace natural stormwater management system solutions (wet ponds, wetlands) for large residential subdivisions. Stormceptor can be used, however, as part of the treatment train approach in these subdivisions. For small subdivisions, in which ponds or wetlands are not feasible (i.e. < 12 ac), and for subdivisions (< 25 ac) that would result in numerous small ponds within a tributary area, the use of the Stormceptor as part of the treatment train approach (i.e. in conjunction with down spouts, grading, rear yard controls, etc.) is a cost-effective solution which will lessen the maintenance burden of municipalities who will have the ultimate responsibility for stormwater quality systems. The use of Stormceptor for street drainage helps to mitigate long term maintenance costs if catch-basin sumps are not implemented. In these situations, maintenance is centralized at Stormceptor locations reducing the time and cost of storm sewer maintenance. 1.2 Stormceptor Design and Operation The Stormceptor can be divided into two components • treatment chamber • by-pass chamber Stormwater flows into the by-pass chamber via the storm sewer pipe. Low to normal flows are diverted into the treatment chamber by a weir and drop pipe arrangement (Figure 1). The drop pipe is configured to discharge water tangentially along the treatment chamber wall. Water flows through the treatment chamber to the outlet pipe which is submerged similar to the drop inlet pipe. Water flows up through ' the outlet pipe based on the head at the inlet weir, and is discharged back into the by-pass chamber downstream of the weir. The downstream section of the by-pass chamber is connected to the outlet sewer pipe. ' Stormceptor' Technical Manual Page 5 7777 Rus �ySed�em i Figure 1. Stormceptor Operation During Normal Flow Conditions Oil and other liquids with a specific gravity'less than water will rise in the treatment chamber and become trapped since the outlet pipe is submerged. Sediment will settle to the bottom of the chamber by gravity. During high flow conditions, stormwater in the by-pass chamber will overtop the weir and be conveyed to the outlet sewer directly (Figure 2). Water which ' overflows the weir creates a backwater effect on the outlet pipe (head stabilization between the inlet drop pipe and outlet riser pipe) ensuring that excessive flow will not be forced into the treatment chamber which could scour or resuspend the settled material. The by-pass is an integral part of the Stormceptor since other types of oil/grit interceptors have been noted to scour during high flow conditions (Schueler and Shepp, 1993). Stormceptor4 1 Technical Manual Page 6 Head DRu.e.o Red...E ...B.pm.MSc.. a r R.., pm o(Palluunn u Lp.ar te�earl By-p., erq rem W Inas y.f�ri,'x ,+ Figure 2. Stormceptor Operation During High Flow Conditions ' Since the Stormceptor operates on the head differential between the inlet and outlet pipes it cannot be used as an inlet (catch-basin). ' The Stormceptor comes complete to the jobsite with its own frame and cover. The cover has the name Stormceptor clearly embossed on it to allow easy identification ' of the unit in the field for maintenance. There are pick holes in the cover that vent the interceptor, allow removal of the cover, and provide sampling ports for air quality monitoring before the cover is removed. 1.3 Construction Materials 1 CSR Hydro Conduit manufactures and markets the precast concrete Stormceptor in the U.S. under license of Stormceptor Corporation. Current interceptor sizes being manufactured range from 108 ft.' to 1000 ft.' (900 gal. to 7,200 gal. Stormceptor units). ' StormceptotJ° ' Technical Manual Page 12 1 � Stormceptor units provide storage capacities (sediment and oil) from 108 ft' to 1000 ft' (Table 3). Table 3 also indicates the maximum treatment flow rate of the various Stormceptor units. These flow rates indicate the threshold when 1 bypassing begins to occur. At flowrates greater than the maximum treatment flowrate, treatment is still provided in the unit at 80% to 90% of the maximum treatment flowrate (NWRI, 1993). The treatment rate decreases once the unit begins to bypass since the overflow creates a backwater on the outlet pipe (See figure 2, page 6). Table 3 Stormceptor Capacities* 1 Model Maximum Maximum Orifice Sediment Oil Total Holding Treatment Treatment Opening Capacity Capacity Capacity (gal) Flowrate Flowrate (in.) (ft) (gal) (gaUmin)* (ft'/sec)* 1STC 900 285 0.635 6 75 280 950 STC 1200 285 0.635 6 110 280 1230 STC 1800 285 0.635 6 1 195 280 1830 ' STC 2400 475 1.058 8 180 880 2495 STC 3600 475 1.058 8 345 880 3750 STC 4800 800 1.782 10 465 1025 5020 STC 6000 800 1.782 10 610 -F0 2- 025 6095 STC 7200 1110 2.473 12 725 1100 7415 ' * approximate, without by-passing 1 6� ' Stormceptor'® Technical Manual Page 15 The estimated removal was plotted against the sediment storage volume ' (excluding oil storage) provided by each Stormceptor normalized by upstream drainage area (i.e. ft'/ac). The relationship between estimated suspended solids removal and Stormceptor storage per acre of upstream impervious drainage area is graphically shown in Figure 5. The regression indicates a linear relationship between the estimated ' solids removal and interceptor storage (correlation coefficient (r=) = 0.60). SStormceptor" Sizing Guideline 100 e ■ ... 90 m E 80 ■ 2 70 N a ■ c 60 N ■ y 50 y=0.3864x+20.431 c R==0.6015 a 40 N w' 30 v 4 m 20 E W 10 0 ' 0 50 100 150 200 250 Stormceptor Sediment Storage Capacity(t?/ac) Figure 5. Stormceptor"' Sizing Guideline 1 Note: The above guidelines are based on a 21 site study conducted by Stormceptor Corporation in Toronto, Canada. Please consult with your local CSR Hydro Conduit representative for appropriate sizing guidelines. i r ' Stormceptor' Technical Manual Page 16 Based on the performance relationship in Figure 5 (previous page), Table 5 provides rule of thumb drainage area constraints for the Stormceptor models that are manufactured. ' The STC in the model number refers to the precast concrete version'of the Stormceptor. The Stormceptor System is manufactured under license of CSR Hydro Conduit or its ' subsidiaries in all states except Colorado, Wyoming, Montana, Idaho, North Dakota, South Dakota and Utah. ' Table 5 indicates that there are four design levels for the Stormceptor. The first three design levels are based on the classification of the receiving waters (river, watercourse). These design ' levels are for stormwater management plans in which the Stormceptor is the only stormwater quality measure being implemented. The fourth design level is intended for situations in which the Stormceptor is one of a number of stormwater quality control measures being implemented on a site (i.e. the interceptor discharges to a perforated pipe, sand filter, infiltration trench, etc.) Retrofit designs, in all likelihood, will not be able to meet the design guidelines in Table 5. ' In these cases, the implementation of the Stormceptor is still applicable since it represents a low cost measure to provide some degree of water quality enhancement (spills protection and bedload removal). Table 5. Maximum Impervious Drainage Area Guidelines (ac) 1 Stormceptor Degraded/ Treatment Model Sensitive Area Standard Area Altered Area Train (STC) (80%TSS Removal) (709 TSS Removal) (60%TSS Removal) (50%TSS Removal) Series 900 0.45 0.55 0.70 0.90 Series 1200 0.70 0.85 1.05 1.45 Series 1800 1.25 1.50 1.90 2.55 Series 2400 1.65 2.00 2.50 3.35 Series 3600 2.60 3.15 3.95 5.30 1 Series 4800 3.60 4.30 5.40 7.25 Series 6000 4.60 5.55 6.95 9.25 Series 7200 5.55 6.70 8.40 11.25 STC=Pr,c=Concrcte Materials of Cun,r ctlon 1 Note: Please contact your local representative for more detailed local sizing information where available. Stormceptoil 1 Technical Manual Page 18 Based on API style calculations with 150 um (0.0059 in.) oil globule (rise velocity of 3.47 ft/min.), the oil will rise anywhere from 10 inches to 24 inches during peak flow conditions in the separation chamber depending on the size of unit implemented. These distances are based on the assumption that only half of the storage volume in the interceptor is used in the flow through zone. As such, the calculations and laboratory tests indicate that oil will be readily trapped since the outlet riser is the same elevation as the inlet riser. Flow Treatment ' A check was made on the sizing criteria provided in Table 5 (page 16) based on modeling which was undertaken by Marshall Macklin Monaghan Limited (MMM, 1994). MMM continuously modeled 4 parking lots with various drainage areas (1.2 ac, 2.5 ac, 7.4 ac, and 12.4 ac). The continuous flow series resulting from these simulations were analyzed to determine the percentage of annual flow volume that 1 by-passed the Stormceptor. It was assumed that the design treatment flow rate remained the same during by-pass conditions for the determination of the volume of stormwater that by-passed the interceptor (i.e. when a by-pass occurs water which flows over the weir creates a backwater effect on the discharge pipe from the treatment chamber which restricts the flow rate in the treatment chamber to the design value). This is consistent with laboratory tests conducted.at the National Water Research Institute (Marsalek, 1994). ( , Table 6 shows the results of the modeled flow analysis. The table indicates that the sizing guidelines provided in Table 5 will result in 80%+ of the annual flow volume being treated by the Stormceptor. Interceptor sizing for "sensitive area" habitat results in approximately 90% of the annual flow volume being treated by ' the Stormceptor. Table 6. Percentage of Annual Flow Volume Treated by the Stormceptor Impervious STC 900 STC 2400 STC 4800 STC 7200 Drainage Area (ac) STC 1200 STC 3600 STC 6000 STC 1800 1.2 89% 93% 96% 98% 1 2.5 81% 87% 92% 95% 7.4 61% 72% 81% 85% 12.4 52% 65% 76% 82% The designer must ensure that the unit is also properly sized for the spill potential associated with the site (i.e. fuel truck, bus, cars, etc.). Stormceptor' J Technical Manual Page 22 The depth of sediment can be measured from the surface without entry into the dipstick th a l valve. aintenance be performed on ethe sediment dep h ex l exceeds the guideline alues provided o nld ' Table 7. ' 16000 diment Depths Indicating Required Maintenance* ' Sediment Depth (feet) 0.50 0.75 1.00 1.00 1.25 1.00 1.50 1.25 i0 ' * based on 15% of the interceptor's sediment storage. A. 1 II Stormceptoro I ' Technical Manual Page 24 Appendix I Specification For Oil& Sediment Interceptors 1. The interceptor shall remove oil and sediment from stormwater during frequent wet weather events. ' 2. The interceptor shall treat a minimum of 80% of the annual runoff volume and must be capable of removing silt and clay size particles. 3. The interceptor shall be installed underground as part of the storm sewer system to prevent the consumption of valuable real estate. The interceptor ' shall be structurally designed for traffic loading at the surface. The storage in the interceptor shall be vertically oriented to facilitate installation in existing storm sewers and facilitate maintenance. 4. The interceptor shall be equipped with an internal high flow by-pass that regulates the flowrate into the treatment chamber and conveys high flows ' directly to the outlet; such that scour and/or resuspension of material previously collected in the interceptor does not occur. External by-passes are not acceptable (J since their operational characteristics vary with installation proficiency. The by-pass area shall be physically separated from the separation area to prevent mixing. ' 5. The interceptor shall be maintainable from the surface via one access point without requiring entry into the interceptor. 6. The interceptor shall be constructed from precast parts. The material to be used should be either concrete or fiberglass. The first 16" (406 mm) of oil storage should be lined with fiberglass or other coating acceptable to the engineer to provide double wall containment of any hydrocarbon based materials. ' 7. The interceptor shall be circular in nature to prevent secondary eddy currents from forming. Interceptors with square corners (boxes) are not acceptable. 8. The interceptor shall be able to be used as a bend structure in the storm sewer system. ' Stormceptor® Technical Manual page 25 9. The cover for the interceptor shall clearly indicate that it is an oil/sediment interceptor. ' 10. The interceptor shall be capable of containing spills of floatable substances such as oil and gasoline. ' 11. The interceptor shall not be compromised by temporary backwater conditions (i.e. trapped pollutants should not be re-suspended and scoured from the interceptor during backwater conditions), such as those found in floodplains and tidal areas. ' 12. The interceptor shall be installed according to the manufacturer's instructions. 13. The interceptor shall be installed using gaskets specifically designed to be ' resistant to hydrocarbons. 1 1 Y 1 i Stormceptm'ID ' Technical Manual Page 28 Appendix II STC 1800 Precast Concrete Stormceptor® (1800 US Gallon Capacity) STORMCEPTOR COVER AND GRATE GRADE ADJUSTERS TO 32"o — —' SEE NOTE #1 1 SUIT FINISHED GRAD 5" J� 6"0 VENT 30"0 I PIPE --i 6" 72.,0 7" VARIES -------- STORMCEPTORP ' -—- INSERT ------ i -—-—- ' VARIABLE INLET WEIR I OUTLET DIA. ------ 6"0 ORIFICE ' PLATE 18"I 16.. ' DROP TEE INLET PIPE 24"0 DROP 105" OUTLET PIPE ' RUBBER GASKET PER ASTM C 443 ' 8 ENLARGED OUTLET CONNECTION DETAIL NOTE SECTION THRU CHAMBER 1. THE USE OF FLEXIBLE CONNECTIONS IS RECOMMENDED AT THE INLET AND OUTLET WHERE APPLICABLE. ' 2. THE COVER SHOULD BE POSITIONED OVER THE OUTLET DROP PIPE AND THE VENT PIPE 3. THIS IS A GENERAL ARRANGEMENT DRAWING. CONSULT LOCAL REPRESENTATIVE FOR SPECIAL CONDITIONS. STC-1800 ' REVISED 6/97 Technical Manual Page 34 ' Appendix III Stormceptor® -Disc Type Insert Detail FIBERGLASS REINFORCED S.S. LIFTING LUG ' WITH GP POLYESTER RESIN. (TYP. OF 3) 71 1/8"0 TOP ' 71 3/4"0 BTM. A' 'A' OF INSERT INLET - - - - OUTLET 14"0 24"0 OUTLET 80 ' ORIFICE 6"0 PVC VENT COUPLING PLATE PLAN VIEW 6"0 VENT PIPE ' STORMCEPTOR" 720 INSERT ' , ------- WEIR ' INLET UNIT A (in.) 80 (in.) C (in.) 8" 9" OUTLET ' STC 900 16 6 16 "------- STC 1200 16 6 16 19" A 1/2"I C 18" ' STC 1800 16 6 16 STC 2400 44 8 44 STC 3600 44 8 44 STC 4800 44 10 44 BO 24"0 DROP ' STC 6000 44 10 44 DROP INLET PIPE OUTLET PIPE STC 7200 44 12 44 SECTION: 'A'—'A' THRU CHAMBER ' NOTE : I. THE USE OF FLEXIBLE CONNECTIONS IS RECOMMENDED AT THE INLET PIPE AND OUTLET PIPE WHERE APPLICABLE. ' 2. THE COVER SHOULD BE POSITIONED OVER THE OUTLET DROP PIPE AND THE VENT PIPE. ' STC-DISC REVISED 6/97 APPENDIX G ' GEOTECHNICAL REPORT ' GEOTECHNICAL INVESTIGATION for the PROPOSED K-8 SCHOOL SALEM, MASSACHUSETTS April 6, 1999 s ' � G S GEOTECHNICAL SERVICES INC. I ' i Geotechnical Engineering A Environmental Studies A Materials Testing �a Construction Monitoring A I, GEOTECHNICAL INVESTIGATION ., for the PROPOSED K-8 SCHOOL SALEM, MASSACHUSETTS April 6, 1999 i � I � I ' GSI PROJECT NO. 99231 G ' a Prepared for: Mr. Daniel Tuberty Earl R. Flansburgh+Associates, Inc. 77 North Washington Street Boston, Massachusetts 02114 a . , S I - ` S d-YEOTECHNICAL SERVICES FNC. Geotechnical Engineering _q Environmental Studies .:e Materials Testing _�j Construction Monitoring c 1 i 1 April 6, 1999 Mr. Daniel Tuberty Earl R. Flansburgh+Associates, Inc. 77 North Washington Street Boston, Massachusetts 02114 1 re: GEOTECHNICAL INVESTIGATION PROPOSED K-8 SCHOOL SALEM,MASSACHUSETTS i ' GSI Project No. 99231 Dear Mr. Tuberty: 1 Geotechnical Services, Inc (GSI) is pleased to submit this report in connection with a geotechnical a investigation for the above-referenced project. This report presents the findings of a subsurface exploration 1 program and an evaluation of the conditions encountered as they relate to foundation design and earthwork ° construction for the proposed school to be located in Salem,Massachusetts. This study has been undertaken in accordance with our proposal dated March 18, 1999. I1 The site subsurface conditions,in general, include surficial topsoil and subsoil overlying fill(associated with construction of the existing slope)overlying a thin veneer of glacial till then competent bedrock. A spread I I footing foundation with slab-on-grade is satisfactory provided the footings bear upon a subgrade consisting of glacial till, competent rock or compacted structural fill. All topsoil,subsoil,and fill materials should be removed from beneath the entire building footprint prior to foundation construction. The accompanying l l geotechnical report elaborates in further detail our foundation design recommendations and earthwork construction considerations for the proposed site development. We trust that the contents of this report meet with your satisfaction. We will be in contact with you in the near future to discuss the findings of our geotechnical investigation. In the meantime,.should you have any questions or need further assistance,please do not hesitate to contact our office. V 1 1 Very truly yours, GEOTECHNICAL SERVICES,INC. � 1 1 Richard E. Bushnell, E.I.T. Wetherbee,P.E- Project Engineer *rincipalEngineer gsAgeotech\schools\k-8 school.rpt s 11 a 14 Rogers Road, Haverhill, MA 01835 a 978/374/7744 a FAX 978/374/7799 a ® 18 Cote Avenue, Unit#11,Goffstown,NH 03045 a 603/624/2744 ' FAX 603/624/3733 .e i - 1 ' TABLE OF CONTENTS ' SECTION PAGE 1.0 INTRODUCTION . . . . .. . . . . . . . . . . . .. . . .. .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . .. Pagel 1.1 Purpose rip Scope. . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . .. . Pagel SiteD 1.2 Site Description .. Page 2 1.3 Project Description . . .. . . . . ... . . . . . . . . .. . . . . . . . . . . . . . . . . . . .. . . . . . . . ... . ... . . . .. Page I' 2.0 SUBSURFACE EXPLORATION PROGRAM . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . .. . . . . .. . Page 3 2.1 Subsurface Explorations . . . . . .. . . . . . Page 3 2.2 Soil Laboratory Testing . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .... . . . . . . . . Page I, 3.0 SUBSURFACE CONDITIONS .. .. . . ... .. . . . . . . . . . . .. . . . . . . . . . . . . . . . . .. . . . . .. .. .. Page 4 3.1 Topsoil/Subsoil .... . . .. . . . . .. . . .. . . . . .. .. . . . . . . . . . . . . . . . . . . . . . . . . .. . . ........ . Page 3.2 Fill . . .. . .. . .. .. . . . . . . . . . . .. . . . . . . . . .. .. . . .. .. . . . . . . . . . . . . . . . . . ... r. . .... . .. . Page ' 3.3 Glacial Till . . . . . . . . .. . . . . . .. .. . . . . .. .. ... . . . . . .. . . . . . .. . . . . . . .. . . . .. . . . . . . . .. Page 3.4 Bedrock/Boulders . . . .. . .. . . .. . . . . . . . . . . . .. . . . . . . . . . .. . .. . . . . . . . . . . . .. . . . . . . . .. Page 3.5 Groundwater . .. . .. . . .. . . . . .. . . . ... ... . . . . .. . . . . . . . . . . . . . . . . . .. . . . . . . .. .. .... . Page I' j 4.0 FOUNDATION DESIGN RECOMMENDATIONS . .. . . . . . . Page 5 .. . . . . . . . . .. .. . . . .. . . . . . . . .. . . . . 4.1 Spread Footing and Concrete Floor Slab Bearing Requirements .. ... . . . .. . . . .. . . . . . . . .. Page 5 ' 4.2 Engineering Parameters of On-site Soils .. . ... .. . .. . . . . . . .. . . . . . . . . . . . . . . . .. .... . .. Page 6 4.3 Bearing Capacity and Settlement .. . . . .. .. . ... . . . .. . . . . . . . . . . . . . .. . . . . . . . .. ... ... . Page 6 4.4 Frost Protection . . . . . . . . . . . . .. . .. . . . .. . . . . . . . . . . . . . . . . . . . . .. . . . . .. . . . .. .. . . . ... Page 4.5 Seismic Design Parameters . . . .. .. . .. .. . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . .. . .. . .. .. Page 7 ' 4.6 Concrete Slab-on-Grade Recommendations . .. . . .. . . . . . . . . .. . . . . . . . . . . . . . . . . ... . .... Page 4.7 Foundation Waterproofing Recommendations . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. .. Page 9 4.8 Foundation Damproofing Recommendations . .. . . . .. . . . . . . . . .. . . . . . . . . . . . . . .. .. ..... Page 9 (' 4.9 Slope Stability . . . . . . . . . . . . . .. .. . . .. . . .. . . . .. . . . . . . . . .. . ... . . . . . . . . . . . .... . .. . Page 10 5.0 ENVIRONMENTAL FIELD SCREENING . . . . .. .. .. . . . .. . . . . . . . . . . . . . . . . . . ... . . .. ... ... Page 10 6.0 PAVEMENT DESIGN . . .. Page 11 i 6.1 Flexible Pavement Design . .. .. . . .. . . .. . . . .. . . . . . . . .. . . . ... . . . . . . . .... . ..... ... Page 11 6.2 Rigid Pavement Design . . . . . . . . . . .. . . ... .. . . . . . . . . . .. .. . . . . . .. .. . . .... ...... ... Page 11 7.0 LATERAL EARTH PRESSURE RECOMMENDATIONS . . . . . . .. .. . . . . . . .. . . . . . . . .. ... . . .. Page 13 8.0 EARTHWORK CONSTRUCTION CONSIDERATIONS . . .. . . . .. .. .. ... . . . . . . . . . . .. . . . . . . . Page 14 ' 8.1 Bedrock Excavation . . . . . . . . .... . . . . .... .. . .. .. . . . . . . .. ... .. . . . . . . . . ... . . . . . . Page 14 8.2 Foundation and Floor Slab Subgrade Preparation .. .. .. . . . . . . .. . .. . . . . .. . . ... .. . .... Page 16 8.3 Preparation of Foundation Subgrade on Bedrock . .. .. . . . .. . . . . .. . . . . . . . . .. ... .. . . ... Page 16 8.4 Pavement Subgrade Preparation . .. . . . .. . .. . . . . . .. . . . . . . . . . . .. . . . . . . . . . . .. .. . . . . . Page 17 g' 8.5 Structural Fill/Use of Excavated Materials ... .. . . . .. . . . . . . . . . .. . . . . . .. . . . . ..... . . . . Page 17 8.6 Protection of Foundation and Floor Slab Subgrades .. . . . . . . .. . . . . . . . . . . . . . . ..... . ... Page I S I' 8.7 Construction Dewatering . . Page 18 8.8 Temporary Excavations . .•• . . . . . . . . . . . . . .. . . .... . . .. Page 19 8.9 Construction Monitoring . .. . .. . . . . . . .. .. . .. . . ... . ... . . . . . . . . . . . . . . ... .... .. . . . Page 19 a G I t' FIGURES FIGURE 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Site Location Plan FIGURE 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Subsurface Exploration Location Plan i' FIGURE 3. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Foundation Zone of Influence Diagram FIGURE 4. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Lateral Earth Pressure Diagram FIGURE 5. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Subdrain Detail ' TABLES ' TABLE 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Soil Design Parameters TABLE 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Gradation Specifications ' APPENDICES APPENDIX A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Limitations i' APPENDIX B . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Test Boring Logs APPENDIX C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Laboratory Soil Analysis I' APPENDIX D . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Blast Vibration Criteria I' ze I' �t a I i' ' 1.0 INTRODUCTION 1.1 Purpose and Scope This report presents the results of a geotechnical investigation completed by Geotechnical Services, ' Inc. (GSI) for the proposed school to be located northeast of the existing Salem High School on Willson Street in Salem, Massachusetts. The objective of our geotechnical investigation was to explore subsurface conditions within the proposed building and pavement areas and to develop ' geotechnical engineering recommendations for the design and construction of foundations, floor slabs and finish pavements. Included are the findings of our subsurface exploration program and an engineering evaluation of the subsurface conditions encountered. The contents of this report are ' subject to the Limitations included in Appendix A. ' The scope of services performed by GSI to meet the above-stated objectives for geotechnical engineering services included the following: ' 1) Review of available project plans and previous site investigation data furnished to us by your office. ' 2) Coordination and observation of twelve (12) hollow stem auger(HSA)test borings at the locations shown on Figure 2. These test borings were observed by a geotechnical engineer from our office. 3) GSI performed soil laboratory services to define the engineering properties of the on-site soils to determine whether they may be used in the work. 4) Preparation of recommendations for spread footing foundation and slab-on-grade support of the proposed structures, including estimated bearing capacities and settlement values. 5) Recommendations were prepared for the design and construction of flexible pavement sections for passenger car and truck traffic areas and a rigid pavement section in loading dock areas. 6) Preparation of general recommendations for earthwork, rock excavation and foundation construction procedures to be followed during the construction phase of this project. ' 7) Preparation of recommendations for building dampproofing and discussion of subdrainage systems. ' 8) Preparation of recommendations regarding seismic considerations for the site surficial materials and the proposed development. Page 1 S I 1 ' 9) Preparation of recommended lateral earth pressures to be used for the design of retaining structures which may be required. ' 10) Preparation of recommendations for re-use of on-site excavated materials and blastrock fill. ' 11) Preparation.of this geotechnical engineering report which summarizes our findings and recommendations. Services with respect to preparation of plans and specifications not referenced above, construction phase quality control, attendance at meetings and any other services not specifically outlined herein are not included in our current scope of services. 1.2 Site Description ' The geotechnical site investigation and related soil borings were performed at the northeast boundary between an existing parking area, servicing the Salem High School, and Willson Street in Salem, ' Massachusetts. The site investigation was performed within the existing school property near an existing slope. The site investigation area is bounded by an existing parking area to the south and west, Willson Street to the north, and undeveloped property to the east. On-site utilities were ' investigated by GSI personnel with the assistance of the School personnel and Dig-Safe prior to commencing the subsurface exploration program. The site was accessed by the main access entry road which enters from Willson Street. ' Site grades are generally flat near the intersection with Willson Street but slope steeply upwards towards the southwith a total relief on the order of 25 to 35 feet. No standing water was noted on- site during the exploration program. It was noted that an existing drain is situated within the slope approximately 15 feet down the face from the crest. Other salient conditions includes prominent rock outcroppings on the high school property, as well as across Willson Street to the north. ' 1.3 Project Description ' The proposed project entails the construction of a new K-8 school with realigning of the existing access ways,new parking and drop-off north of the proposed school, and a new athletic field south of the proposed school. According to a proposed site plan prepared by Earl R. Flansburgh + Associates, Inc. dated February 18, 1998; the new school will consists of rectangular buildings, situated in an arc concaved upward towards the existing high school. It is our understanding that the ' new school will be constructed with structural steel framing and a composite deck with a masonry facade. Based on the preliminary plans the school will be two-story with a walk-out lower level to the north and the upper level walk-out to the south. For the purposes of this investigation typical building column loads are expected to range from 50 to 150 kips and continuous wall loads will range from 4.0 to 6.0 kips per lineal foot(klf). Maximum floor slab loads are expected to be 125 pounds per square foot(psf), with maximum concentrated loads of 5 kips. 1 Page 2 S I ' 2.0 SUBSURFACE EXPLORATION PROGRAM ' 2.1 Subsurface Explorations The subsurface exploration program for this project included the advancement of 12 test borings. I ' The test borings, identified as B-1 through B-6A, were completed to determine the type and relative density of the subsurface soils and provide samples for visual classification. The test borings were completed on March 31, 1999 by New Hampshire Boring, Inc. using a CME-45 Bombadier. The explorations were advanced utilizing 4'/<-inch hollow stem augers to depths ranging from I foot to 4.5 feet within the proposed building areas. Additional boring attempts were performed at all locations encountering shallow refusal. Soil samples were obtained at 5 ft intervals with a 2-inch diameter, standard split-spoon sampler. Standard Penetration Tests (SPTs) were performed at the sampling intervals in general accordance with ASTM-D1586. ' Soils encountered during this exploration program were visually classified by a geotechnical engineer from GSI. The soil classification procedure used is in general accordance with the Burmister Classification System. Field descriptions and penetration resistance of the soils ' encountered,observed depth to groundwater,and other pertinent data are contained in the test boring logs included in Appendix B. s ' The exploration locations were determined in the field by taping from existing site features and are considered accurate within a 5 foot radius. These locations are illustrated on Figure 2 of this report. 2.2 Soil Laboratory Testing I ' The laboratory testing program included the completion of two sieve analysis per ASTM-D422,two II proctor compaction tests per ASTM-D1557, and two atterberg limits tests per ASTM-D4318_ ' The sieve analyzes were performed in order to determine the gradation of the existing material and the potential use of this material as on-site fill. The proctor compaction tests were performed in order to determine the optimum moisture content and maximum dry density of the material for use in determining percent compaction during construction. Atterberg limit tests were performed in order to determine the liquid limit(LL),plastic limit(PL) and natural moisture content(Wn)of the r sample tested. From these values the plasticity index(PI) can be determined and this value is used :i to infer soil properties. The soil samples chosen for testing were from various representative depths. Our aim was to evaluate the degree of uniformity of the underlying strata and to estimate the engineering properties of the existing soils. These parameters were utilized by GSI in evaluating the suitability of these soils for use as structural fill and the determination of design parameters. The laboratory results are included as Appendix C. Page 3 S I '1 ' 3.0 SUBSURFACE CONDITIONS ' The conditions encountered during the subsurface exploration program at the proposed K-8 School site include topsoil/subsoil,fill associated with construction of the existing slope,underlain by a thin veneer of glacial till then competent bedrock. A description of each soil strata encountered in descending order of occurrence is as follows: 3.1 Topsoil/Subsoil The sloped portion of the site is overlain with an organically laden topsoil. The overall thickness of this horizon ranged from 5 to 10 inches. The topsoil is chiefly composed of fine to medium sands with an accumulation of humified organic matter leached into the subsurface by the processes of surface water infiltration. Natural topsoil is typically acidic and may require conditioning with limestone (calcium carbonate)to become more amenable to the establishment of turf. Beneath the topsoil horizon was encountered a subsoil transition zone. The subsoil included a loose to medium dense, brown/orange to brown, fine to medium sand with varying amounts of silt and gravel. This strata contained fine root structure and exhibited staining from dissolved minerals,and to a lesser extent organic matter,filtering down from the overlying topsoil. It is presumed that much of the topsoil and subsequently resulting subsoil were not naturally deposited but were placed during I' the site development of the existing high school. 3.2 Fill Fill soils were encountered within borings B-1, B-2,B-3,and B-5. The fill soils typically consisted I' of a medium dense fine to medium SAND with varying amounts of Silt and trace Gravel. This fill II appears to have been placed during site work for the existing school and installation of the drainage outfall. It is anticipated that blasted ledge fill from prior site activities may be encountered as well. The presence of the drainage pipe outflow indicates that in the area of the pipe upwards of 10 to 15 feet of fill will be present. SPT values ranged from 10 to 14 blows per foot within the fill. The relatively low density of the fill and potential voids within blastrock fill make it unsuitable for ' bearing support of a shallow foundation. 3.3 Glacial Till The principal overburden across the site is a dense glacial till. Glacial till is a non-sorted, non- stratified natural deposit of sand, silt, gravel, and boulders, mixed in various proportions and 1 deposited directly by the glaciers in a non-aqueous depositional environment. The glacial till over the majority of the site has been characterized as a lodgement till. Lodgment till is deposited directly from the basal layers of moving ice. G Page 4 I :'i1 3.4 Bedrock/Boulders ' Auger and/or split-spoon refusal was encountered in all soil borings drilled on the site depths varying from 1.0 to 4.5 feet. Auger refusal is defined as the inability of the hollow stem augers to advance despite increasing torque and downward pressure applied by the drill rig. Auger refusal may be tcaused by nested cobbles, very dense soils, boulders, obstructions, or bedrock. Split spoon refusal is defined as either 100 blows or more required to drive the split spoon sampler 12 inches with a 140 ' lb.hammer falling 30 inches; 50 blows for less than 6 inches of advancement; or 10 blows with no discernable,vertical movement of the split spoon sampler. Based on the salient conditions observed at the site and observations of the borings, the shallow refusal are probably a result of bedrock/ Based on the Bedrock Geologic Map of Massachusetts dated 1983, the underlying bedrock conditions can be expected to be part of Low-grade diorite or gabbro within the Milford-Dedham Zone. The rock can be expected to be coarse grained with relatively uniform crystzd size distribution. The rock can be assumed to be somewhat competent and sound. This description is consistent with the observed ledge encompassing the site. ' 3.5 Groundwater No groundwater was encountered during the subsurface exploration program. It should be noted that 1 groundwater conditions vary depending upon factors such as temperature,season,precipitation, and other conditions which may be different from those at the time these explorations were made. I ' Groundwater conditions at other times, therefore, may be different from those observed and described in this report. I ' 4.0 FOUNDATION DESIGN RECOMMENDATIONS The subsurface conditions are amenable for supporting the proposed school upon spread footings ' deriving bearing support atop the competent glacial till or bedrock. Some localized areas of fill would require removal and replacement with structural fill. It is envisioned that the foundations k would be stepped in order to be placed directly atop glacial till or bedrock. $ 4.1 Spread Footing and Concrete Floor Slab Bearing Requirements The topsoil,bituminous asphalt, fill, and other unsuitable material should be removed from beneath the building footprint and from within the perimeter footings zone of influence. The footing zone of influence is that area which extends I ft laterally from the edge of footing and slopes downward and outward at 1H:1 V (Figure 3). I' a< S Page 5 �i Bedrock was encountered at elevations higher than anticipated bottom-of-footing grades within the central to southern portion of the proposed building footprint. As such, rock excavation will be required in order to achieve footing grades in these areas. Detailed rock excavation recommendations are contained later in this report. Dependent upon final, finish floor grades, the northern portion of the site may require fill to achieve grade. 1 It is expected that footings will bear on either glacial till or bedrock. Footings may be placed directly on bedrock at a depth of 2 feet below finish exterior grade, provided the bedrock surface is ' competent,reasonably level,and free of loose overblast. For design purposes,GSI recommends that the foundations be presumed to bear on a competent soil strata consisting of the native glacial till at a depth of 4 feet below grade for exterior footings and 1.5 feet below grade for interior column footings. GSI recommends that an alternate foundation detail be designed for the instances where spread footings may bear directly on competent bedrock. The foundation subgrade conditions may be assessed during construction and the option to cast footings directly on the bedrock surface may t, be invoked if the bedrock conditions and elevations are deemed amenable for spread footing support. 4.2 Engineering Parameters of On-site Soils I Based on results of our subsurface exploration program and recommended fill material requirements, the following engineering properties of soils that will be supporting foundation elements are estimated as follows: I ' SOIL DESIGN PARAMETERS -TABLE 1 Soil Type Friction Angle Cohesion Unit Weight Coefficient of I ' (degrees) (pcf) Sliding Friction Between Soil and Mass Concrete Existing Soil 29 0 115 0.4 Fill Glacial Till 35 0 125 0.5 Structural Fill 34 0 125 0.5 4.3 Bearing Capacity and Settlement ' Spread footings may bear upon the undisturbed glacial till or bedrock provided the subgrade is g prepared as outlined in this report. Based on the bearing medium consisting of a competent glacial till, GSI performed a footing bearing capacity analysis utilizing values resulting from an interpretation of SPT results and laboratory analysis. The bearing capacity analysis incorporates parametric factors developed by Terzaghi, Meyerhof, and Brinch-Hansen. €` Page 6 GS I 1 rThe Massachusetts State Building Code contains presumptive bearing capacities for footings bearing directly on bedrock at section 1804.3. For foundations bearing directly on bedrock, settlements would be expected to be negligible. Using the allowable net soil bearing capacity determined from the bearing capacity analysis, GSI J performed a settlement analysis for both continuous and isolated column footings. Settlement analyses were performed using Schmertmann's method which is an elastic settlement model applicable to non-cohesive soils. Based on the net allowable bearing pressure for footings placed on prepared subgrades, total footing settlement is not expected to exceed 1 inch with differential settlement between adjacent columns not expected to exceed 3/4 inch. The majority of the settlement is expected to occur during construction and long term settlements are anticipated to be ' negligible. Based on the above bearing capacity and settlement analyses and the presumptive bearing capacity for foundations bearing on bedrock,GSI recommends that the following allowable bearing capacities apply for the different foundation bearing conditions: i Bearing Surface Allowable Net Soil Bearing Capacity Native Glacial Till 2 tons per square foot Bedrock 6 tons per square foot The foregoing allowable bearing pressure for soil is dictated in part by footing geometry and I ' embedment depth. With regards to footing geometry, the minimum footing width of column and 11 strip footings should be 4 ft and 2 ft respectively. The minimum soil embedment depth for bearing support is 1.5 ft. I ' 4.4 Frost Protection In accordance with the Massachusetts State Building Code 6's edition and the BOCA Building Code, exterior footings should be protected from frost at a minimum depth for the locality in which the a structure is located. Based on local code and building practice, the exterior footing should be protected with at least 4 ft of earthen embedment. Interior footings should be placed at least 18 inches below finish floor grade provided the interior area is to be heated, otherwise a minimum 4 ft 3 of earthen cover is required. If foundation construction is to occur during cold weather, the foundation elements should be protected against frost. 4.5 Seismic Design Parameters The subsurface conditions were reviewed with respect to criteria set forth in Article 1805.3, "LIQUEFACTION" and Table 1612.4.1, "SITE COEFFICIENT" of the MSBC 6' edition. Liquefaction is a phenomenon in which saturated sands undergo rapid densification as a result of strong ground vibrations. The rapid densification results in the generation of significant pore pressures which in tum lower the effective stress state of the subsurface soils. The decrease in effective stress diminishes the shear resistance of the soil and ultimately, the soil will possess little G Page 7 h � I tresidual strength. This leads to the "quicksand" effect in which the soil behaves as a liquid. In accordance with the MSBC 6" edition,the standard resistance for various sampling depths was ' compared to the depth to the groundwater table in accordance with Article 1805.3. GSI reviewed the results and has determined that site is not susceptible to liquefaction. For calculation of the lateral seismic forces on the structure,the subsurface soils beneath the building footprint should be considered a soil type S,. For such soil type,the recommended site coefficient (S) for seismic design is 1.0. In accordance with Article 1612.2.2 "SEISMIC GROUND ' ACCELERATION MAPS," the effective peak acceleration coefficient A. and the effective peak velocity-related acceleration A, shall be taken as 0.12g throughout Massachusetts for the purpose of seismic design in accordance with 780 CMR. 4.6 Concrete Slab-on-Grade Recommendations ' A concrete slab-on-grade is proposed for the building. Portions of the floor slab will be supported on compacted fill and portions will be supported on natural subgrades. It is recommended that all topsoil, heavily rooted subsoil and any unsuitable materials soils be excavated from beneath the entire building footprint. The exposed subgrade should be proofrolled as outlined hereonafter. Our recommendations are based on the provisions for floor slab design outlined in ACI 302.1. These recommendations incorporate the existing site conditions with proposed materials for determination of the modulus of subgrade reaction (Ks). 1 Based on the retrieved samples from the subsurface exploration program and subsequent laboratory analysis, the subgrades have been classified as a medium support soil. It is GSI's recommendation that a minimum 6-inch layer of Slab Base Course Soil,meeting the following gradation requirements be placed directly atop the competent subgrade: Percent Passing Sieve Size By Weight s 3 inch 100 3/4 inch 70-100 No. 4 20-70 No. 200 0-10 The proposed slab base course would provide uniform support for the slab and provide improved drainage of water from beneath the slab. The Base Course Soil should be compacted to at least 95 ' percent relative compaction as determined by the Modified Proctor Test (ASTM-D1557). Based upon the foregoing slab base preparation, existing subgrade conditions, and proposed slab base course soil, a modulus of subgrade reaction (Ks) of 200 pci may be used for design. 1 Page 8 S I o � r. Floor slabs should be designed to act independently of foundation walls and columns with isolation joints. Shrinkage cracking should be controlled with reinforcing steel and contraction joints. Contraction joints should not be spaced more than 15 feet apart. Reinforcing steel should not run continuous across contraction joints as this tends to reduce their effectiveness. Lastly,construction joints should be keyed or doweled with slip rods to minimize restraint. 4.7 Foundation Waterproofing Recommendations I� The need for foundation sub-drainage was reviewed with respect to proposed grading, subsurface conditions,and criteria set forth in Article 1813.5, "SUBSOIL DRAINAGE SYSTEM"of the MSBC 6`h edition. As cuts are anticipated and portions of the building will be located below grade it is recommended that groundwater be permanently controlled using an underdrainage system. Perimeter foundation drains should be located at the bottom of footing elevation and six inches outward from the edge of footing for the foundation walls. The subdrains should consist of six inch diameter PVC or ADS perforated drain pipe encased within six inches of 3/8-inch size crushed stone and wrapped with a filter fabric such as Mirafi 140N or equal. The foundation drains and subdrains should discharge into the storm drain system. It is recommended that a backflow preventer be installed at the outlet of the subdrain to reduce the impact of surcharges in the event of high water and to impede rodent activity which may clog the drain. The underdrains should be provided with permanent clean-outs at convenient locations to facilitate access to all sections of the system. A typical detail has been included as Figure 5. 4.8 Foundation Damproofing Recommendations GSI recommends that a subslab vapor retarder be placed beneath the proposed slab-on-grade. The Irecommended retarder should be a 8-mil polyethylene with joints lapped a minimum of 12 inches across joints. As recommended in ACI 360R-92,Design of Slabs on Grade, paragraph 9.8,the vapor retarder should not be placed in direct contact with slabs on grade. The retarder should be placed ' atop a properly prepared subgrade beneath the floor slab base course material. This will allow excess bleed water to pass out the bottom of the slab, allowing faster finishing and prevent slab curling. a Damproofing, waterproofing, and subsurface drainage will not prevent the lower level dampness which results form the condensation of humid air on cool surfaces. Condensation within the lower level may be reduced by keeping the vapor pressure in the basement low(dry air)and the surfaces if warm. Expanded,extruded polystyrene insulation of foamed glass insulation under the slab on grade or outside the foundation walls help keep the interior surfaces warm. In addition,the potential exists `• to design the mechanical system, such that the lower level is kept warm in the winter, dry in the summer, or connecting dehumidifiers to the system to keep the vapor pressure low. ' G Page 9 I i4.9 Slope Stability 1 Based on the existing grades at the site, earth fill or rock slopes will be required following construction of the new school facility. The proposed earth fill slopes should have a maximum inclination no steeper than 3H:IV. Fill slopes should be benched into all existing soil or bedrock 1 slopes of greater than 5 horizontal to I vertical (5H:1 V) to prevent formation of a slide plane at the interface of the top of rock or natural soils. Benches of about 4± feet minimum vertical height should be cut into existing soil or bedrock slopes of greater than 5H:IV prior to construction of I new fill slopes. In order to forestall instability due to erosion from seepage of stormwater and snow melt, GSI recommends the earth fill slopes be covered with a minimum of 6-inches of humus of such nature and organic content capable of sustaining vegetation. ' Based on our evaluation of the rock type anticipated to be encountered in the proposed cut slope ' areas, 6V:1H cut slopes in rock are considered suitable to result in stable slopes with respect to overall rock mass stability. The toe of the overburden soil slopes over bedrock slopes should be stepped back at least 6 feet horizontally from the top of the rock cut face. As a further drainage consideration, it is recommended that a permanent drainage swale be installed along the top of the rock slope to reduce surface runoff along the rock slope face. For control of anticipated minor rockfalls caused by spalling of the rock face from weathering and freeze/thaw cycles, a debris zone should be constructed at the toe of the slope. Based on anticipated sizes of rockfall debris, the debris zone should be a minimum of 6 feet wide at the bottom. The bottom should be flat, a minimum of 2 feet below adjacent finish pavement grades, and the rock slope up to the adjacent finish pavement grades should be 6V:1H. Reinforced chain link fences should be constructed at the top of this minimum slope and at the top of the rock cut. GSI has included detailed recommendations with respect to bedrock excavation hereonbelow. 5.0 ENVIRONMENTAL FIELD SCREENING All split spoon samples retrieved during test boring explorations were screened for the presence of ! total volatile organic compounds(VOCs)using an H•nu model PI-101 photoionization detector with a 10.2 eV lamp. The PID registers total VOC concentrations but is incapable of distinguishing individual compounds. The PID has a detection limit of I part per million referenced to a benzene f standard in air. The PID does not detect inorganic compounds, methane, polynuclear aromatic hydrocarbons or any other compound outside the category of VOCs. ' The soil sample jars were allowed to equilibrate to room temperature. The headspace of the jar was then covered in aluminum foil and shaken to induce volatilization. The PID wand was then pierced Ithrough the aluminum foil and a reading taken. No VOCs were detected in any of the soil samples ' screened in this manner. G Page 10 I Whereas no VOCs were detected in any of the soil samples obtained and there was no soil staining or other visual/olfactory evidence which would be suggestive of contaminated soils, no analytical laboratory testing other than headspace screening was performed. i 6.0 PAVEMENT DESIGN 6.1 Flexible Pavement Design I , GSI has formulated specific pavement design recommendations fashioned after the 1972 AASHTO Interim Flexible Pavement Design method. Based on experience with projects of similar size,scope, and subsurface conditions, GSI recommends that the following pavement section be utilized: ' RECOMMENDED PAVEMENT SECTION i , Pavement Lamer Thickness (inches) Bituminous Concrete Top Course 1.0 Mass. Highway M3.11.03,Table A 1 � Bituminous Concrete Binder Course 2.0 Mass. Highway M3.11.03,Table A Dense Graded Crushed Stone Base Course 6.0 I ' Mass. Highway M2.01.7 Gravel Borrow Subbase Course 8.0 Mass. Highway M1.03.0 Type B Pavement subgrades should be proofrolled in order to densify the subgrades using a minimum of 4 I ' passes with a 10-ton vibratory drum compactor. The gravel borrow subbase course and crushed gravel base course should be compacted to a minimum of 95 percent relative compaction of the t maximum dry density as determined by the modified proctor test(ASTM-D 1557). fi i 6.2 Rigid Pavement Design 1 e , It is expected that loading areas, sidewalks, and dumpster pads may be incorporated into site development. Such concrete pavement should be designed referencing the American Concrete a Institute Manual of Standard Practice recommendations provided in Section 330R-87 and AASHTO 1 , Guide for Design of Pavement Structures (1993). I � G Page 11 I 1 The following is a summary of our design recommendations: Standard Duty Rigid Pavement Thickness Type II Portland Cement, fc' =4000 psi 5 inches Crushed Gravel Base Course IMA DPW M1.03.0 Type C 6 inches Heavy Duty Rigid Pavement Thickness Type II Portland Cement, fc' =4000 psi 6 inches ' Crushed Gravel Base Course MA DPW M1.03.0 Type C 6 inches A critical component to rigid pavement design is the incorporation of joints. There are three basic joints utilized during rigid pavement construction, they are contraction or weakened-plane joints, expansion joints, and construction joints. Contraction joints are provided to relieve tensile stresses due to temperature, moisture, and friction, thus controlling crack formation. The presence of contraction joints within the pavement aid in preventing random cracking of the pavement surface. Expansion joints are intended to provide space for the expansion of the pavement sections. The expansion joints prevent the development of compressive stresses, which can cause buckling of the pavement sections. Construction joints are required to facilitate construction. The spacing between tconstruction joints is dictated by the width of the paving machine and pavement thickness. In accordance with AASHTO, rigid pavements should be designed with contraction joints spacing (in feet)not exceeding two times the slab thickness(in inches). In addition the ratio of slab sections width to length should not exceed 1.25. Furthermore,provided joint spacing does not exceed 15 feet on center,reinforcing steel should not be required for shrinkage control. Due to cost considerations 1 and complexity of construction, expansion joints are typically used only at structures where pavement types change,with prestressed pavements,and at intersections. ' For increased joint spacings reinforcing steel could be used to counteract shrinkage forces and non- uniform subgrade conditions. The steel requirements may be determined using the following formula: A= 9.06Lh/fs where, A=area of reinforcing steel required per foot of slab (sq in) L=distance between joints (ft) h=thickness of slab (in) fs=working stress in steel (psi) Page 12 S ' I Construction and contraction joints should be designed and constructed in accordance with the recommendations set forth in Appendix C of Section 330R-87 of ACI Code or contained in AASHTO. All rigid concrete pavements should be placed in accordance with Section 475 of the MA DPW specifications for Bridge and Highway Construction. 7.0 LATERAL EARTH PRESSURE RECOMMENDATIONS Based on the preliminary plan,below-grade walls will be required, in addition, retaining walls may be utilized to reduce the slope requirements. Retaining walls or below grade walls should be designed to resist lateral earth loads resulting from earth pressures, as well as those imparted by any surcharge loadings such as floor and vehicular loads. Lateral earth forces are computed by the general formula'P = %Kylf. Where: P = lateral earth force (pounds per linear foot of wall) K= lateral earth pressure coefficient y =unit weight of soil (pounds per cubic foot) t� H=height of wall (feet) ?' The lateral earth pressure coefficient is based on Rankine lateral earth pressure theory for the active (K,),passive(K.), and at-rest(Ko)conditions. The active condition exists when the top of the wall is free to deflect,reducing the lateral earth pressure. The at-rest condition exists when the wall is restrained from deflecting by lateral bracing such as a basement wall. The passive condition exists when the wall deflects against a soil, and the soil mass resists wall deflection. It is recommended to compute lateral earth pressures based on an equivalent fluid weight equal to Ky. Assuming a free-draining sand and gravel backfill soil (meeting the gradation specified in Table 1) behind the wall with a unit weight of 125 pcf and a friction angle of 32 degrees, the following equivalent fluid weights should be used for design:40 pcf(active),375 pcf(passive),60 pcf(at-rest). Lateral pressures exerted from surcharge pressures such as traffic,floor loads, etc. should be applied as a uniform pressure equal in magnitude to 0.3q and 0.5q for the active and at-rest conditions 3� respectively. These equivalent fluid pressures do not include hydrostatic forces, as it is presumed that drainage will be provided behind the wall. I Lateral loads imposed from seismic ground acceleration should be computed as 0.045yH2 . Assuming a unit weight of 125 pcf,this translates to 61f. The lateral seismic load should be applied as an inverted triangle over the height of the wall. Our recommended lateral earth pressure diagram is contained as Figure 4. I� G Page 13 to a � I For sliding stability analyses, GSI recommends that a static friction coefficients of.50 be used for the foundation/soil interface. The retaining wall backfill should be a free-draining soil meeting the specifications outlined in Table 2 for Structural Fill. The free-draining soil will obviate any hydrostatic pressures. The subdrainage system should consist of a perforated 4-inch polyethylene pipe surrounded by a 2-foot wide "chimney drain" of free-draining sand-gravel. The pipe should be wrapped with a non-woven geotextile and should be placed behind the retaining walls. The retaining wall subdrains should discharge by gravity to the nearest available manhole or catch basin. I' 8.0 EARTHWORK CONSTRUCTION CONSIDERATIONS 8.1 Bedrock Excavation Based on the site plan and the subsurface exploration program undertaken by GSI, a portion of the proposed building,paved parking areas and utility line aie within the vicinity of test borings which encountered shallow refusal depths. Based on our observations and study,the bedrock in the area appears sound and may require excavation with controlled drilling and blasting. It is expected that the bedrock excavation may be accomplished using conventional drilling and blasting techniques. t� It is recommended that controlled blasting methods be employed utilizing delay charges and appropriate powder factors to minimize the generation of vibrations. Powder factors may be calculated using the principle of scaled distances assuming an allowable peak particle velocity of 2 r inches per second for the nearest structures. The rock excavation may be accomplished with gelatin based explosives or, if the bedrock is not excessively jointed, ANFO type demolition agents. Provided the rock is suitably fragmented, it is anticipated that such material may be used for rip-rap to stabilize slopes or as rockfill as further discussed herein. In order to facilitate the controlled blasting,presplitting may be performed. Presplitting consists of 1 the drilling of a row of holes along the final excavation line. The holes are intended to create a s weakened plane along the excavation limit upon which the rock will split during production blasting. Following drilling the holes are loaded with a special grade of explosive with a reduced powder and energy factor than the production holes. The blasts may be performed prior too or concurrently with the production blasting. Based on the site conditions and the need for controlled excavation limits, it is GSI's recommendation that presplitting be performed. The presplitting should be fired concurrently with the production blasting to minimize slope instability within the side-hill cut. The presplitting charges should be fired a minimum of 200 msec prior to the production blasting within the nearest hole. A common starting point for the amount of charge to be placed in the hole is to use 0.10 ' pounds of explosive per square foot(psf) of wall surface to be presplit. M G Page 14 I Typically,presplitting is performed within 3-inch holes with a loading rate of 0.25 pounds per linear foot of borehole. The spacing of the typical holes would be between 24 inches and 36 inches. 1 These are typical guidelines from which presplitting of the rock can be performed,however,it is the contractors responsibility to review site conditions and prepare a blasting plan prior to commencing with the operation. Prior to the commencement of drilling and blasting operations we recommend that the contractor be required to complete a pre-blast survey of all surrounding properties within the minimum radius specified by the City of Salem. During the blasting the vibrations which are generated should be monitored utilizing a seismograph situated proximate to adjacent structures. Lastly, the contractor should be required to provide a drilling and blasting plan for review prior to beginning the bedrock removal. The contractor is advised that the City of Salem has stringent regulations relative to blasting within city limits. The Salem Fire Department should be contacted by prospective bidders to determine the extent of the blasting regulations. Upon encountering bedrock during excavation for footings or utilities, the-earthwork Contractor should expose that portion of the bedrock surface which may require blasting. The rock surface may then be surveyed by GSI or other independent engineer and the quantity of rock excavation should be computed prior to commencing with drilling and blasting operations. i � Given the nature of shallow blasting techniques, with intersecting conical rupture radii, it is not feasible to produce a flat, level, footing subgrade free of overblast material. A certain amount of overblast should be anticipated. In order to prevent unforeseen cost over-runs and to give the Contractor an incentive for limiting the amount of overblast, GSI recommends that a pay limit line be set, below which the Contractor is entitled to no additional compensation for excess rock excavation. The pay limit line for blasting should be fixed at 1.0 foot below bottom-of-footing grade or bottom of gravel grade for pavement areas. In addition the lateral pay limit line for blasting should be fixed at 2.0 feet outside of foundations and pipelines. Enclosed in Appendix D are GSI's recommended blast vibration criteria which should be used as j ' guidelines in the planning, execution, and monitoring of blasting activities. The graph at the top of the page presents threshold levels of transient vibrations considered acceptable for buildings as determined from tests conducted by the U.S. Bureau of Mines. In general, the graph presents threshold levels of peak particle velocity and frequency, below which no damage to existing structures is anticipated. At the bottom of the page are recommended maximum peak particle velocity criteria to prevent damage to new concrete. The allowable peak particle velocity varies, '+ depending on the age of the concrete. The most critical time during the curing of fresh concrete is during initial set between 1 to 5 hours, hence the very low allowable peak particle velocity of 0.5 inches per second. r � j G Page 15 I s� It is recommended that a GSI be retained to review the proposed blasting program and provide for blast vibration monitoring. During blasting, the adjacent structures within a 150 foot radius should be monitored at critical locations using a seismograph capable of measuring longitudinal,transverse, and vertical vibrations. We recommend that the maximum allowable particle velocities be maintained below those given in Appendix D. Results of blast monitoring can be used to modify 1 the blasting operation such that only "acceptable" vibrations result. I8.2 Foundation and Floor Slab Subgrade Preparation Prior to foundation construction, all traces of topsoil, subsoil, fill, and other unsuitable materials should be removed from the entire building footprint and within the footing zone of influence as 1 previously discussed. Footings should bear directly upon an undisturbed glacial till subgrade or structural fill. Ripped rock fill may be used provided the maximum stone size does not exceed 6 inches within 24 inches of bottom of footing grade, slab grade or sub-base course grade and it is placed in accordance with this report in order to prevent the formation of voids near bearing structures. After removing unsuitable soils, the exposed foundation and floor slab subgrade soils should be proofrolled prior to foundation construction to densify disturbed soils resulting from excavation and to preload the subgrade. Recommended proofrolling should include 4 coverages with a 2-ton ' double-drum vibratory roller or 8 coverages with a '/< ton vibratory plate compactor. During the proofrolling process the subgrade should be observed by a qualified engineer to identify areas 1 exhibiting weaving or excessive reaction. It may be necessary to remove such loose and unstable 1 soils and replace with a free draining granular fill or crushed stone, at the direction of the Engineer. 8.3 Preparation of Foundation Subgrade on Bedrock The final bedrock surface encountered at footing locations should be level and free from loose soil or rock. Minor irregularities in the level of the rock surface may be filled with crushed stone or concrete to provide a level working surface. The bedrock joints should be tight, and care should be ' taken not to displace joints in the bedrock subgrade during excavation. If.footings are to be supported in both rock and soil, a transitional zone should be provided to limit abrupt changes in settlement characteristics for foundation elements. This zone should consist of a minimum 12 inch j ' thick compacted cushion of free draining structural fill placed over the bedrock bearing surface and below the bottom of the footing. The zone should extend at least one foot beyond the bottom edges of the footing and should be at least ten feet in length. a I ' ' S Page 16 I -i 8.4 Pavement Subgrade Preparation GSI recommends the sand and gravel fill be subjected to a vigorous proofrolling in-place: The proofrolling should consist of a minimum 10 passes with a 10-ton vibratory roller. The proofrolling will serve to densify the fill material, such that adequate bearing support for the overlying pavement is provided and to identify weak and unstable soils. It may be necessary to remove such loose and unstable soils and replace with compacted structural fill at the direction of the Engineer. 8.5 Structural Fill/Use of Excavated Materials Based on the site plans, structural fill may be required following removal of unsuitable fill. Structural fill used to bring the building areas to grade should consist of a sand-gravel soil possessing fire gradation characteristics for a Type B soil outlined in Table 2 below. Structural fill should be placed in maximum loose lifts of 8-inches and be compacted to 95 percent of maximum dry density as determined by the modified proctor test (ASTM-D1557). The loose lift thickness may be increased to 12-inches if a minimum 8-ton vibratory roller is used for soil compaction. The adequacy of the compaction efforts should be verified by field density testing. STRUCTURAL FILL CRADATIONSPECIFICATIONS TABLE 2 NET ALLOWABLE DESIGN BEARING PRESSURE (qa) SIEVE Type A Type B Type C SIZE qa = 1.5 tsf qa=2 tsf qa= 3 tsf Percent Passing By Weight �. 6" 100 100 100 3" 90-100 90-100 90-100 #4 60-90 30-70 30-50 #200 15 max 15 max 10 max NOTES: I.Table is based on considerations of settlement with a permissible total settlement of I inch and assumes a maximum fill height of 10 feet. 2.Fill soils are to be placed in maximum 8 inch lifts and compacted to at least 95%of maximum dry density per ASTM D 1557 or AASHTO T-180. 3.On-site excavated soils may be used as structural fill provided that they conform to the gradation specifications outlined above. 4.Soils not meeting these gradation specifications but desirable for use in the work are subject to further evaluation during construction. Page 17 S I The on-site soil retrieved from Boring B-5 (GSI Sample No: L-268-99)has been classified as a fine to medium SAND, some (i.e. 20-35%) Silt, little (i.e. 10-20%) Gravel, the soil contained sticks, roots,and glass. The on-site soil retrieved from Boring B-2 (GSI Sample No: L-269-99)has been classified as a fine to medium SAND, some Gravel, little Silt, the soil contained roots, grass, and organics. The proctor tests indicate an optimum moisture content of 11.3%and 9.3%and maximum dry densities ranging of 128.6 lbs/ft' to 123.4 lbs/ft' respectively. This includes a correction factor due to the content of gravel. The on-site soil is not suitable for use as structural fill. The soil however would be suitable for ordinary fill in landscaping areas. 8.6 Protection of Foundation and Floor Slab Subgrades An integral part to earthwork construction is the maintenance of properly prepared subgrades. Particular areas of concern would include the subgrades for foundation elements, pavement areas, utility trenches, and other critical areas of construction. Factors typically influencing subgrade disturbance are as follows: excavation methods, construction activities, moisture,precipitation, and groundwater control. In addition, the glacial till soil is inherently vulnerable to disturbance when exposed to wet conditions. The moisture sensitivity of this soil is related to its high composition of fine-grained constituent (silt-clay) which acts to retain water. In order to forestall disturbance to the exposed subgrades, the contractor should take the necessary precautionary measures required. Some precautionary measures may include, diversion of storm water run-off from the construction area, reducing construction traffic and activities once the subgrade is properly prepared, and maintaining an effective de-watering program. Should the subgrade exhibit weaving or instability due to disturbance, the area should be over-excavated to a more competent bearing soil and replaced with compacted structural fill. It is recommended that a geotechnical engineer from GSI inspect all bearing subgrades throughout construction. 8.7 Construction Dewatering t Temporary groundwater control is not expected to be required during foundation construction and earthwork, as groundwater was not encountered during the exploration program. The contractor should make provisions to prevent surface water from entering the excavation and ponding thus potentially impacting a properly prepared subgrade. It is envisioned that ponded water may be controlled with localized sumps and pumps. A lift of crushed stone at footing grade may be desired to facilitate dewatering during construction and provide a dry/stable subgrade during construction. The Contractor should select whichever dewatering method is most familiar and cost-effective to him while,at the same time,meeting the performance criteria of maintaining dry, stable excavation bottoms at all times. The responsibility for a properly designed and executed dewatering program must remain with the Contractor. G Page 18 j 8.8 Temporary Excavations Deep excavations(greater than 5 ft)are anticipated to be required for foundation construction,based on existing site grades and the presumption that cuts and fills will be open cut. It is envisioned that such excavations may be accomplished with slope laybacks. For stable excavation designs, the on- site soils should be considered Type C soils in accordance with Occupational Safety and Health Administration (OSHA) regulations (29 CFR Part 1926). The maximum temporary slopes for Soil Type C soils is 1.5H:1 V provided the groundwater is lowered below the bottom of the excavation and the height of the cut is a maximum 20 feet. The foregoing slope requirement does not consider surcharge loads (stockpiled soils, equipment, materials) which may be situated at the crest of the slope and vibration loads (blasting, soil compaction). It should be noted that these slope requirements are minimums required by OSHA regulations and that any excavation which exceeds the minimum requirements must be designed by a registered professional engineer. Furthermore, it must be stressed the contractor is ultimately responsible for stability of temporary slopes associated with construction activities. 4 8.9 Construction Monitoring It is recommended that GSI be retained on either a full-time or part-time basis to review construction procedures for conformance with contract requirements, documents and design concepts. Prior to construction,GSI would be pleased to provide a review of the earthwork specifications and structural design as they relate to geotechnical issues. The following is the minimum recommended inspection tasks GSI should perform with respect to earthwork construction: 1. Observation during excavation and dewatering of building and controlled fill areas. 2. Observation and monitoring during blasting operations. Verification of quantities of bedrock excavated. 3. Observation of the proofrolling of prepared subgrades. 4. Observation and monitoring of the placement and compaction of backfill. 5. Laboratory testing and analysis of fill materials for verification of compliance with project specifications. In addition, GSI construction monitoring division is available to monitor concrete placements, structural steel installation, masonry construction,paving procedures and other construction related tasks. N S Page 19 I �a-4� ��A�} _k���a b`�s♦� � -.mssc'S w-i�d+ � �a ` '��i6@ � • 4'a MP F -'� ,� fi/ P ORMOWIUAW ,E�� ( ^r"a�e•; e F `as Ems ♦. �, .3. }�r xa'¢.3� g � ��, �\�i et b`�,-x" '- am �� a �kP ``'"`•n�.c,sx SS � '1+„� / Fi:• 4 fY 43 ♦e{t f .,; ♦4 F j T y. .ca F.. ' ' i E- \i l KE'•/ F' ®� t 14 4 .>s� I �g �t '� a ? £�-•' L'� \ yl . b i•� -x. . '„` v `�i^S:t �S i� r t .' e x M.n.- i x �r \t x a -. "'--e '' ¢. SPI. @ j �'FS .ee^ia `• u,,.r'F� r dam\ a e e N'Iiv, \ "o' Aa81 'J•cs` cvf 4 1 R t ¢ � �4 h X Appy 1 1 A ¢"3y �x.. s?." A♦P' G 114 a - a� y$ � fp� �rF �4 �i L 7;' 35 ��`�*"`r� ` F.p 1. �: k ?"f' o' t\ tT �• �> +.. 2t 4�A' + ` $ ice' "K �� -�150� mm V 7� gI" ss -eF r t cy a 1 1 r rY,F., rr .a►,f/� n �`y7 i' 1 a• �.a m.a, t a 4r 6i ... / �+�*g�„ ra � ° r V• 1(� RIM Oro W, ` %` ft' s(—` ♦ plr. 1 '�- as t'- i Sy-'t' a i LWE _ iFt s a ����ri�� :��'%:+��GC\� �%/✓Iifal�s\`C: /!A".8�3+'�''e'a. 5��.�e.Ycr`,"mss�%��i� I I' ` 'I . r r , N-ame:SALEM r.i• 1. , , Date: Scale.I b)ch equals 2o05 feet GS1 Project No: 99231 Proposed Athletic Existing Field Parking Area Proposed K-8 School Willson Street LEGFNn Boring Location and Numbering NUTE& F 1. Bose Plan was re-drawn from a plan entitled 'Conceptual Plan', by Earl R. Flansburgh + Associates, Inc. 2. Locations of Test Borings shown hereon should be considered approximate and for Illustration purposes only. 3. Test Borings were drilled by New Hampshire Boring, Inc. on March 31, 1999, under the observation of GSI. SUBSURFACE EXPLORATION PLAN G GEOTECIINICAL SERVICES INC. 15 COTE AVENUE, UNR /11, GOFFSIDWN, NH 03045 I TEL (603) 6242722 FAX. (603) 624-3733 PROPOSED %-8 SCHOOL Drawn By: REB Date: April 99 Figure WILLSON STREET Checked By: CWT Scale: NTS �T SALEM, MASSACHUSETTS File Nome:"'° Project Na.: 99231 1V Ositive droinag, from foundation 5 PROPOSED FOUNDATION ORDINARY BACKFiLL t, compact to 95X of AMU D-1557 FOOTING E STRUCTURAL FILL OF INFLUENCE compact to 95X of maximum dry density an determined by ASTM D-1557 Fill to be placed in the dry upon 0 competent subgrade COMPETENT 7-;S:U;B�GPA COMPETENT SUBGRADE 4 P0017NG ZONE OF INFLUENCE �GS GEOTECHNICAL SERVICE'S INC. is 16 AVENUE, UNIT �I A GO N N" 03045 W.3) 1 tL3 TEL I '( 3242722 (0) 06W2 733 PROPOSED K-8 SCHOOL Drawn Br. rob Date: April 99 WILLSON STREET Checked EI)- hkw Scale: NTS Figure No . 3 SALEM, MASSACHUSETTS File Name:n° Project No.: 99231 F---- 1.5 H Surcharge = q� I --{ 0.5 q � 60 psf/ft •. �� H STATIC AT—REST SURCHARGE SEISMIC PRESSURE +PRESSURE + PRESSURE EARTH PRESSURE DIAGRAM FOR BASEMENT WALL .5 H Surcharge — q —.�0.3 q . �0 PSF/Ff •� (aea6i�HTwa1 H LEAL acw u 375 PSF e PA59VE FARM PRESSURE ACTIVE SURCHARGE SEISMIC PRESSURE + PRESSURE + PRESSURE EARTH PRESSURE DIAGRAM FOR RETA24ING WALL 4 LATERAL EARTH PRESSURE DIAGRAM G GEOTECHNICAL SER S VICES INC. 1B COTE AVENUE, UNR /11, GOFFSTM NN OSWS I TEL (803) fi242722 FAX. (603) 624-37J3 I PROPOSED R-8 SCHOOL Drawn By: reb Date: April 99Figure WILISON STREET Checked By: hkw Seale: NTS �T SALEM, MASSACHUSETTS File Name:n° 11"'o Project No.: 99231 it o ' 4 Finish Exterior Grade (typ) Nin. 2' Chinne •t.; •'•<%%:�` :•, Floor SI¢b Anse :.,.a;-••.'i Course Solt Ctyp) r;• c Interior Floor a_�G' Stab 4' �i� ��_ .:• For Frost Natural subgrad :'.;;�^•'•���,`; Non-woven geotextRe (typ) •t••' •":+''-' (Mlrafl 140N or equlvalent) 3/8 hs Crushed Stone Mh 6' around pipe (typ) 6' Dian, Perforated PVC Drainage Pipe (typ) Uru>Osturbed natural subgrade soft, PERIMETER FOUNDATION WALL SUBDRAIN TYPICAL DETAIL 4 SUBDRAIN DETAILS G GEOTECHNICAL LAICAL SERVICES INC. 18 COTE AVENUE, UNR /11. 0003) 624, 7, 03045 'epI TEL (603) 8242722 FAIL (503) 624-37J3 PROPOSED K-8 SCHOOL Drawn By. rob Date: April 99 Figure WILLSON STREET Checked By: cwt Scab: NTS SALEM. MASSACHUSETTS Fie Nome:��\ Project No.: 99231 No . 5 tY APPENDIX A LIMITATIONS G Page 20 I LIMITATIONS Explorations 1. The analyses,recommendations and designs submitted in this report are based in part upon the data obtained from preliminary subsurface explorations. The nature and extent of variations between these explorations may not become evident until construction. If variations then appear evident, it will be necessary to re-evaluate the recommendations of this report. 2. The generalized soil profile described in the text is intended to convey trends in subsurface conditions. The boundaries between strata are approximate and idealized and have been developed by interpretation of widely spaced explorations and samples;actual soil transitions are probably more gradual. For specific information, refer to the individual test pit and/or boring logs. 3. Water level readings have been made in the test pits and/or test borings under conditions stated on the logs. These data have been reviewed and interpretations have been made in the text of this report. However, it must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall,temperature, and other factors differing from the time the measurements were made. eview 4. It is recommended that this firm be given the opportunity to review final design drawings and specifications to evaluate the appropriate implementation of the recommendations provided herein. S. In the event that any changes in the nature, design, or location of the proposed areas are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of the report modified or verified in writing by Geotechnical Services,Inc. Construction 6. It is recommended that this firm be retained to provide geotechnical engineering services during the earthwork phases of the work. This is to observe compliance with the design concepts, specifications, and recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction. Use of Report 7. This report has been prepared for the exclusive use of Earl R. Flansburgh+Associates, Inc. and the City of Salem, MA in accordance with generally accepted soil and foundation engineering practices. No other warranty,expressed or implied, is made. 8. This report has been prepared for this project by Geotechnical Services,Inc. This report was completed for preliminary design purposes and may be limited in its scope to complete an accurate bid. Contractors wishing a copy of the report may secure it with the understanding that its scope is limited to evaluation considerations only. G Page 21 r.� S y I 7 APPENDIX B 14 TEST BORINGS LOGS Page 22 I FIDWO New K-6 School : Baleen, Massachusetts TEST BORING LOG BHESTr:• moi• OF 11 i. I2ID.: 99231 START: Herch 31, 1999 FINISH: March 31, 1999 P FORM"; Steve Ga New Hampshire Boring, Inc. GEOTECKNICAL SERVICE$ INC. Steve Garside PREPARED 0Y: R. Bushnell -45 Bomhadier 18 Coto Ao mia, CHECKED BY: H. Wetherbee, P•E. 1 GOff9t0I L9 03045 COA6 ORODHo m 0H98INATIc" O FIELD TESTING AUGER CASING naveSnn 8AR DA•fEHSA SS DEPTH (FT) O LABDRATOAI Ili) 4 1/4 1 3/8 CASING AT (FT) TESTING BANKM WT (�) 140 HIT TIC (HR) 0 14MTMUNG RhMWM FAIJ, (191 30 X 1AD GRO@>D7pTER E9CODNTSAED WELL INSTALLED 4 D 0 LIQUID INTRODUCED DURING DR E SOIL AND ROCK CLASSIFICATION-DESCRIPTION P SAIQLE DATA T g SORMSTER SYSTEM (SOIL) ` HUMBLE nspxH -iwc—mmr SPT O.S. CORPS OF ENGINEERS SYSTEM (ROCK) ML 114) NtRIDIIi lfq (1rl) (E>oB— mm/ 6 In.) 0 I 111 11 11111111 111 11 Sl 0-2 10 3.3 Black loox,fSAND,sams CkB Silt,fine Raatl(tapsod) (i) 1 3.10/0 Aup�&Split Sporn Refimal®1'a" 3 J 4 5 ' 6 7 4E 9 10 11 12 13 14 ML 15 16 17 I8 19 20 21 22 23 26 25 SAMPLE ID®iTIFICATI� OOMESIVB SOILS (B1oem par ft.) lHtltlNAAR 80n (Rlowe par ID COHESIyE BOXL ft.) PROPORTIONS IBM, THREAD 0 to 2: Very Soft 0 to 4: Very Loose trace (0-101) 3/4 - Clayey Silt S SPLIT SPOON Soft 4 to 10: Loose little (10-206) 1/8 - Silt 6 Clay U UNDISTURBED 4 to 8: Hedium Stiff 10 to 30: Medium Dense some (20-356) 1/16 - Clay 6 Silt OR OPEN END ROD 8 to 15: Stiff 30 to 50: Dense C ROCK CORE 15 to 30: Very Stiff Over 50: Very Dense and (35-506) 1/32 - Silty Clay Over 30: Hard 1/61 - Clay standard Penetration Test (SPT) - 1401 hammer fa log 30•, Blows are per 6- taken with an le• ion x 2• I.O. split s with ASTM D 1586, unless otherwise noted. 9 P pooh sampler in accordaoca REMARKS: The stratification linea represent the approximate boundary between soil types and the transition may be gradual. Eater level readings have been made In the test borings at times and under conditions stated on the test boring logs. Fluctuations in the level of the groundwater may occur due to other factors than those present at the time measurements were made. LOSES: 1. Sokla Screamed with PID-110 detection g:'3 PROJECT: New K-8 School I.00ATIN: Baleen, Massachusetts TEST BORING LOG B� i'I a-l1 ]PROJECTROJBCTNO.: 99231 STRRT: March 31, 1999 T" BOEING 0ONTRACTOR; New H FTHISH: March 31, 1999 Hampshire Boring, Inc. PORBMAN: Steve Garside GEOTECMICAL SERVICES, INC. PREPARED BY: H. Bushnell RIG: CME-45 Bombadier Is cote lkwnve CHECKED BY: H. Wetherbee, P.E. CORE Goffstown, NH 03045 E�U�tpMgNT ANSA CASING 11110115 U89ENVATIONS SING sAlBL&A BAR DATE ❑ PI8lD TESTING SS DEPTH (FT) p LA'ORATORI 'IEE ]D (210 4 1/4 1 3/8 CASING AT (FT) TEST=HAMM WT (LB) 140 BIT TIME (HR) ❑MDNITORIIIG 4 HKIIISR FALL (IN) 30 K NO G AXOND1DITER ENCCGNTEAm WELL INSTALLED p ISQUSD ING NTRODUCED DURING DRILLI D E SOIL AND ROCK CLASSIFICATION—DESCRIPTION 8 SAMPLE DATA R BURMISTER SYSTEM (SOIL) SAMPLH DEPTH RECOVERY SPT 8 U.S. CORPS OF ENGINEERS SYSTEM (ROCK) NUI-MER (ft) (IN) (20"-/ D 1 Pmbe to Confirm Refund DrPID(oSsn s'fim&I) (1) e 2 Auger Refusal®14^ 3 4 5 6 T e 9 10 II l2 13 14 IS 16 1 19 19 EA 20 23 2I 22 7r- E 21 SAMPLE SPLIT SPICATION ODHEe2VE SOILS fBlwa per fi.) GRANUfAR SOILS ('lows Per ft.) PROPORTIONS USED, COEES2VH BOIL THREAD 0 to 2: Very Soft 0 to 4: Very Loose trace (0-104) 1/4 - Clayey Silt S SPLTT SPOON 2 to 4: Soft 4 to 10: Loose U UNDISTURBED 4 to 6: Medium Stiff little (10-201) 1/8 - Silt 6 Clay OR OPEN END ROD 8 to 15: Siiff 30 to 30: Medium Dense Soso: (20-351) 1/16 - Clay 6 Silt C ROCK CORE 15 to 30: Ver Stiff 30 to 50: Dense and (35-501) 1/32 - Silty Clay V Over 50: Very Dense 1/61 - Clay Over 30: Hard Standard Penetration Test (SPT) - 1404 hammer falling 30^, Blows are per 6^ taken with an 18^ long x 2' I.D. split spoon sampler in accordance with ASTM D 1586, unless otherwise noted. REMARKS: The stratification lines represent the approximate boundary between $oil types and the transition may be gradual. Water level readings have been made in the test borings at times and under conditions stated on the test boring logs. Fluctuations in the level of the groundwater may occur due to other factors than those present at the time measurements were made. NOTES: 1. Soils Screened w1th PIy.No detection PROJECT: New K-8 School LOCATIOM: Salem, Massachusetts - -TEST BORING LOG �� N1: OF 2I FRDJECT NO.: 99231 START: March 31, 1999 > CONTRACTOR: New Hampshire Boring, Inc. FINISH: March 31, 1999 FDREb": Steve Garside GEOTECRNICAL SERVICES, INC. PREPARED BY: R. Bushnell RIG: CME-45 Bombadier 18 Cote Avmnao CHECKED BY: H. Wetherbee, P.E. fio!letown, HE 03045 CORE AUGER CASING 9AMPI.ER COR �� GAOONDNA ETER OBSERVATIONS C FIELD TESTING NSA SS DEPTH (FT) 0 LABOPATORI SIZE ID (3H) 4 1/4 1 3/8 CASnM AT (PT) TESTING BANNER HT (LE) 140 HIT TIME (ER) 0 MMUTMUM RAIL4ER FALL (IO 30 X NO GRCGNMTER ENCOUNTERED WELL INSTALLED 0 LIQUID INTROUMM DURING DRILLING D E SOIL AND ROCK CLASSIFICATION—DESCRIPTION 8 SAMPLE DATA R SIIRMISTER SYSTEM (SOIL) H II.S. CORPS OF ENGINEERSSYSTEM (ROCK) SAMPLE: DEPTH RECOV$Ry 9pT NUMBER (ft) (IIO (ELOmm/ 0 S-1 0.2 12 3,5 T .S., 4 1 7.11 /)five,medium dean,f,SAND,some Sdt,Dace 2 AaDcavel tnx are man (1) eerRefine]@ 2'-5" 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 11A 2D 1 21 22 23 24 2s 26 8)D4PLg IDES4TIFICATIOlI to T- 80IL8 (gloms pat ft.) 0 GRAMMAR SOILS (Elora par ft.) PItOPOATIDNE 08ED ODESSIVB SOIL TEM 'Ab 0 to 2: Very Soft 0 to /: Very Loose trace S SPLIT SPOON 2 to 4: Soft 4 to 10: Loose (00100) 1// - Clayey Silt O UNDISTURBED ROD 4 to 8: Medium Stiff little (10-200) 1/B - Silt 4 Clay OR OPEN END ROD B [0 15: Stiff 10 to 30: Medium Dense some (20-350) 1/16 - Clay 6 Silt C ROCK CORE 15 to 30: Ver Stiff 30 to 50: Dense and (35-501) 1/32 = Silty Clay Y Over 50: Very Dense 1/64 - Clay Over 30: Hard Stan dazd Penetratloa lest ISPTI 1401 hammer fall!ng 30-, Blows axe Per fi• taken with an 16' long x 2' I.D. split spoon sampler in accordance o� with ASTM D 1586, unless otherwise noted. L REMARKS: The stratification lines represent the approximate boundary between soil types and the transition ma be graer readings have been made in the test borings at times and order conditions stated on the test boring logs. Fluctuations din lthe llevel lof the groundwater may occur due to other factors than those present at the time measurements were made. NOTES: 1. 30313 Screened with PID-No detaction PROJECT: New K-B School LOCATION: Salem, Massachusetts TEST BORING LOG SHUT: ti0i GF 2i PROJECT NO.: 99231 START: March 31, 1999 FINISH: March 31, 1999 .' BORING CONTRACTOR: New Hampshire Boring, Inc. GFaOspEC8Ni1^a7• SERVICES INC, P05MON: Steve Garside r PREPARED BY: R. Bushnell RIG: tag-45 Bombadier 3.8 Cote Avenue CHECKED BY: H. Wetherbee, P.E. O0ffetovn, NH 03045 CURB (;RDiQOq:TIR ODBERVATIONB C FIELD TESTING AUGER CASING 8AMPLRR BAR RATS SS DEPTH (4T) ❑ LABORATORY TYPS SIZE 10 (11t) 4 1/4 1 3/8 CASING AT (FT) TESTING BAI*XR MT (In) 140 BIT TIME (SR) C MONITORING 4 BANNER FALL (IM 30 X NO GROUNDWRIER ENCOUNTERED WILL INSTALLED ❑ LIQUID 1NTRODUC7ID DIMING DRILLING D E SOIL AND ROCK CLASSIFICATION—DESCRIPTION F P SAMPLE DATA T B BURMISTER SYSTEM (SOIL) U.S. CORPS OF ENGINEERS SYSTEM (ROCK) G Nmda 8 D(ft) RIt>OvgRt SPT NILt48sR (ft) (aL> IeWRe/ s xe,l 0 1':obe to Confirm Refusal EA Dapih(Offset 5'6vo&2) (1) 1 Z AugorRefuvl Cay 2'-0" 3 sm 4 5 6 7 8 9 4 10 11 12 13 14 IS 16 17 IB 19 21 22 23 24 25 426 81-12LS ID8141'IFIt71T1CRi COHE83VB BOILS (HLova par ft.) GRANULAR SOILS (Blows per ft.) PROPORTI0N8 088D COHESIVE SOIL THREAD 0 to 2: Vesy Soft 0 to 4: Very Loose trace (0-108) 1/4 Clayey Silt S SPLIT SPOON 2 to 4: Soft 4 to 10: Loose little (10-208) 1/8 - Silt 6 Clay U UNDISTURBED 4 to 8: Medium Stiff 10 to 30: Medium Dense some (20-351) 1/16 - Clay 6 Silt OR OPEN END ROD 8 to 15: Stiff 30 to 50: Dense and (35-5081 1/32 - Silty Clay er 30: Hard C ROCK CORE 15 to 30: Very Stiff Over 50: Very Dense 1/64 - Clay v Standard Penetration Test (SPTIO - 1404 hammer falling 30', eIowa are per 6' taken with an 1B' long s 2' I.D. split spoon sampler in accordance with ASTM D 1586, =less otherwise noted. nes te oundary between reed ng$ have been stratification made cin ithe hest borings represent ttimes end u=nder conditions stated mil on the test baring logs. Fluctuations es and the transition may be tnithe level ter level of the groundwater may occur due to other factors than [hose present at the time measurements were made. NOTES: 1. Smile Smreanad With PLL}-No detaotion PROJECT: New K-B School BORING N0: B-3 LOCATION: Salem, Massachusetts TEST BORING LOG SHEET: I OF 1 PF=ZCT NO.: 99231 - START: t4arcA 31, 1999 FINISH: March 31, 1999 BORING CONTRACTOR: New Hampshire Boring, Inc. GEOTECHNICAL SERVICES FORS": Steve Garside , INC, PREPARED BY: R. Bushnell RIG: CME-45 Bombadier IS Coto Rw ua CHECKED BY: H. Wetherbee, P.E. I:offstOWmt, IM 03045 wu G UNMTER OBSERVATIONSTYPE ❑ YIELD TESTING EOOIPOffiNT AUGER CASING 8MIPLEA BAR DATg _ 7ABOMIORY SIZE ID (IRU 451/4 153/8 CASxHG(AT)(FT) ❑ TESTING RANHER WT (LB) 140 HIT TIME (HR) 0 NOMTORING HA044ER FALL (n4) 30 X NO GROUNDWATER ENCOONTENRD MBLL INSTALLED 0 LIQUID 32TIT fUCED DOR121G DRILLING D E SOIL AND ROCK CLASSIFICATION—DESCRIPTION P SAMPLE DATA T BURMISTER SYSTEM (SOIL) B _ SAMPLE DEPTH RECOVERY SPT U.S. CORPS OF ENGINEERS SYSTEM (ROCK) F N@4BER (Pt) (IN) ISutm/ 6.ta.l 0 5.1 0-2 14 24 Topwil—S' 1 I0-22 Olive/brown.medimo derlse,A-In SAND.some Silt.bac"Iffle Gravel (1) 2 3 Auger&Split Spam Retusd®2'4" 4 5 6 8 8 9 10 11 12 13 14 IS 16 1 18 19 EL 20 21 22 23 74 25 zb SAMPLE IDII4TI8ICATION WHEBIVE SOILS (Blora pax ft.) GRANULAR 80IL3 (Elora pax ft.) 1Tt0PORTIONS USED COHESIVE SOIL THREAD 0 to 2: Very Soft 0 to 4: Very Loose trace (0-108) 1/4 - Clayey Silt S SPLIT SPOON 2 to 4: Soft 4 to 10: Loose little (10-20%) 1/8 - Silt 6 Clay U UNDISTURBED 4 to B: Medium Stiff 10 to 30: Medium Dense some (20-351) 1/16 - Clay 6 Silt OR OPEN END ROD B to 15: Stiff 30 to 50: Dense and (35-50%) 1/32 - Silty Clay C ROCK CORE 15 to 30: very Stiff Over 50: Very Dense 1/64 - Clay Over 30 Nartl Standard Penetration Test Js PT) - 1400 hammer falling 30', Blows are per 6- taken with an 10' long x 2' I.D. split spoon sampler in accordance With ASTM D 15861 unless otherwise noted. REMARKS: The stratification lines represent the approximate boundary between soil types and the transition may be gradual. Water level readings have been made in the test borings at times and under conditions stated on the test boring logs. Fluctuations In the level of the groundwater may occur due to other factors than those present at the time measurements were made. NOTES: I. Soil$ ScrWxned with PID-No detection PROJECT: New K-8 School LOCATION: Salem, Massachusetts TEST BORING LOG SHEET: NO: OF 31 PROJECT RD.. 99231 START: March 31, 1999 - FINISH: March 31, 1999 EOAING CM4TARLTOR: New Hampshire Boring, Inc, GE- TECHNICAL SERVICES INC. IDARAII: Steve Garside r PREPARED BY: R. Bushnell RIG: CME-45 Bombaoiec 18 Cote A. ,,, CHECKED BY; H. Wetherbee, P.E. GoffstOWa, NH 03045 �� GROMM ATER 0HHSRVATI@76 C FIELD TESTING 8[ PIffi>T A0SA CASING 9AlSLER HRR DATE TIDE HBA SS DEM (FT) 0 LABORATORY SIZE ID U1� 4 1/4 1 3/8 CASING AT (PT) TESTING RAN= WT (L8) 140 BIT TIME (ER) 0 1 oNrIaLIM BAN=R FALL LIN) 30 X SO GROUNC ATTR ENC00NTERM WELL INSTALLED 0 LIQUID INTRODUCED DURING DRILLING D E SOIL AND ROCK CLASSIFICATION—DESCRIPTION P SAMPLE DATA T BURMISTER SYSTEM (SOIL) 8 U.S. CORPS OF ENGINEERS SYSTEM (ROCK) SAMPLE DEPTa RECOVERY SPT NMUIER (ft) (LII) (atolls/ 0 Pmbe m Conium Kansas 1 Depth(0Bse 5'Been&3) (I) 2 AuycrRefuse1 Q 114" 3 4 5 6 4T S 9 10 11 12 13 14 IS 16 18 IS 19 20 21 22 23 24 NO LE 17)RPfIFICRTION C0toe2VB SOIry (93owm pap ft.) GRANULAR SOILS (alowa par ft.) PROPORTIONS USED COHESIVE SOIL THREAD 0 to 2: Very Sof[ 0 to 4: Very Loose trace 10-101) 1/4 - Clayey Silt S SPLIT SPOON 2 to 4: Soft 0 UNDISTURBED 4 to 10: Loose little (10-208) 1/8 - Silt s Clay OR OPEN ENDD ROD 9 to 8: 10 to 30: Medium Dense some (20-358) 1/16 - Clay a Silt O 8 to 15: Medium Stiff Stiff 30 to 50: Dense and (35-50I) 1/32 - Silty Clay C ROCK CORE 15 to 30: Very Stiff Over 50: Very Dense 1/64 - Clay Over 30: Hard WitStah ardAST Penetration Teat (SPP) . 1108 Rammer falling 30•, Blows are per fi• taken with an 1s• long s I• I.O. split spoon sampler In accordance 1` with ASTM D 1586, unless otberwise noted. nes represent readings have been stratification made in the hest borings at theapproximate and under boundary conditions stated soil on the teat boring logs.e, and the Fluctuations ations gradual. the Water level level of the groundwater may occur due to other factors than those present at the time measurements were made. N0TE9: 1. Soils Screamed With PID-No detection PRWZCT: New K-8 School LOCATION: Salem, Massachusetts TEST BORING LOG BORING ND: B-4 PROJECT NO.: 99231 SHE8T: 1 OF 1 START: March 31, 1999 FII72S8: March 31, 1999 PCREA : Steve G: New Hampshire Boxing, Inc. GEOTECID1IrsT' MMES, INC. POAII4AH: Steve Gazsitle t PREPARED BY: A. Bushnell RIG: CME-45 Bombadier iB Coto A. ,,, CHECKED BY: H. Wetherbee, P.E. GoffstQ%s%, NN 03045 CGRE GROEEFU Tei1 aLvaVA ZCNS 0 FIELD TESTING 8 D19 Pim AUGER CASING SRISLBR BAR DATE �� NSA SS DEPTH (PL) 0 LABORATORY SIZE ID (EO 4 1/4 1 3/8 CASING AT (FT) TESTING 81"M NT (Is) 140 SIT TINS (ER) 0 Mwriw m EA1446R FALL (IM 30 x NO GROUNDRATZR BNCOONTHRED V= 7NSTALLID 0 LIQUID INTRODUCED DURING DRILLING D E SOIL AND ROCK CLASSIFICATION-DESCRIPTION P SAMPLE DATA T SURMISTER SYSTEM (SOIL) 8 U.S. CORPS OF ENGINEERS SYSTEM (ROCK) SAM a DEPTH RECOveAY BFT l4fII®IIt (LU (ED (Arm- 6 ID.1 0 S•1 0-2 9 4.13 TapwiF-S^ 1 1010 Dads Mown,mediiandense,fm SA74D,someSBt tree Grovel,BAe nwb (1) 2 3 4 Auger Rn6ma)(y�4�^ S 6 T 8 9 10 11 12 13 14 IS 16 17 19 19 NOR 20 21 22 23 RaWL 26 ID@ITIFICATIE87 OOVEBIVB 8011,8 (Blow par LL.) GRANOIAR BOILS (Slow Per f!.) PROPORTIONS 08® C0�83V8 BOIL THREAD B to 2: Very Sofi 0 to 4: Very loose [race (0-101) 1/4 Q UNDISTURBED Clayey Silt S SPLIT SPOON 2 to 4: Soft 4 to 10: Loose little (30-201) 1/8 - Silt 6 Clay 4 to 8: Medium Stiff 10 to 30: Medium Dense OR OPEN END ROD 8 to 15: Stiff 30 to 50: Dense swe (20-351) 1/16 - Clay 6 Silt antl (35-501) 1/32 - Silty Clay C ROCK CORE 15 to 30: Very Stiff Over 50: Very Dense 1/64 - Clay Over 30• Hard Standard penetration Teat (SPT) - 1408 ha®er Palling 30', Blow are per V taken with an 18• looq x 2' I.D. split spoon sampler in accordance With ASTH D 1586, Unless otherwise noted. The nes he REMARKS: have been arcade in thelest borings watt imes pand funder te Dconditions s stated soil on [ test boring logs.the on Fluctuations gradual. Ne level level a[ the groundwater may occur due to oder factor than those present at the time measurements were made. NOTES: 1. Soils Screened wsth PIDi4u dateetion PROJECT: New K-B School LOCATION: Salem, Massachusetts TEST BORING LOG H01t= "O` B-4A 12Q3SC1'NO.: 99231 SHEET: 1 OF 1 BMW: March 31, 1999 FINISH: March 31, 1999 FOHRIR0EMA : Steve New Hampshire Boring, Inc. GEOTECHNICAL SERVICES Ip]C_ FOREMAN: Steve Garside [ PREPARED BY: R. Bushnell RIO: CME-45 Bombadier 18 cote Aver7w CHECKED BY: H. Wetherbee, P.E. Oolfetowm, NN 03045 8 BARO OBBERVATIONB ROGER79- CASINO SAMPLER H7W DAS'8 0 LABOR T88TIa%7 Tsrzs HSA SS DEPTR (FT) 0 LAHOMTOI42 GIBE ID (n) 4 1/4 1 3/e CASINO AT (FT) TBSTID0 RUMM NT (LB) 140 BIT TIM (HR) 0 xmiriO8INH RA)!SR FALL (IM 30 K NO GROUNDPMtTBN EN000NTSSED BELL INSTALLED 0 LIQUID INTRODUCED DORM DRILLIIi6 D E SOIL AND ROCK ATA CLASSIFICATION—DESCRIPTION P SAMPLE D T 8 SDRMISTER SYSTEM (SOIL) ShMPLEDEPTHRaCOygRI SPT U.S. CORPS OF ENGINEERS SYSTEM (ROCK) NIUHMBO®8R (ft) (I10 (HiaHe/ 6 Ill.) 0 Rohe to Coofi7m Refimd Depth(gH'tet 5'CromB.4) (1) I 2 3 4 AuStrRefu I @ 4'4- 5 6 7. 8 9 10 it 12 13 14 IS 16 is IS 19 20 21 Z? 24 2s eAt4pLE IDCiT18ICATION COBESIVB BOILS ('lows per f!.) NAANOLAR SOILS (Blown par ft.) PROPDATIONSUeBD COHESIVE SOIL THRBAD 0 to 2: Very Soft 0 to 4: Very Loose trace t0-108) 1// - Clayey Silt S SPLIT SPOON 2 to 4: .Soft 4 to 10: Loose little (10-20%) 1/e - Silt 6 Clay D UNDISTURBED 4 to B: Medium Stiff 10 to 30: Medium Dense some OR OPEN END ROD S to 15: Stiff 30 to 50: Dense (20'351) 1/16 - Clay 6 Silt C ROCK CORE 15 to 30: Very Stiff Over 50: Very Dense and 135-508) 1/32 - Silty Clay Over 30: Hard 1/64 - Clay Standard Panet[ation Teat (SPT) - 1400 banner falling 30•, Slows are per 6• taken with an le, lnn9 x 2• I.D. split soon s arc, with ASTM D 1566, unless otherwise noted. P P ampler in accordance o RElAMI The stratification lines represent the approximate boundary between soil types and the transition may be gradual. Nater level readings have been made a the test actors at times and undesent t the time measurements me the Leet boring logs. Fluctuations in the level of the groundwater may occur due to otaer factors than those present at the time measurements we[e made. NOTES- 1. Soils SCieaned with PID-No detention PROJECT: new K-B School LOCATION Salem, Massachusetts TEST BORING LOG SEEET: NO: OF 51 VFDJ Q NO.: 99231 START: March 31, 1999 FINISH: March 31, 1999 HOREbA : Steve R: New Hampshire Boring, Inc. GEOTECHNICAL SERVICES, INC. PREPARED BY: R. Bushnell RXr: I: Steve Garsitle CHECKED BY: H. Wetherbee, P.E. BIO: CME-45 Bombadier 18 Coto AVenw (9offeto", NB 03045 8QOIRIENT COREGRODIIDHATER OBBEAVATIONB D FIELD TESTING AIIGOt GSZNG SAMPLER Bink DATE ATE HSA SS DEPTH (IT) D IABGRATORT SIZE ID (IN) 4 1/4 1 3/8 CASING AT (FT) TESTING BANNER Wr (LB) 140 BIT TIM (ER) D MMI70RN1G BANNER FAIM (IN) 30 K NO GROUNDMATEE ENOGONTEAEU WELL INSTALLED ❑ LIWID INTRODUCED DURING DRELLIIiG D E SOIL AND ROCK CLASSIFICATION-DESCRIPTION P SAMPLE DATA T B BURMISTER SYSTEM (SOIL) II-S. CORPS OF ENGINEERS SYSTEM (ROCK) SAI4PLE DEPTH REOGVERI UP (in)(IN) (EIa1RS/ 6 Ie.l 0 S-1 0.2 1E 5.5 Topswl—T' 1 5L Dark batsvt4 Modues dense,flat SAND.some G 1'little but (1) 2 3 4 Auger Refund�d•.0' 5 6 7 8 9 10 11 12 13 14 15 16 EIL 17 IB 19 20 n 21 22 24 24 15 26 26 SAMPLE IDENTIFICATION COHESIVE BOILS (Blow per f!.) GRANBAR SOILS (BIOWa per ft.) PROPORTIONS D8ED COHESIVE SOIL THREAD 0 !0 2: Very Soft 0 to 4: Very Loose trace 10-108) 1/4 - Clayey Silt S SPLIT SPOON 2 to 4: Soft 4 to 10: Loose little 110-208) 1/8 - Silt a Clay O UNDISTURBED 4 to 8: Medium Stiff 30 to 30: Medlum Dense some (20-358) 1/16 - Clay 6 Silt CA OPEN END ROD 8 to 15: Stiff 30 to 50: Dense and (35-5011 1/32 - Silty Clay C ROCK CORE 15 to 30: Very Stiff Over 50: Very Dense 1/64 - Clay Over 30: Hard Standard Penetration Seat ISPTI - 1404 hammer falling 30', Blows are per 6• taken with an 18' long s 2• I.D. split spoon sample[ is accordance With ASTH D 1586, galeas otherwise noted. REMARKS: The stratification lines represent the approximate boundary between soil types and the transition may be gradual. Hater level readings have been made in the test borings at times and under conditions stated on the test boring logs. Fluctuations in the level of the groundwater may occur due to other factors than those present at the time measurements were made. , NOTES: 1. Sails Soreanad With PID-No detection t� PROJECT: ; Neu K-8 School BORING j LOCATION: Salem, Massachusetts TEST BORING LOG SHEAT:. "1 f-5� _ PROJECT NO.: 99231 START: March 31, 1999 FINISH: March 31, 1999 � BOEING (XBTfRAC10R: New Hampshire Boring, Inc. ( pTECHNICAL SERVICES, INC. PREPARED BY: R. Bushnell FVRBMaN: Steve Garsitle CHECKED BY: X. We[herbee, P.E.RIG: CME-45 Bombadier I8 COG Avvkni Goffstown, NH 03045 CORE GRO@HIWATEA OBSERVATIONS 0 FIELD TESTING QIR�ii' AUGIIt CA8I146 SAMPLER IlAR OATH SS DEPTH (PT) C LABORKTOR2 SITE TO (1N) 4 1/4 1 3/8 CASING AT (PT) TESTING BANK= VT (LB) 140 BIT TIME (BR) ❑ MMWITORna; SAM= HAIL (Lq 30 X NO GROUNDWATER ENCOUNTERED WELL INSTALLED ❑ LIQUID INTIDDOCID DURING DRILLING D E SOIL AND ROCK CLASSIFICATION—DESCRIPTION P SAMPLE DATA T H BURMISTER SYSTEM (SOIL) SAMPLE DEM RECOVERY U.S. CORPS OF ENGINEERS SYSTEM (ROCK) aPT NaM= (ft) 0 Pmbe to Coafutn Refusal Depth(OH3et 5'fion B-5) (1) I 2 3 4 AugerRefza]®T-E- 6 7 8 9 10 II 12 13 14 IS 16 17 I8 19 20 21 22 23 u 2s ji SAMPLE IDENTIFICATION COHESIVE BOILS (Blows per ft.) GRANULAR SOILS (Blow pot ft.) PPDPOATIONB USED COH892VE SOIL THREAD 0 Very Soft 0 to 4: Very Loose trace (0-108) 1/4 Clayey Silt S SPLIT SPOON 2 to 4: Soft 4 to 10: Loose little (30-208) US - Silt 6 Clay U UNDISTURBED 4 to 8: Medium Stiff 10 to 30: Medium Dense some (20-3581 1/16 Clay a Silt OR OPEN END ROD 8 to 15: Stiff 30 to S0: Dense and (35-508) 1/32 Silty Clay C ROCK CORE 15 to 30: Very Stiff Over 50: Very Dense 1/64 Clay Standard Penetracloo Test (SPT)Over 30: Hard• 1401 haamex falling 30', Blows are per 6' taken with an 16' With ASTM D 1586, long x 1' I.D. split spoon sample[ in accordance ;. unless otherwise noted. The ation ines represent he te dary betwe.n .readings have been made cin the ltest borings at itimes pand umndero conditions stated oil on the test boring 1093 transitiones and the Fluctu[Sona in gradual. Water Nlevel level the groundwater may occur due to other factors than those present at the time measurements were made. NOTES: 1. Soils SOtaenad with PID-No detection PA[AIECf: New K-8 SUool BORING NO: B-6 VOCATION Salem, Massachusetts TEST BORING LOG SHEET: 1 of I PROJECT NO.: 99231 START: March 31, 1999 FINISH: March 31, 1999 FOREMAN: CONTRACTOR:G New Hampshire Boring, Inc. GEOTECHNICAL SERVICESREPARED BY: R. Bushnell RIr: C Steve Garside r INC.INCCHECKED BY: H. Wetherbee, P.E. RIG: CME-/S Boffiatlier 18 Coto Awnu� Goffstown, NH 03045 CORE GAOOlm1aT8A OBSSRVATIONB ❑ FIELD TESTING 7 PE AUGER CASINO SAMPLER BAR DATE HSA SS DEPTH (FT) OI.RBOAATORY SIZE ID (IN) 4 1/4 1 3/8 CASING AT (PT) TESTING BANNER NT (IN) 140 BIT TIME (HR) 0 MONITORING HAMMER Ph" (BG 30 X NO GRO@IDNATER ENCOUNTERED III INSTALLED 0 LIQUID INTRODUCED DURING DRILLING D E SOIL AND ROCK CLASSIFICATION—DESCRIPTION P SAMPLE DATA T BURMISTER SYSTEM (SOIL) B U.S. CORPS OF ENGINEERS SYSTEM (ROCK) SAMPLE: DEPTH RECOVERY SPT NUMBER (ft) (Dg) (8t0118/ 0 S•I 0.2 10 5-50/4 BIscF,loose.fSAND,sane()rpmc SO4 Eve Rools(topsoil) ( ) 1 2 A;;,&Splft Sporn Refusal @ r 3 4 5 6 7 8 9 10 11 Il 13 14 13 16 17 18 19 2I 22 a 73 26 24 SAMPLE IDEITTIFICATI<ai COHESIVE ROILS IB1owe Per, ft.) GR1DiQIAR 80IL8 IBlows per ft.) PROPORTIONS DS® OOH882V8 SOIL THREAD 0 to 2: Very Soft 0 to 4: Very Loose trace (0-101) 1/4 - Clayey Silt S SPLIT SPOON 2 to 4: Soft 4 to 10: Loose little (10-208) 1/8 - Silt 6 Clay U UNDISTURBED 4 to B: Medium Stiff 10 to 30: Medium Dense $ome (20-35%) 1/16 - Clay 6 Silt OR OPEN END ROD 8 to 15: Stiff 30 to SO: Dense and (35-509) 1/32 - Silty Clay C ROCK CORE 15 to 30: Very Stiff Over 50: Very Dense 1/64 - Clay Over 30: Hard Standard Penetration Teat (SPT) . 140M hammer falling 30', Blows are per 6- taken with an IB' longs 2' 1.D. s li ,�. with ASTM D 1586, unless otherwise noted. p It spoon sampler in accordance REMAR The nes represent readings have been stratification the hest borings at theapproximate and under conditions betweenoil non he test boring logs. Fluctuations tions y be in lthe Water level lof the groundwater may occur due to other factors than those present at the time measurements were mads. NOTES: 1. Soils Reseeded with PID-Ne detection k PROJECT: Hew K-8 School LOGTIUi: Salem, Massachusetts TEST BORING LOG 7Fnasz: : DF 61 PROJECT NO..' 99231 arch 31, 1999 arch 31, 1999'� BORING : SteveG Hew Hampshire Boring, Inc. GEOTECHNICAL SERVICES INC.FOR@IIdN: Steve Garside , BY: p. Bushnell RIG: CME-45 Bambadier 13 Cote Ave,,,, Y: H. Wetherbee, P.E. G0ffet0V2t, HH 03045 COPE AGBOURD)ATU OB WPM= AV= ❑ FIELD TESTING HERCharm SA!@LER RE DATE NSA SS DEPTH (FT) ❑ LpBORATORr BILE ID (IH) 4 1/4 1 3/8 CASING AT (IT) TESTING EX&M WT IMER FALL ) 140 BIT T320 (8R) ❑ 140tiITORENG (IM 30 E NO GROUNDWATER ENCOUNTERED W= INSTALL® ❑ LIQUID324720)UC IG BORING BRILLINm D E SOIL AND ROCK CLASSIFICATION—DESCRIPTION T SAMPLE DATA BURMISTER SYSTEM (SOIL) R8My61NI SPT DEPTH U.S. CORPS OF ENGI2�ERS SYSTEM (ROCK) 8AllPLE landan (ft) (11H) lawxa/ Mo 0 Probe to ConBtm Refusal Depth(00sa 5'6om8-6) ()) Aug.TRefiaal @ 1..2.. 2 3 4 5 6 2 8 9 10 11 12 13 14 Is 16 Ail 1-7 is 18 19 20 21 22 24 23 SAMPLE ID8t1TIPZGTIUi 1D888IVB SOILS (elowa par ft.l GRAMRAR 60ILS (glove par ft.) PROPORTIONS US® C9the e01T. THRUM 0 to 2: Very Soft 0 to 4: Very Loose trace (0-10(1 layey Silt S SPLIT SPOON 2 to 4: Soft 4 t0 10: Loose 11[tle (10-206) 1ilt 6 Clay 0 UNDISTURBED 4 to 8: Medium Stiff 10 to 30: Medium Dense same OR OPEN END ROD B to 15: Stift 30 to 50: Dense (20-356) 1lay 6 Silt C ROCK CORE 15 to 30: Very Stiff Over 50: Very Dense and (35-506) 1ilty Clay Over 30: Hard 1lay Standard Penetration Test ISPT) 140! hammer falling 30-, Blows are per 6' taken with an 1S• long x 2' I.D. split spoon sampccordance With ASTM D 1566, unless othsrwise noted. r, REMARKS: The stratification lines represent the approximate boundary between soil types and the transition may be gradual. evel readings have been made in the test borings at times and under conditions stated on the test boring logs. Fluctuations )n thf the groundwater may occur due to other factors than those present at the time measurements were made. HOMO: 1. Soils Sean--a with PID-No detention APPENDIX C LABORATORY RESULTS G Page 23 S IN HIM I HE III I IN 1111111 HIM 1h, ME HIM OEM IN. Soil Description -- medium to fine SAND,some Sitt,little Gravel,roots,sticks� 6 iE, 1000 3 im 100 orpnics,glass 2 iu. 1000 98�0 1 iM 4 .75 itL 96.8 PL= Non Limits 5 i1L 93.1 Pl= None .315 im 91.0 #4 84.5 Coefficients #8 793 5.05 D60= 0.646 D500 0.340 #10 77'.3 ZD30= D15= DIV #16 69.8 CC= #40 53.3 #50 48.2 Class #100 i 38.4 USCS= TO= #200 1 30.8 Ranarks n1a ■■MEN■■■■■■■■■■i\■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■��■■■■■■■■■■■■ ■NONE■■■■■■■■■■■■��■■■■■■ENO n NONSENSE■■■■■■■■■■�■■N■■■■■■■■ ■ENE■■■■■ENNr�_ 0■NN■■ONMEN 14.400 SEEMS NNN nN■N■NENor VENN■E■■IW■\\O■■■■■EE NONES■EEEa■■■N■Emom NN\1E■■E■En KNONE E■ori■EE■E■nE■■■E■\1■■n■n0 ■■OENN■PM■■■■NEEMEN N■N■\■■■■EE MEMO 0 No No nose NONE n■nNNEanE■■ONE SEE■E■a," ■E■ E■N■nEMEn■n■I.mN■N SOMEONE■■LINEN ■ENE■iMEMO■Ramon N■O■■O■■■ENONE ■E■NEN■■■■NWENEEE■■■■■N■N■MORN ■N■■ON■mom I/Emom■N■N■EN■nE■MEMO nOENO■Emop/Emom E■■■■N■■E■■E■EM ■NN■■EN■■1/■■mom■mom NNNn■■■NEON ' NNEENO n■I■ENOME Emom■nMENN■N NESE■EN■um MEMO EMEN N■■EEE■■NNE ■■■NEON■NE■E■■N■■■■En■■■■NNEN NEON■■■mom EE■n■n■N■NSO MEN■■N E■SEEN nmom■EN■ENO E■■■■NN■■■■NE IOEEEEE■EEE■EOEEEEEEEOE■OO■ONEE 1 , MwAeY�410, oil .• ROCK CORRECTED TEST RESULTS UNCORRECTED Ma7cinmin dry density 123.4 , , IIY 11 111 t •11" 1 _ d Optimum S I • \ 1 111 1 • L I� �d I MEN■■EN■■■■■■■O\\OO■■■N■■EO■■■ MEN■N■■■■■■■M■■N\\E■■■■■■■EE ENO■■■■■■■■in■■■\■■■■■■■■■■■■ ■■■ ■■■■NOME ■■■■■■■■■■I■■■■■\■■\\■■O■■■■■■ ■OMEN N■NO/�■■ ■■■■ EON_\�■■■�■■■■■■E■ ■■N■■■NIMMUNE E\�■■►►�■■■\■■■ ■NNONE O■I,MN■NJ■■N■\`\■■O\■■■O■ y: ■NOON■■■/I■■■rl■■■■■■►�■■■►■■■■W ■■■■■■■MI/■■WA■■■■■■■ on ROME ■■■■■■■■■■E/NN■■NEN■■ No Room MEN■■■■■■■■/I■■■■■N■■■■■■■■■\f■ ■E■NO■■■■■EM■■■■■■■■■■■■■■■■N\ ■■■N■N■■■■//■■■■■■■■■■■■■■■■■■E mom■■■■■■■■ENO■■■■■■■■■■■■■MEN ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■NONE■■N■NN■■■■■■■N■■n■ ROCK CORRFECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Optimum I APPENDIX D BLAST VIBRATION CRITERIA ■ Page 24 GS r.: v - S GEOTECHNICAL SERVICES INC. I RECOMMENDED BLAST VIBRATION CRITERIA 10.0 USBM RecommendatiIn (RI 850 7,1980) c 0.081n. 1.0 0.751n./Sec. e Drywall m u0.030 «..........«..«.«In. 0.501n./Sec. Plaster <40Hz 1 1 10 100 Frequency,HZ Im Safe Levels of Blasting Vibration for Houses. U. S. Bureau of Mines Recommendation RI 850 7, 1980 Maximum Recommended Peak Particle Velocities Near New Concrete Age of Concrete' Maximum Recommended Peak Particle Velocity < 1 hour 2.0 in/s 1 - 5 hours 0.5 in/s 5 hrs-3 days 1.0 in/s 4- 7 days 2.0 in/s 7 days 4.0 in/s 'Do Not Blast Within 25 Feet of Concrete Less Than 5 Days Old 12/28/99 TUE 10:57 FAX 16173672303 E R FLANSBURGH Z002 FROM GEOTECHNICAL SERVICES INC FAX N0. Dec. 23 1999 61:15PM P1 GEOTECHNICAL SERVICES INC. e eexotetloniml Pn8'"°°+in6 i 8nvuoammW S�u,lia rr eoneNmtioa MaNlaring a Mukriab TWft ' TELEFAX MEMORANDUM To: Mr. Dan Tuberty Fax No. 617/367/3988 Company: Earl K Flansburgh +Associates,Inc. Address: 77 North Washington Street Boston.MA 02114 ' From: Richard Bushnell,Project Engineser Date: December 22, 1999 HarryX Wetherbee, P.F.'.,PrincipalEngineer Subject: Supplemental Subsurface Explorations 1 K-8 School Salem,Massachusetts GSI Ptojecl 8: 99231 No.Pages: 8 ' CC: Mr.Ridtard Gorman,Judith Nitsch Pri ineerin via fax 617.338-6472 GSI has completed the excavation of supplemental test pits and percolation testing for the above-reforanced project. ' The teat pm were excavated on Dwe,nber 16, 1999 by Kaye Foundation Technologies,using a Takeuchi T&045 Mini- exravater.The soils encountered during the tact pit exploration program were classified in the field by a represen4tive from GSI. The sail classification procedure used is in general accordance with the Burmiater system. Field desaMb ns,cbvad depth to groundwater,and other pertinent data are contained in the attached test pit loge. The W pit locations are t7ht4rated on the attached sketch and were located in the field ref dicing the provided plan and taping from prominen4 site features and marked with flagging for the site surveyor. ' The encountered subsurface conditions consisted of fill overlying till in test pits TP-1,TP-2, TP-3, and TP-4 and topsoil/subsoil overlying glacial till in TP-5 and TP-6. GSI performed pRcolation(Pere)tests within TP-1 to TP-5 at depths indicated an the test pit log,shallow groundwater encountered within TP-6 precluded the percolation testing. The pere tests were performed in accordance with the 77de V Perealatlon Teat Procerdww. Tha detecm fined part rates are as follows:'I'P-1-1 minutes per inch,TP-2--2 minutes par inch,TP-3-2.5 minutes per Inch ,TP —gteator than 30 minutes per inch,and TP-5-7 minutes per inch. Should you need further asastance do not hesitate to call. PhNMMTeIu e,MeLm,w ' 16 Cote Avenue, Unit#11, Goffstown, NH 03045 603/624/2722 fax 603/62413733 12 Rogers Road,Haverhill, MA 01835 978/374/7744 fax 978/374/7799 12/28/99 TUE 10:57 FAX 16173672303 E R FLANSBIIRGH ljj003 FROM GEOTECHNICRL SERUICES INC FRX NO. 'Dec. 23 1999 01:15PM P2 W ILLSOIJ STREET ®rP-5 Q.tCE3l►�1t,Q C 1P w Lyes ACCESS RORO Tp- F / ® t Geotechnical Services Inc. TEST PIT LOCATION PLAN IS Cate Ave., Unit 11 Guffstown,NH 01045 PROJECT: K-S School PROJECT NO.:99231 LOCATION;Salem,Massachusetts ENGINEEIL• Richard BushnelL E.LT. . 12/28/99 TUE 10:58 FAX 16173672303 E R FLANSSURGR 2004 FROM : GEOTECHNICRL SERVICES INC FAX NO. Dec. 23 1999 01:16PM P3 ' uEG-26-99 09 :05 PM ,roE K@LL1HFu 7613293163 P.9§1 T T E S T P I T F I E L D L 4 G ' UOTECRNXCAL PRO, cT: SA L r-M 416N Sf1110 TZST VZT NO. TP- � SSRVXCSS a ZNC LQCAlION: 3 A 1.R M , IYA LOCATION: Sea Plan "OJLCT NO; 803if' z ZLBV. : _ft rInginesz J. Kelliher XxomJITSORI. izguzrMwr • �s3� rzner Weather. (, La a pV { pL0 Co»tsaotas SLAY& FOVN0Ar10nJ —} Operator G. M 4 YN A R D 2=/Z= �pTe cssl Date: 16 Y 4 >I &kA rA KRvc 141 Model T(I.c*9 G telt d,) c / pea4s /a It-11 rte Wivrim ' DEPTH $TATUH SOIL DESCRIPTION R=V- �1DO=R raw f>R) czwcE &MRT COWT DAT (PPI ORY/CiAa � ' V(LZA rJ se�IdD aid SI �T, t�+-sle },eSeaaCda ai rCfvst CLIHtLR DfLLCAC es&OfS Fdt# jAmrA-L,A4PR _ D(U WIN K v 1 S i �-.1y SRW D arL SAND FILL late a St�Tr $ aAv;wN tin be, 9iLTY SAYND W/c 7+•Ie De,+ AALrs + i E S- R ROGK-1 br0✓no Mei,.}� 4%4% SAND, ' LLL art Sema %; I i, Lrt0e r-mv ? , M 10 - A TILfr a0v`AOA' sicoablE. S � s - d AMFuI/FR /j V I Lit DGr- SOOT14 - Sf6p PI A4- SWI-STiATA i ' » 0t.AYr10AJ ST [P - (e GfEr. it.CiVur -_! 1MIwvTI<c Prue, 1Nr1A- Fur�L A,rL 5 v6 r.IV S 4 0 A! &K*e.4IML• evY 0 $to 1+r_¢.X � ! ' 'cam IZs paMPJ1liT, one &k%ftFT� ►rMNa EXCAVATION ,TvFya•erac �lrr.non Mnr.T r, r - �Pihe EFFORT TRACE 0-104 M - Nedlum {pT1 Z "TRS' RGNGR T. .TTrG C - Caorae E - Ea9y hr-gle NATTOR LITTLE 10-204 F-M Fine to M - Moderate t (Fr) f"-18" A Medium D - oifticulc SOME Z7-351 F-C Finc to Coarac - 4osy 36" AND LARGER C AND 35-909 V 12/28/99 TUE 10:58 FAX 16173672303 E R FLANSBURCH 16005 ROM : GEOTECHNICAL SERUICES INC FAX NO. I Dec. 23 1999 01:16PM P4 ' 11KC_20-99 09 : 12 Pm JO5 KELLYM¢R Te 1.8 9313E P.Cel E S T P I T F I Z L D L 0 G ' O>loTr�CANICAL PAOJ7$CT: Shi M HIg.N 5[Nn g"T DIT NO. TF- Z SERVICES, INC LOCATION: $A LK M , PtA LOCAT20K: See Plan �AOJ>mCT >si0: swam ibAv. i ft ' tng�J. Kelliher . S7[CAt/JtTSOIl 16gDZPJ�N'! GNoiT1V7�R � QIiSEIItVJ1TIdN Reathen( G L V Lr Die LVL 0 Contractor AYT FevNAPrl o N Opmvaur G. N6YN!► R� �$'� OSDT8IPT1 Date: •�•Z_ 16: !f� "a%-- rRKevCWI Yodel TO-e°!S %1 /� i/0 wAr)LD- ' Cavaci t a•14-4 8e4wh /L DEPTH STRATUM SOIL DESCRIPTIONCR �tseME ■GQLDER FIELD C IR1 AM �f7T COl1Nt Op7 ' (6R) i Qzt/CIA6 GLervMr v, Neist, 'e-c SOSO sc� '_ A 5AA;0 PrLL Sit+jSeAe +e Ll'"'CGMVQ2, (.l ' SL4ele Na1.9T� 1167 sM etasl U P.PJ lFti fl1.L w/ re.b�ee at• LiwJrclkd♦.,FIy F 2• - A � � __ s M wend re.f•.) :1.c �1e ; � 1 L V 5� 1}1 �/01�, W� f4�✓fiC •jj Mllor II F/ Z -A rile+ S i � I (yre . P + 151A��C� SIaT1' it '} - R Fl1• �• SAND{. c) w11h reeis11� 4+1-g C1A.4 , to nSV Al vrhoP• taevse wWeL lfa.tws•s l - A SAND-/ �raw A, f- a SAND- L :iala +v i - A ' sefKe S; 14 rf 4rb61ss +bevllers 1 FI L L 1A 11 r1 6ai1N 91•PiNE IWI- 4TR-A4TA I I T .F•d. pRRT. R-RSiLT: 2se/a, (IMeN , tag�lti<s: PrcRt•vc.rsTreAJ Tc.s Ca � . I �ondeVTi,rx6Ns EXCAVATION njMv.,aa1awc nonrentncn cnnti+r rye*n T - (YinC EFFORT TAACC 0-108 m - Madium L !FT; [ 1 873r+-E3" Lr.TTan C - Caarsa E - Eaay �rcTncarTnN LITTLE 10-201 r-mi- Pine be K - Mbdarete H (IT) L� G^-18" A Hed1Wn v - D3fELoult: 50.ME 20-951 F-C !- Fina to ' 10-36" B Coarse. AND 35-509 V - Very 36" AND LARGER C 12/28/99 TUE 10:58 FAX 16173672303 E R FLANSBURGH Z006 FROM GEOTECHNICRL SERVICES INC FRX N0, Dec. 23 1999 01:17PM PS ' DSC-20-99 09 : 13 PM .Joe KELLIMER 781:3�9314E P. Bit T E S T P I T FIE L D L G GS1:+OTaCBNtCAL PAOd3CT: 5ht.MM 1416'W ieWbv 7'982 VXW NO. TP- 0 SERVICES INC LOCATZON: 5ARA Al , NA ZA=TZOM: See Plan ' Pt0.79CT NO: BCAFAC& BLDV. : -ft L'nvia•er J. Kelliher B=VAT;ON xgpYpjum QIOVIVDUAffit ®?$ j1I TSoty ' >q•et1fir: G1.0Vm,{,V6D Coattsctos "yr Favar°rtTteAJ operate& ev. Mn Y jv t$ IL D QBTE/1'ii OYnsu Irr1 Date: / 2 l6 4 `i MakeTAKAue%41 Nodal TI7-e*S ' CaDacit7d.3 w Reach /L , (z - I i H P wkrF-x °IIk�" A'A7T1"' SOIL DESCRIPTION ZX=V• eov:.DSA °`IRLD (lel CNAN) (PT) Y19CAS C0011, DAY ' /C:J19 L/tazAcN# K� sr Ta u[Ry 0 0..eC "+11.2 se+d F Z - A ' r ILL C1a,� , J( tebb(os 3 nfle( qev, br-A.s, 7 . A ' C. I416WLY FtA TvRt-D -t LOeti.u/ GOATSOL1 844rrO '�. 5t4XL t.e W DGrT'd ' 6 C,aNee ►•t ° AnoN rue2a/19cs F� I ' R -V 14 DCsPT14 . ' TK.Ae•tLs o F Gre-AvieL ►a6sK,:T ThFRdueF+OvT r: t. ,, K1uFR -A tJeB4nj a Ev'v t,A "sR ✓TL D F.LL I.eJT'�uu'C..s RENi=g: PQF[ eL.aT1o0V TO-ST (P 3 VK1LT Isis j4Km-rr, sLv1NIg1Ts Hks:&4x Y 1�•Rht•�1JIt•R•d(LOISCcty [oAlSOLIOM1TRO I�LM1IIIT 0'F e.+.•aY PILL 4L.rsvL• 7 a . 5 e41w.TK 'a PItR IR+r-F4 . . ' ria+. FJT SII: eanpolurmNa aaq Pyrrrroms EXCAVAl1DN Jrucparnws HODI,agR_rni.-4T um F - Fine EFFORT TRACE D-104 M - MOdium lF;i ( L Sr2r KAN= r r r� c - coesav C - early nrcrrvnr-DN LITTLE 10-204 F-K - fine to M - Moderate IIITI 5, R mcdlum D - DLlticulc ' 50ME 20-351 F-C - Fine to 1u-3e" Is Coarae AND 35-904 v - very 36" AND LARGER C 12/28/99 TUE 10:59 FAX 16173672303 E R FLANSBURGH 9 007 FROM GEOTECHNICAL SERVICES INC FAX NO. Dec. 23 1999 01:17PM P6 nEC-20-99 09 : 13 wn JOE KSLLIHEO PB13293193 P• ex 1 T. E3T PIT FIELD L 0 G ' 43ZOTZCI WTCJM PROJZ=.s.%61<t'1 4-4-16:1.1 VePw UST pts NO. TP- SERVICES? INC LOCJ TZGN; 541-KM t iY/1 L0=10N1 see elan PROJECT NO: amms BZXV. ; ft ' LngZZOS ,1. Kelliher ASCAVATICW SOUM ?MT ti. iODN176A175CR �„�{01xYDN iTeaehOi'1 G,L�u Dye [ c'�D ContraGtox ILIFYJ"c FsvNOhT1aN Over"er Cr. H R r N n R O 08Tt✓s 53229 f FT, Data: i l4 �� N&ka rAKEucW1 Yodel TFl-C�►S t Z •�6 NO y'Ik7r1/1 C&vaair d-acv Reach Dam')" �Ge SOIL DESCRIPTION s�nT sono RFIELD ul" DAY WTI v GRAY � (rRdLFN Ma19,T To F i^ A V, M000'f, 'f. $AND nn� 51u7� se-M-4 10 L:4-41 ( C:L La wl �r�v !'.Q U6111f 5 + Siv id trS 2 ' Cr Z• A , Gar1sl,�rDllrwo - - Gnacntz.,e ' Tr�l4N 10 TP- 3 . E (.cwiw6( D�T1aa 1WCL :.A0.cs Z - ' w 1•Tp) pR•PTIL. WA/OR S� 5 UR.OAN M&FUM d6SKR•Vf.•p F%LLe tam"r wvt s ' R�►AlCS; Mft:t 0 L A-*"O IV T 1L,%T P K ft F01L M r-D 5 T > 7P, 1'(1wuTr-5 PEAR mr-4 . AMMUr 'rp TnNS EXCAVATION nTmr.ijo}nNS >a1f.n@p(�rYHtNTilr.n r - Fina EFFORT TRACE 0-10 M - Mediv 1+ jF.r1 S 9'92 5iN[:W j yg �' Cd4rss F - Easy 2&E;j" Z.-Da LITTLZ I0-20% F-M - fine t0 M ^ Modoaat4 N (P7i 4- 5--1d" A Wedi= D - D1Plicyl!. $omt 20-35% F-C - rine tv ' j0-ae" n Coaree AND 38-50! V - Very 36" AND WiRGER C 12/£8/99 TUE 10:59 FAX 16173672303 E R FLANSBURGH 0 008 FROM GEOTECHNICAL SERVICES INC FAX NO. Dec. 23 1999 61:18PM P7 ' DEC-20-9`3 69 : 14 PPI 109 KE:.LINaR Te ll'^.974145 P.00 ' T E S T P I T FIE L D L O G ' =0TxCw4zCAL ?ltOJBCT; 5A L �,H f+laN SCNor Sism !iT NO. TP- BERVICBS R zxc LOCATION: SA t K M , MA LOCATION: See Plan PIUMECT NO: WMACS SLLV. : _Et Engineer ;. Kelliher aRGVA3'ZO1V' iQrTIYldA/T QtOt7lVDWASmt 9fearher: G L40-411Y IF L SOL D Contractor K/tYr, F;PVAFDwrle N Operates G, M/1 Yh ri R D 11Q=/I� nanra/sr1 Date:�i•: lre��l �t _ make TAKFWEWI Model T11-Cots Cs aoitYm-3w Reach IL , Z • Ib . NP waYIE2 LiUr7n) ATNM SOIL DESCRIPTION "° tao=,;t 'no (FT) a Will ar CME DRY 41'r/else Torsc: L � 8tss-k, . snaDn��.s: LT, �;�. 0149 vt OrsA.n0C f• a h.r-- SuSS�. L TmPilal{, To --.Z• SFRFT• 6Nvae {-�+ 9n•ND Svptt:a TD 1-q I SRA•/ IVICWN 1401ST To ( - A lv4/1 [.!/} L K� • V. µe� s r, -F • e sri�ND rt L L SRA✓FL too +r. to Li441f 6 •• �{ SIt } , CeblitoS/ heVIJers M1 (s: P�tzc.oc.IErInN •nc.r � 4 r�•�.-r o.d. s; TLIL5 Lr KlnvT-rS FILM 1NC-11+ ' C _cq. rr (:Rtlh- PR_nPHCTTHgc ARARFVTnTf6Mq EXCAVATION +�w}'uaYOk9 RQUTA12P.R CMINT I,RF.A f - Pll:a FFPVAT 10 gZ7.r. RamnP LCTTPPt C - Coaxes E - Easy TPACS 0-101 H - Medium DZ1WW -'f= LITTLE 10-20% F-M - Fine to M - Moderate I Ir'[) e•'-le° A Medium D - Difficult sons zo-n% r-c - fins to B Coarse 36" AND AND 35-501 V - Very LAAFFR c 12/18/99 TUE 11:00 FAX 16173672303 E R FLANSBURGH R009 FROM GEOTECHNICRL SERVICES INC FRX N0. Dec. 23 1999 01:18PM PB OEC-20-99 09:15 wm JOE KBLL1HFR 7813293143 P.05 ' T E S T P I T F I E L D L O G ' OEOTEC8N2CAL sieoaacx: Sa L ��n H IaN s. ia' Maar a>T xo. Te- !� 5$R`VICX6, INC LocATiox; SnLRk , Lyll racAxsox: See Plan PIlOJBC'r 110: SUAVAC31 $LSV. ' iagiaeer J. Kelliher weatAer: � LOuDy � OLp CLu►tsaOterKLiylt �o✓plDAr10AT ' i--'— paal:ates tr. M h VAI w 2 �Yi'Z/T�i t,L'P49 I sr1 Date: - 17- • ( 4_'I h _ �lilce TA W&VcW I Model. TOi••ecf S Ca aai .3 c./ IICaeE /y r ' aal+?H 4mrm SOIL DESCRIPTION "" acu" 1 Fix= fsTl LxL; esLNoLtT cwm Sax ' 'dint (C, N1011.fr 21."?a-4'/c 1,Ma+6 Tv Pset L W1.i(. f. 19AHrDn+d siL 'To E L^-L a4 , Z' Ere V7 Sni• �_ svli ScIL r �'�'•++ BAND,frena S.1�' d�G1LGtML. VISWq - Cr��, Sn7�K� �- Z - f1 54Nn ". A G.e:AvF;-t 044fe A l p Ti 1 Lvbl�ef i A ' RGSisTh�e�C (- A To fLKLAYM1T1iA� h � D �IJ4Rl.A'4f45 u1TlI p�►rK e2- A �•3 1 ' ASID►RU: S4/4we)•.J 4; MrvwD LYA-Ynit IA/ 13S0# L- Q 3 . 3 Fd+`T ppm cr.vnAS Pr.a C o L,.n Yl a N TF"S T, W ATF..fL 1 aj FLC W I w GR4A sr.S ".PL*7 l-/ ,r/ prPT0 (a-s- ; (to 0, Frn.) ' -f '(s•sc arfL) 8T„PjP 1L1V&,kNIII aenroarreue A&BM V�Tn= T.XCAVATION 1TyrNdrnps eo O;= cgrim? 2= F - Piga EFFORT TRACE 0-101 X - Hodium • ;FT1 g 332=1"Q& LsTTre C - coarae E - Easy n�+Sd�""TTmN LITTLE 10-20% F-M - Flna to M - Mods=ata 7 (FV �{.� 6~-16' A Medium -P Difficult SOME 20-755 r-c - Fine to coarse AND 35-605 - Very 36" AND LARGER c JAN-26-2000 WED 06; 18 PM GELLER ASSOCIATES FAA NO, 6175234333 P. 01 e - + FACSIMILE TRANSMITTAL COVER SHEET s ® Date: January 26, 2000 To: Mr. Steve Dibble Landaal+. Arc11i1..:Wrc Firm: One Salem Green 77 N.rclh Waslhini!,m z[A[t Anst4n. Mn 02 u s Fax#: 978 740-0404 6171 523.SI0. FAX; fill' 523-4333 Pages: 3 (including cover sheet) From: Robert Coming Re: Salem - New K-8 School Job #: 99067.60 Remarks: Steve-Attached please find the proposed plan for the field expansion presented to you by Dan Tuberty back in November. It is our understanding that the plan was approved by you then. The parking as shown is exactly as indicated on the current plans. We could not expand the fields further because of wetland considerations as shown. Please advise. ( f1' ;i OIr a{�'I 1s Jed �\0�n WaS No� sv�w+++ , JunTI / vOS �P�' c�"/�a� (iva$ S��r+.. j11 �ca ��a{ I terga, P1e � ���d No� o +a IvgS na� oiff^' I/vt2 i h N oven, ? I M✓v� h � G // Y310 N'achini:wn Sin:[ �S �J' O v� 42-(4OO AKA NNom'-.1w. Mn Pr'-lS-� SeN-Br}i[/I�J VV-z- %wt, 4 t� S���Td` �e rl� �JC1tN Wnr� Lr.S in..cr� 1n1-o.J ORIGINAL WILL/WILL NOT BE SENT r JUDITH KITSCH ENGINEERING, INC. Civil Engineers • Planners • Land Surveyors One Appleton Street• Boston,MA 02116 . 617-338-0063 • Fax 617-338-6472 • E-mail:jneiQjnei.com January 13, 2000 Salem Conservation Commission RE: JNEI Project#2427.1 c/o Mr. Stephen Dibble New K-8 School Conservation Administrator Salem, MA One Salem Green Salem,MA 01970 Dear Mr. Dibble: Judith Nitsch Engineering, Inc. (JNEI) is submitting revised plans and calculations for the New K-8 School on Willson Street in Salem, Massachusetts. The submission includes the following: • "Site Utility Plan,New K-8 School, Salem, MA,"revised January 13, 2000 • Design Point Summary Table#1R and#3R and Attached Calculations JNEI has revised the drainage calculations in order to take advantage of the soils on the site. Based on the initial soil testing performed by Geotechnical Services, Inc. in the spring of 1999, the soils on the site did not appear to be suitable for stormwater infiltration. At JNEI's request, GSI did additional soil testing on December 16, 1999. The results of this testing indicated that the area in the front of the site was suitable for stormwater infiltration. JNEI did not have the opportunity to review the soil information in detail until after the deadline for submission to the Conservation Commission. Based on the soil testing results, JNEI revised the proposed stormwater management system. The changes include the following: Underground Detention#1 is enlarged by 25%, all of the roof drainage is directed to Underground Detention#1, and Underground Detention#2 is eliminated. Summary Tables 1R and 3R show the changes to the peak rate of post-development runoff from the changes to the proposed stormwater management design. Table 1R corresponds to Design Point 1. The proposed changes slightly decrease the peak rate of runoff for the 2- and 10-year storms. The post- development peak runoff rate for the 100-year storm is slightly larger than before,but it is still well below the pre-development levels. Table 3R corresponds to Design Point 3. Overall, the post- development peak runoff rates are decreased for the 2-, 10-, and 100-year storms. Very truly yours, JUDITH �NIT FSCH ENGINEERING, INC. Ap ved by: DI Richard F. Gorman Asa A. Brothers, E. Project Designer Vice President and COO Enclosures: Site Utility Plan Design Point Summary Revised Calculations 10/Q9031 Table#1: Pre-Development vs. Post-Development Peak Rate of Runoff DESIGN POINT#1 (Pond #1) Located on the south side of Willson Street PRE-DEVELOPMENT POST- NEW POST- PEAK DEVELOPMENT DEVELOPMENT STORM EVENT RATE OF RUNOFF PEAK PEAK (CFS) RATE OF RUNOFF RATE OF RUNOFF (CFS) (CFS) 2-YEAR(3.15") 20.13 19.43 19.42 10-YEAR(4.57') 26.94 25.58 25.25 100-YEAR(6.55') 37.88 31.59 32.14 Table #3: Pre-Development vs. Post-Development Peak Rate of Runoff DESIGN POINT#3 (Reach 1) East Side of the wetland east of Salem High School PRE- POST- NEW POST- DEVELOPMENT DEVELOPMENT DEVELOPMENT STORM EVENT PEAK PEAK PEAK RATE OF RUNOFF RATE OF RUNOFF RATE OF RUNOFF (CFS) (CFS) (CFS) 2-YEAR(3.15') 4.84 4.14 3.87 10-YEAR(4.57') 9.10 8.40 7.85 100-YEAR(6.55') 15.49 15.49 14.71 Data for 2427.1 New Federal Street School, Salem DUP2 Page 1 TYPE III 24-HOUR RAINFALL= 3.15 IN Prepared by Judith Nitsch Engineering, Inc. 12 Jan 00 HydroCAD 5 11 000546 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING � Q ua iez 2B 0] yea ie9 1 OSUBCATCHMENT ❑ REACH Q POND LINK SUBCATCHMENT 101 = Eastern Parking Lots (NW) -> POND 1 SUBCATCHMENT 102 = Driveway/Drop-off Area for High School -> SUBCATCHMENT 104 = Entrance from Willson Street to High Schoo -> SUBCATCHMENT 106 = Proposed Building -> POND 110 SUBCATCHMENT 107 = Proposed Athletic Field - East -> REACH 1 SUBCATCHMENT 108 = Wetland east of the High School -> REACH 1 SUBCATCHMENT 109 = Proposed Building -> POND 110 SUBCATCHMENT 110 = -> POND 112 SUBCATCHMENT 120 = New Parking Lot behind High School -> SUBCATCHMENT 203 = New Parking Lot for K-8 School -> POND 1 SUBCATCHMENT 204 = New Parking Lot for K-8 School -> POND 110 REACH 1 = -> POND 1 = Existing Drainage Ditch -> POND 110 = Infiltration System -> POND 1 POND 112 = -> REACH 1 Data for 2427.1 New Federal Street School, Salem DUP2 Page 2 TYPE III 24-HOUR RAINFALL= 3.15 IN Prepared by Judith Nitsch Engineering, Inc. 12 Jan 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems REACH 1 Not described Qin = 3.87 CFS @ 12.20 HRS, VOLUME= .44 AF Qout= 3.87 CFS @ 12.20 HRS, VOLUME= .44 AF, ATTEN= 0%-, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-20 HRS, dt=.1 HRS REACH I INFLOW 8 OUTFLOW Not described 3.8 3.6 3.4 3.2 3 0 LRE D 2.6 FPS 2.6 TRAVEL= IN 2.4 .0 z 0 S 1 8 FS1 .6IN O 1 .4 J 1 .2 L I .8 B 6 4 .2_ 0.0 -. _ _ _ - - - _ _ N TIME (hours) Data for 2427.1 New Federal Street School, Salem DUP2 Page 3 TYPE III 24-HOUR RAINFALL= 3.15 IN Prepared by Judith Nitsch Engineering, Inc. 12 Jan 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 1 Existing Drainage Ditch Qin = 20.40 CFS @ 12.02 HRS, VOLUME= 1.44 AF Qout= 19.42 CFS @ 12.05 HRS, VOLUME= 1.44 AF, ATTEN= 5$, LAG= 1.4 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 292 CF 50.5 0 0 0 PEAK ELEVATION= 53 .0 FT 51.0 4 1 1 FLOOD ELEVATION= 56.5 FT 52.0 17 11 12 START ELEVATION= 50.5 FT 53.0 550 284 295 SPAN= 10-20 HRS, dt=.1 HRS 54.0 3340 1945 2240 55.0 7723 5532 7772 56.0 10810 9267 17038 56.5 14670 6370 23408 # ROUTE INVERT OUTLET DEVICES 1 P 50.5 ' 24" CULVERT n=.013 L=100' S=.011 /1 . Ke=.5 Cc=.9 Cd=.6 2 P 56.2 ' 100' BROAD-CRESTED RECTANGULAR WEIR Q=C L H"1.5 C=1.92, 1.92, 1.92, 0, 0, 0, 0, 0 3 P 55.9' Double Grate X 2 HEAD(FT) DISCH(CFS) 0.0 0.00 .1 1.84 .2 2 .60 .3 3 .20 .4 3 .70 .5 4.10 .6 4.50 POND 1 INFLOW 8 OUTFLOW Existing Drainage Ditch 20 18 STOR-IND METHOD PERK ST OR= 292 CF 16 PERK ELEV= 53 FT 14 Din= 20.40 CFS Daut= 19.42 CF5 U 12 LAG= 1 .4 MIN v Ie 3 8 O 6 4 2 TIME (hours) Data for 2427.1 New Federal Street School, Salem DDP2 Page 4 TYPE III 24-HOUR RAINFALL= 3.15 IN Prepared by Judith Nitsch Engineering, Inc. 12 Jan 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 110 Infiltration System Qin = 6.57 CFS @ 12.02 HRS, VOLUME= .45 AF Qout= 2 .25 CFS @ 11.90 HRS, VOLUME= .45 AF, ATTEN= 66%, LAG= 0.0 MIN Qpri= 0.00 CFS @ 0.00 HRS, VOLUME= 0.00 AF Qsec= 2 .25 CFS @ 11.90 HRS, VOLUME= .45 AF ELEVATION INC.STOR CUM.STOR STOR-IND METHOD (FT) (CF) (CF) PEAK STORAGE = 3543 CF 0.0 0 0 PEAK ELEVATION= 1.5 FT 1.0 2390 2390 FLOOD ELEVATION= 4.0 FT 2.0 2356 4746 START ELEVATION= 0.0 FT 3.0 2356 7102 SPAN= 10-20 HRS, dt=.1 HRS 4.0 2356 9458 Tdet= 9 MIN ( .45 AF) ROUTE INVERT OUTLET DEVICES 1 P 2 .5 ' 18" ORIFICE/GRATE Q=.6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 2 S 0.0 ' EXFILTRATION Q= 2.25 CFS at and above .1' Primary Discharge I-1=Orifice/Grate Secondary Discharge �2=Exfiltration POND 110 INFLOW & OUTFLOW Infiltration System 6.5 6.0 STOR-IND METHOD 5.5 PERK STOR= 3543 CF 5'A PEAK ELEV= 1 .5 FT 4.5 DIn= 6 CFS G .0 Dout= 2.25 CF5 U 3.5 Opri= 0.00 CFS Osec= 2.25 CFS 3.6 LAG= 0 MIN 0 2.5 2.0 1 ,5 I s LV - N - V - - h m - m TIME (hours) Data for 2427.1 New Federal Street School, Salem DUP2 Page 5 TYPE III 24-HOUR RAINFALL= 4.57 IN Prepared by Judith Nitsch Engineering, Inc. 12 Jan 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING A'—> ..e T O A ,ee O O ea a ' zae\ OSUBCATCHMENT ❑ REACH Q POND 1 I LINK SUBCATCHMENT 101 = Eastern Parking Lots (NW) -> POND 1 SUBCATCHMENT 102 = Driveway/Drop-off Area for High School -> SUBCATCHMENT 104 = Entrance from Willson Street to High Schoo -> SUBCATCHMENT 106 = Proposed Building -> POND 110 SUBCATCHMENT 107 = Proposed Athletic Field - East -> REACH 1 SUBCATCHMENT 108 = Wetland east of the High School -> REACH 1 SUBCATCHMENT 109 = Proposed Building -> POND 110 SUBCATCHMENT 110 = -> POND 112 SUBCATCHMENT 120 = New Parking Lot behind High School -> SUBCATCHMENT 203 = New Parking Lot for K-8 School -> POND 1 SUBCATCHMENT 204 = New Parking Lot for K-8 School -> POND 110 REACH 1 = -> POND 1 = Existing Drainage Ditch -> POND 110 = Infiltration System -> POND 1 POND 112 = -> REACH 1 Data for 2427.1 New Federal Street School, Salem DUP2 Page 6 TYPE T_II 24-HOUR RAINFALL= 4.57 IN Prepared by Judith Nitsch Engineering, Inc. 12 Jan 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems REACH 1 Not described Qin = 7.85 CFS @ 12.19 HRS, VOLUME= .86 AF Qout= 7.85 CFS @ 12 .19 HRS, VOLUME= .86 AF, ATTEN= OW, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-20 HRS, dt=.1 HRS REACH I INFLOW 8 OUTFLOW Not de5cribed 7.5 7.e 6.s 0.0 - METHOD 5 5 VELOCITY= 0 FPS s 6 TRAVEL= 0 MIN U 4 .5 pin= 7.65 CFS 4.0 Oout= 7.85 CFS 3 3.5 LAG= 0 MIN 0 3.0 J 2.5 L` 2.0 1 .5 1 .0 5 .Dm — N — V — — — m — m TIME (hours) Data for 2427.1 New Federal Street School, Salem DUP2 Page 7 TYPE III 24-HOUR RAINFALL= 4.57 IN Prepared by Judith Nitsch Engineering, Inc. 12 Jan 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 1 Existing Drainage Ditch Qin = 32 .66 CFS @ 12.02 HRS, VOLUME= 2 .34 AF Qout= 25.25 CFS @ 12.12 HRS, VOLUME= 2 .34 AF, ATTEN= 23%, LAG= 5.9 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 3760 CF 50.5 0 0 0 PEAK ELEVATION= 54.3 FT 51.0 4 1 1 FLOOD ELEVATION= 56.5 FT 52.0 17 11 12 START ELEVATION= 50.5 FT 53.0 550 284 295 SPAN= 10-20 HRS, dt=.1 HRS 54.0 3340 1945 2240 55.0 7723 5532 7772 56.0 10810 9267 17038 56.5 14670 6370 23408 # ROUTE INVERT OUTLET DEVICES 1 P 50 . 5 ' 24" CULVERT n=. 013 L=100' S=.011/' Ke=.5 Cc=.9 Cd=.6 2 P 56 .2 ' 100' BROAD-CRESTED RECTANGULAR WEIR Q=C L H-1.5 C=1.92, 1.92, 1.92, 0, 0, 0, 0, 0 3 P 55. 9 ' Double Grate X 2 HEAD(FT) DISCH(CFS) 0.0 0.00 .1 1.84 .2 2.60 .3 3.20 .4 3.70 .5 4.10 .6 4.50 POND 1 INFLOW & OUTFLOW Existing Drainage Ditch 32 3[H STOR-IND METHOD 28 PERK STOR= 3760 CF 23 PERK ELEV= 54.3 FT 24 22 Oin= 32.66 CFS � 20 Oout= 25.25 CF5 U IB I LAG= 5.9 MIN 16 3 14 J 2 LI 1.1 I n r' N Q In 0 I' m a, m r N TIME (hours) Data for 2427.1 New Federal Street School, Salem DUP2 Page 8 TYPE III 24-HOUR RAINFALL= 4.57 IN Prepared by Judith Nitsch Engineering, Inc. 12 Jan 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 110 Infiltration System Qin = 10.31 CFS @ :!2.02 HRS, VOLUME= .71 AF Qout= 3 .99 CFS c 12.30 HRS, VOLUME= .71 AF, ATTEN= 61%, LAG= 16.7 MIN Qpri= 1.74 CFS C@ 12.30 HRS, VOLUME= .04 AF Qsec= 2.25 CFS @ 11.70 HRS, VOLUME= .66 AF ELEVATION INC.STCR CUM.STOR STOR-IND METHOD (FT) (CF) (CF) PEAK STORAGE = 7339 CF 0.0 0 0 PEAK ELEVATION= 3.1 FT 1.0 2390 2390 FLOOD ELEVATION= 4.0 FT 2 .0 2356 4746 START ELEVATION= 0.0 FT 3 .0 2356 7102 SPAN= 10-20 HRS, . dt=.1 HRS 4.0 2356 9458 Tdet= 17.5 MIN ( .71 AF) # ROUTE INVERT OUTLET DEVICES 1 P 2. 5 ' 10" ORIFICE/GRATE Q=.6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 2 S 0. 0 ' LXFILTRATION C;= 2.25 CFS at and above .1' Primary Discharge 11=Orifice/Gnat_° Secondary Discharge �2=Exfiltration POND 110 INFLOW 8 OUTFLOW Infiltration System STOR-IND METHOD PERK ST OR= 7339 CF :z PERK ELEV= 3. 1 FT 7 Din= 10.31 CFS Dout= 3.99 CFS � 5 Opri= 1 .74 CFS `J 5 D5eo= 2.25 CF5 LAG= 16.7 MIN 0 `-� 2 - i - CD a, m TIME (hours) Data for 2427 .1 New Federal Street School, Salem DUP2 Page 9 TYPE III 24-HOUR RAINFALL= 6.55 IN Prepared by Judith Nitsch Engineering, Inc. 12 Jan 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING ________________ _______ A—> i❑ ile T iez Izfi O O IBfi IBd A 0 SUBCATCHMENT ❑ REACH Q POND I LINK SUBCATCHMENT 101 = Eastern Parking Lots (NW) -> POND 1 SUBCATCHMENT 102 = Driveway/Drop-off Area for High School -> SUBCATCHMENT 104 = Entrance from Willson Street to High Schoo -> SUBCATCHMENT 106 = Proposed Building -> POND 110 SUBCATCHMENT 107 = Proposed Athletic Field - East -> REACH 1 SUBCATCHMENT 108 = Wetland east of the High School -> REACH 1 SUBCATCHMENT 109 = Proposed Building -> POND 110 SUBCATCHMENT 110 = -> POND 112 SUBCATCHMENT 120 = New Parking Lot behind High School -> SUBCATCHMENT 203 = New Parking Lot for K-8 School -> POND 1 SUBCATCHMENT 204 New Parking Lot for K-8 School -> POND 110 REACH 1 = -> POND 1 = Existing Drainage Ditch -> POND 110 = Infiltration System -> POND 1 POND 112 = -> REACH 1 Data for 2427 . ! New Federal Street School, Salem DUP2 Page 10 TYPE III 24-HOUR RAINFALL= 6.55 IN Prepared by Jud' th Nitsch Engineering, Inc. 12 Jan 00 HVdroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems REACH 1 Not described Qin = 14. 71 CFS @ 12 .19 HRS, VOLUME= 1.51 AF Qout= 14.71 CPS @ 12 .19 HRS, VOLUME= 1.51 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREP. DISCH (FT) (SO-FT ''CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-20 HRS, dt=.1 HRS REACH 1 INFLOW 8 OUTFLOW Not described 4 13 l - METHOD 1 ' VELOCITY= 0 FPS la TRAUEL= 0 MIN i 9 Din= 14.71 CFS • ' 7 Dout= 14.71 CFS LAG= 0 MIN 0 L� G 3 2 1 TIME (hours) Data for 2427 .1 New Federal Street School, Salem DUP2 Page 11 TYPE III 24-HOUR RAINFALL= 6.55 IN Prepared by Judith laitsch Engineering, Inc. 12 Jan 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 1 Existing Drainage Ditch Qin = 52 .05 CFS @ - 2.04 HRS, VOLUME= 3.74 AF Qout= 32 .14 CPS @ 12.21 HRS, VOLUME= 3.76 AF, ATTEN= 380, LAG= 10.4 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 16205 CF 50.5 0 0 0 PEAK ELEVATION= 55.9 FT 51.0 4 1 1 FLOOD ELEVATION= 56.5 FT 52.0 17 11 12 START ELEVATION= 50.5 FT 53 .0 550 284 295 SPAN= 10-20 HRS, dt=.1 HRS 54.0 3340 1945 2240 55.0 7723 5532 7772 56.0 108i0 9267 17038 56.5 _L467C 6370 23408 # ROUTE INVERT OUTLET DEVICES 1 P 50. 5 ' 24" CULVERT ..= .013 L=100' S=.011/' Ke=.S Cc=.9 Cd=.6 2 P 56 . 2 ' 100 ' BROAD-CRESTED RECTANGULAR WEIR Q=C L H-1.5 C=1.92, 1.92, 1.92, 0, 0, 0, 0, 0 3 P 55 . 9 ' Double Grate X 2 HEAD(FT) DISCH(CFS) 0.0 0.00 .1 1.84 .2 2.60 .3 3 .20 .4 3 .70 .5 4.10 .6 4.50 POND 1 INFLOW 8 OUTFLOW Existing Drainage Ditch - L STOR-IND METHOD 45 PERK STOR= 16205 CF 40 PERK ELEU= 55.9 FT -5 pin= 52.05 CFS Dout= 32. 14 CFS � =') LAG= 10.4 MIN � I c 2C i r i IIF i I lly�h^ w I' O) M m -- - - _ _ _ - - _ _ N TIME (hours) Data for 2427 .1 New Federal Street School, Salem DUP2 Page 12 TYPE III 24-HOUR RAINFALL= 6.55 IN Prepared by Jud' th Nitsch Engineering, Inc: 12 Jan 00 HydroCAD 5. 11 000516 (c) 1986-1999 Applied Microcomputer Systems POND 110 Infiltration System Qin = 15.52 CFS c( 12 .02 HRS, VOLUME= 1.07 AF Qout= 10.37 CPS 0 12 .15 HRS, VOLUME= 1.07 AF, ATTEN= 33%-, LAG= 8.0 MIN Qpri= 8.12 CPS ^ 12 .15 HRS, VOLUME= .23 AF Qsec= 2.25 CPS @ 11.60 HRS, VOLUME= .84 AF ELEVATION !NC-STCI' CUM.STOR STOR-IND METHOD (FT) 'FL- (CF) PEAK STORAGE = 9436 CF 0. 0 0 0 PEAK ELEVATION= 4.0 FT 1.0 2390 2390 FLOOD ELEVATION= 4 .0 FT 2.0 2356 4746 START ELEVATION= 0.0 FT 3 .0 2356 7102 SPAN= 10-20 HRS, dt=.1 HRS 4.0 2356 9458 Tdet= 16.7 MIN (1.06 AF) _# ROUTE INVE_c- OUTLET DEVICES 1 P 2 . 5 ' 1'i" ORIFICE/GRATE 0=.6 PI r"2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 2 S 0 . 0 ' EXFILTRATION C - 2.25 CFS at and above .1' Primary Discharge '1=Orifice/Grate Secondary Dischai, �2=Exfiltrat-on POND 110 INFLOW 8 OUTFLOW Infiltration System i I STOR-IND METHOD PEAK STOR= 9436 CF i PEAK ELEV= 4 FT Oin= 15.52 CFS Dout= 10.37 CFS �I Opri= 6. 12 CFS I Osec= 2.25 CFS _ y1 LAG= 8 MIN 0 I = 1 I Y I 'J - N - V N - r m - m TIME (hours) ' JUDITH NITSCH ENGINEERING, INC. Civil Engineers • Planners • Land Surveyors One Appleton Street • Boston, MA 02116 . 617-338-0063 • Fax 617-338-6472 • E-mail:jnei@jnei.com January 19, 2000 City of Salem Conservation Commission RE: JNEI Project#2427.1 c/o Mr. Stephen Dibble New K-8 Schq�l cEj Conservation Administrator Salem,MA > c� One Salem Green n Salem,MA 01970 > o n 0M a Dear Mr. Dibble: 0= < Fn At the public hearing last Thursday night, the Commission expressed interest and conoum a regarding the stormwater runoff leaving the site and entering the wetlands north of the propose? school on the other side of Willson Street. Abutters to the project present at the meeting informed Judith Nitsch Engineering, Inc. (JNEI) that there are currently flooding problems near the site on Willson Road. The problems were reported in the area of the wetlands that are located across the street from the proposed project, along Willson Street and Willson Road. Evidently, there is standing water present in Willson Road during most rainfall events. JNEI had not been informed of this problem and did not specifically address it in the Notice of Intent since it was down gradient and offsite. JNEI is providing the following narrative to further address the flooding problem currently experienced. We will describe how the proposed stormwater management system will mitigate the impacts of the proposed construction as well as reduce the severity of the problem currently experienced. There are several possible explanations for the existing problem; poor maintenance of the existing street drainage system, inadequacy of the existing street drainage system, and/or flooding in the wetland surcharging into the street. JNEI talked with Mike Collins, the Assistant City Engineer, on January 18, 2000 about flooding problems experienced on Willson Road near the site. He believes that the two reasons the area experiences water problems are poor grading in the street and some inadequately sized pipes. The proposed school will not have any impact on either of these problems. In any design, there are three issues regarding the stormwater runoff: the peak rate of runoff, the quality of the runoff, and the volume of runoff. Two of these three issues are addressed in detail in the Drainage Report and the revised drainage calculations submitted on January 13,2000. The calculations show that the peak rate of runoff leaving the site after construction is less than the peak rate of runoff leaving the site prior to construction. This reduction is achieved by the use of two underground stormwater detention basins. Currently,there are no systems for the treatment of stormwater on the site. The stormwater runoff from the site will be treated to the DEP requirement of 80% Total Suspended Solid(TSS)removal by using Stormceptors, a water quality inlet with a high TSS removal rate from all the areas altered by new construction. The Drainage Report and revised calculations do not specifically address the stormwater volumes. The construction of the proposed school and site improvements will result the generation of more stormwater runoff than the existing conditions. However, the proposed underground detention system in the front of the site utilizes infiltration to decrease the volume of runoff leaving the site below the predevelopment levels. Tables 6.1 —6.6 are included to supplement the Drainage Report by summarizing the pre and post development stormwater City of Salem Conservation Commission: JNEI Project#2427.1 January 19, 2000 Page 2 of 2 volumes. Tables 6.1 and 6.4 show the stormwater volumes for Design Points 1 and 4,which are located on the front of the site. Table 6.6 shows the total volume of runoff leaving the front of the proposed site. There is approximately a fifteen percent decrease in the volume of runoff leaving the front of the site after construction. In summary,the proposed development will not make the existing problem any worse. However, it will improve the conditions by reducing the peak rate and volume of runoff and increasing the water quality leaving the site. If you have any further questions, please call. Very truly yours, JUDITH NITSCH ENGINEERING, INC. Approv y: Richard F. Gorman Lisa A. Brothers, P.E. Project Designer Vice President and COO 10/Q9037 cc: Robert Corning, Geller Associates Daniel Tuberty, Earl R. Flansburgh+Associates Enclosures: Tables 6.1 —6.6, Pre-Development vs. Post-Development Volume of Runoff Table 6.1:Pre-Development vs.Post-Development Volume of Runoff DESIGN POINT#1 (Pond 1) Located on the south side of Willson Street POST- PRE-DEVELOPMENT DEVELOPMENT RUNOFF VOLUME RUNOFF VOLUME PERCENT CHANGE IN STORM EVENT (ACRE-FEET) (ACRE-FT) VOLUME OF RUNOFF 2-YEAR(3.15") 1.7 1.44 -15.3% 10-YEAR(4.57') 2.78 2.34 -15.8% 100-YEAR(6.55") 4.37 3.74 -14.4% Table 6.2:Pre-Development vs.Post-Development Volume of Runoff DESIGN POINT#2 (Subcatchment 102) Headwall at West Side of the wetland east of Salem High School POST- PRE-DEVELOPMENT DEVELOPMENT RUNOFF VOLUME RUNOFF VOLUME PERCENT CHANGE IN STORM EVENT (ACRE-FEET) (ACRE-FT) VOLUME OF RUNOFF 2-YEAR(3.15") 0.58 0.6 3.4% 10-YEAR(4.57') 0.94 0.97 3.2% 100-YEAR(6.55") 1.39 1.48 6.5% Table 6.3: Pre-Development vs.Post-Development Volume of Runoff DESIGN POINT 43 (Reach 1) East Side of the wetland east of Salem High School POST- PRE-DEVELOPMENT DEVELOPMENT RUNOFF VOLUME RUNOFF VOLUME PERCENT CHANGE IN STORM EVENT (ACRE-FEET) (ACRE-FT) VOLUME OF RUNOFF 2-YEAR(3.15") 0.47 0.44 -6.4% 10-YEAR(4.57') 0.88 0.86 -2.3% 100-YEAR(6.55") 1.49 1.51 1.3% JNEI#2427.1 Salem New K-B School 1/19/00 1 of 2 Table 6.4: Pre-Development vs.Post-Development Volume of Runoff DESIGN POINT#4 (Subcatchment 104) Northeast Property Line(along Willson Street) PRE-DEVELOPMENT POST-DEVELOPMENT RUNOFF VOLUME RUNOFF VOLUME PERCENT CHANGE IN STORM EVENT (ACRE-FEET) (ACRE-FT) VOLUME OF RUNOFF 2-YEAR(3.15") 0.22 0.18 -18.2% 10-YEA-R(4.57°) 0.34 0.29 -14.7% 100-YEAR(6.55") 0.52 0.44 -15.4% Table 6.5: Pre-Development vs.Post-Development Volume of Runoff DESIGN POINT#5 (Subcatchment 120) Back of Property PRE-DEVELOPMENT POST-DEVELOPMENT RUNOFFVOLUME RUNOFF VOLUME PERCENT CHANGE IN STORM EVENT (ACRE-FEET) (ACRE-FT) VOLUME OF RUNOFF 2-YEAR(3.15') 0.61 0.56 -8.2% 10-YEAR(4.57^) 1.06 0.98 -7.5% 100-YEAR(6.55') 1.71 1.59 -7.0% Table 6.6:Pre-Development vs.Post-Development Volume of Runoff Design Point 1 +Design Point 4 Total for All Areas Draining to the Front of the Site . PRE-DEVELOPMENT POST-DEVELOPMENT RUNOFF VOLUME RUNOFF VOLUME PERCENT CHANGE IN STORM EVENT (ACRE-FEET) (ACRE-FT) VOLUME OF RUNOFF 2-YEAR(3.15") 1.92 1.62 -15.6% to-YEAR(4.57^) 3.12 2.63 -15.7% 1 00-YEAR(6.55") 4.89 1 4.18 -14.5% JNEI#2427.1 Salem New K-8 School 1/19/00 2 of 2 ' PROPOSAL AND COST ESTIMATE DRAINAGE DESIGN ' REVIEW NATHANIEL BOWDITCH SHOOL ' prepared for CITY OF SALEM CONSERVATION COMMISSION ONE SALEM GREEN ' SALEM,MA 01970 prepared by ' RIMMER ENVIRONMENTAL CONSULTING and ' GEISEL ENGINEERING ' - March 24, 2000 1 1 1 RIMMER ENVIRONMENTAL CONSULTING k ` ' h 21 Pine Island Road Newbury, MA 01951 Tel 978-463-9226 • Fax 978.463-8716 i tMarch 24, 2000 1 Conservation Commission ' City of Salem One Salem Green Salem,MA 01970 Re: Proposal and Cost Estimate Drainage Design Review ' Nathaniel Bowditch School ' Dear Commission: Rimmer Environmental Consulting(REC), in conjunction with Geisel Engineering, is pleased to ' provide you with the following proposal and cost estimate for review of the drainage design and stormwater calculations for the proposed Nathaniel Bowditch School,as requested by the Salem Conservation Commission. 1.0 OBJECTIVES Our objectives in reviewing the Bowditch School drainage study and design are the following: 1 • To determine whether the project design is in compliance with the DEP Stormwater Management Guidelines; ' • To determine whether the project design is in compliance with the Massachusetts Wetlands Protection Act; • To determine whether there will be an increase in peak rates of runoff from the site,and; ' • To determine whether existing drainage and flooding problems on Willson Street will be mitigated. ' 2.0 SCOPE OF WORK The Scope of Work included in this proposal includes the following tasks: ' 2.1 Conduct a field inspection of the proposed site and immediately surrounding area, including areas of existing drainage and flooding concern on Willson Street. ' 2.2 Review plans and materials submitted by the applicant, including: Proposal and Cost Estimate Nathaniel Bowditch School Page 2 of 3 • "Revised Drainage Calculations for New K-8 School, Willson Street, Salem,MA" prepared for Geller Associates by Judith Nitsch Engineering, Inc. dated February 3, 2000 • Site Plans prepared by Judith Nitsch Engineering, Inc. dated February 3, 2000, including sheets CIA-CIC, C2A-C2C,C3 and C4. 2.3 Evaluate Drainage Calculations, including: • Review of the methodologies used in the HydroCAD stormwater-modeling program. • Review of closed drainage system design for pipe sizes,velocities,and structure design. • Review of soils data, groundwater levels, and design features and adequacy of stormwater infiltrators. • Review of roof drainage routing • Review routing of runoff from parking lot, driveway, and other altered surfaces 2.4 Review Drainage Design, including: • Review of the overall stormwater management plan. • Review of the utilization of wetlands for stormwater management as appropriate within the requirements of the Wetlands Protection Act. • Review of the design for compliance with the DEP Stormwater Management Guidelines,with particular emphasis on TSS removal prior to discharge to wetlands and infiltrators. • Review of the maximization of groundwater recharge and detention to prevent downstream flooding. • Review of the adequacy of proposed drainage structures for ease, accessibility, and responsibility for maintenance. 2.5 Consult with project engineers. • It may be necessary to consult with project engineers at Judith Nitsch Engineering, Inc. in order to provide clarification or additional information as may be required in order to complete the review of materials described above. 2.6 Provide a written Summary of Findings • File a written report with analysis,findings, conclusions,and recommendations to the Salem Conservation Commission by April 7,2000. 3.0 ADDITIONAL SERVICES The following services are not included in the above Scope of Work,but may be provided for an additional fee with the prior written consent of the City of Salem: 3.1 Attend meetings and/or site walks with the Salem Conservation Commission or its designated representative in order to present or discuss findings. RIMMER ENVIRONMENTAL CONSULTING Fry RIMMER ENVIRONMENTAL CONSULTING 21 Pine Island Road e Newbury, MA 01951 Tel 978-463-9226 Fax 978.463-8716 MARY W. RIMMER, Principal ' EDUCATION ' B.S.Environmental Conservation,University of New Hampshire, 1983 M.A. Environmental Studies, Boston University, 1988 CERTIFICATIONS Professional Wetland Scientist- Society of Wetland Scientists ' Army Corps of Engineers, Section 404 Pre-Certification Training(Certification program not yet implemented by Corps) SUMMARY OF EXPERIENCE ' Ms. Rimmer has a diverse technical background in environmental science and policy, with 12 years of professional experience in non-profit, public and private sectors. Areas of expertise include ' environmental impact analysis, wetland identification and management, regulatory policy, environmental permitting and environmental education. ' WORKEXPERIENCE Principal,RIMMER ENVIRONMENTAL CONSULTING- 1994 to present. Established independent environmental consulting firm to provide wetland management, environmental permitting and land use planning services in order to promote the design of environmentally sound development projects. Provides consulting services directly to clients or as part of a team. Typical projects include wetland delineation, site design review, impact mitigation, wetland restoration and replication design, wildlife habitat evaluations, land management planning and permitting services for public and private projects. Conservation and Planning Administrator,TOWN OF MANCHESTER,MA- 1990 to 1994. Provided technical and administrative assistance to the Conservation Commission and Planning Board. ' Responsible for administration,and review of projects with respect to the Mass.Wetlands Protection Act (M.G.L. Ch. 131 s. 40), the Town of Manchester General Wetlands By-law, the Mass. Subdivision Control Law (MGL Ch. 41), the Zoning Act (MGL Ch. 40A) and the Town of Manchester Subdivision Rules and Regulations and Zoning Bylaws. Coordinated projects with other town boards on natural resource protection, including open space planning, water resource protection and floodplain management. ' Environmental Planner, THE BSC GROUP,INC. - 1987 to 1990. Served as project manager and wetland scientist, responsible for coordinating all aspects of environmental permitting for a wide range of projects. Performed wetland delineations, prepared local, ' state and federal environmental permit and license applications, conducted environmental impact assessments and site feasibility studies and designed wetland replication projects. 1 1 f ' Environmental Intern SANFORD ECOLOGICAL SERVICES -January 1987 to June 1987. Served as intern at a multi-disciplinary environmental consulting firm, in fulfillment of practicum ' requirement for completion of graduate degree. Responsible for the preparation and presentation of an Open Space and Recreation Plan for the Town of Natick,MA. ' Director Naturalist. MASSACHUSETTS AUDUBON SOCIETY-June-August, 1986, 1987. Served as both director and instructor for summer day camp programs. Developed and implemented a field ecology curriculum and supervised staff. Environmental Education Program Director NATURAL SCIENCE EDUCATION CENTER-January 1984-May 1986. ' Planned and directed 5-day residential natural science programs for elementary aged children. Responsibilities included program marketing and administration, curriculum development and supervision of staff of 12. AFFILL4TIONS ' Society of Wetland Scientists Association of Massachusetts Wetland Scientists ' Chair,Membership Committee Massachusetts Association of Conservation Commissions Society for Ecological Restoration Center for Plant Conservation Wetlands ACEC Advisory Committee PRESENTATIONS Invited Speaker-Massachusetts Association of Conservation Commissions Annual Meeting, 1993, 1994. Instructor-Massachusetts Association of Conservation Commissions Fundamentals of Wetlands Protection Act Workshops, 1998, 1999 Instructor-Harvard Graduate School of Design, Wetland Delineation 1-day seminar, 1998, 1999 ' RIMMER ENVIRONMENTAL CONSULTING FREDERICK J. GEISEL,PE CNILENGINEER I 15 Steep Hill Drive Gloucester,MA01930-4072 Phm :(978)281-8160 Fax:(978)281-3920 ' FREDERICK J. GEISEL, P.E. PRINCIPAL EDUCATION: BS In Civil Engineering/Tufts University MS in Civil & Environmental Engineering / University of ' Cincinnati MBA in Management/Northeastern University ' REGISTRATIONS: Registered Professional Engineer in Massachusetts,Maine and New Hampshire Licensed Construction Supervisor in Massachusetts PROFESSIONAL ORGANIZATIONS: American Society of Civil Engineers ' NSPE, AWWA EXPERIENCE: Mr. Geisel has over 25 years of experience in the performance of Civil Engineering studies, design, and construction of stormwater management systems, wastewater collection and treatment systems, water transmission and storage facilities, and ' transportation projects. Mr. Geisel has been a principal with Green International Affiliates ' and GCG Associates and is currently providing independent engineering services on a consulting basis to municipal and private ' clients throughout Massachusetts. Mr. Geisel's experience includes 5 years of service on the ' Gloucester Conservation Commission as member and chairman. He has also served as a consultant to the Gloucester Conservation Commission in reviewing drainage studies and stormwater designs. ' Mr. Geisel has served as a consultant to the Peabody Conservation Commission, the Millis Conservation Commission, the Westford ' Planning Board and Conservation Commission, and the Waltham Conservation Commission in the review of drainage design and stormwater management systems and compliance with the DEP Stormwater Management Guidelines. i Mr. Geisel has prepared numerous designs for stormwater i management systems for municipal clients and private developments in many communities including Gloucester, i Manchester, Peabody, Danvers, North Reading, Middleton, Burlington, Billerica, and Boston. i Mr. Geisel has extensive experience in the use of HydroCAD Stormwater Modeling, Haested Methods, Flowmaster, TR-20, and other computer programs for the modeling of stormwater management systems. He has designed or reviewed the design of numerous groundwater infiltrator systems, and Best Management Practices for the reduction of TSS in stormwater treatment isystems. 1 i 1 i i 1 1 1 1 i i SEP.28'2000 17:44 1 '81 380 1550 PEABODY CNST CO6934 P.001/00_2 ii i R;CEI _o 7H cF . 1 - l3 Memorand -ENA TO: Don Cefefo FROM: Jim McMilla DATE: 9128/00 RE: Nathaniel Don, Peabody Constructior Colilm requests that the submitted stormceptor be approved as an alternate_ The s cations and plans only listed o manufacturer. PCCI asked clarification whether is was a proprietary specification if the architect would provide two other acceptable anikacturers as required by publ' bid law. The submitted stormceptor was rej ed tlecause it did not have S.T.E_ approval_ The need for his approval was never 6dned on the plans and PCCI subsequently informed that only one manufacture had this rating. However,the sto ptor was never made a proprietary spwA n. ibe archfte t and engineer stat ad that the submitted stonnceptor could be if the Salem Conservation 61 nmission agreed_ Please review the submitted Jata and determine the acceptabilib r of the unit. , r SEP.28'2000 17:44 1 781 380 1550 PEABODY CNST CO 46934 P.002/002 Relt uest for Information Detailed(Wft ut Coaaborom),grouped by Number I Nathantal Ba*V tch Sehoof Proied s 16a ; Peabody Consbuodon Co Inc Salem Tet 978-741-1714 Farc i 741-4708 Ead R Fhnsburgh WhIleTield Pwbody Con ction 00 Inc .lames McMillan m n Storrnceptor Approvals ; 0 0 ICV AssociAes Dave Benedetto 1 Peabody C4risbuction Co VC Doug Morrow � Please provide written the disapproval of the FrrMemwre,a this a proprietary Rem? If not please Provide 2 a for approval- i Earl R Ffansburgh Kay Whde"d i 1 i i i i I I i I I i I i i ProfogYanager PrMdad BIBS cMPrWo�^pw)ac7sY iet wadiEcf OdOdPn Page 1 of 1 i I 09/25/200021:06 9782013920 F GEISEL PAGE 01 FREDERICK I GEISEL,PE CTMENGMER !G 15 Step bill Drive 61000Mer,MA 01930-4072 Phm :(978)2® 160 Fls=(97812!1-3920 Salem Conservation Commission October 3,2000 One Salem Green Salem,MA 01970 (976) 740-0404 fax Attn: Ion Giard 7 a Re:Nathaniel Bowditch School F-? Review of Drainage Study&Design Gnj w i i r4l Deer Commission Members , r+ In association with Mary Rimmer of Rimmer Environmental Consulting(REC),I have` completed a review of the proposed Nathaniel Bowditch School revised drainage calculations and revisions to drainage design. All of the issues that were raised during our initial and subsequent review have bees satisfactorily addressed. The only concern that I have relates to the double catch basin/inlet structure to the 30" culvert for Wetland Area No. 1, adjacent to Willson Street.Although not part of the design of the Bowditch School, repair of this structure would enhance the functioning of this wetlands and improve flood control and stormwater detention. Sincerely, J. Gei9e1,PE Principal CC: Lisa Brothers,JNEI Geller Associates '1 JUDITH NITSCH }ENGINEERING, INC. Civil Engineers • Planners • Land Surveyors 186 Lincoln Street•Suite 2r00•,Boston,MA 02111-2403 •617-338-0063• Fax 617-338-6472 • E-mail:jnei@jnei.com r �5 r -0 ei September 13, 2000 <<^ r- L'r (s 1 City of Salem RE: JNEI Project#2427.1 U l!rl Conservation Commission Nathaniel Bowditch SOItD(sf. — c/o Don Giard Salem,MA _ i ;a One Salem Greene -- Salem, MA 01970 Dear Mr. Giard: Judith Nitsch Engineering, Inc. (JNEI) is submitting revised drainage calculations for the Nathaniel Bowditch School, on Willson Street in Salem,MA. JNEI is in receipt of comments by Frederick Geisel, P.E. in letters dated May 24, 2000 and August 24,2000. The majority of the comments in the May 24, 2000 letter were previously addressed by additional drawings that were completed in the end of June. Some of the changes on the drawings were the result of additional drainage calculations that were performed by JNEI and not submitted. The project's drainage design was reviewed in detail and several revisions to the drainage areas and stormwater detention ponds were required. The major changes to the design includes the following: • Subcatchment 13 -As Mr. Geisel mentioned in his letter, there were errors in the delineation of Subcatchment Area 13. JNEI corrected the errors and had recalculated the post development flows to the rear of the project. In the predevelopment calculations, Subcatchment 13 was revised to eliminate the use of bare soil, which has a high SCS Runoff Curve Number(CN). The bare soil was changed to brush, which has a much lower CN. This is a more conservative analysis and it reduced the predevelopment flows from Subcatchment 13. In the post development condition, the impervious areas were corrected so there is a net increase of 0.34 acres or pavement because of the new parking lot. The change in the areas results in a slight increase to the peak rate of runoff from Subcatchment 13. • Mr. Geisel requested that the outlet control structure for Pond Number Two be altered so that additional detention is provided in the basin. The lower outlet from the detention facility was changed from a 24-inch to a 15-inch opening and raised to elevation 75.0. • The size of Detention Pond Number Three and its outlet control structure were also altered. The result of the alterations is to slightly reduce the overall storage in the pond. The pond is shallower than the original design, and has been altered to provide dead storage beneath the pond's outlet. • The amount of impervious area before and after construction was calculated to reconfirm the recharge calculations. The amount of impervious areas on the site increased by 2.15 acres. The increase in impervious areas shown on page 8 of the drainage report is 2.18 acres. Therefore, the amount of stormwater recharge provided is acceptable. • At the request of Mr. Geisel, the isolated wetland area where Detention Pond Number 3 has been modeled as a detention pond. The isolated pocket is shown as pond four in the calculations City of Salem Conservation Commission; JNEI#2427.1 September 13,2000 Page 2 of 2 • At the request of Mr. Geisel, the isolated wetland area where Detention Pond Number 3 has been modeled as a detention pond. The isolated pocket is shown as pond four in the calculations for the proposed conditions. As expected, the calculations show that the area will overflow to the large wetland behind the High School during all of the storm events analyzed(2-yr, 10-yr and 100-yr). The plans were revised to include riprap erosion protection between the two wetland areas. The results of the revised calculations are shown on Table 1R, Revised Peak Rates and Volumes of Runoff. As shown in the calculations and summarized on the table, the project continues to cause a reduction in peak rates of runoff for the four design points analyzed. The contractor has requested to use an alternative water quality inlet for the Nathaniel Bowditch School project. JNEI has reviewed the shop drawings and requested that the Salem Conservation Commission review and approve the alternative. The impacts to the stormwater water quality calculations were detailed under a separate letter to the Conservation Commission dated September 1, 2000. Fred Geisel also recommends that the CDS Water Quality Inlet be considered as an alternate for the project in his August 24, 2000 letter. Please call if the Conservation Commission has any other questions. Very truly yours, JUDITH NITSCH ENGINEERING, INC. Approved by: eW Q Richard F. Gorman Lisa A. Brothers, P.E. Project Designer Vice President and COO RFG/ 10/Q9727 cc: Fred Geisel Bob Corning, Geller Associates (w/out enclosures) Enclosures Table 1R, Revised Peak Rates and Volumes of Runoff JNEI Project # 2427.1. Nathaniel Bowditch School Salem, MA Peak Flow Rates (cfs) Volume of Runoff(acre-feet) Design Point 1 (Pond 1) Design Point 1 2-Year 10-Year 100-Year 2-Year 10-Year 100-Year Existing 19.25 25.10 40.56 Existing 1.70 2.78 4.36 Proposed 16.34 22.42 27.88 Proposed 1.23 2.08 3.29 Design Point 2 (Subcatchment 2) Design Point 2 2-Year 10-Year 100-7ear 2-Year 10-Year 100-Year }..,, a Existing (1� 4 � ' 49� Existing ( � UU34� ,,. , �a .� w i ,� -a m vat.. Proposed ,2 6 4126 .4�> Proposed 1$� =,fj� 1 .`*� "'( t �. Design Point 3 (Subcatchment 3) Design Point 3 2-Year 10-Year 100-7ear 2-Year 10-Year 100-Year Existing 2.88 6.06 11.03 Existing 0.27 0.55 0.98 Proposed 2.83 5.84 10.47 Proposed 0.26 0.53 0.93 Design Point 4 (Reach 4) Design Point 4 2-Year 10-Year 100-Year 2-Year 10-Year 100-Year , f4 �(i3r'¢ $73 "3a6f4 ting2 02 ° $ Existing Exis Proposed rMI21�637' 3, 57:6x;,, Proposeda !t2 ,, 4r Qui a5 { June 28, 2000 Data for 2427 .1 New Federal Street School, Salem - Page 1 TYPE III 24-HOUR RAINFALL= 3.15 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems EX I sT f lu , C uJ D ITIOA_S WATERSHED ROUTING _________------______---------------=-___________________ DESIGN -PD1NTfq 4 Q3 4 )A 13 19 T I\ 12 II 4 O O 3 J O DEsiePo 0 0�� poiNT 4Z p�s � UN Poi NT 3 Qom► 1 OSUBCATCHMENT ❑ REACH A POND LINK SUBCATCHMENT 1 = Hillside adjacent to Willson Street -> POND 1 SUBCATCHMENT 2 = Entrance from Willson Street -> SUBCATCHMENT 3 = Eastern Driveway -> SUBCATCHMENT 4 = Eastern Parking Lots (West Side) -> POND 1 SUBCATCHMENT 5 = Lower Driveway -> POND 1 SUBCATCHMENT 6 = Existing Parking Lots (NW) -> POND 1 SUBCATCHMENT 10 = Driveway/Drop-off for High School -> POND 2 SUBCATCHMENT 11 = High School Entrance & Driveway -> POND 2 SUBCATCHMENT 12 = Woods between Athletic Fields & Building -> POND 2 SUBCATCHMENT 13 = Southeastern Area of Property -> POND 3 SUBCATCHMENT 14 = Back of Building -> REACH 4 Data for 2427.1 New Federal Street School, Salem Page 2 TYPE III 24-HOUR RAINFALL= 3.15 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems REACH 4 = -> POND 1 Existing Drainage Ditch -> POND 2 = -> POND 3 POND 3 = -> REACH 4 Data for 2427.1 New Federal Street School, Salem Page 3 TYPE III 24-HOUR RAINFALL= 3.15 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 Hillside adjacent to Willson Street PEAK= 2.03 CFS @ 12 .28 HRS, VOLUME= .23 AF ACRES CN SCS TR-20 METHOD 2 . 97 65 Brush, Good TYPE III 24-HOUR . 10 98 Impervious RAINFALL= 3 .15 IN 1. 25 73 Woods, fair SPAN= 10-20 HRS, dt=.l HRS 4 . 32 68 Method Comment Tc (min) TR-55 SHEET FLOW 1 7. 5 Woods: Light underbrush n=.4 L=50' P2=3.2 in s=.07 SHALLOW CONCENTRATED/UPLAND FLOW 2 .8 Short Grass Pasture Kv=7 L=46' s=.02 '/' V=. 99 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 2.1 Short Grass Pasture KV=7 L=320' s=.13 '/' V=2 .52 fps SHALLOW CONCENTRATED/UPLAND FLOW 4 8.7 Short Grass Pasture Kv=7 L=515' s=.02 '/' V=. 99 fps Total Length= 931 ft Total To= 19.1 SUBCATCHMENT 2 Entrance from Willson Street PEAK= 3.05 CFS @ 12. 02 HRS, VOLUME= .21 AF ACRES CN SCS TR-20 METHOD . 80 98 Impervious TYPE III 24-HOUR .42 80 Open Space, Good RAINFALL= 3.15 IN . 10 74 Open Space, Good SPAN= 10-20 HRS, dt=. 1 HRS 1. 32 90 Method Comment Tc (min) DIRECT ENTRY 5.0 SUBCATCHMENT 3 Eastern Driveway PEAK= 2 .88 CFS @ 12 . 19 HRS, VOLUME= .27 AF ACRES CN SCS TR-20 METHOD . 53 98 Impervious TYPE III 24-HOUR 3 . 00 70 Woods, Good RAINFALL= 3 .15 IN 3 . 53 74 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 11.3 Woods : Dense underbrush n=.8 L=50' P2=3 .2 in s=.1 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 3.3 Woodland Kv=S L=382 ' s=.15 '/ ' V=1.94 fps Total Length= 432 ft Total Tc= 14 .6 Data for 2427.1 New Federal Street School, Salem Page 4 TYPE III 24-HOUR RAINFALL= 3.15 IN _. Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 4 Eastern Parking Lots (West Side) PEAK= 2.38 CFS @ 12 .03 HRS, VOLUME= .17 AF ACRES CN SCS TR-20 METHOD .68 98 Impervious TYPE III 24-HOUR .10 91 Gravel RAINFALL= 3. 15 IN .13 80 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS .91 95 Method Comment Tc (min) TR-55 SHEET FLOW 1 4 .0 Grass : Dense n=.24 L=45' P2=3 .2 in s=.1 SHALLOW CONCENTRATED/UPLAND FLOW 2 0.0 Short Grass Pasture Kv=7 L=15' s=.6 '/' V=5.42 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 .1 Unpaved Kv=16 .1345 L=23 ' s=.03 ' / ' V=2 .79 fps SHALLOW CONCENTRATED/UPLAND FLOW 4 1.6 Paved Kv=20.3282 L=280 ' s=.02 '/' V=2 .87 fps --------- Total Length= 363 ft Total Tc= 5. 7 SUBCATCHMENT 5 Lower Driveway PEAK= .83 CFS @ 12.02 HRS, VOLUME= .06 AF ACRES CN SCS TR-20 METHOD .13 BO Open Space, Good TYPE III 24-HOUR .22 98 Impervious RAINFALL= 3 .15 IN .35 91 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 3 .9 Grass: Short n=.15 L=22 ' P2=3.2 in s=. 01 SHALLOW CONCENTRATED/UPLAND FLOW 2 1.4 Paved Kv=20.3282 L=205' s=.015 ' /' V=2 .49 fps Total Length= 227 ft Total Tc= 5.3 Data for 2427.1 New Federal Street School, Salem Page 5 TYPE III 24-HOUR RAINFALL= 3.15 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 6 Existing Parking Lots (NW) PEAK= 17.66 CFS @ 12 .02 HRS, VOLUME= 1.24 AF ACRES CN SCS TR-20 METHOD 4.22 98 Impervious TYPE III 24-HOUR . 35 91 Gravel RAINFALL= 3 .15 IN 1.20 80 Open Space, good SPAN= 10-20 HRS, dt=.l HRS 1.30 69 Open Space, Poor 7.07 93 Method Comment Tc (min) TR-55 SHEET FLOW 1 4 .0 Grass: Dense n=.24 L=50' P2=3 .2 in s=.12 SHALLOW CONCENTRATED/UPLAND FLOW 2 ,3 Short Grass Pasture Kv=7 L=50' s=.14 ' /' V=2 .62 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 ,1 Short Grass Pasture Kv=7 L=25' s=.28 ' / ' V=3 .7 fps SHALLOW CONCENTRATED/UPLAND FLOW 4 1.1 Paved Kv=20.3282 L=187 ' s=. 02 '/' V=2. 87 fps Total Length= 312 ft Total Tc= 5.5 SUBCATCH14ENT 10 Driveway/Drop-off for High School PEAK= 8.18 CFS @ 12 .03 HRS, VOLUME= .5B AF ACRES CN SCS TR-20 METHOD 2 .14 96 Impervious TYPE III 24-HOUR 1.40 80 Open Space, Good RAINFALL= 3 .15 IN 3. 54 91 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 4 . 0 Grass: Dense n=.24 L=45' P2=3.2 in s=.1 SHALLOW CONCENTRATED/UPLAND FLOW Segement ID: 0 .0 Short Grass Pasture Kv=7 L=15' s=.6 ' / . V=5 .42 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: .1 Unpaved Kv=16 . 1345 L=23 ' s=.03 ' / ' V=2 . 79 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.6 Paved Kv=20.3282 L=280 ' s=. 02 ' /' V=2 .87 fps Total Length= 363 ft Total Tc= 5 .7 Data for 2427.1 New Federal Street School, Salem Page 6 TYPE III 24-HOUR RAINFALL= 3.15 IN _ Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 11 High School Entrance & Driveway PEAK= 3.62 CFS @ 12.11 HRS, VOLUME= .28 AF ACRES CN SCS TR-20 METHOD . 93 98 Impervious TYPE III 24-HOUR . 09 91 Gravel Areas RAINFALL= 3 .15 IN .38 80 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS . 08 77 Brush, Fair .60 70 Brush, Fair 2.08 86 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 8 .1 Grass: Bermuda n=.41 L=50 ' P2=3 .2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.6 Short Grass Pasture Kv=7 L=137' 5=.04 ' /' V=1.4 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: .1 Unpaved Kv=16.1345 L=35' s=.29 '/ ' V=8.69 'fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: . 9 Paved Kv=20.3282 L=148' 5=.02 ' / ' V=2 .87 fps Total Length= 370 ft Total Tc= 10 .7 SUBCATCHMENT 12 Woods between Athletic Fields & Building PEAK= 1.75 CFS @ 12 .29 HRS, VOLUME= .19 AF ACRES CN SCS TR-20 METHOD .20 80 Open Space, Good TYPE III 24-HOUR .14 98 Impervious RAINFALL= 3 .15 IN 2 .46 70 Woods, Good SPAN= 10-20 HRS, dt=.1 HRS 2. 80 72 Method Comment Tc (min) TR-55 SHEET FLOW 1 6 .0 Woods: Light underbrush -n=.4 L=50' P2=3 .2 in s=.12 SHALLOW CONCENTRATED/UPLAND FLOW 2 1 .7 Woodland Kv=S L=163 ' s=.1 ' / ' V=1. 58 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 13 .5 Woodland Kv=S L=406 ' s=. 01 '/' V=. S fps Total Length= 619 ft Total Tc= 21.2 Data for 2427.1 New Federal Street School, Salem Page 7 TYPE III 24-HOUR RAINFALL= 3 .15 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 13 Southeastern Area of Property PEAK= 5.15 CFS Q 12 .12 HRS, VOLUME= .42 AF ACRES CN SCS TR-20 METHOD 1.11 98 Impervious Area TYPE III 24-HOUR 1. 83 70 Woods, Good RAINFALL= 3 .15 IN 0. 00 91 Bare Soil SPAN= 10-20 HRS, dt=.1 HRS .14 74 Open Space, Good 1. 80 70 Brush,Good 4.88 76 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 7. 9 Woods: Light underbrush n=.4 L=50' P2=3 .2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=5 L=100' s=.1 ' / ' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=5 L=186' s=.24 ' / ' V=2.45 fps Total Length= 336 ft Total Tc= 10 .3 SUBCATCHMENT 14 Back of Building PEAK= 7.44 CFS @ 12 .10 HRS, VOLUME= .58 AF ACRES CN SCS TR-20 METHOD .44 98 Impervious Area TYPE III 24-HOUR . 77 70 Woods, Good RAINFALL= 3.15 IN 1.94 98 Impervious Area SPAN= 10-20 HRS, dt=.l HRS .75 74 Open Space, Good 3. 90 88 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 7.9 Woods: Light underbrush n=.4 L=50' P2=3 .2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=5 L=100 ' s=.1 '/ ' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=S L=186 ' s=.24 ' / ' V=2.45 fps Total Length= 336 ft Total Tc= 10 .3 Data for 2427.1 New Federal Street School, Salem Page 8 TYPE III 24-HOUR RAINFALL= 3.15 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems REACH 4 Not described Qin = 24.55 CFS @ 12.12 HRS, VOLUME= 2 . 02 AF Qout= 24.55 CFS @ 12 . 12 HRS, VOLUME= 2 . 02 AF, ATTEN= 0%, LAG= 0 . 0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0. 0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-20 HRS, dt=.l HRS Data for 2427.1 New Federal Street School, Salem Page 9 _ TYPE III 24-HOUR RAINFALL= 3.15 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 1 Existing Drainage Ditch Qin = 21.58 CFS @ 12 . 03 HRS, VOLUME= 1.70 AF Qout= 19.25 CFS @ 12. 09 HRS, VOLUME= 1.70 AF, ATTEN= 11%, LAG= 3 . 8 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 1275 CF 50.5 0 0 0 PEAK ELEVATION= 53 .7 FT 51.0 4 1 1 FLOOD ELEVATION= 56 .5 FT 52.0 17 11 12 START ELEVATION= 50.5 FT 53.0 550 284 295 SPAN= 10-20 HRS, dt=.l HRS 54.0 2245 1398 1693 55.0 5800 4023 5715 56.0 10530 8165 13880 56 .5 14670 6300 20180 # ROUTE INVERT OUTLET DEVICES 1 P 50.5' 24" CULVERT n=. 013 L=150' 5=.0051 / ' Ke=.S Cc=. 9 Cd=.6 2 P 56.0' 100' BROAD-CRESTED RECTANGULAR WEIR Q=C L H"1.5 C=1.92, 1.92, 1.92, 0, 0, 0, 0, 0 3 P 55.9' Double Grate X 2 HEAD(FT) DISCH(CFS) 0.0 0.00 .1 1.84 .2 2 .60 .3 3 .20 .4 3.70 .5 4.10 .6 4 . 50 POND 2 Qin = 11.79 CFS @ 12.07 HRS, VOLUME= 1.06 AF Qout= 11.97 CFS @ 12 .12 HRS, VOLUME= 1.06 AF, ATTEN= 0%, LAG= 3.0 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 3064 CF 74.5 50 0 0 PEAK ELEVATION= 75.7 FT 75.0 575 156 156 FLOOD ELEVATION= 77.0 FT 76 . 0 7773 4174 4330 START ELEVATION= 74.5 FT 77. 0 14150 10962 15292 SPAN= 10-20 HRS, dt=. 1 HRS Tdet= 4.3 MIN (1.06 AF) # ROUTE INVERT OUTLET DEVICES 1 P 74 . 5 ' 18" CULVERT n=. 013 L=25' 5=.02 '/' Ke=.2 Cc=. 9 Cd=. 75 2 P 75.4' 10' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H"1.5 C=1.92, 1. 92, 1.92, 0, 0, 0, 0, 0 Data for 2427.1 New Federal Street School, Salem Page 10 TYPE III 24-HOUR RAINFALL= 3.15 IN _ Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 3 Qin = 17.13 CFS @ 12 .12 HRS, VOLUME= 1.47 AF Qout= 17.15 CFS @ 12 .12 HRS, VOLUME= 1.45 AF, ATTEN= 0%, LAG= .3 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 1514 CF 72. 0 195 0 0 PEAK ELEVATION= 73 .6 FT 73.0 920 558 558 FLOOD ELEVATION= 75.0 FT 74. 0 2315 1618 2175 START ELEVATION= 72. 0 FT 74.4 5092 1481 3656 SPAN= 10-20 HRS, dt=.1 HRS 75. 0 12445 5261 8917 Tdet= 9.5 MIN (1.43 AF) # ROUTE INVERT OUTLET DEVICES 1 P 73.3 ' 40' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H"1.5 C=1.48, 1.45, 1.44, 1.44, 0, 0, 0, 0 Data for 2427.1 New Federal Street School, Salem Page 11 TYPE III 24-HOUR RAINFALL= 4.57 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems qq WATERSHED ROUTING __________________�/!`-STING _�------- rhV AJ_S__ pGst4H 4 4 3 � 3 10 II� 12 4 O 5 �eot"T-43 ��0 �o►^'T Z oss ►�,w OSUBCATCHMENT ❑ REACH A POND LINK SUBCATCHMENT 1 = Hillside adjacent to Willson Street -> POND 1 SUBCATCHMENT 2 = Entrance from Willson Street -> SUBCATCHMENT 3 = Eastern Driveway -> SUBCATCHMENT 4 = Eastern Parking Lots (West Side) -> POND 1 SUBCATCHMENT 5 = Lower Driveway -> POND 1 SUBCATCHMENT 6 = Existing Parking Lots (NW) -> POND 1 SUBCATCHMENT 10 = Driveway/Drop-off for High School -> POND 2 SUBCATCHMENT 11 = High School Entrance & Driveway -> POND 2 SUBCATCHMENT 12 = Woods between Athletic Fields & Building -> POND 2 SUBCATCHMENT 13 = Southeastern Area of Property -> POND 3 SUBCATCHMENT 14 = Back of Building -> REACH 4 Data for 2427.1 New Federal Street School, Salem Page 12 TYPE III 24-HOUR RAINFALL= 4.57 IN _ Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems REACH 4 = —> POND 1 - Existing Drainage Ditch -> POND 2 = -> POND 3 POND 3 = -> REACH 4 Y Data for 2427.1 New Federal Street School, Salem Page 13 _ TYPE III 24-HOUR RAINFALL= 4.57 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 Hydro CAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 Hillside adjacent to Willson Street PEAK= 5.20 CFS @ 12.24 HRS, VOLUME= .52 AF ACRES CN SCS TR-20 METHOD 2 .97 65 Brush, Good TYPE III 24-HOUR .10 98 Impervious RAINFALL= 4.57 IN 1.25 73 Woods, fair SPAN= 10-20 HRS, dt=.l HRS 4. 32 68 Method Comment Tc (min) TR-55 SHEET FLOW 1 7 .5 Woods: Light underbrush n=.4 L=50' P2=3.2 in s=.07 SHALLOW CONCENTRATED/UPLAND FLOW 2 .8 Short Grass Pasture KV=7 L=46 ' s=.02 '/' V=.99 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 2.1 Short Grass Pasture Kv=7 L=320' s=.13 ' / ' V=2 .52 fps SHALLOW CONCENTRATED/UPLAND FLOW 4 8.7 Short Grass Pasture KV=7 L=515 ' s=.02 ' /' V=. 99 fps Total Length= 931 ft Total Tc= 19.1 SUBCATCHMENT 2 Entrance from Willson Street PEAK= 4.89 CFS @ 12 . 02 HRS, VOLUME= .34 AF ACRES CN SCS TR-20 METHOD . 80 98 Impervious TYPE III 24-HOUR .42 80 Open Space, Good RAINFALL= 4.57 IN . 10 74 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS 1.32 90 Method Comment Tc (min) DIRECT ENTRY 5.0 SUBCATCHMENT 3 Eastern Driveway PEAK= 6.06 CFS @ 12 .17 HRS, VOLUME= .55 AF ACRES CN SCS TR-20 METHOD . 53 98 Impervious TYPE III 24-HOUR 3 . 00 70 Woods, Good RAINFALL= 4.57 IN 3 . 53 74 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 11.3 Woods: Dense underbrush n=.8 L=50' P2=3.2 in s=.1 ' / ' SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 3 .3 Woodland Kv=S L=382 ' s=.15 ' /' V=1.94 fps Total Length= 432 ft Total Tc= 14.6 1 Data for 2427.1 New Federal Street School, Salem Page 14 TYPE III 24-HOUR RAINFALL= 4.57 IN _ Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HVdrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUSCATCHMENT 4 Eastern Parking Lots (West Side) PEAK= 3 .58 CFS @ 12.02 HRS, VOLUME= .26 AF ACRES CN SCS TR-20 METHOD .68 98 Impervious TYPE III 24-HOUR .10 91 Gravel RAINFALL= 4 .57 IN .13 80 Open Space, Good SPAN= 10-20 HRS, dt=.l HRS .91 95 Method Comment Tc (min) TR-55 SHEET FLOW 1 4 . 0 Grass: Dense n=.24 L=45' P2=3 .2 in 5=.1 SHALLOW CONCENTRATED/UPLAND FLOW 2 0.0 Short Grass Pasture Kv=7 L=15' s=.6 ' /' V=5.42 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 .1 Unpaved Kv=16 .1345 L=23 ' s=.03 ' /' V=2 .79 fps SHALLOW CONCENTRATED/UPLAND FLOW 4 1.6 Paved Kv=20.3282 L=280' s=. 02 '/' V=2.87 fps Total Length= 363 ft Total Tc= 5.7 SUBCATCHMENT 5 Lower Driveway PEAK= 1.31 CFS @ 12 . 02 HRS, VOLUME= .09 AF ACRES CN SCS TR-20 METHOD .13 80 Open Space, Good TYPE III 24-HOUR .22 98 Impervious RAINFALL= 4.57 IN .35 91 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 3 .9 Grass : Short n=.15 L=22 ' P2=3 .2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 1.4 Paved Kv=20.3282 L=205' s=. 015 ' /' V=2 .49 fps Total Length= 227 ft Total Tc= 5.3 Data for 2427 .1 New Federal Street School, Salem Page 15 _ TYPE III 24-HOUR RAINFALL= 4.57 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 6 Existing Parking Lots (NW) PEAK= 27.19 CFS @ 12. 02 HRS, VOLUME= 1. 92 AF ACRES CN SCS TR-20 METHOD 4 .22 98 Impervious TYPE III 24-HOUR . 35 91 Gravel RAINFALL= 4 .57 IN 1. 20 80 Open Space, good SPAN= 10-20 HRS, dt=.1 HRS 1. 30 89 Open Space, Poor 7. 07 93 Method Comment Tc (min) TR-55 SHEET FLOW 1 4 .0 Grass: Dense n=.24 L=50' P2=3 .2 in s=.12 SHALLOW CONCENTRATED/UPLAND FLOW 2 .3 Short Grass Pasture Kv=7 L=50' 5=.14 '/ ' V=2.62 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 .l Short Grass Pasture Kv=7 L=25' s=.28 '/' V=3 .7 fps SHALLOW CONCENTRATED/UPLAND FLOW, 4 1.1 Paved Kv=20.3282 L=187' s=. 02 ' / ' V=2.87 fps Total Length= 312 ft Total Tc= 5.5 SUBCATCHMENT 10 Driveway/Drop-off for High School PEAK= 12 . 94 CFS @ 12.03 HRS, VOLUME= . 92 AF ACRES CN SCS TR-20 METHOD 2. 14 98 Impervious TYPE III 24-HOUR 1. 40 80 Open Space, Good RAINFALL= 4 .57 IN 3. 54 91 SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 4 .0 Grass: Dense n=.24 L=45 ' P2=3 .2 in s=.1 '/' SHALLOW CONCENTRATED/UPLAND FLOW Segement ID: 0.0 Short Grass Pasture Kv=7 L=15 ' 5=. 6 ' /' V=5 .42 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: . 1 Unpaved Kv=16.1345 L=23 ' s=.03 ' /' V=2 . 79 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.6 Paved Kv=20.3282 L=280 ' s=.02 ' / ' V=2.87 fps Total Length= 363 ft Total TC= 5.7 Data for 2427.1 New Federal Street School, Salem Page 16 TYPE III 24-HOUR RAINFALL= 4.57 IN _ Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT it High School Entrance & Driveway PEAK= 6 .14 CFS @ 12.11 HRS, VOLUME= .48 AF ACRES CN SCS TR-20 METHOD . 93 98 Impervious TYPE III 24-HOUR .09 91 Gravel Areas RAINFALL= 4 . 57 IN .38 80 Open Space, Good SPAN= 10-20 HRS, dt=.l HRS .08 77 Brush, Fair .60 70 Brush, Fair 2 .08 86 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 8 .1 Grass: Bermuda n=.41 L=50' P2=3 .2 in s=.06 '/ ' SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.6 Short Grass Pasture Kv=7 L=137' s=. 04 '/' V=1.4 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: .1 Unpaved Kv=16 . 1345 L=35' s=.29 ' /' V=8.69 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: .9 Paved Kv=20.3282 L=148 ' s=.02 ' / ' V=2.87 fps Total Length= 370 ft Total To- 10. 7 SUBCATCHMENT 12 Woods between Athletic Fields & Building PEAK= 3 .88 CFS @ 12 .27 HRS, VOLUME= .40 AF ACRES CN SCS TR-20 METHOD .20 80 Open Space, Good TYPE III 24-HOUR .14 96 Impervious RAINFALL= 4.57 IN 2 .46 70 Woods, Good SPAN= 10-20 HRS, dt=.1 HRS 2.80 72 Method Comment Tc (min) TR-55 SHEET FLOW 1 6.0 Woods: Light underbrush n=.4 L=50 ' P2=3 .2 in s=.12 SHALLOW CONCENTRATED/UPLAND FLOW 2 1.7 Woodland Kv=5 L=163 ' s=.1 ' /' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 13 .5 Woodland Kv=S L=406 ' s=.01 ' / ' V=.5 fps Total Length= 619 ft Total Tc= 21.2 Data for 2427.1 New Federal Street School, Salem Page 17 TYPE III 24-HOUR RAINFALL= 4.57 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 13 Southeastern Area of Property PEAK= 10.42 CFS Q 12 . 11 HRS, VOLUME= .82 AF ACRES CN SCS TR-20 METHOD 1.11 98 Impervious Area TYPE III 24-HOUR 1.83 70 Woods, Good RAINFALL= 4.57 IN 0. 00 91 Bare Soil SPAN= 10-20 HRS, dt=.1 HRS .14 74 Open Space, Good 1. 80 70 Brush,Good 4. 88 76 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 7 . 9 Woods: Light underbrush n=.4 L=50' P2=3.2 in 5=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=S L=100' s=. l ' /' V=1.58 fps . SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=S L=186 ' s=.24 ' /' V=2 .45 fps Total Length= 336 ft Total Tc= 10.3 SUBCATCHMENT 14 Back of Building PEAK= 12.24 CFS @ 12 .10 HRS, VOLUME= . 95 AF ACRES CN SCS TR-20 METHOD .44 98 Impervious Area TYPE III 24-HOUR . 77 70 Woods, Good RAINFALL= 4.57 IN 1. 94 98 Impervious Area SPAN= 10-20 HRS, dt=.1 HRS . 75 74 Open Space, Good 3.90 88 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 7. 9 Woods: Light underbrush n=.4 L=50' P2=3 .2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1. 1 Woodland Kv=S L=100' s=. 1 ' / ' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1. 3 Woodland Kv=S L=186 ' s=.24 ' /' V=2.45 fps Total Length= 336 ft Total Tc= 10.3 Data for 2427.1 New Federal Street School, Salem Page 18 TYPE III 24-HOUR RAINFALL= 4.57 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems REACH 4 Not described Qin = 42.73 CFS @ 12 .11 HRS, VOLUME= 3 .54 AF Qout= 42.73 CFS @ 12.11 HRS, VOLUME= 3 .54 AF, ATTEN= 0%, LAG= 0 .0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0. 00 FT PEAK VELOCITY= 0. 0 FPS TRAVEL TIME = 0. 0 MIN SPAN= 10-20 HRS, dt=.1 HRS Data for 2427.1 New Federal Street School, Salem Page 19 TYPE III 24-HOUR RAINFALL= 4.57 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5 ..11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 1 Existing Drainage Ditch Qin = 34. 51 CFS @ 12 .03 HRS, VOLUME= 2 .78 AF Qout= 25.10 CFS @ 12 .15 HRS, VOLUME= 2. 78 AF, ATTEN= 270, LAG= 7.4 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 5921 CF 50.5 0 0 0 PEAK ELEVATION= 55.0 FT 51.0 4 1 1 FLOOD ELEVATION= 56.5 FT 52. 0 17 11 12 START ELEVATION= 50.5 FT 53. 0 550 284 295 SPAN= 10-20 HRS, dt=.1 HRS 54. 0 2245 1398 1693 55.0 5800 4023 5715 56 .0 10530 8165 13880 56.5 14670 6300 20180 # ROUTE INVERT OUTLET DEVICES 1 P 50.5 ' 24" CULVERT n=.013 L=150' S=.005 ' /' Ke=.5 Cc=.9 Cd=.6 2 P 56.0' 100' BROAD-CRESTED RECTANGULAR WEIR Q=C L H-1.5 C=1.92, 1.92, 1.92, 0, 0, 0, 0, 0 3 P 55. 9 ' Double Grate X 2 HEAD(FT) DISCH(CFS) 0.0 0.00 .1 1. B4 .2 2 .60 .3 3 .20 .4 3.70 .5 4.10 .6 4.50 POND 2 Qin = 19.90 CFS @ 12 .07 HRS, VOLUME= 1.80 AF Qout= 20.15 CFS @ 12 .11 HRS, VOLUME= 1.80 AF, ATTEN= 0%r, LAG= 2.2 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD _(FT) (SF) (CF) (CF) PEAK STORAGE = 3915 CF 74 . 5 50 0 0 PEAK ELEVATION= 75.9 FT 75. 0 575 156 156 FLOOD ELEVATION= 77. 0 FT 76 . 0 7773 4174 4330 START ELEVATION= 74 . 5 FT 77 .0 14150 10962 15292 SPAN= 10-20 HRS, dt=.1 HRS Tdet= 4 MIN (1. 8 AF) # ROUTE INVERT OUTLET DEVICES 1 P 74 . 5 ' 18" CULVERT n=.013 L=25 ' S=. 021 / ' Ke=.2 Cc=. 9 Cd=.75 2 P 75.4 ' 10' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H"1. 5 C=1.92, 1. 92, 1. 92, 0, 0, 0, 0, 0 Data for 2427.1 New Federal Street School, Salem Page 20 TYPE III 24-HOUR RAINFALL= 4.57 IN _ Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 3 Qin = 30.56 CFS @ 12.11 HRS, VOLUME= 2.62 AF Qout= 30.52 CFS @ 12.11 HRS, VOLUME= 2 .59 AF, ATTEN= 0%, LAG= .3 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 1739 CF 72 .0 195 0 0 PEAK ELEVATION= 73 .7 FT 73 .0 920 558 558 FLOOD ELEVATION= 75.0 FT 74.0 2315 1618 2175 START ELEVATION= 72 .0 FT 74.4 5092 1481 3656 SPAN= 10-20 HRS, dt=.l HRS 75. 0 12445 5261 8917 Tdet= 5.9 MIN (2 .59 AF) # ROUTE INVERT OUTLET DEVICES 1 P 73.3' 40' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H"1.5 C=1.48, 1.45, 1.44, 1.44, 0, 0, 0, 0 Data for 2427.1 New Federal Street School, Salem Page 21 _ TYPE III 24-HOUR RAINFALL= 6.55 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems a✓XtST►�vC� CpND tT/or�S WATERSHED ROUTING =____________________________________________________________ ��rK1T If 4 3A 4 13 10 z 11 � 12 4 O O 3 \ Oz P �St�du y / DESIGN 1>ESrGw # 7— T r41 OSUBCATCHMENT ❑ REACH Z� POND LINK SUBCATCHMENT 1 = Hillside adjacent to Willson Street -> POND 1 SUBCATCHMENT 2 = Entrance from Willson Street -> SUBCATCHMENT 3 = Eastern Driveway -> SUBCATCHMENT 4 = Eastern Parking Lots (West Side) -> POND 1 SUBCATCHMENT 5 = Lower Driveway -> POND 1 SUBCATCHMENT 6 = Existing Parking Lots (NW) -> POND 1 SUBCATCHMENT 10 = Driveway/Drop-off for High School -> POND 2 SUBCATCHMENT 11 = High School Entrance & Driveway -> POND 2 SUBCATCHMENT 12 = Woods between Athletic Fields & Building -> POND 2 SUBCATCHMENT 13 = Southeastern Area of Property -> POND 3 SUBCATCHMENT 14 = Back of Building -> REACH 4 Data for 2427.1 New Federal Street School, Salem Page 22 TYPE III 24-HOUR RAINFALL= 6.55 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems REACH 4 = -> POND 1 = Existing Drainage Ditch -> POND 2 = -> POND 3 POND 3 = -> REACH 4 Data for 2427.1 New Federal Street School, Salem Page 23 TYPE III 24-HOUR RAINFALL= 6.55 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 Hillside adjacent to Willson Street PEAK= 10.43 CFS @ 12.23 HRS, VOLUME= 1. 01 AF ACRES CN SCS TR-20 METHOD 2.97 65 Brush, Good TYPE III 24-HOUR .10 98 Impervious RAINFALL= 6. 55 IN 1.25 73 Woods, fair SPAN= 10-20 HRS, dt=.1 HRS 4 .32 68 Method Comment Tc (min) TR-55 SHEET FLOW 1 7.5 Woods: Light underbrush n=.4 L=50 ' P2=3 .2 in s=.07 SHALLOW CONCENTRATED/UPLAND FLOW 2 .8 Short Grass Pasture Kv=7 L=46 ' s=.02 ' /' V=.99 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 - 2.1 Short Grass Pasture Kv=7 L=320' s=.13 ' /' V=2 .52 fps SHALLOW CONCENTRATED/UPLAND FLOW 4 8 .7 Short Grass Pasture Kv=7 L=515 ' s=.02 '/ ' V=.99 fps Total Length= 931 ft Total To= 19.1 SUBCATCHMENT 2 Entrance from Willson Street PEAK= 7.44 CFS @ 12 .02 HRS, VOLUME= .51 AF ACRES CN SCS TR-20 METHOD .80 98 Impervious TYPE III 24-HOUR .42 80 Open Space, Good RAINFALL= 6.55 IN .10 74 Open Space, Good SPAN= 10-20 HRS, dt=.l HRS 1.32 90 Method Comment Tc (min) DIRECT ENTRY 5.0 SUBCATCHMENT 3 Eastern Driveway PEAK= 11.03 CFS Q 12.16 HRS, VOLUME= . 98 AF ACRES CN SCS TR-20 METHOD .53 98 Impervious TYPE III 24-HOUR 3. 00 70 Woods, Good RAINFALL= 6 .55 IN 3 . 53 74 SPAN= 10-20 HRS, dt=. 1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 11.3 Woods: Dense underbrush n=.8 L=50' P2=3.2 in s=.1 '/' SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 3 .3 Woodland Kv=5 L=382 ' s=.15 ' / ' V=1.94 fps Total Length= 432 ft Total Tc= 14.6 1 Data for 2427.1 New Federal Street School, Salem Page 24 TYPE III 24-HOUR RAINFALL= 6.55 IN _ Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 4 Eastern Parking Lots (West Side) PEAK= 5.23 CFS @ 12. 02 HRS, VOLUME= .37 AF ACRES CN SCS TR-20 METHOD .68 98 Impervious TYPE III 24-HOUR .10 91 Gravel RAINFALL= 6. 55 IN .13 80 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS .91 95 Method Comment Tc (min) TR-55 SHEET FLOW 1 4 .0 Grass: Dense n=.24 L=45' P2=3 .2 in s=.1 SHALLOW CONCENTRATED/UPLAND FLOW 2 0 .0 Short Grass Pasture Kv=7 L=15' s=.6 '/' V=5.42 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 .1 Unpaved Kv=16.1345 L=23 ' s=.03 ' /' V=2.79 fps SHALLOW CONCENTRATED/UPLAND FLOW 4 1.6 Paved Kv=20.3282 L=280' s=.02 ' / ' V=2.87 fps Total Length= 363 ft Total Tc= 5.7 SUBCATCHMENT 5 Lower Driveway PEAK= 1.97 CFS @ 12.02 HRS, VOLUME= .14 AF ACRES CN SCS TR-20 METHOD . 13 80 Open Space, Good TYPE III 24-HOUR .22 98 Impervious RAINFALL= 6. 55 IN .35 91 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW 1 3 .9 Grass : Short n=.15 L=22 ' P2=3.2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 2 1.4 Paved Kv=20.3282 L=205' s=.015 ' / ' V=2 .49 fps Total Length= 227 ft Total Tc= 5 . 3 Data for 2427.1 New Federal Street School, Salem Page 25 TYPE III 24-HOUR RAINFALL= 6.55 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 6 Existing Parking Lots (NW) PEAK= 40.30 CFS @ 12 .02 HRS, VOLUME= 2.84 AF ACRES CN SCS TR-20 METHOD 4.22 98 Impervious TYPE III 24-HOUR . 35 91 Gravel RAINFALL= 6. 55 IN 1.20 80 Open Space, good SPAN= 10-20 HRS, dt=.1 HRS 1. 30 89 Open Space, Poor 7. 07 93 Method Comment Tc (min) TR-55 SHEET FLOW 1 4.0 Grass: Dense n=.24 L=50 ' P2=3.2 in s=.12 SHALLOW CONCENTRATED/UPLAND FLOW 2 .3 Short Grass Pasture Kv=7 L=50' s=.14 ' /' V=2 .62 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 .1 Short Grass Pasture Kv=7 L=25' s=.28 ' / ' V=3 .7 fps SHALLOW CONCENTRATED/UPLAND FLOW 4 1.1 Paved Kv=20.3282 L=187 ' s=.02 ' / ' V=2 . 87 fps Total Length= 312 ft Total Tc= 5 .5 SUBCATCHMENT 10 Driveway/Drop-off for High School PEAK= 19. 50 CFS @ 12 . 03 HRS, VOLUME= 1.39 AF ACRES CN SCS TR-20 METHOD 2 . 14 98 Impervious TYPE III 24-HOUR 1.40 80 Open Space, Good RAINFALL= 6. 55 IN 3.54 91 SPAN= 10-20 HRS, dt=.1 HRS Method Comment TC (min) TR-55 SHEET FLOW Segment ID: 4.0 Grass: Dense n=.24 L=45' P2=3.2 in s=.1 '/' SHALLOW CONCENTRATED/UPLAND FLOW Segement ID: 0.0 Short Grass Pasture Kv=7 L=15' s=.6 ' / ' V=5.42 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: .1 Unpaved Kv=16.1345 L=23 ' s=. 03 ' /' V=2. 79 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.6 Paved KV=20.3282 L=280 ' s=.02 '/' V=2.87 fps Total Length= 363 ft Total Tc= 5.7 Data for 2427.1 New Federal Street School, Salem Page 26 TYPE III 24-HOUR RAINFALL= 6.55 IN _ Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HVdrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 11 High School Entrance & Driveway PEAK= 9.69 CFS @ 12. 10 HRS, VOLUME= .76 AF ACRES CN SCS TR-20 METHOD .93 98 Impervious TYPE III 24-HOUR .09 91 Gravel Areas RAINFALL= 6 .55 IN .38 80 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS .08 77 Brush, Fair .60 70 Brush, Fair 2 .08 86 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 8.1 Grass: Bermuda n=.41 L=50' P2=3.2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.6 Short Grass Pasture Kv=7 L=137' s=.04 ' /' V=1.4 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: .1 Unpaved Kv=16.1345 L=35' s=.29 '/' V=8.69 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: .9 Paved Kv=20.3282 L=148' s=.02 '/' V=2 .87 fps Total Length= 370 ft Total Tc= 10.7 SUBCATCHMENT 12 Woods between Athletic Fields & Building PEAK= 7.37 CFS Q 12.25 HRS, VOLUME= .74 AF ACRES CN SCS TR-20 METHOD .20 80 Open Space, Good TYPE III 24-HOUR . 14 98 Impervious RAINFALL= 6 .55 IN 2 .46 70 Woods, Good SPAN= 10-20 HRS, dt=.1 HRS 2. 80 72 Method Comment Tc (min) TR-55 SHEET FLOW 1 , 6.0 Woods: Light underbrush n=.4 L=50' P2=3 .2 in s=. 12 SHALLOW CONCENTRATED/UPLAND FLOW 2 1.7 Woodland Kv=S L=163 ' s=.1 '/ ' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 13.5 Woodland Kv=S L=406 ' s=.01 '/' V=.S fps Total Length= 619 ft Total Tc= 21.2 Data for 2427.1 New Federal Street School, Salem Page 27 _ TYPE III 24-HOUR RAINFALL= 6.55 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 Hydro CAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 13 Southeastern Area of Property PEAK= 18.44 CFS Q 12.11 HRS, VOLUME= 1.43 AF ACRES CN SCS TR-20 METHOD 1.11 98 Impervious Area TYPE III 24-HOUR 1.83 70 Woods, Good RAINFALL= 6 . 55 IN 0.00 91 Bare Soil SPAN= 10-20 HRS, dt=.1 HRS .14 74 Open Space, Good 1. B0 70 Brush,Good 4 .88 76 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 7.9 Woods: Light underbrush n=.4 L=50' P2=3.2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=S L=100 ' 5=.1 '/' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=S L=186 ' s=.24 '/ ' V=2 .45 fps Total Length= 336 ft Total To= 10.3 SUBCATCHMENT 14 Back of Building PEAK= 18 . 93 CFS @ 12 .10 HRS, VOLUME= 1.47 AF ACRES CN SCS TR-20 METHOD .44 98 Impervious Area TYPE III 24-HOUR . 77 70 Woods, Good RAINFALL= 6. 55 IN 1. 94 98 Impervious Area SPAN= 10-20 HRS, dt=.1 HRS .75 74 Open Space, Good 3. 90 88 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 7.9 Woods: Light underbrush n=.4 L=50' P2=3.2 in s=. 06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=S L=100' s=.1 ' / . V=1. 58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=S L=186 ' s=.24 ' /' V=2 .45 fps Total Length= 336 ft Total To= 10.3 Data for 2427.1 New Federal Street School, Salem Page 28 TYPE III 24-HOUR RAINFALL= 6.55 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems REACH 4 Not described Qin = 67.30 CFS @ 12 .11 HRS, VOLUME= 5. 76 AF Qout= 67.30 CFS @ 12 . 11 HRS, VOLUME= 5. 76 AF, ATTEN= 01, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0. 0 MIN SPAN= 10-20 HRS, dt=.1 HRS Data for 2427.1 New Federal Street School, Salem Page 29 TYPE III 24-HOUR RAINFALL= 6.55 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 - (c) 1986-1999 Applied Microcomputer Systems POND 1 Existing Drainage Ditch Qin = 52. 97 CFS @ 12 .03 HRS, VOLUME= 4 .37 AF Qout= 40.56 CFS @ 12 .18 HRS, VOLUME= 4 .36 AF, ATTEN= 230, LAG= 8.7 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 15161 CF 50.5 0 0 0 PEAK ELEVATION= 56 .1 FT 51.0 4 1 1 FLOOD ELEVATION= 56 .5 FT 52.0 17 11 12 START ELEVATION= 50.5 FT 53 .0 550 284 295 SPAN= 10-20 HRS, dt=.1 HRS 54.0 2245 1398 1693 55. 0 5800 4023 5715 56. 0 10530 8165 13880 56.5 14670 6300 20180 # ROUTE INVERT OUTLET DEVICES 1 P 50.5' 24" CULVERT n=.013 L=150' 5=.005' / ' Ke=.S Cc=.9 Cd=.6 2 P 56.0' 100' BROAD-CRESTED RECTANGULAR WEIR Q=C L H"1.5 C=1.92, 1.92, 1.92, 0, 0, 0, 0, 0 3 P 55. 9' Double Grate X 2 HEAD(FT) DISCH(CFS) 0.0 0. 00 .1 1. 84 .2 2.60 .3 3 .20 .4 3 . 70 .5 4 . 10 .6 4 .50 POND 2 Qin = 31.54 CFS @ 12.07 HRS, VOLUME= 2 .88 AF QOut= 29.89 CFS @ 12 .12 HRS, VOLUME= 2.88 AF, ATTEN= 50, LAG= 3.1 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 5449 CF 74 . 5 50 0 0 PEAK ELEVATION= 76 . 1 FT 75.0 575 156 _ 156 FLOOD ELEVATION= 77.0 FT 76 . 0 7773 4174 4330 START ELEVATION= 74 .5 FT 77. 0 14150 10962 15292 SPAN= 10-20 HRS, dt=.1 HRS Tdet= 4.2 MIN (2 .8B AF) # ROUTE INVERT OUTLET DEVICES 1 P 74 .5' 18" CULVERT n=. 013 L=25 ' 5=.021/ ' Ke=.2 Cc=.9 Cd=. 75 2 P 75.4 ' 10' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H"1.5 C=1.92, 1.92, 1.92, 0, 0, 0, 0, 0 Data for 2427.1 New Federal Street School, Salem Page 30 TYPE III 24-HOUR RAINFALL= 6.55 IN _ Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 3 Qin = 48.28 CFS @ 12.11 HRS, VOLUME= 4.32 AF Qout= 48.44 CFS @ 12.12 HRS, VOLUME= 4.29 AF, ATTEN= 0%, LAG= .2 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 1994 CF 72 .0 195 0 0 PEAK ELEVATION= 73 .9 FT 73 .0 920 558 558 FLOOD ELEVATION= 75.0 FT 74.0 2315 1618 2175 START ELEVATION= 72 .0 FT 74.4 5092 1481 3656 SPAN= 10-20 HRS, dt=.1 HRS 75. 0 12445 5261 8917 Tdet= 3.7 MIN (4 .25 AF) # ROUTE INVERT OUTLET DEVICES 1 P 73 .3 ' 40' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H"1.5 C=1.48, 1.45, 1.44, 1.44, 0, 0, 0, 0 Data for 2427.1 New Federal Street School, Salem POST Page 31 _ TYPE III 24-HOUR RAINFALL= 3.15 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HVdroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems �K-o POSE (� CONN [Tf 0,/JS WATERSHED ROUTING D�1 Ci N � o�WT If 4 A3 ; 3 �A III / �z 91 93 ile � 61 R9z z ESl 6N PES[C,NO �D�O [PotNT Z Poir-►T �3 �s[GN Poi NT � I OSUBCATCHMENT ❑ REACH A POND LINK SUBCATCHMENT 2 = Entrance from Willson Street to High Schoo -> SUBCATCHMENT 3 = Eastern Driveway -> SUBCATCHMENT 6 = Eastern Parking Lots (NW) -> POND 1 SUBCATCHMENT 12 = Wetland east of the High School -> POND 2 SUBCATCHMENT 13 = New Parking Lot behind High School -> POND 3 SUBCATCHMENT 14 New Parking Lot behind High School -> REACH 4 SUBCATCHMENT 41 New Parking Lot behind High School -> POND 4 SUBCATCHMENT 61 = Upper Parking Lots -> POND 110 SUBCATCHMENT 91 = Proposed Building -> POND 2 SUBCATCHMENT 92 = New Parking Lot for K-8 School -> POND 1 SUBCATCHMENT 93 = New Parking Lot for K-8 School -> POND 110 Data for 2427.1 New Federal Street School, Salem POST Page 32 TYPE III 24-HOUR RAINFALL= 3.15 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 100 = Driveway/Drop-off Area for High School -> POND 2 SUBCATCHMENT 111 = Proposed Athletic Field - East -> POND 2 REACH 4 = -> POND 4 POND 1 = Existing Drainage Ditch -> POND 2 = -> POND 3 POND 2 secondary = -> REACH 4 POND 3 _ -> REACH 4 POND 4 = -> POND 110 = Infiltration System -> POND 1 Data for 2427.1 New Federal Street School, Salem POST Page 33 TYPE III 24-HOUR RAINFALL= 3.15 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 Entrance from Willson Street to High Schoo PEAK= 2 .66 CFS @ 12 .02 HRS, VOLUME= .18 AF ACRES CN SCS TR-20 METHOD . 66 98 Impervious TYPE III 24-HOUR .39 80 Open Space, Good RAINFALL= 3 . 15 IN .10 74 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS 1.15 90 Method Comment Tc (min) DIRECT ENTRY 1 5.0 SUBCATCHMENT 3 Eastern Driveway PEAK= 2.83 CFS Q 12 .19 HRS, VOLUME= .26 AF ACRES CN SCS TR-20 METHOD .63 98 Impervious TYPE III 24-HOUR 2.63 70 Woods, Good RAINFALL= 3.15 IN 3.26 75 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 11.3 Woods: Dense underbrush n=.8 L=50' P2=3 .2 in s=.1 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 3 .3 Woodland Kv=S L=382' s=.15 ' / ' V=1.94 fps Total Length= 432 ft Total Tc= 14.6 SUBCATCHMENT 6 Eastern Parking Lots (NW) PEAK= 14.24 CFS @ 12 .02 HRS, VOLUME= 1.00 AF ACRES CN SCS TR-20 METHOD 3.46 98 Impervious TYPE III 24-HOUR .25 91 Gravel RAINFALL= 3 .15 IN . 78 80 Open Space, good SPAN= 10-20 HRS, dt=.1 HRS . 94 89 Open Space, Poor. .46 74 Open Space, good 5. 89 92 Method Comment Tc (min) TR-55 SHEET FLOW 1 4 .0 Grass: Dense n= .24 L=50' P2=3 .2 in s=.12 SHALLOW CONCENTRATED/UPLAND FLOW 2 .3 Short Grass Pasture Kv=7 L=50' s=.14 ' /' V=2 .62 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 .1 Short Grass Pasture Kv=7 L=25' s=.28 '/' V=3 .7 fps SHALLOW CONCENTRATED/UPLAND FLOW 4 1. 1 Paved Kv=20.3282 L=187' s=.02 ' / ' V=2 .87 fps Total Length= 312 ft Total Tc= 5.5 Data for 2427.1 New Federal Street School, Salem POST Page 34 TYPE III 24-HOUR RAINFALL= 3.15 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 12 Wetland east of the High School PEAK= 1.75 CFS @ 12.29 HRS, VOLUME= .19 AF ACRES CN SCS TR-20 METHOD .15 74 Open Space, Good-80 TYPE III 24-HOUR .15 98 Impervious RAINFALL= 3.15 IN 2. 50 70 Woods, Good SPAN= 10-20 HRS, dt=.1 HRS 2 .80 72 Method Comment To (min) TR-55 SHEET FLOW 1 6.0 Woods: Light underbrush n=.4 L=50' P2=3.2 in s=.12 SHALLOW CONCENTRATED/UPLAND FLOW 2 1.7 Woodland Kv=S L=163 ' s=.1 ' /' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 13 .5 Woodland Kv=S L=406' s=. 01 '/ ' V=.S fps Total Length= 619 ft Total To= 21.2 SUBCATCHMENT 13 New Parking Lot behind High School PEAK= 6.79 CFS Q 12 .11 HRS, VOLUME= .54 AF ACRES CN SCS TR-20 METHOD 1.79 98 Impervious Area TYPE III 24-HOUR 1.83 70 Woods, Good RAINFALL= 3 .15 IN 1.26 74 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS 4.88 81 Method Comment To (min) TR-55 SHEET FLOW Segment ID: 7.9 Woods: Light underbrush n=.4 L=50 ' P2=3.2 in s=. 06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=S L=100' s=.1 '/' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=S L=186 ' s=.24 ' / ' V=2 .45 fps Total Length= 336 ft Total To= 10 .3 Data for 2427.1 New Federal Street School, Salem POST Page 35 TYPE III 24-HOUR RAINFALL= 3 .15 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 14 New Parking Lot behind High School PEAK= 7.44 CFS @ 12.10 HRS, VOLUME= .58 AF ACRES CN SCS TR-20 METHOD .44 98 Impervious Area TYPE III 24-HOUR . 77 70 Woods, Good RAINFALL= 3 .15 IN 1. 94 98 Impervious Area SPAN= 10-20 HRS, dt=.l HRS . 75 74 Open Space, Good 3. 90 68 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 7.9 Woods: Light underbrush n=.4 L=50 ' P2=3 .2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland KV=5 L=100' S=.1 ' /' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=5 L=186' s=.24 ' / ' V=2.45 fps Total Length= 336 ft Total Tc= 10.3 SUBCATCHMENT 41 New Parking Lot behind High School PEAK= . 70 CFS @ 12.13 HRS, VOLUME= . 06 AF ACRES CN SCS TR-20 METHOD 0 .00 98 Impervious Area TYPE III 24-HOUR 1.00 70 Woods, Good RAINFALL= 3.15 IN 0. 00 74 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS 1. 00 70 Method Comment - Tc (min) TR-55 SHEET FLOW Segment ID: 7. 9 Woods: Light underbrush n=.4 L=50 ' P2=3 .2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=5 L=100' s=.1 ' /' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1. 3 Woodland Kv=5 L=186 ' s=.24 ' / ' V=2.45 fps Total Length= 336 ft Total Tc= 10.3 SUBCATCHMENT 61 Upper Parking Lots PEAK= 3 .26 CFS @ 12 . 02 HRS, VOLUME= .22 AF ACRES CN SCS TR-20 METHOD .79 98 Impervious TYPE III 24-HOUR .10 91 Gravel RAINFALL= 3 . 15 IN . 31 89 Open Space, Poor SPAN= 10-20 HRS, dt=.1 HRS 1.20 95 Method Comment Tc (min) DIRECT ENTRY Segment ID: 5.0 Data for 2427.1 New Federal Street School, Salem POST Page 36 TYPE III 24-HOUR RAINFALL= 3.15 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 91 Proposed Building PEAK= 2.80 CFS @ 12 .02 HRS, VOLUME= .19 AF ACRES CN SCS TR-20 METHOD . 97 98 Impervious TYPE III 24-HOUR RAINFALL= 3 .15 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) DIRECT ENTRY Segment ID: 5 .0 SUBCATCHMENT 92 New Parking Lot for K-8 School PEAK= 2.75 CFS @ 12.03 HRS, VOLUME= .20 AF ACRES CN SCS TR-20 METHOD 1.33 74 Open Space, Good TYPE III 24-HOUR .46 65 Brush, Good RAINFALL= 3.15 IN 0.00 0 SPAN= 10-20 HRS, dt=. 1 HRS .42 98 Impervious 2.21 77 Method Comment Tc (min) DIRECT ENTRY 1 5 . 0 SUBCATCHMENT 93 New Parking Lot for K-8 School PEAK= 2.76 CFS @ 12.02 HRS, VOLUME= .19 AF ACRES CN SCS TR-20 METHOD .29 74 Open Space, Good TYPE III 24-HOUR .82 98 Impervious RAINFALL= 3.15 IN 1.11 92 SPAN= 10-20 HRS, dt=.l HRS Method Comment TC (min) DIRECT ENTRY 1 5 .0 it Data for 2427.1 New Federal Street School, Sales POST Page 37 TYPE III 24-HOUR RAINFALL= 3.15 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5 11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 100 Driveway/Drop-off Area for High School PEAK= 7.18 CFS @ 12.10 HRS, VOLUME= .55 AF ACRES CN SCS TR-20 METHOD 2 .17 98 Impervious TYPE III 24-HOUR . 95 74 Open Space, Good-80 RAINFALL= 3 .15 IN .10 73 Brush, Good SPAN= 10-20 HRS, dt=.1 HRS .66 74 Open Space, Good 3 .88 87 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 5.6 Grass: Short n=.15 L=50' P2=3.2 in s=.02 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.2 Grassed Waterway Kv=15 L=150' 5=.02 ' / ' V=2.12 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 2 . 9 Paved Kv=20.3282 L=500 ' s=.02 ' /' V=2.87 fps Total Length= 700 ft Total Tc= 9.7 SUBCATCHMENT 111 Proposed Athletic Field - East PEAK= 4.35 CFS @ 12 .13 HRS, VOLUME= .36 AF ACRES CN SCS TR-20 METHOD 1.16 98 Impervious TYPE III 24-HOUR 1.36 74 Open Space, Good RAINFALL= 3 .15 IN .05 70 Woods, Good SPAN= 10-20 HRS, dt=.l HRS . 90 65 Brush 3 .47 80 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 10.8 Grass: Dense n=.24 L=50' P2=3 .2 in s=. 01 ' /' SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.2 Grassed Waterway Kv=15 L=110' s=.01 ' / ' V=1.5 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 0 . 0 Grassed Waterway Kv=15 L=20' s=.25 '/' V=7. 5 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: .1 Paved Kv=20.3282 L=20 ' s=. 02 '/' V=2 .87 fps Total Length= 200 ft Total Tc= 12 .1 Data for 2427 .1 New Federal Street School, Salem POST Page 38 TYPE III 24-HOUR RAINFALL= 3.15 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems REACH 4 Not described Qin = 21.56 CFS @ 12 .19 HRS, VOLUME= 2.29 AF Qout= 21.56 CFS @ 12 .19 HRS, VOLUME= 2.29 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0. 0 MIN SPAN= 10-20 HRS, dt=.1 HRS Data for 2427.1 New Federal Street School, Salem POST Page 39 TYPE III 24-HOUR RAINFALL= 3.15 IN Prepared by Judith Nitsch Engineering, Inc. - 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 1 Existing Drainage Ditch Qin = 17 .08 CFS @ 12.03 HRS, VOLUME= 1.23 AF Qout= 16 .34 CFS @ 12.05 HRS, VOLUME= 1.23 AF, ATTEN= 4%, LAG= 1.5 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 245 CF 50 . 5 0 0 0 PEAK ELEVATION= 52 .8 FT 51. 0 4 1 1 FLOOD ELEVATION= 56 .5 FT 52 . 0 17 11 12 START ELEVATION= 50.5 FT 53 . 0 550 284 295 SPAN= 10-20 HRS, dt=.1 HRS 54 . 0 3390 1970 2265 55 . 0 7325 5358 7623 56 . 0 10600 8963 16585 56 . 5 14670 6318 22903 # ROUTE INVERT OUTLET DEVICES 1 P 50.5 ' 24" CULVERT n=.013 L=150 ' 5=.005' / ' Ke=.S Cc=. 9 Cd=.6 2 P 56.2 ' 100' BROAD-CRESTED RECTANGULAR WEIR Q=C L H"1.5 C=1.92, 1.92, 1.92, 0, 0, 0, 0, 0 3 P 55. 9' Double Grate X 2 HEAD(FT) DISCH(CFS) 0.0 0.00 .1 1.84 .2 2.60 .3 3.20 .4 3 .70 .5 4.10 .6 4.50 Data for 2427.1 New Federal Street School, Salem POST Page 40 TYPE III 24-HOUR RAINFALL= 3 .15 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 2 Qin = 14.64 CFS @ 12 .11 HRS, VOLUME= 1.30 AF Qout= 10.85 CFS @ 12.25 HRS, VOLUME= 1.28 AF, ATTEN= 26%, LAG= 8. 7 MIN Qpri= 4.22 CFS @ 12 .25 HRS, VOLUME= .54 AF Qsec= 6.63 CFS @ 12.25 HRS, VOLUME= .75 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 7448 CF 74.5 25 0 0 PEAK ELEVATION= 76 .1 FT 75.0 215 60 60 FLOOD ELEVATION= 78.0 FT 75.4 6045 1252 1312 START ELEVATION= 74.5 FT 76 .0 9565 4683 5995 SPAN= 10-20 HRS, dt=.1 HRS 77.0 13850 11708 17702 Tdet= 14.4 MIN (1.27 AF) 78 .0 16100 15975 33677 # ROUTE INVERT OUTLET DEVICES 1 P 75.0' 15" ORIFICE/GRATE Q=.6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 2 S 75.0' 24" ORIFICE/GRATE Q=.6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) Primary Discharge '1=Orifice/Grate Secondary Discharge I2=Orifice/Grate POND 3 Qin = 10.63 CFS @ 12 .13 HRS, VOLUME= 1. 07 AF Qout= 9.46 CFS @ 12 .24 HRS, VOLUME= . 96 AF, ATTEN= 11;, LAG= 6.4 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 8109 CF 73 .0 2700 0 0 PEAK ELEVATION= 74. 5 FT 74 .0 6121 4411 4411 FLOOD ELEVATION= 75. 0 FT 75.0 6332 7227 11637 START ELEVATION= 73 . 0 FT SPAN= 10-20 HRS, dt=.l HRS Tdet= 51.8 MIN ( .95 AF) # ROUTE INVERT OUTLET DEVICES 1 P 74.0' 4' SHARP-CRESTED RECTANGULAR WEIR Q=C L H"1.5 C=3 .27+.4 H/1 L=Length-2 ( .1 H) 2 P 74 . 0' 6" ORIFICE/GRATE X 9 Q=.6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) Data for 2427.1 New Federal Street School, Salem POST Page 41 TYPE III 24-HOUR RAINFALL= 3.15 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 4 Qin = 22.16 CFS @ 12 .19 HRS, VOLUME= 2 .35 AF Qout= 21.25 CFS @ 12 .31 HRS, VOLUME= 1.93 AF, ATTEN= 4%, LAG= 7.6 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 22559 CF 63 .0 688 0 0 PEAK ELEVATION= 69.1 FT 64.0 1297 993 993 FLOOD ELEVATION= 71.0 FT 65.0 2235 1766 2759 START ELEVATION= 63.0 FT 66.0 3272 2754 5512 SPAN= 10-20 HRS, dt=.l HRS 67.0 4572 3922 9434 Tdet= 75.2 MIN (1.93 AF) 68 .0 6105 5339 14773 69.0 8374 7240 22012 70. 0 11094 9734 31746 71.0 11094 11094 42840 # ROUTE INVERT OUTLET DEVICES 1 P 68.4' 13.2 ' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H-1.5 C=1.6, 1.8, 1.9, 0, 0, 0, 0, 0 POND 110 Infiltration System Qin = 6.02 CFS @ 12 .02 HRS, VOLUME= .41 AF Qout= 2. 59 CFS @ 12 .24 HRS, VOLUME= .41 AF, ATTEN= 57%, LAG= 13. 5 MIN Qpri= .78 CFS @ 12 .24 HRS, VOLUME= .03 AF Qsec= 1.81 CFS @ 11 . 80 HRS, VOLUME= .39 AF ELEVATION INC.STOR CUM.STOR STOR-IND METHOD (FT) (CF) (CF) PEAK STORAGE = 3049 CF 0. 0 0 0 PEAK ELEVATION= 2.1 FT 1.0 959 959 FLOOD ELEVATION= 4. 0 FT 2 .0 1885 2844 START ELEVATION= 0. 0 FT 3 .0 1885 4729 SPAN= 10-20 HRS, dt=.1 HRS 4 .0 1885 6614 Tdet= 7.7 MIN ( .41 AF) # ROUTE INVERT OUTLET DEVICES 1 P 1.3 ' 6" ORIFICE/GRATE Q=. 6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 2 P 2. 0' 12" ORIFICE/GRATE Q=. 6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 3 S 0.0' EXFILTRATION Q= 1.81 CFS at and above .1' Primary Discharge �-1=Orifice/Grate I2=Orifice/Grate Secondary Discharge ' 3=Exfiltration Data for 2427.1 New Federal Street School, Sales POST Page 42 TYPE III 24-HOUR RAINFALL= 4.57 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 Hydro CAD 5 11 000546 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING _________________ b5e'C>___���� - Dem GN poWT y ❑ ��0 A3 ; T 4 41 3 � 2 iee / 91 iii 12 93 iia 61 92 PERI Uiv nEstO...► P0It-%T OSUBCATCHMENT ❑ REACH A POND LINK SUBCATCHMENT 2 = Entrance from Willson Street to High Schoo -> SUBCATCHMENT 3 = Eastern Driveway -> SUBCATCHMENT 6 Eastern Parking Lots (NW) -> POND 1 SUBCATCHMENT 12 = Wetland east of the High School -> POND 2 SUBCATCHMENT 13 = New Parking Lot behind High School -> POND 3 SUBCATCHMENT 14 = New Parking Lot behind High School -> REACH 4 SUBCATCHMENT 41 = New Parking Lot behind High School -> POND 4 SUBCATCHMENT 61 = Upper Parking Lots -> POND 110 SUBCATCHMENT 91 = Proposed Building -> POND 2 SUBCATCHMENT 92 = New Parking Lot for K-8 School -> POND 1 SUBCATCHMENT 93 = New Parking Lot for K-8 School -> POND 110 Data for 2427.1 New Federal Street School, Salem POST Page 43 TYPE III 24-HOUR RAINFALL= 4.57 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHNENT 100 = Driveway/Drop-off Area for High School -> POND 2 SUBCATCHMENT 111 = Proposed Athletic Field - East -> POND 2 REACH 4 = - -> POND 4 POND 1 = Existing Drainage Ditch -> POND 2 = -> POND 3 POND 2 secondary = -> REACH 4 POND 3 = -> REACH 4 POND 4 = > POND 110 = Infiltration System -> POND 1 Data for 2427.1 New Federal Street School, Salem POST Page 44 TYPE III 24-HOUR RAINFALL= 4.57 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 Entrance from Willson Street to High Schoo PEAK= 4.26 CFS @ 12 .02 HRS, VOLUME= .29 AF ACRES CN SCS TR-20 METHOD .66 98 Impervious TYPE III 24-HOUR .39 80 Open Space, Good RAINFALL= 4.57 IN .10 74 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS 1.15 90 Method Comment Tc (min) DIRECT ENTRY 1 5.0 SUBCATCHMENT 3 Eastern Driveway PEAK= 5.84 CFS @ 12.17 HRS, VOLUME= .53 AF ACRES CN SCS TR-20 METHOD .63 98 Impervious TYPE III 24-HOUR 2 .63 70 Woods, Good RAINFALL= 4.57 IN 3 .26 75 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 11.3 Woods: Dense underbrush n=.8 L=50' P2=3.2 in s=.1 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 3.3 Woodland Kv=5 L=382 ' s=.15 '/ ' V=1.94 fps Total Length= 432 ft Total Tc= 14 .6 SUBCATCHMENT 6 Eastern Parking Lots (NW) PEAK= 22 .22 CFS @ 12 .02 HRS, VOLUME- 1.56 AF ACRES CN SCS TR-20 METHOD 3 .46 98 Impervious TYPE III 24-HOUR .25 91 Gravel RAINFALL= 4.57 IN . 78 80 Open Space, good SPAN= 10-20 HRS, dt=.l HRS . 94 89 Open Space, Poor .46 74 Open Space, good 5.89 92 Method Comment Tc (min) TR-55 SHEET FLOW 1 4 . 0 Grass: Dense n=.24 L=50 ' P2=3.2 in s=.12 SHALLOW CONCENTRATED/UPLAND FLOW 2 .3 Short Grass Pasture Kv=7 L=50 ' s=.14 ' /' V=2 .62 fps SHALLOW CONCENTRATED/UPLAND PLOW 3 .1 Short Grass Pasture Kv=7 L=25' 5=.28 ' /' V=3.7 fps SHALLOW CONCENTRATED/UPLAND FLOW 4 1.1 Paved Kv=20.3282 L=187' s=.02 ' /' V=2 .87 fps Total Length= 312 ft Total Tc= 5 .5 Data for 2427.1 New Federal Street School, Salem POST Page 45 TYPE III 24-HOUR RAINFALL= 4.57 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 12 Wetland east of the High School PEAK= 3.88 CFS Q 12.27 HRS, VOLUME= .40 AF ACRES CN SCS TR-20 METHOD .15 74 Open Space, Good-80 TYPE III 24-HOUR .15 98 Impervious RAINFALL= 4.57 IN 2.50 70 Woods, Good SPAN= 10-20 HRS, dt=.l HRS 2.80 72 Method Comment Tc (min) TR-55 SHEET FLOW 1 6 .0 Woods: Light underbrush n=.4 L=50' P2=3:2 in s=.12 SHALLOW CONCENTRATED/UPLAND FLOW 2 1.7 Woodland Kv=S L=163 ' s=.1 '/' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 13 .5 Woodland Kv=S L=406 ' s=.01 '/' V=.S fps Total Length= 619 ft Total Tc= 21.2 SUBCATCHMENT 13 New Parking Lot behind High School PEAK= 12 .48 CFS O 12.11 HRS, VOLUME= .97 AF ACRES CN SCS TR-20 METHOD 1.79 98 Impervious Area TYPE III 24-HOUR 1. 83 70 Woods, Good RAINFALL= 4 .57 IN 1.26 74 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS 4.88 81 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 7.9 Woods: Light underbrush n=.4 L=50' P2=3.2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=S L=100' s=.1 ' /' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=S L=186 ' s=.24 '/' V=2 .45 fps -__-_-__-- Total Length= 336 ft Total Tc= 10.3 Data for 2427.1 New Federal Street School, Salem POST Page 46 TYPE III 24-HOUR RAINFALL= 4.57 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 14 New Parking Lot behind High School PEAK= 12.24 CFS @ 12 .10 HRS, VOLUME= . 95 AF ACRES CN SCS TR-20 METHOD .44 96 Impervious Area TYPE III 24-HOUR . 77 70 Woods, Good RAINFALL= 4 .57 IN 1.94 98 Impervious Area SPAN= 10-20 HRS, dt=.1 HRS .75 74 Open Space, Good 3. 90 86 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 7.9 Woods: Light underbrush n=.4 L=50' P2=3 .2 in s=. 06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=5 L=100' s=.1 '/ ' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=S L=186 ' s=.24 ' / ' V=2.45 fps Total Length= 336 ft Total Tc- 10. 3 SUBCATCHMENT 41 New Parking Lot behind High School PEAK= 1.64 CFS @ 12 .11 HRS, VOLUME= .13 AF ACRES CN SCS TR-20 METHOD 0. 00 98 Impervious Area TYPE III 24-HOUR 1. 00 70 Woods, Good RAINFALL= 4 . 57 IN 0.00 74 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS 1. 00 70 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 7.9 Woods: Light underbrush n=.4 L=50' P2=3 .2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=S L=100 ' s=.1 '/ ' V=1. 58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=S L=186 ' s=.24 ' /' V=2 .45 fps Total Length= 336 ft Total Tc= 10. 3 SUBCATCHMENT 61 Upper Parking Lots PEAK= 4 . 90 CFS @ 12 . 02 HRS, VOLUME= .34 AF ACRES CN SCS TR-20 METHOD .79 98 Impervious TYPE III 24-HOUR .10 91 Gravel RAINFALL= 4 .57 IN . 31 89 Open Space, Poor SPAN= 10-20 HRS, dt=.1 HRS 1.20 95 Method Comment Tc (min) DIRECT ENTRY Segment ID: 5 . 0 Data for 2427.1 New Federal Street School, Salem POST Page 47 TYPE III 24-HOUR RAINFALL= 4.57 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 91 Proposed Building PEAK= 4.09 CFS @ 12 .02 HRS, VOLUME= .28 AF ACRES CN SCS TR-20 METHOD .97 98 Impervious TYPE III 24-HOUR RAINFALL= 4. 57 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) DIRECT ENTRY Segment ID: 5.0 SUBCATCHMENT 92 New Parking Lot for K-8 School PEAK= 5.48 CFS @ 12.02 HRS, VOLUME= .38 AF ACRES CN SCS TR-20 METHOD 1.33 74 Open Space, Good TYPE III 24-HOUR .46 65 Brush, Good - RAINFALL= 4 . 57 IN 0.00 0 SPAN= 10-20 HRS, dt=. l HRS .42 98 Impervious 2.21 77 Method Comment Tc (min) DIRECT ENTRY 1 5 .0 SUBCATCHMENT 93 New Parking Lot for K-8 School PEAK= 4 .30 CFS @ 12 .02 HRS, VOLUME= .29 AF ACRES CN SCS TR-20 METHOD .29 74 Open Space, Good TYPE III 24-HOUR .82 98 Impervious RAINFALL= 4.57 IN 1.11 92 SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) DIRECT ENTRY 1 5 .0 Data for 2427.1 New Federal Street School, Salem POST Page 48 TYPE III 24-HOUR RAINFALL= 4.57 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HVdroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 100 Driveway/Drop-off Area for High School PEAK= 11.96 CFS @ 12 .10 HRS, VOLUME= .92 AF ACRES CN SCS TR-20 METHOD 2 .17 98 Impervious TYPE III 24-HOUR .95 74 Open Space, Good-80 RAINFALL= 4. 57 IN .10 73 Brush, Good SPAN= 10-20 HRS, dt=.1 HRS .66 74 Open Space, Good 3 .88 87 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 5.6 Grass: Short n=.15 L=50' P2=3.2 in 5=.02 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.2 Grassed Waterway Kv=15 L=150' s=. 02 ' / ' V=2.12 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 2 . 9 Paved KV=20.3282 L=500' s=.02 '/ ' V=2.87 fps Total Length= 700 ft Total Tc= 9. 7 SUBCATCHMENT 111 Proposed Athletic Field - East PEAK= 8 .17 CFS @ 12.12 HRS, VOLUME= .67 AF ACRES CN SCS TR-20 METHOD 1.16 98 Impervious TYPE III 24-HOUR 1.36 74 Open Space, Good RAINFALL= 4.57 IN . 05 70 Woods, Good SPAN= 10-20 HRS, dt=.1 HRS . 90 65 Brush 3.47 80 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 10.8 Grass: Dense n=.24 L=50 ' P2=3.2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.2 Grassed Waterway Kv=15 L=110' s=.01 ' / ' V=1. 5 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 0.0 Grassed Waterway KV=15 L=20' s=.25 ' / ' V=7.5 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: .1 Paved KV=20 . 3282 L=20' s=.02 ' / ' V=2.87 fps Total Length= 200 ft Total Tc= 12 .1 Data for 2427.1 New Federal Street School, Salem POST Page 49 TYPE III 24-HOUR RAINFALL= 4.57 IN _ Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems REACH 4 Not described Qin = 37.33 CFS @ 12 .18 HRS, VOLUME= 4.06 AF Qout= 37.33 CFS @ 12.18 HRS, VOLUME= 4.06 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0. 00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-20 HRS, dt=. 1 HRS Data for 2427.1 New Federal Street School, Sales POST Page 50 TYPE III 24-HOUR RAINFALL= 4.57 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Svstems POND 1 Existing Drainage Ditch Qin = 29.23 CFS Q 12 .04 HRS, VOLUME= 2 .07 AF Qout= 22.42 CFS O 12.15 HRS, VOLUME= 2.08 AF, ATTEN= 23%, LAG= 6 .6 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 4051 CF 50.5 0 0 0 PEAK ELEVATION= 54.3 FT 51.0 4 1 1 FLOOD ELEVATION= 56.5 FT 52 .0 17 11 12 START ELEVATION= 50.5 FT 53 . 0 550 284 295 SPAN= 10-20 HRS, dt=. 1 HRS 54.0 3390 1970 2265 55 .0 7325 5358 7623 56 .0 10600 8963 16585 56.5 14670 6318 22903 # ROUTE INVERT OUTLET DEVICES 1 P 50.5' 24" CULVERT n=.013 L=150 ' 5=. 0051 /' Ke=.5 Cc=.9 Cd=.6 2 P 56.2' 100' BROAD-CRESTED RECTANGULAR WEIR Q=C L H-1 .5 C=1.92, 1.92, 1.92, 0, 0, 0, 0, 0 3 P 55.9' Double Grate X 2 HEAD(FT) DISCH(CFS) 0. 0 0. 00 .l 1 .84 .2 2 .60 .3 3 .20 .4 3 .70 .5 4 .10 .6 4 .50 Data for 2427.1 New Federal Street School, Salem POST Page 51 TYPE III 24-HOUR RAINFALL= 4.57 IN _ Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 2 Qin = 25.83 CFS @ 12 .11 HRS, VOLUME= 2.27 AF Qout= 18.44 CFS @ 12.27 HRS, VOLUME= 2 .25 AF, ATTEN= 29%, LAG= 9.9 MIN Qpri= 6. 05 CFS @ 12.27 HRS, VOLUME= .89 AF Qsec= 12 .38 CFS @ 12 .27 HRS, VOLUME= 1.36 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 13862 CF 74 .5 25 0 0 PEAK ELEVATION= 76. 7 FT 75.0 215 60 60 FLOOD ELEVATION= 78. 0 FT 75.4 6045 1252 1312 START ELEVATION= 74.5 FT 76.0 9565 4683 5995 SPAN= 10-20 HRS, dt=.1 HRS 77.0 13850 11708 17702 Tdet= 13.3 MIN (2 .25 AF) 78.0 18100 15975 33677 # ROUTE INVERT OUTLET DEVICES 1 P 75.0' 15" ORIFICE/GRATE Q=.6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 2 S 75.0' 24" ORIFICE/GRATE Q=.6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) Primary Discharge I1=Orifice/Grate Secondary Discharge L-2=Orifice/Grate POND 3 Qin = 17. 88 CFS @ 12 .12 HRS, VOLUME= 1.86 AF Qout= 15 . 99 CFS @ 12 .21 HRS, VOLUME= 1.74 AF, ATTEN= 11%, LAG= 5. 7 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 10128 CF 73.0 2700 0 0 PEAK ELEVATION= 74. 8 FT 74.0 6121 4411 4411 FLOOD ELEVATION= 75 . 0 FT 75.0 8332 7227 11637 START ELEVATION= 73 . 0 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= 35.4 MIN (1.73 AF) # ROUTE INVERT OUTLET DEVICES 1 P 74.0' 4' SHARP-CRESTED RECTANGULAR WEIR Q=C L H"1.5 C=3.27+.4 H/1 L=Length-2 ( .1 H) 2 P 74 . 0 ' 6" ORIFICE/GRATE X 9 Q=.6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) Data for 2427.1 New Federal Street School, Salem POST Page 52 TYPE III 24-HOUR RAINFALL= 4.57 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5 .11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 4 Qin = 38.73 CFS @ 12 .17 HRS, VOLUME= 4 .19 AF Qout= 38.88 CFS @ 12 .22 HRS, VOLUME= 3 . 77 AF, ATTEN= 0%, LAG= 3 . 1 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 25305 CF 63 .0 688 0 0 PEAK ELEVATION= 69.3 FT 64.0 1297 993 993 FLOOD ELEVATION= 71.0 FT 65.0 2235 1766 2759 START ELEVATION= 63.0 FT 66 .0 3272 2754 5512 SPAN= 10-20 HRS, dt=.1 HRS 67.0 4572 3922 9434 Tdet= 46.3 MIN (3.73 AF) 68.0 6105 5339 14773 69.0 8374 7240 22012 70.0 11094 9734 31746 71.0 11094 11094 42840 # ROUTE INVERT OUTLET DEVICES 1 P 68.4 ' 13.2' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H"1. 5 C=1.6, 1.8, 1. 9, 0, 0, 0, 0, 0 POND 110 Infiltration System Qin = 9.20 CFS @ 12 .02 HRS, VOLUME= - .63 AF Qout= 5.61 CFS @ 12 .16 HRS, VOLUME= .63 AF, ATTEN= 390, LAG= 8 .5 MIN Qpri= 3 .80 CFS @ 12.16 HRS, VOLUME= . 12 AF Qsec= 1.81 CFS @ 11. 70 HRS, VOLUME= . 51 AF ELEVATION INC.STOR CUM.STOR STOR-IND METHOD (FT) (CF) (CF) PEAK STORAGE = 4666 CF 0.0 0 0 PEAK ELEVATION= 3.0 FT 1. 0 959 959 FLOOD ELEVATION= 4 .0 FT 2.0 1885 2844 START ELEVATION= 0 .0 FT 3.0 1685 4729 SPAN= 10-20 HRS, dt=.1 HRS 4.0 1885 6614 # ROUTE INVERT OUTLET DEVICES 1 P 1.3 ' 6" ORIFICE/GRATE Q=.6 PI r^2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 2 P 2.0 ' 12" ORIFICE/GRATE Q=.6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 3 S 0.0' EXFILTRATION Q= 1.81 CFS at and above .l ' Primary Discharge [--1=Orifice/Grate I2=Orifice/Grate Secondary Discharge �3=Exfiltration Data for 2427.1 New Federal Street School, Salem POST Page 53 TYPE III 24-HOUR RAINFALL= 6.55 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems FF- e WATERSHED ROUTING --------------------- ===-JT ��___ ----- 7 dll(� eotri 4 T I 14 41 3 � 2 100 93 iie � 61 92 ��s O 0'�-- fob jAjT Z PD1�' 3 b M c S poi "T + 1 OSUBCATCHMENT ❑ REACH Z�\ POND LINK SUBCATCHMENT 2 = Entrance from Willson Street to High Schoo -> SUBCATCHMENT 3 = Eastern Driveway -> SUBCATCHMENT 6 = Eastern Parking Lots (NW) -> POND 1 SUBCATCHMENT 12 = Wetland east of the High School _ -> POND 2 SUBCATCHMENT 13 = New Parking Lot behind High School -> POND 3 SUBCATCHMENT 14 = New Parking Lot behind High School -> REACH 4 SUBCATCHMENT 41 New Parking Lot behind High School -> POND 4 SUBCATCHMENT 61 = Upper Parking Lots -> POND 110 SUBCATCHMENT 91 = Proposed Building -> POND 2 SUBCATCHMENT 92 = New Parking Lot for K-8 School -> POND 1 SUBCATCHMENT 93 = New Parking Lot for K-8 School -> POND 110 Data for 2427.1 New Federal Street School, Salem POST Page 54 TYPE III 24-HOUR RAINFALL= 6.55 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 100 = Driveway/Drop-off Area for High School -> POND 2 SUBCATCHMENT 111 = Proposed Athletic Field - East -> POND 2 REACH 4 = -> POND 4 POND 1 = Existing Drainage Ditch -> POND 2 = -> POND 3 POND 2 secondary = -> REACH 4 POND 3 = -> REACH 4 POND 4 = > POND 110 = Infiltration System -> POND 1 Data for 2427.1 New Federal Street School, Salem POST Page 55 TYPE III 24-HOUR RAINFALL= 6.55 IN _ Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 Entrance from Willson Street to High Schoo PEAK= 6 .48 CFS @ 12.02 HRS, VOLUME= .44 AF ACRES CN SCS TR-20 METHOD .66 98 Impervious TYPE III 24-HOUR .39 80 Open Space, Good RAINFALL= 6. 55 IN . 10 74 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS 1. 15 90 Method Comment Tc (min) DIRECT ENTRY 1 5. 0 SUBCATCHMENT 3 Eastern Driveway PEAK= 10.47 CFS @ 12.16 HRS, VOLUME= .93 AF ACRES CN - SCS TR-20 METHOD .63 98 Impervious TYPE III 24-HOUR 2.63 70 Woods, Good RAINFALL= 6. 55 IN 3.26 75 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 11.3 Woods: Dense underbrush n=.8 L=50 ' P2=3 .2 in s=.l SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 3 .3 Woodland Kv=S L=382 ' 5=.15 ' / ' V=1.94 fps Total Length= 432 £t Total Tc= 14 .6 SUBCATCHMENT 6 Eastern Parking Lots (NW) PEAK= 33 .20 CFS @ 12.02 HRS, VOLUME= 2 .34 AF ACRES CN SCS TR-20 METHOD 3 .46 98 Impervious TYPE III 24-HOUR - .25 91 Gravel RAINFALL= 6.55 IN . 78 80 Open Space, good SPAN= 10-20 HRS, dt=.1 HRS . 94 89 Open Space, Poor .46 74 Open Space, good - 5. 89 92 Method Comment Tc (min) TR-55 SHEET FLOW 1 4. 0 Grass: Dense n=.24 L=50' P2=3 .2 in s=.12 SHALLOW CONCENTRATED/UPLAND FLOW 2 .3 Short Grass Pasture Kv=7 L=50 ' s=.14 ' / ' V=2.62 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 .1 Short Grass Pasture Kv=7 L=25 ' 5=.28 ' / ' V=3.7 fps SHALLOW CONCENTRATED/UPLAND FLOW 4 1.1 Paved Kv=20.3282 L=187' s=.02 ' / ' V=2 . 87 fps Total Length= 312 ft Total Tc= 5.5 Data for 2427.1 New Federal Street School, Salem POST Page 56 TYPE III 24-HOUR RAINFALL= 6.55 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 12 Wetland east of the High School PEAK= 7.37 CFS @ 12.25 HRS, VOLUME= .74 AF ACRES CN SCS TR-20 METHOD . 15 74 Open Space, Good-80 TYPE III 24-HOUR . 15 98 Impervious RAINFALL= 6 .55 IN 2. 50 70 Woods, Good SPAN= 10-20 HRS, dt=. l HRS 2.80 72 Method Comment Tc (min) TR-55 SHEET FLOW 1 6.0 Woods : Light underbrush n=.4 L=50' P2=3.2 in s=.12 SHALLOW CONCENTRATED/UPLAND FLOW 2 1.7 Woodland Kv=S L=163 ' s=.1 ' / ' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW 3 13.5 Woodland Kv=S L=406' 5=.01 '/' V=.5 fps Total Length= 619 ft Total Tc= 21.2 SUBCATCHMENT 13 New Parking Lot behind High School PEAK= 20.78 CFS @ 12.10 HRS, VOLUME= 1.61 AF ACRES CN SCS TR-20 METHOD 1. 79 98 Impervious Area TYPE III 24-HOUR 1. 83 70 Woods, Good RAINFALL= 6. 55 IN 1.26 74 Open Space, Good SPAN= 10-20 HRS, dt= .1 HRS 4. 88 81 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 7.9 Woods: Light underbrush n=.4 L=50 ' P2=3 .2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=S L=100' s=.1 ' /' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=S L=186 ' 5=.24 ' / ' V=2.45 fps Total Length= 336 ft Total Tc= 10.3 Data for 2427.1 New Federal Street School, Salem POST Page 57 TYPE III 24-HOUR RAINFALL= 6.55 IN _ Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HVdrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 14 New Parking Lot behind High School PEAK= 18.93 CFS @ 12.10 HRS, VOLUME= 1.47 AF ACRES CN SCS TR-20 METHOD .44 98 Impervious Area TYPE III 24-HOUR .77 70 Woods, Good RAINFALL= 6. 55 IN 1.94 98 Impervious Area SPAN= 10-20 HRS, dt=.1 HRS .75 74 Open Space, Good 3.90 88 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 7. 9 Woods: Light underbrush n=.4 L=50 ' P2=3 .2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=S L=100' s=.1 '/' V=1.58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Woodland Kv=S L=186 ' s=.24 ' /' V=2.45 fps Total Length= 336 ft Total Tc= 10.3 SUBCATCHNENT 41 New Parking Lot behind High School PEAK= 3 .18 CFS @ 12.11 HRS, VOLUME= .25 AF ACRES CN SCS TR-20 METHOD 0.00 98 Impervious Area TYPE III 24-HOUR 1.00 70 Woods, Good RAINFALL= 6. 55 IN 0.00 74 Open Space, Good SPAN= 10-20 HRS, dt=.1 HRS 1. 00 70 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 7.9 Woods: Light underbrush n=.4 L=50 ' P2=3.2 in s=.06 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.1 Woodland Kv=S L=100' s=.1 ' / ' V=1. 58 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1 .3 Woodland Kv=S L=186 ' s=.24 ' / ' V=2 .45 fps Total Length= 336 ft Total Tc= 10.3 SUBCATCHMENT 61 Upper Parking Lots PEAK= 7.15 CFS @ 12 .02 HRS, VOLUME= .49 AF ACRES CN SCS TR-20 METHOD .79 98 Impervious TYPE III 24-HOUR . 10 91 Gravel RAINFALL= 6. 55 IN . 31 89 Open Space, Poor SPAN= 10-20 HRS, dt=.1 HRS 1.20 95 Method Comment Tc (min) DIRECT ENTRY Segment ID: 5.0 Data for 2427.1 New Federal Street School, Salem POST Page 58 TYPE III 24-HOUR RAINFALL= 6.55 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 91 Proposed Building PEAK= 5.89 CFS @ 12 .02 HRS, VOLUME= .41 AF ACRES CN SCS TR-20 METHOD . 97 98 Impervious TYPE III 24-HOUR RAINFALL= 6. 55 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) DIRECT ENTRY Segment ID: 5.0 SUBCATCHMENT 92 New Parking Lot for K-8 School PEAK= 9.61 CFS @ 12. 02 HRS, VOLUME= .66 AF ACRES CN - SCS TR-20 METHOD 1.33 74 Open Space, Good TYPE III 24-HOUR .46 65 Brush, Good RAINFALL= 6. 55 IN 0. 00 0 SPAN= 10-20 HRS, dt=.1 HRS .42 98 Impervious 2.21 77 Method Comment Tc (min) DIRECT ENTRY 1 5.0 SUBCATCHMENT 93 New Parking Lot for K-8 School PEAK= 6.42 CFS @ 12 .02 HRS, VOLUME= .44 AF ACRES CN SCS TR-20 METHOD .29 74 Open Space, Good TYPE III 24-HOUR . 82 98 Impervious RAINFALL= 6. 55 IN 1. 11 92 SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) DIRECT ENTRY 1 5. 0 Data for 2427.1 New Federal Street School, Salem POST Page 59 TYPE III 24-HOUR RAINFALL= 6.55 IN _ Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydrOCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 100 Driveway/Drop-off Area for High School PEAK= 18.70 CFS @ 12.10 HRS, VOLUME= 1.43 AF ACRES CN SCS TR-20 METHOD 2.17 98 Impervious TYPE III 24-HOUR .95 74 Open Space, Good-80 RAINFALL= 6.55 IN .10 73 Brush, Good SPAN= 10-20 HRS, dt=.1 HRS .66 74 Open Space, Good 3.68 87 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 5.6 Grass: Short n=.15 L=50' P2=3 .2 in s=.02 ' /' SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.2 Grassed Waterway Kv=15 L=150' s=.02 ' /' V=2 .12 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 2 .9 Paved Kv=20.3282 L=500' s=.02 ' /' V=2 .87 fps Total Length= 700 ft Total Tc= 9.7 SUBCATCHMENT 111 Proposed Athletic Field - East PEAK= 13 .81 CFS @ 12 .12 HRS, VOLUME= 1.12 AF ACRES CN SCS TR-20 METHOD 1.16 98 Impervious TYPE III 24-HOUR 1.36 74 Open Space, Good RAINFALL= 6 .55 IN .05 70 Woods, Good SPAN= 10-20 HRS, dt=.1 HRS .90 65 Brush 3.47 80 Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 10.8 Grass: Dense n=.24 -L=50' P2=3.2 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.2 Grassed Waterway Kv=15 L=110' s=.01 '/' V=1. 5 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 0. 0 Grassed Waterway Kv=15 L=20 ' s=.25 ' / ' V=7.5 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: . 1 Paved Kv=20.3282 L=20' s=.02 ' / ' V=2 .87 fps Total Length= 200 ft Total Tc= 12 .1 Data for 2427.1 New Federal Street School, Sales POST Page 60 TYPE III 24-HOUR RAINFALL= 6.55 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems REACH 4 Not described Qin = 57.65 CFS @ 12.15 HRS, VOLUME= 6.63 AF Qout= 57.65 CFS @ 12 .15 HRS, VOLUME= 6 .63 AF, ATTEN= 0%, LAG= 0. 0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) - METHOD PEAK DEPTH= 0.00 FT PEAK VELOCITY= 0.0 FPS TRAVEL TIME = 0.0 MIN SPAN= 10-20 HRS, dt=.1 HRS Data for 2427.1 New Federal Street School, Salem POST Page 61 TYPE III 24-HOUR RAINFALL= 6.55 IN Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydrOCAD 5.11 000546 (c) 1966-1999 Applied Microcomputer Systems POND 1 Existing Drainage Ditch Qin = 48.00 CFS @ 12 .03 HRS, VOLUME= 3 .29 AF Qout= 27.88 CFS @ 12 .22 HRS, VOLUME= 3 .29 AF, ATTEN= 42%, LAG= 11.3 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 15196 CF 50.5 0 0 0 PEAK ELEVATION= 55.8 FT 51.0 4 1 1 FLOOD ELEVATION= 56 . 5 FT 52. 0 17 11 12 START ELEVATION= 50.5 FT 53.0 550 284 295 SPAN= 10-20 HRS, dt=.1 HRS 54.0 3390 1970 2265 55.0 7325 5358 7623 56.0 10600 6963 16565 56.5 14670 6318 22903 # ROUTE INVERT OUTLET DEVICES 1 P 50.5' 24" CULVERT n=.013 L=150 ' 5=.0051 /' Ke=.S Cc=.9 Cd=.6 2 P 56.2 ' 100' BROAD-CRESTED RECTANGULAR WEIR Q=C L H"1.5 C=1.92, 1. 92, 1.92, 0, 0, 0, 0, 0 3 P 55.9' Double Grate X 2 HEAD(FT) DISCH(CFS) 0.0 0.00 .1 1.84 .2 2 .60 .3 3 .20 .4 3 .70 .5 4.10 .6 4.50 Lr Data for 2427.1 New Federal Street School, Salem POST Page 62 TYPE III 24-HOUR RAINFALL= 6.55 IN \. Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5 11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 2 Qin = 42 .15 CFS @ 12.11 HRS, VOLUME= 3.70 AF Qout= 26.66 CFS @ 12.32 HRS, VOLUME= 3.68 AF, ATTEN= 37%, LAG= 12 .8 MIN Qpri= 8.10 CFS @ 12 .32 HRS, VOLUME= 1.37 AF Qsec= 18.56 CFS @ 12.32 HRS, VOLUME= 2.31 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 25750 CF 74. 5 25 0 0 PEAK ELEVATION= 77. 5 FT 75. 0 215 60 60 FLOOD ELEVATION= 78. 0 FT 75.4 6045 1252 1312 START ELEVATION= 74.5 FT 76.0 9565 4683 5995 SPAN= 10-20 HRS, dt=.1 HRS 77.0 13850 11708 17702 Tdet= 13 .6 MIN (3 .68 AF) 78.0 18100 15975 33677 # ROUTE INVERT OUTLET DEVICES 1 P 75.0' 15" ORIFICE/GRATE - Q=.6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 2 S 75.0' 24" ORIFICE/GRATE Q=.6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) Primary Discharge I1=Orifice/Grate Secondary Discharge I2=Orifice/Grate POND 3 Qin = 27.96 CFS @ 12 .11 HRS, VOLUME= 2.98 AF Qout= 25.00 CFS @ 12 .20 HRS, VOLUME= 2 .86 AF, ATTEN= 11%, LAG= 5.2 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 12656 CF 73 .0 2700 0 0 PEAK ELEVATION= 75.1 FT 74.0 6121 4411 4411 FLOOD ELEVATION= 75.0 FT 75. 0 8332 7227 11637 START ELEVATION= 73 .0 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= 25. 5 MIN (2 .83 AF) # ROUTE INVERT OUTLET DEVICES 1 P 74. 0' 4' SHARP-CRESTED RECTANGULAR WEIR Q=C L H"1. 5 C=3 .27+.4 H/1 L=Length-2 ( .1 H) 2 P 74 . 0 ' 6" ORIFICE/GRATE X 9 Q=.6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) Data for 2427.1 New Federal Street School, Salem POST Page 63 tt TYPE III 24-HOUR RAINFALL= 6.55 IN 1 Prepared by Judith Nitsch Engineering, Inc. 7 Jul 00 HydroCAD 5.11 000546 (c) 1986-1999 Applied Microcomputer Systems POND 4 Qin = 61.96 CFS @ 12.15 HRS, VOLUME= 6.88 AF Qout= 60.85 CFS @ 12.21 HRS, VOLUME= 6 .46 AF, ATTEN= 21, LAG= 3.6 MIN .4 ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) y PEAK STORAGE = 28218 CF 63.0 688 0 0 PEAK ELEVATION= 69.6 FT 64.0 1297 993 993 FLOOD ELEVATION= 71. 0 FT 65.0 2235 1766 2759 START ELEVATION= 63 . 0 FT 66.0 3272 2754 5512 SPAN= 10-20 HRS, dt=.1 HRS 67.0 4572 3922 9434 Tdet= 33 MIN (6.46 AF) 68 .0 6105 5339 14773 69. 0 8374 7240 22012 70. 0 11094 9734 31746 71. 0 11094 11094 42840 # ROUTE INVERT OUTLET DEVICES 1 P 68.4 ' 13.2' BROAD-CRESTED RECTANGULAR WEIR X.1.81 Q=C L H"1.5 C=1.6, 1.8, 1.9, 0, 0, 0, 0, 0 POND 110 Infiltration System Qin = 13 .57 CFS @ 12 .02 HRS, VOLUME= .93 AF Qout= B.29 CFS @ 12.15 HRS, VOLUME= .93 AF, ATTEN= 390, LAG= 8 .2 MIN Qpri= 6.48 CFS @ 12.15 HRS, VOLUME= .28 AF Qsec= 1. 81 CFS @ 11.60 HRS, VOLUME= .65 AF ELEVATION INC.STOR CUM.STOR STOR-IND METHOD (FT) (CF) (CF) PEAK STORAGE - 6886 CF 0.0 0 0 PEAK ELEVATION= 4 .1 FT 1.0 959 959 - FLOOD ELEVATION= 4 .0 FT 2 . 0 1885 2844 START ELEVATION= 0.0 FT 3 . 0 1885 4729 SPAN= 10-20 HRS, dt=.1 HRS 4..0 1885 6614 Tdet= 9.2 MIN ( .93 AF) # ROUTE INVERT OUTLET DEVICES 1 P 1.3 ' 6" ORIFICE/GRATE Q=.6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 2 P 2.0 ' 12" ORIFICE/GRATE Q=.6 PI r-2 SQR(2g) SQR(H-r) (Use H/2 if H<d) 3 - S 0.0' EXFILTRATION Q= 1.81 CFS at and above .1' Primary Discharge �--1=Orifice/Grate I2=Orifice/Grate Secondary Discharge I3=Exfiltration Cite of balem, A1a!6fmrbu!5atg w. Mepartment of Public berbiceo One 6afem Oreen STANLEY I.BORNSTEIN,P.E. (978) 745-9595 QExt. 321 City Engineer -lax (978) 745-5877 ' Director of Public Services January 27, 2000 TO: Steve Dibble FROM: Mike Collins / RE: Bowditch School I have reviewed the plans of the proposed K-8 school on Willson Street. I have also met with Mr. Poirier to review his concerns regarding drainage. Mr. Poirier had specific concerns about two areas on Willson Street that pond during rain events. The first area is near the Bertini residence and can be addressed by installing a catch basin in the street. The Department of Public Services will install this basin this spring. The other area of concern is the intersection of Willson Street and Willson Road. This area needs to be re- graded to get the water to the existing catch basins. The general concern of the City and the abutters is,whether there will be any drainage problems caused by the construction. I believe that as a result of our January 26 meeting with the site Engineers and Architects, the situation in the Willson Road neighborhood will be substantially improved. It is my belief that much of the existing run-off can be re- routed to the rear of the property. This will have the added benefit of increasing the time it takes for the run-off to reach the Canal Street area. In general, if the changes we discussed at the January 26 meeting are implemented, I have great confidence that the site will drain quite well and have a positive impact on the surrounding properties. li CITY OF SALEM, MASSACHUSETTS PLANNING DEPARTMENT PATRICK REFFETT ONE SALEM GREEN City Planner 01970 (978)745-9595 Ext.311 Fax(978)740-0404 March 29, 2000 The Honorable Stanley J. Usovicz, Jr. Salem City Hall Salem, MA 01970 Dear Mayor Usovicz: At the request of the Salem Conservation Commission I respectfully request an appropriation in the amount of$3,300.00 to the Conservation Commission Fee Account from the Conservation Commission Receipts Reserved Account. This appropriation is being requested to fund an independent review of the stormwater drainage calculations and system design for the proposed K-8 Bowditch School project on Willson Street. The review will be performed by a Professional Engineer who will review and make specific recommendations, if any, for the following scope: 1. Review of drainage calculations 2. Review of the drainage design, with particular attention to: a) Compliance with DEP stormwater management guidelines b) Maximization of groundwater recharge or containment to prevent downstream flooding c) Determine adequacy of proposed drainage structures for regular maintenance This independent review is a requirement under the Order of Conditions approved by the Conservation Commission and was strongly requested by several neighbors during the public hearing process. Thank you for your consideration in this matter. Vlate ry truly, N7 rick Reffe City Planner sd/concom/misc/bowditchmvim 1 CITY OF SALEM Supplemental & Budget Transfer Request Form To: MAYOR From: Department CONSERVATION COMMISSION Date 3/29/00 44 PATRICK REFFETT Department Head Board Chairman Name Authorized ignatur Transfers T0 : 11712-5304 DeSC: PROFESSIONAL SERVICES From: 24401-4800 DeSC: CON( COM REVENUES (-Note-Please include letter to Mayor for Transfers Between Personnel&Non-personnel lines) SuS ��lemental To : Desc: (-Nate- Please include letter to Mayor for Supplemental) Amount: $ 3,300.00 Reason: SEE ATTACHED LETTER For Finance Dept and Mayor's Use Only: E] Budget Transfer 0 Mayor Approval 0 City Council Approval 0 Free Cash Appropriation—City Council Approval Receipts Reserve—City Council Approval a Other Recommendation: O Approved Denied Finance Director Mayor Processed: Date: By: CO # JE#: Transfer #: Dept Req Trans,Free Cash,RR _ Form 2-98 Revised 1/99 Request for Proposals Drainage Study for Proposed Bowditch School The City of Salem Conservation Commission is soliciting proposals for an independent review of the drainage calculations and design for a proposed new public elementary school, with new driveways and parking areas, on Willson Road on the same property shared by Salem High School. The city intends to select an engineering consultant to undertake a review of the design and provide recommendations to the Conservation Commission. A report entitled Revised Drainage Calculations prepared by Judith Nitsch Engineering, Inc. dated February 3, 2000 is enclosed. The design routes storm water flows through a variety of proposed structures to on-site wetlands. The Consultant must be a Professional Engineer (P.E.) in the Commonwealth of Massachusetts and will be expected to address the issues identified below: Scope of Work 1. Review of drainage calculations submitted by Judith Nitsch Engineering 2. Review of the drainage design, with particular attention to: a) Compliance with DEP stormwater management guidelines b) Maximization of groundwater recharge or containment to prevent downstream flooding c) Adequacy of proposed drainage structures for regular maintenance Attachments ■ Drainage Calculations dated 2/3/00 prepared by Judith Nitsch Engineering, Inc. ■ Notice of Intent Plans Submittal Requirements 1. Any necessary clarification of the scope or work 2. Firm and staffing qualifications 3. Timetable for completion of study 4. Lump sum fixed fee not to exceed$5000.00 Time Frames Proposal is due no later than March 24, 2000 Selected firm shall submit report by April 7, 2000 Selection Criteria Selection of a firm will be based on the combination of the factors identified above 4" To: Patrick Reffett From: Stephen Dibble Date: February 17,2000 Re: Bowditch School Comments Per your.request, I have listed below many comments on the designs for site work at the new Bowditch School. The comments are noted from the complete bidding set dated February 9, 2000. Quality control review was not completed. Plans do not reflect same information (ramps,curb layouts,etc.)from one sheet to another. Changes made to one plan should reflect on all others. I am still awaiting review of drainage calculations and design by engineers. My comments follow. Sheet Item C-lA -Fire hydrant not added to plan at steps to soccer field -Recess yard cubing not changed(typ.) -Sidewalk handicap ramps are missing from many locations(typ.) C-1B •Stormdrain line(DM 404—DM 405)designed under field house expansion -Two sidewalk ramps missing at rear parking lot -Sediment forebay design not clear,no spot elevation,24"pipe to be always full with water back up to rest of system -Swale is level,inverts are at same elevation •Invert to high at path to upper filed •OCS#3 has unprotected 4' drop into pit -Existing lower field sprinkler main not shown for protection C-1C -Schedule incomplete,examples: -DMH#406 shows only one(1)system -DMH 505 missing P. drain from tot lot -MH should be special manholes(larger,thicker walls)when 3 or more systems enter#200,213,402, 501, 504, and 505 C-3 •OCS#3 detail has no cover •OCS#2 and other should have trash cage(typ.) L-la -Soccer field ramp does not meet code -Game courts incorrectly laid out -No world map area reserved -No SWLL for buses provided(connect neckdowns) -Bus entrance gate not relocated out of street L-2a -No steps on loading dock -Handicap ramp beside building does not meet code -Six(6) sidewalk ramps not shown -Sidewalk ramp at NW comer of school not lined up with opposite ramp -Two(2)new ramps on Willson St. not at corner or at crosswalk -One(1)ramp not shown and second ramp has wrong design at Willson St. crosswalk -Catch basin needs to be removed from tot lot(typ.) -Three(3)basketball courts area has leftover striping from old design L-2b -Access walk to soccer does not meet code and creates huge hump in middle of future soccer field(±2 '/2 `). Note;Area is now flat and can easily meet code if not built up. -Spot elevations missing in rear parking lot pudding of 4-6"to take place at entrance and inside comer of V shaped island -Two handicap sidewalk ramps missing -Sediment forebay grading not clear L-2c -Proposes box at sidewalk entrance not identified L-4 -Tot lot perimeter drain has no detail(fabric,stone)or spot elevation at each comer(will not flow if flat) -Tot lot gate opening required to be 4' wide -Detail 2 -Entrance ramp not to code -Detail 1 -No steps to dock -Four square courts numbered wrong -Wrong hopscotch provided -poor layout of courts -No 4"S WLL for buses -Soccer field ramp too long L-5 -Detail 6 -Face fabric to school -48"metal picket fence needs top rail cap to prevent strangulation L-7 -Detail 9 -6 gauge a mistake? -Detail 10 -Gauge not specified can be 7 or 9 but not 11 -All Details -Face fabric to children play areas(to soccer field,to tot lot) -Tack weld and clean all fittings, caps,bands,nuts,etc. L-8 -Detail 10 -Wrong hopscotch -Detail 11 -Not City standard -Detail 12 -Color B inside all of key with only''/z circle A09.01 -Plan not fully changed as requested: -Scoreboard plugs should be further back and under bleachers(not labeled as scoreboard). Plug should connect to areas of scoreboard and 2 shot clocks. -No wiring provided for 3 second clocks in Westerly and Easterly diagonally opposite corners -Court surfacing(lines&areas)are to be 3 colors not possible 6 -Remove court striping and make design layout changes where requested(see plan notes from meeting with L.McIntire,J. Harrington,Dr. Sullivan, S. Dibble, and D. Tuberti). -Scoreboard wiring at center of wall opposite bleachers not shown Requirements in Order of Conditions not part of contract documents. cc: Mary Cassidy MAR-24-2000 14:43 SER CONSULTANTS 617 49e 4775 P.01 FACSIMILE COVER SHEET S E A Consultants Inc. ■ 485 Massachusetts Avenue ■ Cambridge MA ■ 02139 ■(617) 49 7-7800 tel • TO: MR ALBERT C. HILL, JR. ORGANIZATION: CITY OF SALEM FAX NUMBER: 978-744-5918 VOICE: FROM: MICHAEL F. CLARK ORGANIZATION: S E A CONSULTANTS INC. FAX NUMBER: (617) 498-4775 VOICE: (617) 498-4659 S E A PROJECT NAME: BOWDITCH SCHOOL DRAINAGE STUDY REVIEW S E A PROJECT NO.: 200213.00-P NUMBER OF PAGES (INCLUDING COVER SHEET): I 10 Urgent ❑Please Copy&Distribute ®For Review Please Reply Please Comment Please Recycle COMMENTS: If you have any questions or need additional information,please feel free to give me a call. CONFIDENTIALITY NOTICE: The documents accompanying this fax transmission contain information from S E A Consultants, Inc.which is confidential or privileged. The information is intended for the use of the individual or entity named on this transmission sheet only. If this transmission has been received in error,please alert the S E A employee listed above. MAR-24-2000 14:44 SER CONSULTANTS 617 498 4775 P.02 _ March 24,2000 SEA Consultants Inc. Science/Engineering/Architecture Mr.Albert C. Hill, Jr. Purchasing Agent City of Salem One Salem Green Salem, Massachusetts 01970 Re: Bowditch School Drainage Study Review Salem,Massachusetts S E A Ref.No.: 2000213.00P Dear Mr. Hill: S E A Consultants Inc. is pleased to submit this original and three copies of our proposal in the form of a Letter Agreement. We propose to provide the services set forth in detail under the Scope of Services. This Letter Agreement and the attached General Conditions, when executed, will serve as a contract between S E A Consultants Inc. (S E A) and Salem Conservation Commission (Client) for S E A to complete the work outlined in the Scope of Services presented herein. Scope of Services S E A will review the Notice of Intent and Drainage Calculations submitted for this project. As part of the review, the following activities will be performed: • Visit the site to review existing conditions including drainage structures and verifying pre-development watersheds. • Meet with the Salem Conservation Agent and a representative of the Department of Public Works (DPW) to discuss the Commission's and the DP W's concerns and knowledge of existing conditions. • Review the pre-development calculations for conformance with accepted practice and an accurate representation of existing conditions. • Review the post-development proposal as it relates to the following: 485 Massachusetts Avenue Cambridge. MA 02739-4018 - o Review the calculations for conformance with accepted practice. (617J 497.7800 FAX(67 7)498-4630 Email cambridge@seacon.com o Review the impact of the discharge, both peak and total volumes, on existing drainage systems and wetlands, and the potential for downstream flooding. c Review the implementation of Best Management Practices for Rocky Hill, cr conformance with the DEP's Stormwater Policy and impact on rua-off Rochester, NY and water quality. Concord, NH Web site http://www.seacon.com MAR-24-2000 14:44 SER CONSULTANTS 617 498 4775 P.03 Mr. Albert C. Hill, Jr. March 24,2000 S E A Consultants Inc. Page 2 of 3 science/Engineering/Archifeclum o Review the maintenance requirements of the proposed system. o Review the impact of the stormwater management system on the wetlands on-site. The results of S E A's work will be presented to the Commission in a letter report which will document our findings and provide recommendations for modifications, if necessary. Firm and Staffing Qualifications S E A is a multi-disciplinary engineering and architectural firm serving municipalities throughout New England. Background information concerning S E A and our Environmental Group is attached to this proposal. S E A's proposed Project Manager, Mr. Michael F. Clark, P.E., is a Civil Engineer with over seventeen years of experience. Mr. Clark is currently providing similar services to the Town of Southborough's Planning Department and Department of Public Works. Please feel free to contact Mr. Wayne Thies of the Town of Southborough Planning Department at 617-485-0710 as a reference. In addition,Mr. Clark is currently serving a three-year term as a Conservation Commissioner in Sudbury,Massachusetts. Schedule S E A will complete the work by April 7, 2000 provided that Client authorizes S E A to proceed by no later than March 27, 2000. Should such a delay or suspension occur, the completion date shall be subject to renegotiation. Fee S E A proposes to perform the indicated Scope of Services for the lump sum fee of $4,500 (Four Thousand Five Hundred Dollars). If S E A's services are delayed or suspended in whole or in part by the Client for more than 12 months for reasons beyond S L- A's control, the amount of compensation provided for elsewhere in the Agreement shall be subject to renegotiation. Payment Payment for services shall be made by the Client to S E A on the basis of periodic invoices. Invoices will be submitted on a monthly basis and each will indicate the estimated percent of work completed as a basis for partial payment. Payment will be made by the Client on or before thirty (30)calendar days after receipt of S E A's invoice. If the Client objects to any invoice submitted, he shall so advise S E A MRR-24-2000 14:44 SER CONSULTRNTS 617 498 4775 P.04 -AMAA Mr. Albert C.Hill, Jr. March 24,2000 3 E A Consultants Inc. Page 3 of 3 icience/Enpinaerinp/luchttacNc of his objections, in writing, within fourteen (14) days of receipt of Such invoice. If the Client fails to make any payment due S E A within 30 days after receipt of the invoice, the amount due S E A may include a late fee at the then prime rate plus one percent from said 30th day. Acceptance This Agreement includes and is subject to the attached General Conditions, paragraphs A through O, which are incorporated herein. We appreciate the opportunity to be of service to you. if this Agreement meets with your approval, please initial each page of the General Conditions, sign, date and return the original and two (2)copies of this Letter Agreement to my attention at this office. Very truly yours, iEiINC. Date 1A CLIMTS SALEM MA\GaW Dfq:H1.TkAGxEFMENT.DOC Enclosures City of Salem,Massachusetts Mr. Albert C. Hill,Jr., Purchasing Agent Date MAR-24-2000 14:44 SER CONSULTANTS - 617 498 4775 P.05 GENERAL CONDITIONS S E A Consultants Inc. (hereinafter called S E A) proposes to perform for the Client identified in the attached Letter Agreement the services described in said Letter Agreement under the conditions and circumstances as set forth herein. A. The Client shall use its best efforts to arrange for access to and make all provisions for S E A to enter upon public and private properties as required for S E A to perform services tinder this Agreement. 13. No services shall be performed under this Agreement for real estate surveying, acquisition of easements,for land takings or for any other real estate conveyance purpose. C. If S E A is obligated to prepare for or appear in litigation or arbitration proceedings on behalf of the Client, S E A shall receive additional compensation to be mutually agreed upon. D. The Client and S E A each binds itself, its partners, successors, assigns, and legal representatives to the other party to this Agreement and to the partners, successors, assigns and legal representatives of such other party with respect to all covenants of this Agreement. Neither the Client nor S E A shall assign its interest in this Agreement without the written consent of the other. E. Unless otherwise specified, this Agreement shall be governed by the laws of the Commonwealth of Massachusetts. F. The obligation to provide further services under this Agreement may be terminated by either party upon seven (7) days written notice in the event of substantial failure by the other party to perform in accordance with the terms hereof through no fault of the terminating party. In the event of termination by the Client, S E A shall be paid its compensation for services performed up to termination date. G. S E A shall, at its expense, obtain and maintain insurance which, in the judgment of S E A, is sufficient to protect itself from claims under workers' compensation acts; claims or damages because of bodily injury including personal injury, sickness or disease, or death of any of its employees or of any person other than its employees; and from claims for damages because of injury to or destruction of tangible property including loss of use resulting therefrom; and from claims arising out of the performance of professional services caused by the negligent acts, errors or omissions of S E A. H. S E A's liability resulting from any negligent acts, errors, or omissions in the performance of services under this Agreement shall not exceed the amount of compensation paid to S E A under this Agreement or$50,000, whichever is greater. T. The Client acknowledges that S E A is a corporation and agrees that any claim made by the Client arising out of any negligent act or omission of any director, officer or employee of S E A in the execution or performance of this Agreement, shall be made against the corporation and not against such director, officer or employee. J. The Client agrees to hold harmless, indemnify, and defend S E A from and against any and all claims, losses, damages, liability, and costs, including, but not limited to, costs of defense arising out r �r" 3 E A Censultonts Inc. MAR-24-2000 14:45 SER CONSULTANTS 617 498 4775 P.06 of or in any way connected with the presence, discharge, release, or escape of contaminants of any kind. K. It is understood and agreed that any use, reproduction, distribution or alteration of any drawings represented in digital format, including CADD drawings, is specifically prohibited unless authorized in writing by S E A. Any such unauthorized use will be at the Client's risk and full legal responsibility, and the Client shall indemnify and hold harmless S E A from all claims, losses, and expenses arising therefrom. L. These General Conditions and the Agreement to which they are attached constitute the entire Agreement between the parties. The Agreement may only be amended, supplemented, modified or canceled by a duly executed written instrument. M. No oral warranties, representations or statements shall be considered a part of this Agreement or a basis upon which the Client relied in entering into this Agreement. No statements, representations, warranties or understandings, unless contained herein, exist between Client and S E A. N. S E A and the services which we provide our clients may now be found on the Internet. As we build our Web site, we plan to include general and descriptive information regarding many of our projects. In this regard, certain work that S E A has performed for Client may be included. If this is not acceptable to Client. Client must provide written notice to S E A, attention Marketing Department, within ten(10)days of receipt of this contract. O. Unless specifically stated in the Scope of Work, S E A will not collect soil samples. However, if soil samples for non-laboratory purposes are collected, S E A will store them at no charge for thirty (30) days. Thereafter, at the Client's request, the samples will be either returned to the Client or disposed by S E A at the Client's expense. IS V" l S E A Canwitants Inc. MAR-24-2000 14:45 SER CONSULTRNTS 617 496 4775 P.07 s -S E A Consultants Inc. ScientistslE ngtneerslArchitects S E A Consultants Overview Water Resources provides services in the areas of S E A Consultants Inc.has steadily grown since its watersupplydevelopmentandtreatment,aswellaswater founding asaciviland environmental engineering ftrm distnbutionsystemanalysisanddesign.Thisgroupisalso in 1956 to achieve its status today as a diversified,full- responsible for wastewater treatment and collection service engineering,architectural,and environmental systems. firm. With offices located in Cambridge,Massachu- setts;Rocky Hill,Connecticut;Rochester,NewYork; Civil Engineering produces S E A's geotechnical, and Concord,New Hampshire,S E A is well-situated heavy structural,and general civil/site projects. These to serve our diverse client base throughout the North- include major utility relocations, airport design, site east. We have increased our staff in the areas of design,and drainage projects. hazardous and solid waste management,hydrogeology, water resourcesand watershed management,environ- EnvironmentalServiceshandlessolidandmental planning and groundwater monitoring,expand- hazard- ing upon our founding expertise as an environmental ous waste assignments ranging from landfill designto firm specializing inwaterand wastewater engineering' contaminated site remediation. Other axeas of respon- Our architectural and structural engineering staffs sibility include industrial waste treatment systems, both work in conjunction with our environmental environmental compliance and permitting,and audit- personnel,and accomplish projects intheirown disci- ing services. plines. Additionally,our expertise includes site/civil design,geotechnical engineering,aviation engineenng, Architecture and Building Engineering is respon- transportation engineering, and landscape and con- sible for architecture as well as building engineering, struction observation. including structural engineering.New building design, Clients renovations,and space planning and layout are major S E A's client base includes federal, state, and components of their work. municipal authorities,as well as private sector compa- nTransportation Engineering provides a complete ies. We work to form positive, communicative array ofdisciplinesnecessary for planning,designing, relationships with all of ourclientsto ensurethe fluid exchange ofinformation and ideas between ourclients and administering eonstructionofroadway,bridge,or and staff—a crucial component ofevery project. We intermodal transportation projects. Specific areas of are proud of the long-standing relationships fostered experience include traffic and intersection analysis, by this approach to project design and management, traffic signal analysis and design, highway design, bridge design,and hydraulics and hydrology. Organization In order to provide the most efficient and respon- Services sive delivery of services to our clients, we are orga- For each of these areas,we provide services in the nized in Five areas of concentration: following categories,customizing each to meet the spe- cific need of each client and project: Water Resources • CivilEngineering Environmental Services EvaluationStudies Architectural a ndBuildingEngineering • Design • Transportation Engineering • Contract Documents • Construction Administration Each division encompasses multiple technical disci- • CostEstimating plines,and can produce complex technical and man- • Construction Observation agement projects. • Computer Applications 485 Massachusetts Avenue, Cambridge, MA 02139-4018 Telephone (617) 497-7800 Fax (617) 497-7709 email: www.cambddge@seacon.com MAR-24-2008 14:45 SER CONSULTANTS 617 498 4775 H.0b -S E A Consultants Inc. ScientislslEngineerslArrhitecte Environmental Services Hazardous Waste S E A's multi-disciplined environmental services challenges to municipalities, private businesses and staff includes scientists,civil and environmental engi- govemmentagencies. SEAprovidesamulti-disciplined neers,geotechnical engineers,planners,hydrogeolo- approach to assisting clients in redeveloping these gists,computer specialists, and chemists, They have "brownfields" sites. This includes initial site and expertise in the following areas: building assessments,assistance inprocuring funding forstudies and clean-up,remediationdesign andbuilding • HazardousMateriallnvestigationand demolition. S E A's Civil Engineering and Architecture AbatementDesign Groups are also able to provide further assistance with Demolition Design redevelopment design and new construction. USTRemoval Massachusetts Contingency Plan Site Assessment • EnvironmentalAudits/Assessments Our engineers and scientists have experience at all • Environmental stiAudits/ ssess encs y Studies levels of site assessment ranging from walkover and Remediliterature searches to extensive field exploration and • Hydrogeologic Investigations testing programs. We have several staff members • RemedialDesign certified as Licensed Site Professionals (LSP's) and • Cleanup andClosure Plans LicensedEnvironmenta[Professionals(LEP's)inMas- • StateandFederalPermitting sachusetts and Connecticut,respectively. Our LSP's • Waste Characterization and LEP's are authorized by the states to direct and Waste Minimization approve contaminated site assessments andclean-ups. • Regulatory Compliance Our clients incl ude private concerns for property trans- actions; municipalities for landfill closures, under- Our client base isdiverse and includes: ground storage tanks and spill investigations;andstate and federal agencies formore involved sites,including • Private Industry many Superfund locations. Our intimate knowledge of • Federal Government CERCLA,RCRA,SARA,and state statutes results in reduced cost and time involved in remediating contami- • StateAgencies nated sites for clients. • Municipalities • PublicAgencies All our field personnel are OSHA trained and are • Developers thoroughly oriented to our QA/QC procedures for site • Universities safety,sampling,testing,and materials handling. Typical projects include feasibility studies and Remediation Design remedial designs of contaminated sites; hazardous S E A's long history in water and wastewater materials abatement and building demolition;detailed treatment,geotechnical engineering,andhydrogeology environmental assessments for property transfers and has proven invaluable in our ability to develop,design, Brownfield redevelopment;remedial investigations and and oversee remediation work for our clients. Our feasibility studies;and hazardous waste site investiga- designs have included pump and treat systems for tions and remediationservicesforsiterehabilitation and solvents and petroleum;bioremediation atselect]oca- restoration. tions such as creosote contaminated sites;excavation and remote treatment; and isolation through cutoff The extensive problem of abandoned properties with walls and capping. In each case the remediation plan is environmental contamination and decrepit, often an outgrowth of the site investigation and takes into dangerous, abandoned buildings on them, presents accountriskassessment and severity ofcontamination. 485 Massachusetts Avenue, Cambridge, MA 02139-4018 Telephone (617) 497-7800 Fax (617) 497-7709 email, www.cambiidg&Qseacon.com MAR-24-2000 14:46 SER CONSULIHNIS b1'( 4'db 4rrD r.e7 We have worked on a variety of remediation sites, Chapter 91. A key objective is to develop technical including Superfundsites fortheUSEPA,theUSACOE, approachaltemativesinan effort toreducethepetmitting state agencies,group and individual PRP's,andtheEPA burden for clients. Specific services include research, ARCS program, and state programs. In addition,we strategic planning, interagency coordination, permit work on behalf of private clients in industrial settings preparation, presentations or backup at public meet- facedwithtightregulatory deadlines andheavyfines if Ings,monitoring and construction period compliance. prompt action is not taken. SauitaryLandfills Solid Waste Management S E A has extensive experience in all aspects of the S E A has developed many solid waste manage- design of landfill closures,landfill expansions,andthe ment plans for large cities,smal I communities,univer- design of new environmentally-sound landfills. In sities,and regional bodies, Our solid waste engineer- addition,SEAhas ateamofexpertswho specialize in ing staff is experienced in evaluating alternative col- conducting multi-phased landfill assessments and lection,transfer and disposal methods,long and short hydrogeologic investigations. Projects completed by range financial analyses,operations issues,recycling, SEAinclude HDPE andclaylinersystems,separately and composting programs. and in combination. In addition,our staff utilizes the latest computermodeling systems to arrive at the most In the recycling arena, S E A's services include: cost-effective designs. location and analysis ofpotential markets for collected materials; analyzing methods of collection of recy- With respect to landfill operational issues,our engi- clable materials; transportation analyses; design of veering staff has extensive experience in designing recycling centers; and providing assistance in public remedial action plans,conducting landfill inspections, education programs. Our approach to recycling pro- and providing valuable operations assistance to ensure gams is tailored to the needs of,and markets available regulatory compliance. We are also well-versed in to,ourclients, We have an extensive recycling market responding to regulatory agency ordersonbehalfofour database thatis constantlyupdated as conditions change. clients and in seekingfinancial assistance from available grant programs. Demolition Services S E A has designed and overseen the demolition of Partial Client List-Solid Waste: over 200buildings and twomillion square feet of space • Connecticut Resource Recovery Authority in the past three years. We have extensive experience • Browning Ferris Industries,Inc. in assessing buildings for the presence of hazardous • CityofBoston,MA materials and designing demolition strategies based on • Branford,CT the conditions presented and the future uses of the site • Maine Department of Environmental Protection following demolition. Our approach to demolition is • Dennis and Brewster,MA focused on delivering quality products, on time,that • Keene,NH help control costs and schedule variations for our • Martha's Vineyard Solid Waste District clients.Where there are environmental issues that need • University of Pennsylvania tobe addressed as partofthe demolition or redevelopment • Massachusetts Institute of Technology of a site, S E A integrates the investigation and remediation activities with the demolition and site Partial Client List-Hazardous Waste: redevelopmentplans. U.S.Fish and Wildlife Service U.S.Environmental Protection Agency Permitting and Compliance Support GTE Products Corporation S E A's Permitting Team specializes in developing UnitedTechnologies integrated permitting strategies for the wide array of Massachusetts Natioanl Guard environmental,water resources and design/construc- NorthBrookfield,MA tion permits needed by our clients. We offer expertise Harvard UniversityandMIT in numerous state and federal programs including Cambridge,MA Wetlands Protection Act,MEPA/NEPA, and ACOE Rockport,MA TOTAL P.09 z DERICK J. GEISEL,PE C ILENGaR 15 Steep Hill Drive �} r-- N jC Gloucester,MA 01930-4072 `�E`- Ei v L-1- Phm :(978)281-8160 Mir )F;mi:(979)2�1,-3920 SALEM August 24, 2000 Salem Conservation Commission One Salem Green Salem, MA 01970 Attn: Don Giard Re: Nathaniel Bowditch School Review of Drainage Study&Design Dear Mr. Giard and Commission Members, In association with Mary Rimmer of Rimmer Environmental Consulting(REC),I have completed a review of the revised civil and landscaping design sketches for drainage and wetland facilities for the Nathaniel Bowditch School. Everyone associated with this project is aware that there were pre-existing drainage problems, including flooding and a lack of stormwater conveyance and treatment facilities. It would not be responsible engineering to simply provide detention and infiltration that provided for no increase in the rate of runoff. My review has been geared towards improving the overall situation for the entire school site. I disagreed with the stated premise in the drainage study. However, I believe that the designers have approached the goal of improving the overall situation. With that stated,there are still a few issues. I have not received any revised drainage calculations. In my initial review of the drainage analysis, I analyzed selected subcatchment areas to verify the consistency and accuracy of the calculations from the predevelopment conditions to the postdevelopment conditions.Area 13, for example, had significant changes, which had not been adequately addressed in the drainage report, evidently since the design had changed after the initial report was completed. The implications of my review were that the calculations potentially overestimate the predevelopment conditions and understate the hydrological post- development conditions. There could be more runoff than calculated and the stormwater management structures may be inadequate, even with the design revisions. The revisions to the drainage facilities may have adequately provided for the changes in drainage patterns and flows, but I cannot verify that. All of the design revisions that have been revised are adequate with one exception. Drainage structure DMH# 700 shows an incoming invert of 62.00 from AD#101. This invert should be 62.50. The outlet invert from DMH# 700 is 62.40. The Stormceptor design is potentially subject to damage/destruction of its capabilities while being maintained. If this specific design is used, the maintenance plan should include contracting with area contractors who have the proper"VAC"equipment to maintain these devices. We do not feel that the O&M plan included in the original report . adequately addressed the maintenance program. We have reviewed other stormwater control technologies, which could provide additional treatment, and are less prone to damage from maintenance practices. CDS Technologies stormwater treatment systems are available from Concrete Systems Inc of Hudson, New Hampshire and are available in ; pre-cast concrete in the sizes needed for this project. I recommend that the CDS t Technologies should be considered as an alternative. Sincerely' Frederick J. Geisel, PE Principal CC: Rimmer Environmental Consulting Lisa Brothers, JNEI Geller Associates FREDERICK J. GEISEL,PE CIVILENGINEER 15 Steep Hill Drive Gloucester,MA 01930-4072 Phow:(978)281-8160 :(97&)281,-3920 August 24, 2000 Salem Conservation Commission One Salem Green Salem4 MA 01970 Attn: Don Giard Re: Nathaniel Bowditch School Review of Drainage Study&Design Dear Mr. Giard and Commission Members, In association with Mary Rimmer of Rimmer Environmental Consulting (REC),I have completed a review of the revised civil and landscaping design sketches for drainage and wetland facilities for the Nathaniel Bowditch School. Everyone associated with this project is aware that there were pre-existing drainage problems, including flooding and a lack of stormwater conveyance and treatment facilities. It would not be responsible engineering to simply provide detention and infiltration that provided for no increase in the rate of runoff. My review has been geared towards improving the overall situation for the entire school site. I disagreed with the stated premise in the drainage study. However, I believe that the designers have approached the goal of improving the overall situation. With that stated,there are still a few issues. I have not received any revised drainage calculations. In my initial review of the drainage analysis, I analyzed selected subcatchment areas to verify the consistency and accuracy of the calculations from the predevelopment conditions to the postdevelopment conditions. Area 13, for example, had significant changes, which had not been adequately addressed in the drainage report, evidently since the design had changed after the initial report was completed. The implications of my review were that the calculations potentially overestimate the predevelopment conditions and understate the hydrological post- development conditions. There could be more runoff than calculated and the stormwater management structures may be inadequate, even with the design revisions. The revisions to the drainage facilities may have adequately provided for the changes in drainage patterns and flows, but I cannot verify that. All of the design revisions that have been revised are adequate with one exception. Drainage structure DMH#700 shows an incoming invert of 62.00 from AD #101. This invert should be 62.50. The outlet invert from DMH# 700 is 62.40. The Stormceptor design is potentially subject to damage /destruction of its capabilities while being maintained. If this specific design is used,the maintenance plan should include contracting with area contractors who have the proper"VAC'equipment to maintain these devices. We do not feel that the O&M plan included in the original report adequately addressed the maintenance program We have reviewed other stormwater control technologies,which could provide additional treatment, and are less prone to damage from maintenance practices. CDS Technologies stormwater treatment systems are available from Concrete Systems Inc of Hudson,New Hampshire and are available in pre-cast concrete in the sizes needed for this project. I recommend that the CDS Technologies should be considered as an alternative. Sincerely, Frederick J. Geisel, PE Principal CC: Rimmer Environmental Consulting Lisa Brothers, JNE1 Geller Associates 57Le; , FREDERICK J. GEISEL_ ,PE ms`s` CMLENGINEER 15 Steep hill Drive - Gloucester,MA 01930-4072 - a ... T Phm :(978)281-8160 Fa�:(979)2$t3,920 E August 24, 2000 Salem Conservation Commission One Salem Green Salem,MA 01970 Attn: Don Giard Re: Nathaniel Bowditch School Review of Drainage Study&Design Dear Mr. Giard and Commission Members, In association with Mary Rimmer of Rimmer Environmental Consulting (REC),I have completed a review of the revised civil and landscaping design sketches for drainage and wetland facilities for the Nathaniel Bowditch School. Everyone associated with this project is aware that there were pre-existing drainage problems, including flooding and a lack of stormwater conveyance and treatment facilities. It would not be responsible engineering to simply provide detention and infiltration that provided for no increase in the rate of runoff. My review has been geared towards improving the overall situation for the entire school site. I disagreed with the stated premise in the drainage study. However, I believe that the designers have approached the goal of improving the overall situation. With that stated,there are still a few issues. I have not received any revised drainage calculations. In my initial review of the drainage analysis, I analyzed selected subcatchment areas to verify the consistency and accuracy of the calculations from the predevelopment conditions to the postdevelopment conditions. Area 13, for example, had significant changes, which had not been adequately addressed in the drainage report, evidently since the design had changed after the initial report was completed. The implications of my review were that the calculations potentially overestimate the predevelopment conditions and understate the hydrological post- development conditions. There could be more runoff than calculated and the stormwater management structures may be inadequate, even with the design revisions. The revisions to the drainage facilities may have adequately provided for the changes in drainage patterns and flows, but I cannot verify that. i All All of the design revisions that have been revised are adequate with one exception. Drainage structure DMH# 700 shows an incoming invert of 62.00 from AD#101. This invert should be 62.50. The outlet invert from DMH# 700 is 62.40. The Stormceptor design is potentially subject to damage/ destruction of its capabilities while being maintained. If this specific design is used, the maintenance plan should include contracting with area contractors who have the proper"VAC' equipment to maintain these devices. We do not feel that the O&M plan included in the original report adequately addressed the maintenance program. We have reviewed other stormwater control technologies,which could provide additional treatment, and are less prone to damage from maintenance practices. CDS Technologies stormwater treatment systems are available from Concrete Systems Inc of Hudson,New Hampshire and are available in pre-cast concrete in the sizes needed for this project. I recommend that the CDS Technologies should be considered as an alternative. Sincerely, 1 Frederick J. Geisel, PE Principal CC: Rimmer Environmental Consulting Lisa Brothers, JNEI Geller Associates l )}-Ja JUDITH NITSCH ENGINEERING, INC. Civil Engineers • Planners • Land Surveyors 186 Lincoln Street• Suite 200 • Boston, MA 02111-2403G617 338=0063'-- z 617-338-6472• E-mail:jnei@jnei.com r iL_�.JL3 V L�J i f J~ xl SEU _5 i'-:i M, 1Jti SALEM PLANNING D7--F-'T September 1, 2000 City of Salem RE: JNEIProject#2427.1 Conservation Commission Nathaniel Bowditch School c/o Don Giard Salem, Massachusetts One Salem Green Salem, MA 01970 Dear Conservation Commission Members: Judith Nitsch Engineering, Inc. (JNEI) has prepared this letter at the request of the project architect, Flansburgh Associates, Inc., to address the water quality inlets for the stormwater management system at the Nathaniel Bowditch School. The contractor has proposed to use a CDs water quality inlet instead of the Stormceptor water quality inlet that was discussed at JNEI's meetings with the Conservation Commission and during the public hearing process. JNEI has reviewed the technical information submitted by the contractor for the CDS water quality inlet. The information provided states that the CDS water quality inlet will achieve a total suspended solids (TSS)removal of between 50% and 70%. The Stormceptor units provide a TSS removal efficiency of 77%. The Department of Environmental Protection Stormwater Management Policy requires an overall TSS removal efficiency of 80%. The following table shows the TSS removal efficiency for the project with the different water quality inlets: Table 1 - TSS Removal Efficiencies Water Quality Inlet w/Stormce for Area w/CDS 70% Area w/CDS 50% Area End of Driveway 84% .42 80% .42 66% .42 Parking Lot 97% 1.61 93% 1.61 93% 1.61 Total to Willson Street 94% 90% 87% The CDs water quality inlets will improve the quality of stormwater leaving the site by meeting the TSS removal goal of 80%. Additionally, the design of the CDS water quality inlet appears to be more maintenance-friendly than the Stormceptor units. However,JNEI requested that the contractor consult the Conservation Commission before any water quality inlet other than the Stormceptor be used in order to ensure compliance with the Order of Conditions. f City of Salem: JNEI Project#2427.1 September 1, 2000 Page 2 of 2 Please call me if you have any further questions. Very truly yours, JUDITH NITSCH ENGINEERING, INC. Approved by: Richard F. Gorman Lisa A. Brothers, P.E. Project Designer Vice President and COO RFG/vej cc: Bob Corning(Geller Associates) Kay Whitefield (Flansburgh Associates, Inc.) 10/Q9697 �t JUDITH NITSCH ENGINEERING, INC. Civil Engineers • Planners • Land Surveyors 186 Lincoln Street•Suite 200• Boston,MA 02111-2403 Br-,338=D063' -Fau 617-338-6472• E-mail:jnei@jnei.com l tf: CA!_' :C,q September 1, 2000 City of Salem RE: JNEI Project#2427.1 Conservation Commission Nathaniel Bowditch School c/o Don Giard Salem,Massachusetts One Salem Green Salem,MA 01970 Dear Conservation Commission Members: Judith Nitsch Engineering, Inc. (JNEI)has prepared this letter at the request of the project architect, Flansburgh Associates, Inc., to address the water quality inlets for the stormwater management system at the Nathaniel Bowditch School. The contractor has proposed to use a CDS water quality inlet instead of the Stormceptor water quality inlet that was discussed at JNEI's meetings with the Conservation Commission and during the public hearing process. JNEI has reviewed the technical information submitted by the contractor for the CDS water quality inlet. The information provided states that the CDS water quality inlet will achieve a total suspended solids (TSS)removal of between 50%and 70%. The Stormceptor units provide a TSS removal efficiency of 77%. The Department of Environmental Protection Stormwater Management Policy requires an overall TSS removal efficiency of 80%. The following table shows the TSS removal efficiency for the project with the different water quality inlets: Table 1 - TSS Removal Efficiencies Water Quality Inlet w/Stormee for Area w/CDS 70% Area w/CDS 50% Area End of Drivewa 84% .42 80% .42 66% .42 Parking Lot 97% 1.61 93% 1.61 93% 1.61 Total to Willson Street 94% 90% 87% The CDS water quality inlets will improve the quality of stormwater leaving the site by meeting the TSS removal goal of 80%. Additionally, the design of the CDS water quality inlet appears to be more maintenance-friendly than the Stormceptor units. However, JNEI requested that the contractor consult the Conservation Commission before any water quality inlet other than the Stormceptor be used in order to ensure compliance with the Order of Conditions. e 5' City of Salem: JNEI Project#2427.1 September 1, 2000 Page 2 of 2 Please call me if you have any further questions. Very truly yours, JUDITH NITSCH ENGINEERING, INC. Approved by: Richard F. Gorman Lisa A. Brothers, P.E. Project Designer Vice President and COO RFG/vej cc: Bob Corning(Geller Associates) Kay Whitefield(Flansburgh Associates, Inc.) 10/Q9697 JUDITH NITSCH ENGINEERING, INC. Civil Engineers • Planners • Land Surveyors ilfr :i 186 Lincoln Street• Suite 200• Boston,MA 02111-2403O617;338D015TWFax 617-338-6472 • E-mail:jnei@jnei.com September 1, 2000 City of Salem RE: JNEI Project#2427.1 Conservation Commission Nathaniel Bowditch School c/o Don Giard Salem,Massachusetts One Salem Green Salem, MA 01970 Dear Conservation Commission Members: Judith Nitsch Engineering, Inc. (JNEI)has prepared this letter at the request of the project architect, Flansburgh Associates, Inc., to address the water quality inlets for the stormwater management system at the Nathaniel Bowditch School. The contractor has proposed to use a CDS water quality inlet instead of the Stormceptor water quality inlet that was discussed at JNEI's meetings with the Conservation Commission and during the public hearing process. JNEI has reviewed the technical information submitted by the contractor for the CDS water quality inlet. The information provided states that the CDS water quality inlet will achieve a total suspended solids (TSS)removal of between 50% and 70%. The Stormceptor units provide a TSS removal efficiency of 77%. The Department of Environmental Protection Stormwater Management Policy requires an overall TSS removal efficiency of 80%. The following table shows the TSS removal efficiency for the project with the different water quality inlets: Table 1 - TSS Removal Efficiencies Water Quality Inlet w/Stormce for Area w/CDS 70% Area w/CDS 50% Area End of Driveway 84% .42 80% .42 66% .42 Parking Lot 97% 1.61 93% 1.61 93% 1.61 Total to Willson Street 94% 90% 1 87% The CDS water quality inlets will improve the quality of stormwater leaving the site by meeting the TSS removal goal of 80%. Additionally,the design of the CDS water quality inlet appears to be more maintenance-friendly than the Stormceptor units. However,JNEI requested that the contractor consult the Conservation Commission before any water quality inlet other than the Stormceptor be used in order to ensure compliance with the Order of Conditions. r . City of Salem: JNEI Project#2427.1 September 1, 2000 Page 2 of 2 Please call me if you have any further questions. Very truly yours, JUDITH H ENGINEERING, INC. Approved by: Richard F. Gorman Lisa A. Brothers,P.E. Project Designer Vice President and COO RFG/vej cc: Bob Corning(Geller Associates) Kay Whitefield(Flansburgh Associates, Inc.) I O/Q9697 1 " t Memorandum To: Tony Delusio From: Don Cefalo Date: October 5, 2000 Re: Bowditch School Cc: Tony, This is to confirm that the Salem Conservation Commission has approved the CSD Stormceptor for the Bowditch School Project. The Peabody Construction Company Inc. may now install these drainage structures. -L2.1 SEP.28 '2000 17:44 1 781 380 1550 PEABODY CNST CO #6934 P.001/002 Y v Memorandim . TO: Don Cefefo FROM: Jim McMlll DATE: 9/28100 RE: Nathaniel itch School-St Don, Peabody Constnxti Co nc requests that the submitted stornceptor be approved as an alternate- The specifications and plans only listed manufacturer. PCCI asked clarification whether is was a proprietary specification if the architect would provide two other acceptable anifacturers as required by publicbid law. The submitted stormceptor was rej ed t�ecause it did not have S.T.E- . approval- The need for this approval was never tinned on the plans and PCCI subsequently informed that only one manufactur had this rating. However, the sto; ptor was never made a proprietary specifi the architect and engineer that the submitted on mission agreed- Please afi Co if the Salem Conserv a9r atomics for could be . P review the submitted ata determine the acceptabil- of the unit. SEP.26'2000 17:44 1 781 380 1550 PEABODY CNST CO #6934 P.002/002 S uest for lnforination puled( Collaboration),grouped by Number I Nathanial 80trditclt SchoOi Project 0 186 ; Peabody Construction Co Inc Salem TeL 978-741427A Pac l 741,4708 Fart R FFansburgtr WhRefield Peabody Con ctico Co Inc James tUic)tAllan •� r i Stormceptor Approvals i 0 0 KV Assoc pave Benedetto 1 Peabody Conspudion Po Doug Morrow 1 Please provide written the dimPPro%al d the Furttiemwre,is Uds a proprietary item? It not Ptease provide2 a for apAmval- I Ead R Ftansburgh Kay WhAdidd _i i i , 1 i 1 i , i i Profs■anwru Prhrbed 8 C o m bo cnKhNkPmd Page 1 of 1 I i i i Memorandum s TO: Don Cefelo, 978-740-0404 FROM: Jim McMillan DATE: October 3, 2000 RE: Nathaniel Bowditch School PCC request that the Salem Conservation Commission approve the use of tt : CSI storm ceptor. It is PCC's understanding that both the architect and engineer II approve as well. ^i CL > _. (� r,: 1J1►t'l Lij C, LUj / T001TOO'd EZZL# OD ;Mgv2d OSST OBE TBL T 6Z:DT OOOZ, EO'13O 5EP.28'2000 17:44 1 781 380 1550 PEABODY CNST CO 46934 P.001/002 1 . MemorandiiM-"'I TO: Don Cefelo FROM: Jim McMillai i DATE: W8100 RE. Nathaniel itch SO-O-Oi-St Don, Peabody Constructior Co nc requests that the submitted stormceptor be approved as an afternate- The s;x cif-ications and plans only listed orif manufacturer. PCCI asked clarification whether t lis w6s a proprietary specification 6,if the architect would provide two other acceptable a cturers as required by public bid taw. The submitted stormceptor was rej it did not have S.T.E-P approval- The need for this approval was never ri Itnticiried on the plans and PCCI subsequently informed that only one manufactur haci this rating. However, the ptor was never made a r proprietary sspecififi n- Abe architect and engineer that the submitted stonTneptor could be if the Salem Conservation mission agreed. Please review the submitted ata wo determine the acceptabili of the unit. -j� SEP.28'2000 17:44 1 781 380 1550 PEABODY CNST CO #6934 P.002/002 i Ret uest for Information Detailed(wift ut Cdlabwation),grouped by Number L. 1 Nathaniot Bowditch School Project 0 186 Peabody Contraction Co Inc Salem Tet 978-741-1224 Fac 41414708 Earl R Flansburgh tr.4whadw Peabody Co ction 00 Inc James fi cKalan Stormceptor Approvals i 0 i � KV Associates Dave Benedetto 1 Peabody Construction Po Doug Monow 1 Please provide written 600 the disapproval of the vtormceptA. Furthermore.is this a KQPdetary item7 if not please provide 2 a for - I I Earl R Flansburgh Kay Whdefeld -- I i i I i i ' I i i . Page 1 A 1 prcfog Manager f'rfrAed 816dD °1�� towdtM I i i i COMMONWEALTH OF MASSACHUSETTS p EXECUTIVE OFFICE R" C1i�ENTAL AFFAIRS a DEPARTMENT OF ENVIRONMENTAL PROTECTION Metropolitan BostonNd the �st k&iiiihfi- ¢Office `'ADEM ARGEO PAUL CELLUCCI PLANNING Dr-_;;- BOB DURAND Governor - �� Secretary JANE SWIFT .Lieutenant Governor LAUREN LISS Commissioner DEP File# 64-302 RE: NOTIFICATION O WETLANDS PROTECTION ACT FILE NUMBER Salem DATE: BAR 16 200 (city/town) The Department of Environmental Protection has received a Notice of Intent filed in accordance with the Wetlands Protection Act(M.G.L. c. 131, §40): Applicant: City of Salem Owner: Address: 93 Washington Street Address: Salem, MA 01970 Project Location: Willson Street IF CHECKED,THE FOLLOWING ITEM(S)APPLY TO THIS NOTICE OF INTENT: A.�XLThis project has been assigned the following file# : 64-302 Although a file#is being issued,please note the following: Replication elan missing. ISSUANCE OF A FILE NUMBER INDICATES ONLY COMPLETENESS.OF SUBMITTAL,NOTE APPROVAL OF APPLICATION B.( )No file#will be assigned to this project until the following missing information is sent to. this office,to meet the minimum submittal requirements in accordance with the Wetlands Protection Regulations at 310 CMR 10.00: 1. ( )_copy(s)of a completed Notice of Intent(Form 3 or Form 4 of Sect. 10.99, whichever is applicable) and a gM of the Fee Transmittal Form,with a copy of the check for the State's share of the Notice of Intent filing fee. 2. ( )_copy(s) of plans, calculations, and other documentation necessary to completely describe the proposed work and mitigation measures to protect resource areas. 3. ( )_copy(s) of an 8.5"X 11" section of the GS map of the area. 4. O cop (s)of plans showing compliance with Title 5 of the State Environmental Code, 310 CMR 15.00. 5. ( )Proof that a copy of your Notice of Intent has been mailed or hand delivered to the Natural Heritage and Endangered Species Program. (see page 2 for additional information) This information is available In alternate format by calling our ADA Coordinator at(617)5746872. .205a Lowell St. Wilmington,MA 01887 a Phone (978)661-7600•Fax (978).661-7615 a TDD#(978)661-7679 I ) Printed on Recycled Paper r C.-U Other Regulatory Jurisdiction 1. ( ) Application has been forwarded to Waterways Regulatory Program to determine if a Chapter 91 License is required. 2.L-) Applicant is advised to forward a copy of the Notice of Intent to the Corps of Engineers for review (call 1-800-362-4367 for information). D. O 401 Water Quality Certification The project described in your Notice of Intent requires a 401 Water Quality Certification from the Department of Environmental Protection and may require submittal of a 401 application form. See below for further details: 1. ( )Based upon the information submitted in and with your Notice of Intent a separate 401 Water Quality Certification application form is not required. The Department has reviewed the plans submitted by the applicant and finds that there is reasonable assurance that the project or activity will be conducted in a manner that will not violate the Massachusetts Surface Water Quality Standards,provided that: . a) the applicant receives and complies with a Final Order of Conditions from the local conservation commission or the Department; b) The Order of Conditions does not cause the loss of more than 5,000sq.ft. of bordering vegetated wetlands and land under water and/or the dredging of more than 100 cubic yards of land under water; c) .any loss of vegetated wetlands has been mitigated with a minimum replication of 1:1; and is not part of a subdivision; does not cause the loss of any Wetlands designated as d) The project is not exempt from the M.G.L. c. 131, §40-the Wetlands Protection Act; Outstanding Resource Waters; and does not cause the loss of any salt marsh. + Therefore,provided that the above conditions are satisfied, the Final Order of Conditions will serve as the Water Quality Certification for this project. This does not relieve the applicant of the duty to comply with any other statutes or regulations. 2. O Before the activity described in the Notice of Intent can commence, you must= obtain a Water Quality Certification form from this Regional Office. Please complete the enclosed 401 Water Quality Certification application form and file it with this Regional Office for review. 3. ( )Your project involves dredging of greater than 100 cubic yards of material or requires a pennit from the Federal Energy Regulatory Commission for work in "waters of the Commonwealth." Therefore,your proposed project is subject to 314 CMR 9.00 and requires a Water Quality Certification. Please complete the enclosed 401 Water Quality Certification application form and rile it with the Department of Environmental Protection,Waterways Program,and One Winter Street,Boston, MA 02108. Contact the Division of Waterways program at 617-292-5655 if you have and questions. For more information please contact Gary Bogue At 978- 661-7600. Cc: Conservation Commission O U.S. Army Corps of Engineers ( )Owner O Coastal Zone Management ( )DEP-Water Pollution Control (X) Representative: Richard F. Gorman O DEP-Waterways Judith Nitsch En 'nig eering Inc. One Appleton Street,Boston,MA 02110 M COVER SHEET FAX To: Rick Gorman, Judith Nitsch Engineering Fax#: 617 338 6472 Subject: Changes to plan Date: January 26, 2000 Pages: I, including this cover sheet. Rick: Thank you for meeting this morning on such I short notice. The meeting needed to take place to address a wide variety of concerns, some of which I have listed below. So again,thank you for your immediate response. As you know, the mayor requested me to have the issues corrected immediately and make ready for ConCom review on 1/27/00. I have explained not the specific but the general nature of the changes to several neighbors and will be meeting with Councillor Lovely in the morning to review this mornings meeting. I have spent the better part of today at the DEP in Wilmington on another matter. I received your voice mail that you will be presenting the new information to the ConCom. I will try to reach you again today via phone. Please be sure all of the issues raised including those marked-up on the plan this morning are addressed and fully investigated. The major issues include: Leaving room in design to square off and enlarge soccer field, Routing drainage around ledge thereby saving on blasting costs, Relocating parking and driveway away from soccer field and possibly onto basketball court, Connecting existing drain behind fieldhouse, Putting existing soccer field sprinkler system water line on plans for protection, -e- Enlarging - Enlarging two wetlands beside field house, O-e-r h wy G Redesign swale area beside field house and along road, gEss i'h Pe°(-g2� Deep sump catch basins on all new catch basins-4' minimum, , 7 0 pt,,,� Reroute roof runoff to rear off property, 7 I Allow for cleanout at each end of every detention pipe, oa Delete STC #3 and add swale, Check inverts, and Correct mis-labeling of some drainage pipes. From the e Stephen Dibble Assistant Planner Also, as I said earlier, there should be no future changes to City of Salem, Planning Dept. thelan wmenow without kin about it firsam readily t. I one Salem Green p g Salem, MA.,01970 available via phone or have our secretary page me. (978)745 9595 ext.311 Fax:(978)740 0404 Citp of *arem, AU59 arbuzettz Office of the Citp (Council QLitp fall COUNCILLORS-AT-LARGE KEVIN R.HARVEY WARD COUNCILLORS PRESIDENT 2000 2000 LAURA A.DETOMA DEBORAH E.BURKIN HAW SCOTT A.LACAVA THOMAS H.FUREY CITY CLERK .anuary 27, 2000 REGINA R.FLYNN KEVIN R.HARVEY JOAN B.LOVELY ARTHUR C.SARGENT,111 LEONARD F.O'LEARY KIMBERLEY L.DRISCOLL SARAH M.HAYES JOSEPH A.O'KEEFE,SR. Mark George, Chairman Conservation Commission One Salem Green Salem, MA 01970 RE: Bowditch School, Willson Street Dear Chairman George: Please be advised that I am unable to attend your meeting of January 27, 2000 due to the scheduling of City Council meetings at the same time that the Conservation Commission meets. However, I would like to take this opportunity to address several issues relative to drainage, etc. that are of grave concern to the surrounding neighborhoods and the City of Salem at large with regard to the above-captioned matter. I have had the opportunity to meet with Mr. Stephen Dibble of the Planning Department relative to these issues. I have also met with several neighbors who have expressed concern about the impact that a new school will have on the surrounding area, as well as other areas of the city. It appears that the engineering plans with regard to the drainage have had to be altered or are going to have to be altered significantly to properly address existing flooding and drainage issues on and off this site. Although I have been advised that these issues are generally only considered on site, I strongly recommend the need to look at the bigger picture. The residents of the Willson Road, Cottage Street and Greenway Road neighborhoods have been adversely impacted by flooding and drainage problems since Salem High School was built back in the 1970's. As you are already aware, several neighborhoods in the Jefferson Avenue, Brook Street and Lawrence Street area, downstream from the site, have also been adversely affected Mr. Mark George January 27, 2000 Page two by flooding and cannot incur further impact. Now is the time to properly address these problems and potential future problems with the siting of this new school. Mr. Dibble has advised me of the changes needed for the least amount of impact to outlying neighborhoods affected by this drainage. These changes include directing drainage from the school and immediate roadway in the rear of the building away from Willson Street and towards the rear of the high school, where it would be incorporated into four wetland sites before eventually going off site, thereby diminishing the impact on any neighborhoods. In addition, it is strongly recommended that room be made for the enlargement of the high school soccer fields and relocation of some parking related thereto. There are several other changes also relative to this issue, and I would ask that the Commission adopt these changes as he has indicated, and require the engineers to strictly adhere to same. One last issue of concern is an existing flooding problem on Willson Road. During periods of heavy rain, water tends to accumulate and does not and/or cannot properly drain due to the inadequate drainpipe located there. I have been advised by both Mr. Dibble and Mr. Michael Collins of the DPW, that this area is in need of re-grading and the installment of a deep sump catch basin to properly address this ongoing problem. Although this problem may b Y or may not e considered contiguous to the g school, I would like the commission to take this under advisement and issue the proper permitting when necessaryto have this work commence in the spring. p g• Thank you for the opportunity to address these important issues with you and the members of the Conservation Commission. The neighbors and I appreciate your diligence in addressing these concerns. Very truly yours, 07 an B. Lovely City Councillor Ward Three 1; ' CITY OF SALEM, MASSACHUSETTS PLANNING DEPARTMENT PATRICK REFFETT ONE SALEM GREEN City Planner ` 01970 (978)745-9595 EM.311 Fax(978)740-0404 To: Patrick Reffett From: Stephen Dibbl Date: February 17,2000 Re: Bowditch School Comments Per Your request,I have listed below many comments on the designs for site work at the new Bowditch School. The comments are noted from the complete bidding set dated February 9, 2000. Quality control review was not completed. Plans do not reflect same information (ramps,curb layouts,etc.)from one sheet to another. Changes made to one plan should reflect on all others. I am still awaiting review of drainage calculations and design by engineers. My comments follow. Sheet Item C-1A -Fire hydrant not added to plan at steps to soccer field -Recess yard cubing not changed(typ.) -Sidewalk handicap ramps are missing from many locations(typ.) C-IB •Stormdrain line(DM 404—DM 405)designed under field house expansion -Two sidewalk ramps missing at rear parking lot -Sediment forebay design not clear,no spot elevation,24"pipe to be always full with water back up to rest of system -Swale is level,inverts are at same elevation •Invert to high at path to upper filed •OCS#3 has unprotected 4' drop into pit -Existing lower field sprinkler main not shown for protection C-1C -Schedule incomplete, examples: -DMH#406 shows only one(1)system -DMH 505 missing P.drain from tot lot -ME should be special manholes(larger,thicker walls)when 3 or more systems enter#200,213,402, 501, 504,and 505 C-3 •OCS#3 detail has no cover •OCS#2 and other should have trash cage(typ.) L-la -Soccer field ramp does not meet code -Game courts incorrectly laid out -No world map area reserved -No SWLL for buses provided(connect neckdowns) *Bus entrance gate not relocated out of street L-2a -No steps on loading dock -Handicap ramp beside building does not meet code -Six(6)sidewalk ramps not shown -Sidewalk ramp at NW corner of school not lined up with opposite ramp -Two(2)new ramps on Willson St.not at corner or at crosswalk -One(1)ramp not shown and second ramp has wrong design at Willson St. crosswalk -Catch basin needs to be removed from tot lot(typ.) -Three(3)basketball courts area has leftover striping from old design L-2b -Access walk to soccer does not meet code and creates huge hump in middle of future soccer field(+2 '/2 `). Note;Area is now flat and can easily meet code if not built up. -Spot elevations missing in rear parking lot pudding of 4-6"to take place at entrance and inside comer of V shaped island -Two handicap sidewalk ramps missing -Sediment forebay grading not clear L-2c -Proposes box at sidewalk entrance not identified L-4 -Tot lot perimeter drain has no detail(fabric,stone)or spot elevation at each comer(will not flow if flat) -Tot lot gate opening required to be 4' wide -Detail 2 -Entrance ramp not to code -Detail 1 -No steps to dock -Four square courts numbered wrong -Wrong hopscotch provided -poor layout of courts -No 4" S WLL for buses -Soccer field ramp too long L-5 -Detail 6 -Face fabric to school -48"metal picket fence needs top rail cap to prevent strangulation L-7 -Detail 9 -6 gauge a mistake? -Detail 10 -Gauge not specified can be 7 or 9 but not 11 -All Details -Face fabric to children play areas(to soccer field,to tot lot) -Tack weld and clean all fittings,caps,bands,nuts, etc. L-8 -Detail 10 -Wrong hopscotch -Detail 11 -Not City standard -Detail 12 -Color B inside all of key with only '/z circle A09.01 -Plan not fully changed as requested: -Scoreboard plugs should be further back and under bleachers(not labeled as scoreboard). Plug should connect to areas of scoreboard and 2 shot clocks. -No wiring provided for 3 second clocks in Westerly and Easterly diagonally opposite corners -Court surfacing(lines& areas)are to be 3 colors not possible 6 -Remove court striping and make design layout changes where requested(see plan notes from meeting with L. McIntire,J.Harrington,Dr. Sullivan, S. Dibble,and D. Tuberti). -Scoreboard wiring at center of wall opposite bleachers not shown Requirements in Order of Conditions not part of contract documents. cc: Mary Cassidy 05/25/00 THU 16:52 FAX 976 740 0404 Planning Q 001 Ona SVMM Green,Salem,MA 01970 978-745-9595,eu_311 878-746040.fax Salem Planning Department Fax To, tcz ' 'o` 14UFL bL*—� 6ttAW4::> Fara Pages: 147 (not including cover sheet) `�zz -o2B5 Ph4Nrae 4'37 ! -bAMP �', -13 °°`a 5`i+5 Re: Mewtxr4*4 - Ce: ❑Urgent V4�Review ❑Please Caeunent ❑Please Reply ❑Please Recycle � An SgW�[►JGt � ceP'( 4>l� thy► �1�V1�1►J a'� MAW'( Wtjllt,� A� �` L�"CR.#� f¢�e..r►'l gab�>v�Yfe(5 �fJc�INb'lEs� t wilt pt9'1�>JJ✓W 4:oPi>bs ?e pili. �'1it?L�.S � Tol.li TiN� a 05/25I00 THU 18:52 FAX 978 710 u404 P1auuluK 0002 =Lleu 13:ol 9764630716 + RIMP9ER EtlUIROFJME14TNL PAGE 61 ® Rimbwx oAL coN rr FAX 21 Pie glad Road I i CE-t,'I_� NcWftry,MA 019-11 Mn D� 3�29r Don Giard Mary Rmm�er 00 978-740.04o4 Number of Pages Imlodug This Page: 4 "wne:(979)-463-9226 F=(979)163_9716 Re- Na*mnl Dwdioch SdIaol-Welads Review .... ... 05/25/00 THU 16:52 FAX 978 740 0404 PIWWIUS Q 00.3 Gni-"W-'UUU 14:01 97E4632716 RIMMER 04VXFy"CHTAL PA13E 01 D TM E 1" D JLXJLMrID R RECE " ENwRoNmENTAL CONS — 25 77 21 Pine Mand Road Ne NM r .9 79-463-8716 May 25,2000 Cmaorwation Commission City of Salem One Satan Chme, Salem,MA 01970 Dr8hMW DcW9G Review Nathaniel Dowdlub Schad Dear Coamjission. d Enclosed,Please find cOnuDcnu from Fred Ceiscl,.P.E-of Cteiscl Engineering an dw drahmse esW1ardKpMpa�N=h&MdbowdizchScbod TbMQozazacOOmchjdcl)*mvwof Project compliance with the DEP Storm'waW MORM190022111t Guidelines, 2)nvww ofthespccfic componentsOfdw proposed starmwarcr mewMemant syncra 3)asse"Mew of Pawatial flooding "nPacts On Will"" Servet and surrounding Heigh"ood mad 4)r000rnmendadow for improvements or modifications. A site inspection Of the PrOjeCt sift was conducted jointly wM Geisel Engineering and PLIMPOIC F-nviMuT1Cftt&l Consulting Qn MOYS,2000. At dw time,the existing site conditions WCM compared with the Proposed sm plans. The enclosed review is based on the results Of this site 'n6Pqaei*n as well As a rc-ie-of the plans and nmencis subminad by judirh Nitsch Engineering, Inc. W"JeMr.Gtiatihas addressed the sm wMarraouggezamplan with, to flood control and water quality rcnaystion, be following additional comments an;offered on Pott nial wetland ftVwu fiam Ptqca caflrMuchan and operation. I. A —it isolated vegetated wcdgnd along Willson Sn"L identified an the Plats sm Wed md my "A rasshug aPP`*xhO"dy 1,212 S"am heat,is pmpumd to be filled in order to Curad a 15-inch pep from PtOPOAed stOrmceptarfl- Appiroidmoftly3,loosquare fart ofwcttardis proposed to be amazed to mitigate for this ass. This replicated wedand will be c*nDecftd w a Bordering Vegerawd wetland immcdiaftly to the west,also along WillsonSueeL The new dnen will dLvbaW into this Momned wedund. 05/25/Oa THU 16:52 FAX 978 740 0104 Plannins U004 00/Y�/'_000 14:01 5794630716 RIMIER UNIRMNETtTAL PAGE 07 Salem Couservation Comanission Nathaniel Bowditch School—Nol Review Page 2 his trot clear why this wodaW is requited to be fnkd. h would appear that sieve the pipe will diadrapp e to a vna deed(the repfirJratl wedarhd)it couHI as easily discharge into the existing isolated wetland,thereby eliminating the fi1L It is recommended that the proposed replicated wetland still W coavwead,as it will provide valuable flood saorapg" It should be noted that although this isolated wetland appears to be non jurisdictional under the Mum. wetlands Protection Act, u is considered a fedaally jurisdictional wedand subject to Suction 404" Replication is"Ruired if fill is proposed in the wetland,in order to conform to the"tto not loss policy" 2_ Approximately 360 square feet of Bordering Vegetated wedand is proposed to be filled at the area identified as Wetland#2 in order to Mdand It 24-inch RCP" Approximately 1.320 square feer of overland tep&rtia►is Pry to be provided as mitigation for this impact This additional wetland area will provide additional flood storage. It is important that the fill in this area he stabilized quickly with vegetation and that riprap oudet protection he provided" 3. Wedmtd area*3 appears to be a man-made depression lha fa Woes.either by design or defank,as a deteanion area for rwtedf from the adjacent roadway and pokipg areas" It contains mainly purple loosestrife(Lyrhrrer salAwia),grasses mW sedges. The borders of this wetland consist of piles of fill that have either been excavated to create the basin,or deposited{torn other soaas. APpeoximatdy 996 square feet is proposed to be filled within this wetland for grading dssotlatcd with tine construction of a sa men,forebay and elimination of tip cYlating rindside ditch which presently serves w convey flovrs from wetland 92 to wedand 03" The existing condition results in unavoted rtmoffbeing discharged into ilte ditch and wetland" While the plan indicate that 2.400 square feet of wetland will be erpmcd to mitigate for the loss ofthe 896 square fret,this replicated wetland is actually a detention basin.Generally,creation of srormwecr rimmuo is Curr credited toward wetland eryfieanon.Woh d vcRclifon may grow'"this"ca. but it is expected that it will be frequently inundated and function more as a potnd,especially as it is proposed to be lower in grade than The existing wetland. Tbc teplicum that is proposed at wedend lit could save as mitigation for the impacts to weth"A 03 A$well,since this replication area is oversized for the proposed impacts to wedend#2 It is recommended that another I AW square feet be added to this replication ares to provide additional flood storaple end provide 2:1 mitigation for the wedand loss at wetland 03, 4. A new discharge is proposed within the isolated wetland located under the power lines to the south oftlne tennis courts. This wetland appears to have been crested by excavation,but likely"holds suffic e m flood storage volume to quelify as Isolated Land Subject to Flooding under 310 CMR 10.57. It also qualifies as a federal wetland" This wetland has been observed to contain aiding ester,as the bortem of the wetland likely intercepts gnrrnsdwow. The additional volume to be directed into this wedmnd under the proposed condition is likely to overtop and discharge ion the adjacent Bordering Vegetated Wetland to the south- It is recommended that riprap or a durable vegetative cover be required baa veea this wetland and the adjaccut bordering ves4dred wetland to minimize erosion when overtopping oeeum Also.a small berm could be anted across the outlet to this wedund to SLIMMER ENF7&CA%fEWrAr rONrrrr rM 05/25/00 THU 16:51 FAX 978 740 0404 Planning Quos uo�_7�_nnn 14_01 9704638716 RIP9P7ER ErNIP.OhA7E]4Tgf PAGE 04 Salem Consavation Commission Nw&=W Bowditch School—NOl Review Page 3 provide additional storage mod/or water W Way. prior to di betrdemg vegemted wethmd. discharge UM the adjnoenr S. Longum mahmmaoee ofstomawwor manBgematt suuenuoe,especially removal of accumulated sedimtnt,is essarrial for proper operezion and for the protection of downstream wetlands. A detailed operation and maintenance plan should be provided which includes a schedule for Me"sweeping and clemwut of cwhhasult ,sediment forebays and detention Mom if you should have arty questions eotreeming this information or require additional assistance with this,Project,phase do not hesitaW to contact rue at MR)463-9226. Yeay truly. rAWWdR ONME[t7iAL CONSULTING MWy RtAt W Wedand Ecologist ltfMOlE]t RONAlEN7AL ONSULT7NG 05/25/00 THU 16:51 FAX 978 740 040.1 Planning Q 006 d�Ilb/'=000 31:^2 9782813920 F GEISEL PA13E 01 PREDERTCK d GETSEL,PE Clt+lL ENGIIdEEER 15 s�Mn�„.e rcCEl'✓l C G7 wcesaec MA 01930-407.2 �:rsrslza.stso �� iii' i} `F�:r�rij�-3s2o OLA Sakm Cowomwion Commission MB 25.2000 One Salem Gress Salem,MA 01970 Arta,bon Giard Re:NuUmnie!Bowdirch School Review ofDrau%W Study&Design Dear Mr.G'ar and Coffin Members. Attached are my cormnents on the draiUW study and design for the Bowditch ScbooL T was at the sate on Wednesday May 24,2000. I am arcate that eonstraction has stared ar the site However.I do not recon apowing work to poon any ofthe dr aieege is structures or deceetion areas until the deficiencies in these plans and the drainage analysis Sincemly> rederick Jr- Geise Principal US/25/00 THU 16:53 FAX 878 740 0404 Plaiming Q U07 w.ao�_uuU 21V22 9782813920 F GEISL !'AGE 82 igFRED6RIQC d GEUEL.PE CMLENGmem IS 9eflP 181t Drive Catoaceaq MA 01930.10?± Laos:(97�Sai.al6o Pa-(9�Sn-3910 WINSIMEMENO Sakm'CmMrvation Co May 24,2000 One Salem Green aarusslOn Sakur,MA 01970 Atte:Don Giard Re'Nathaniel Bowdech School Review of Drainage Study g Design Dear Commission Membra In association with Mary Rimmer ofRimmer Enviroarnental Co cond(tdod a te1101 of the las it rig t.9 to I have and we[latids Proposed Nathaniel Bovuditch School,as it cristae w drainage treses. This review has been complieared by several feetors mladiag the intef rdetio.sbW of infotn®rjon between rile Civil Engin cuing(Civil)and I mbuPe Ambitecture(L-A) disciplines,the mlmetati5 drawings related to each, and itutially reoeivft out of date iafotnarion.lnaowracY.errors and out-of-scale drawings,pa rritttbtriy the Land A drawiegs,have further complicated rhe reviiea. Because aspects ofan Pe ork are Pottrdyrd on Mkreo dravvingq, m overlay comparison is Crucial to the reviacw. The l amdaeape Atchaectute diawmp eontaiemg die sae scale by as much as SO/.- This uunsba=to a 33-&etwr in the dim we Out of Parking lox for the school! Ism The scale errors are not a result of reproduction state g, since the SlVhic scales on the sante plms are scetnate. a The drawings ate itloon9is sa ah each other and vruh the Civil and Aeehitecunal drawings,The wpm drawings am L_Tmd 11011 L-1a Bork rhe Civil and L-A drawings lack mg&ietD site Wading critical errors relating to stotaua id disinage and Potain will list in deceit later in this meu>t facilities affi drainage facilities that 1 analysis. I strongly disagree with the PrOnme on wbwh the ensue drainage study,analysis, end design is based Judah Ngscb Eagtmjng,Inc.(NIM.warps on7 oftbe Dtakiage St"Y, ` 71er area bi lta8e 8 of 40wfiross concrerepamentertt on the site u 9.07 acres and the proposed area ofpawneent&10.28 drag yPelding an owmam of l_31 acres. Ther+efere, no rare►graaliry measures are reguiredfor die site, beam m ti he project is a rede"eloPortenr 'Ibis statement is>dlse and is conoadieted by gross on page S 05/25/00 THU 18:54 FAX 878 740 0404 Planning lao08 97620135"© F GEISEL Pam 83 Although there iscommat be!considered mo irtereoae in i>trperviortr mea for the paved meas... "This ptojeu m vions a reaeveimptuaiimi 9tQiel mcreavc9 art pavement stud mB creased. Ifthe pdojoct involved only minimal ioeresse m Paverimeni Or even us Muck then the r*aevbpMeui standards would apply However, those Ammands mquke the f00owing T he Stormuarer Menagemeet Ste dards require The following- "7 Redevelopment of preveoudy developed sites eu m met!the MMMW&n M�f Jo me" Mal )ie S&dlewaseiwtaw ser P awe Bomeaer, if it is not yraa po to nee►all the v be dedg ter•(renof[aed w egwruded)stonmwt►er iwa.citi"`�C1°easJ ms be dasi�redto tingirovc eslsrfngcord[tians To the extent j*hdnh[e means the VPW'cnru has fade all►eusonable ejforrs to meet the s►arudaP& »rehading evaJuotlon of akeynadw BMP desigm and the [ormio►ut These standards must be sppliod for the ea[im project I don believe that they have been completely MICL This would include replacer¢all catch basins in areas Where work is Bing conducted with deep AMP catch basins and boods. Thio has not been done.Proper fiber of the"Stormceptors Melly TOW spelled out to prevent damage w the glass insert. The Stornweptor design is pownrially sabjecr to dame/desttuciion of frs capabilities while being maintained.Ifthis specific design is used,the mumienance PhD should include Conuaering wah ate contactors who have the proper'NAC" equipment to maimain these devices Amaintenance program is included in Appendix E Of the report and places mVons'b31ny on the'RVew K-8 School"_However, much of the facilities will benefit the$igh School.A time definitive plan of the cost and time to maintain these faciliNos sbould be included, for school budgetary purposes. In my review oftbe drainage analysis.I an*md selected s abmi clmteer area to verify the 000sistency and accnrscy of the calculations from the predevelopment coa tions to the p"developmen eoodirions_I reviewed A bestcbmew zrvxs 2,3,and 13.Area 3 is tmeh®tged sed the wlculmOus reflect that.Area 2 mtttMms minor,Changes in runoff patrons and 11ITM3095 area Ares 13 has ApWmu d.W,The pr'e'de`^elnpraent area in Area 2 iricorraaly includes a portion oftbe driveway. The reduction is impervious woe from 0B6 Ae To 0.63 AC_a9 not re&cW by the drawings nor is it cpm by the inclusion of the driveway in due predevelopinem caloula imw_ The CakahsioM also show S 0.06 AU- increase it Opal 3�e, Good area bete is virtually no chmW in this mica In Area 13,INET calculator a 0.34 Ac.intense in impervious area The saint increase is 0.61 AC.:The calculadow also slow elkninarion ofall 1_80 Ac.ofaom SOX wbech has a high nmoffooe}Scieur'The drawings do not r4m that all oftbe renwaing Bine Soil ares v4U be planed.In the grow ndwetea roobatge caleth�II I used 12.85 Ac.of e impervious aea_The total of u VeMous area used in the hydrological analysis is 1331 Ac.One or perhaps both ofthese calcuktim are wrong. The implications of my review are that the eakUlaiions poterteally ovMeStiIDHte the predevelopnicm conditions and defmmtely understate the hydrological post-development cotiditeona. There will be more nmiWthan calculated and rhe stomwater mmmgen w 05/25/00 THU 16:53 FAX 976 710 0164 Planning 0009 UJI 101=b19t1 21 '_2 9782813920 F GEISi=L PwI�E Oa Strucpaes will be inadequate,even iffthey were designed coRauly- In addition_the stormcvat r management facilities we improptxly designed,as detailed below. All of thew:bacilkim require redesign. Ile analysis starts 0 the Willson Sties Ezaranee mad continues in genitally a clockwise dkcrction. 1. All existing catch basins in areas being renovated should be replaced by standard dccP surra!hooded catch basins.A mw basin should be menaced a;mm from#555_ 2. The design of Detention Area No. i requites substantial rWcs%m The inflWrd 000daiom to the water gdditY unlet STC 02 and the=" at;un dctemtion gallery are itwlequata The 15"RCP Som DMH#504 to STC#2 is imadcquwe in sue arc too gyp-11W cakulswd velocity of 139 fins per second(fps)and the short length will make the water quolky inlet meffecdve.The pipe needs to be know sed in size with a less steep slope and slower velocibcs- The IV orals Brom STC 92 is wrong. Thera we en design calculations to support this 3. When the above deteo[lon/inf kradon area Ells up,it will cause a su mherge flood' ng condition Tato all of the influent t><anes inck ditlg STC#2 and the inflaem "I and catch bibs- There at no soil aoelyaes in this area of the site- I-he only borings ate in the area of the h0ding and they show rdbsml at depths of 1-4 feet. The rate of infihtabon dist will coeur is hot well supported by specific sine fid nation. 4- The elevations given on the plan do not match the details for the pipe gallery_If the invert is correct at 62.60 then the boacm of the stone would be 61.85 nor62.10- 5. I fail to see how the outlet control mucntre oCS*1 will work. I amsm that the 36' inlet is W fmilntam connection to the infihmion gallery. What is the invert elevation ofthis pipe?The SKC-6 sketch related to this strtWare,shouts a 12"pipe,which is 12"above the invert level of the detentionruofihratmn aura It also shows a 6^pipe 3" above the invert L:vel.It also shows a notation to "cur shape in plate" ?Why is an 1.8"outlet provided when the influent to the detention gallery is only IV,? 1 could not find any Calculations to support this design. 6- A couple of minor points at this LxWID& The handicap parr arca above the infihratfon&aliety could pond water Unless a spot elevation is shown at the curb line_ The l2"leader from AD# 101 is s too low an invert at its connection to DMH# 700.The L-A pians show a catch basun in the gravel a ma north ofthe building. But thcte is Bono in the Civil drawings, 7. The L=dsrape plans for the front slope steal(adjacent to the wetlands on the South side of Willson Street)do not kWkt&ooMoW elevations in this area. The otter �g the C0810= � �c whore the sLtpe will end however, drivewaym be towards the Wedmads shows a discrepancy in the slope not$that is catriod over m the Civil.drawings_ The southern boundary of the teloated wetlands is shown as El. SS whereas the contours show it as EL 54. The otafall from subcatchmem mea 92(Fns[end ofmw pwigpg lot/driveway)is shown as being at EL 54 with a 55 contour elevation This whole am as the roe f&,slope sbovtd be inebrded as wetlands_TIM is no meed to fill in all of wetland ares# 1_ Daly the area needed to meet the 2:1 slope Ieading up to the parking lot should be lost. The outlet pipe Brom STC 4 1 should be shortened,leaving a swale as part ofthe 05/25/00 MU 18:54 FAX 97B 740 0404 Planning Q010 o�ne�zeed 21:'.^_ 970?019920 F iISEL PAS U.5 ���-These wetlands can he atilited better to cauoao!flooding on V151Lson Soret and ream,downstThe doabk catch besin/atlet smuehue to the 30"culvert Willson Street has summasl defects which alb., t to dt�dtese wetlands lower thea Tho rim of the basins. ?his shoat be t autxttmed to wort as intanded- g- At the East end of the new.thaveway/Mijag lot.The Tim of sees ahem AD#l00 is higber than the adjacent sidewalk. This will cause run frftm This steep slope and swak to flood the sWcwallt. Catch basin CB#253 should he moved to the curb line. lbe driveway slope nt the tat&to Willson Stmt is as high am lo%.I do sot believe that this meets City standards and is ant & 9. The drainage 3wole that nam from behind the building and along the East end ofthe building will discharge to the slope above the sidewalk and will run on to the sidewalk unless provisions am made to inttarept it. The swak also crosses over a pobk�wKer amain-This could tesnk m i&nate cover and potential hag 10. not""- tic eastern end of the property(Golf Coarse Road). The Civil and L-A plans do not reflect actual condznons. The toad is suptrckvaw in the area of CB#304. Most of the runoff will be away from CB#304 not towards it. Catch basins are needed on both sides of the roadway. The eastern half of the roadway has match of 1115 arratt and creeds to be reconstrt:ted with `failed for 11.I found no deficiencies b the foreb r Tuba oils. the East oftbe n of the sediment fotrbay and trearoret Swale n Iligh School.Most of the nmtoff bcft discharged to this location is from the existing paved areas and roofrunoff from the rew building- 12- Wetland Area#2-From the design, it appears that this wetland area is being akered with the ruction ofprovWng additional stonawmer dercmOm. Co nsidering it is cwrerttly functioning in that capacity and was probably cTeare d bywould firom the High School building and parking lots,tatlizing it to provide stn ra�gabe i'W"Per-However,The design of overflow Control Strucetue#2(OCS does not allow it to function in that capacity- OCS#2 has two 24^orifice owlets,one at El 74.5 and one at E1. 75.o. The flood*elevation for this wetland is EI. 78A. At a too_ Yr.starm will result in a flood elevation of 76.9- The=name should have a smaller prunar4 orales nt a slightly higher eleverion,which would maintain existing conditions in the wettbndt The existing drum swalc has a base elevation of 75.0 and has a 15"culvert under the downtftm walkway. The secondary outlet should be raised SHOW also TO apptoximarely 75-5. 13_ Wetland Arca 9 3_ This area is currently functioning as an isolated wrethatd subject to fl*g aand appears to have ben treated by runoff from Wetland area#2. UuJ=g to Provide soonw would we be improper_The elevations shown for the expanded detention area are incorrect_ The L-A plans show a ntidmttm comroar elevation of 73.0 with a spot ekvwiom in the bovom of 73_S. The Civil plans show an extraneous? coatottrofE175-0. 00S 03 is ' 72.0,whoeh is below the 1O°oreeetly designed. It tows to overflow elevation of bottom ofthe pond.This&.Tanen area as designed provides no deaet tion. 14- The drainage for the rear parking lot is ieadegnaoc.A single catch basin for one-half acre of pavememt is insumcient. Drainage tiom the swak behind the for is directed Ottt to the roadway instead of into.n area dtsim, The in the Poeloet of the island. layout of the lot will trap u iter 05/25/00 THU 16:55 FAX 978 740 0401 P1annluK 011 '�eyy 21;22 978281-1928 F 13EISEL PAIX 06 15. Coft"O is in the i9olared wetlands tt�tvmg the nitimgte dige aid-This wetland is a vatrgl tamed to 6e asphah cocotte.etc This area d�ia Foam&ofttesk lawn mowers, bank d. needs to be cleaned np and the MW lace what the ascharge i9 diexced needs to be dp raDpc& The 2 4ew storm diwhaigc to*b tsol&tW wetland'g Projaeted to be 32.5 CFS- ]NEI sbwm calculate the einem of Mandto wS* tens wetland ad wetlands.and at artist aW it wM exceed its capacity gad now ar l do nCq evethat soy of the above deficiencies contain fatal flaws that carport be of thsm can be cold relaivtly easily. Al the drainage sttbcatchmM arras should be cbarhed and poll routing recalculated to dewmtinc if �v�uc m�t�hu a ky is tegaited,and if9o,monmwaW how it on be provided.In coftm *11 a 2 with mucor nnodi5aato�� �1 Jl ooald be provided m Waland The drainage cakuletions show that the in6hration/detei>Don gallery will-4 only reduce the tate of mW but will abo re&rce As design the ental whrme of runoff edesignpoint#1. indicated above minor design than to the we[lands replication area mrd the inlet to the Vrd'son Strew culvert could further mitigate flooding Problem i4 rhe arca. Siacaely; CC-Lim Brodbftm a � � m J. Geisel>PE .� GI eel Associates �'�t".v:.ee'e• 05/25/00 THU 18:55 FAX 978 790 0991 Planning 912 t-KUM Bag*E CQ4SULTING 1 568 521 6b71 F_ 1 $�'� Borgne Consulting Engiriee�i�sg Ronald R_Boucot,PE_prdsutenf j ;,�,C� !dl M'est corral�treer Fr`inklen. MA 03038 Plot May 25, 2000 SALE Seietn COUSeCvarlon Cominl531on 1 Salem Green Salem.MA 01970 Atmt Chairman Rc. COMeneye Corp.,Order of ConAdons,File 64-2.95 !n the original or&er, the applicant had provided plans and designs for envirountental Swale at rwo location; on the Goldeoeye Property- The inshore scale that ran along The Seawall was found to ba cxtremeiy difficult and cacpensive to build and a poienual risk of compro�ing the cxisring seawall due to the presence of a dsti ng foundations char were cons truetatj within this area. In addition, we are now having discussions wiM the Salem Engineer g]�epaztment in r to storm nm off and flows originating from Derby Sweet that are entering the Site Bis[6e intent to have the flows redirected ro the city steam water collection systems h is our Plan. at ibis tine. to relocate the Proposed drainage Swale to a small eirvinannenral basin that would be located at the corner of rhe seaarall in an area that does not contain the fenialbuildingsintt foundation dleinents. 1t is our intent to submit these to you by June 8,2000, Thank you for your attention to this mercer Should you have arty questions or need feather infortnanon. Please do not hesitate to contact me_ Very truly yours, BOURNE CONSULTING FNGINFFRING Ronald R.Bourne,P E- Preside" Cc. Bob Blair,Goldeneye Corp- Tel.(908)52S.-Pi 133-Fax(-Io8)320fi671 •e-mail_bcol&boarncct-cont for f u+I e` Wwf.( 7bAc4lc*zs NU?g7, �Z1r71�a /�'��Tl ° FOS+-oma- VfP�lNT`�, 02Z- re)M" Lucik)e S, -.>,E 6ti S,o6s S✓l Lb 4>: Go"( 5 f,-ra� Sl c o o�sc oTtM c1l , �Lo� TY pop e -,To -79 (� C/'AJ✓,� ✓fir-)' I S��J�Q �,Yv,Y•� g� V �' yl-De-g9 6, ph Y- e ne � Vho �v�( wave vtrn� v M� LTi L�� pz516-r4 w t✓ E rtoar- + r,n wa S4- 62J�L�Cvs Fere sW , azo C N� t� M � MA-e- ,;-) r\` 0`7 �-\ PSG SII�i«�Te� S ng l v er�l\ S 2 e S ee z�c� 5J�5i Cite of *a(em, Alammcbm ttq Mepartment of i3ubCic *erbiceg One Oalem Oreen (978) 745-9595 (Ext. 321 STANLEY I.BORNSTEIN,P.E. City Engineer -lax: (978) 745-5877 Director of Public Services February 17, 2000 TO: Denise Sullivan & Steve Dibble FROM: Mike Collins �4 RE: New Bowditch School I have reviewed the latest revision of the new school plans dated 2-3-00. I believe these plans represent a substantial improvement over earlier submittals. One item that is not on the plans and may be installed by City crews is a new catch basin on Willson Road. This basin will eliminate a puddling problem at that location. I mention this for the benefit of the Con-Com so that it may be included in the overall permitting. The revised plans represent a drainage scheme that will result in significantly less run-off discharging from the front of the site. Any increase in run-off is directed to the rear of the site and is controlled to, "lower than existing,"peak rates before leaving the site. I am comfortable with the plans as submitted, but I am still working with the Engineers and Architects on some minor details. f 9t 1 $� �� lot Fav th 1; n Ck a Z a x `Js 6 our—uo-cuuu ]flu 12;41 FM GELLER ASSOCIATES FAX N0, 6175234333 {{ 1 P. 02/09 GELLER 02 June 2000 Mr. Don Giard — Salem Conservation Commission One Salem Green Salem,MA 0197 Re: Nailiaidel Bowditch School Dear Mr. Giard and Commission Members: This letter is in response to dee independent review performed for the Saki-Conservation Commission for dee Nathaniel Bowdirch School in Salem,MA. We are in receipt of lerrers by Rimmcr Environmental Consulting and Frederick Gcisel Engineering dated May 27, 2000 regarding their comments on dee proposed drainage design and wedand impacts associated with The new school Project' We would like to rake this opportunity to respond in writing to their comments. "fie proposed site for the nese school presented numerous challenges for The design team- Ledge and rock ourcroppings,topography and wetlands as well as The proximity to The existing high school were all physical constraints that had to be addressed while kcYping rhe proposed project under budget. The new sclivol not only was designed w eomphict die existing topography but also improved storm water runoff.water quality,and pedestrian and vehicular circulation for the existing high school site as well as The new school. Also please note rhar an extensive(and expensive)subsurface detention system is included as part of this project'to meet The storm water regularions. As you are aware, the original drainage design for the school was changed significantly because of concerns raised by The City engineering Dep, Salem Conservation Commission and concerted Abutters over flooding alone Willson Street- The original design was technically sound and conformed to:dl storm water rriartagcinent standards. However, because of the concerns noted above, the City directed die design team to modify the drainage design m actually reduce The storm water runoff at Willson Street,adding storm water to the rear of rhe site. The design team had uric week to develop an cnlircly new drainage design and submit it fix bid. Because of rhis, minor ineousismerieies arc present in the drawings. Also please note that we realize That The independear review concept is one,which is very difficult for engineering professionals to perform_ The reviewers have nor had the benefit of the project history (which in this case was extensive and complicated) to understand fully why things were dcsigncd the way that thcy-wcre. As we srared in The Conservation Con)inission hearing, there is more dean one way to design a sire, and difkmilt engineeF s will take different approaches, 1'he following are responses to specific points raised in tic letters prepared by Frederick J. Gciscl Engineering and Rimmer Environmenrai Consulting, While we agree with souse of clic Commentsraised in the letters, most we do not and we have indudcd reasons/explanations ofwhy- Getter Associates Inc. 77 North Washington 5t Boston NA 021]4 617.523.8103 1-x523.6333 29 Washi4W St Wellesley MA 02:31 781.237.4111 10.237.4144 www-vellerinc.com JUN-08-2000 THU 12:41 Ph GELLER ASSOCIATES FAX N0, 6175234333 P. 03/09 Sdcm Conservation commission 31 May 2000 Page 2 C:cicc��:e.41:� Mr, Geiscl makes sonic very strong,almost defamatory, comments on Elie first page of his letter. However, at the end of his letter he stares that he does not believe_ that deficiencies conrain Carat Haws char cannot be corrected and Char most of them can be corrected relarively easily. We water with these Liter statements. fyowtul C'—m—iii Drawing Scales We have reviewed the drawings and have confirmed that The L-la and L-2a drawings were indeed slightly out of scale. The scale issue was an error in plotting of rhe compurer generated plans nor a dimensional problem with the information provided, We understand thar this may have made Mr.Geisel's review more diAicult, but it should have no other impact on the design or construction of the school project. if Ma Gciscl had contacted our office with Ellis issue we would have gladly provided hien with corrected drawings for his use We were not aware of this issue until we saw it noted in his loiter. Inaccurate and Inconsistent Information Again we]Live reviewed rhe drawings and have determined That There are indeed minor inaccuracies in the documents and some of the information contained in the Landscape Architectural and Civil Drawings is inconsistent. As stated above, this is mostly due to the limited time That The design ream had to develop a complerely new design. However,we feel That these inconskrencics are minor and do not affect The overall design and will be addressed during construction. Redevelopment vs.New Development As was discussed at the meeting, the proposed project falls into the category of a combination project. Mr. Geiscl has outlined some inconskrencies in rhe drainage report. Unfommately, these statements reflect changes in the plans that were made and items that were missed when the drainage report was revised. The inconsistencies for the area of pavement are because die original report was written prior ro the inclusion of the rear parking lot into the project. The storm water management standards will be met for The new impervious areas constructed as a parr of the project. It is unfair to expect that the entire closed drainage system for the High School be redone as a parr of the Nathaniel Bowditch School (aka. New K-8)project. Therefore,JNFI has proposed The rehabilitation of all parts of rhe closed drainage That are changed by the project. This includes the altcrarions to the"Golf Course Road"and rhe existing driveway from die westerly entrance of the parking in front of rhe proposed school to earth basins at the midpoinr of the athletic fields. Addirionally,at The request of the City of Salem the drainage for the parking lot to the east of rhe proposed athletic field is proposed to JUN-08-2000 THU 12:41 PH GELLER ASSOCIATES FAX N0, 8175234333 P. 04/09 ,t Salem Cuuservation Commission 31 May 2000 Page 3 be upgraded so that the storm water is fully neared. 'flit new discharges meet the storm water management standards. A large parking arca where storm water was nor[reared before discharge is bring replaced by an athletic filed. Another large parking area where storm water was not treated will be altered so the storm water is treated before discharge. Jr seems obvious that the new scorn,water management systems on the site improve rhe conditions on rhe sia, and resulr in a smaller discharge of untreated storm water from the site. At the request of the City of Salem,)NET hits spoken with maintenance personnel of the Salem School Deparrmcnt regarding the mainrcnancc of the proposed storm water management systems, including the Srormeeptorr. Drainage Areas Mr. Gcisel also checked several of the drainage:uct i and called out sonic inaccuracies. These inaccuracies will be discussed briefly: the drainage areas for the entire sire will be re-reviewed before the submission of revised calcularions. The changes in Drainage Arca#3 arc the result of alterations to the sites closed drainage system. Part of the driveway runoff that flowed to the dosed drainage system on Willson Street is being rcdirecred and directed to the underground infiltration system. The change causes a reduction of Elie impervious arca in Drainage Arca 3. '11hc inaccuracies in Drainage Area 13 are because the drainage area was not updated to reflect the newest layout in rhe revs. Preliminarycalcularions based on rhe coarcted numbers indicate that the increase in impervious area will not increase the flows to the roar of die si cc bryond dic prcdevclopmria levels. As stated previously, the drainage areas for the sire will he rereviewed prior to the submission of rm-ked calculations_ The following is a point-by-point response to Mr. Geisel's letter: 1. All existing w&b basins in areas being n novated shox/d be replaced by standard deep/sump/hooded catch basins. A new basin should be included across frons #555. AST -TSW Z%;,/ All of die catch basins in the areas used loss tie new school are doep sump/Ihooded catch basins. This issue was discussed in meetings with the Conservation Administrator and Asskrant City Engineer. However,the City docs not have clic budget to replace every existing catch basin on-sia. I 2'1,e design of Detention Area No. 1 requires sit bstamial redesign. Thr influent condirion;ro rhe want quality inle�STCIl2 and die infi(ncrrion detnuion galley are inadcyuate. The 15" RCP finny DWJS504 to.STC02 is inadequare in size and foo sreep_ The calnrlared velocity of 13.9 feet per second(fpr)and rhe sborr lengrh will snake the water quality inlet ineffective. The pipe needG robe increased in size with a less steep slope and slower velocities. 772e J1"outlet fivni.STC#2 is urrony. There are rm design calctsGrtians to support this. 11c project tears will investigate revising the plans to show tlhe 18"RCP with a slope of r JUN-08-2000 THU 12:42 Ph GELLER ASSOCIATES FAX NO, 6175234333 P. 05/09 Salcm Conservation Comnission 31 May 2000 Page 4 2%from L)MH#504 to STC#2. The pipe from$TC#2 to the underground detention system has also been changed to 18"CPP. Therefore, the velocity of the proposed pipes would be reduced to 8.3 fps,a substantial reduction. f 3.1 Whezc the above dctcntion in flViration area f Us up, it will cause ircharge flooding conditiou into all of ncc inflaenr structures including S7C#2 and the influent manholes and catrb basins. There are no soil analyse;in this area of the site. The only rest borings are in rhe area ofthe building and they;hmv refu.ta/ar depths of 1-4 feet The rate ofinfzll-wrion rhar will occur is nor well suppoired by specific sire vJ67narion, Additional soil test information was provided at the back of the geotechnical report The soil tears in rhe area utilized for the infiltration system are TP-5 and TP-6. TP-5 and TP-6 reported 5-7 feet of soil and a percolation result of 7 minutes per inch. 4. The elevations given on the plan do nor march the derails of the pipegalkry. Ifthe in is correct ar 62 60 then the borrom ofrbe;rane would be 61.85 nor 63.10 The bottom elevation of the proposed infiltration system will be reused to be elevation 61.85. 5. I fail to see how the ouder control srructure OCS#I will work I assume rhos the 36"infer is ro facilitate earmection to the infiltration gallery. What is the invert elevarivu ofthis pipe? The SKG6skerch related to tbir structure shows a 12"pipe, which it I2"above the invert level of rhe derenrionlinfilrrarion arm. It alto shows a notation to 'cur shape in plate"? Why is on 18" outlet provided token the influent ro rhe detention gallery is only 12"? 1 could not find any calcuLidort to stspporr tbis design. T1te invert of the 36" CPP pipe from the infiltration gallery-is 62.6o, the same as the invert of the infiltration gallery. There is no 12"pipe in the structure- 'I lie outlet control structure consists of drain manhole with asteel place in the center. Openings are cttr into the plate at the required elevation is order to control the rate of flow leaving the gallery. The pipe leaving the manhole is oversized so that it docs not create an additional restriction within the sysrcm. 6. A couple of minor points at this location. The handicap parking area above the infiInwrion gallery could pond water unless a spot elevation is slyoum at the curb line. The 12"leader filem AD#101 is at Too low an ntvnt at its connection to DM11#700. The L-A plan;;how a catch. bruin in thcgravel area nonh ofthe burlding. Bier there it none in the civil drawings. The plans will be revised to correct the discrepancies. 7 The Landscape plans for rhe from slope area(adjacent to rbe wetlands an the Senuh side of Willson Street)do not include contour elevations in this area. The our-ofscale drawings furrber complicate determining where the slope will end However cm7ying contours front the JUN-08-2000 THU 12:42 PH GELLER ASSOCIATES FAX NO, 6175234333 P. 06/09 Salem Conservation Commi'sion 31 Mny 2000 Page 5 driveway towards the wetlands shows a discrepancy in the slope work that is carried over in the civil drawings_ The southern boundary of the relacated wetlands is shown as El. 55 wbereas the contours show it as FL 54. The outfall frons subearchment area 92(East end ofnew parking/driveway)is shown as being ac EL S$with a SS contour elevation. This whole area w the toeofthe slope should be indueledas wetlaru& fhey-e is no need to fff in all o/'rvetland area#l. Only the area needed to rrteet the 2:1 slope le 'ng up tvpar 'ng t�lost. 71ie ozodet pipe frm»SYC#1 rhoulrl be ihoriened, leaving a swale ru part ofthe wetlands. Yhere• wetlands can be utilised beuer m control flooding on W'zffson Street and doanuuranL The double catcb barinhnlet structure to the 30-culvert norcing Willson Street has structural defecu which allow it so drain these werlands lower than the rim of rhe basins. Thu should be restiverured to work as intended In order to minimize the changes to the grading in this arca, in the original design, the outlet pipe from STI;#1 discharged 150 fccr from the Stormceptor. The pipe will be shortened approximately 60 feet and rhe grading will be revised accordingly. JNEI agrees chat some clarification is reduired in order to understand the proposed work. The intent j of the work is to excavate part of the arca in order to provide more flood storage and to plant the entire area up to the roe of the slope with a werland seed mix.This include;the remainder of the werland area that will not be tilled by the proposed slope. 8. At the East end ofthe new drivetvaylparking lot. The rim ofarea drain AD#100 is high.er than the adjacenz sidewalk. This will rause hztnrf front rbis strep slope tv flood zhe sidewalk. Catch basin CB0253 shordd be moved ro the curb line. Thr driveway slope ar the a exit to I>rllrnn Street is as high ar 70%, l do nor believe that this meets City standards and is unsafe. The Plans will be revised to lower All#100 and to move CB#253 to the curb line. 9. The drainage swale that rotes from behind the building and along the Fast end ofthe building to the slop above the sidmwlk and will run on to the sidewalk unless provisions are made to nztercrpt it 711e savale also Dosses over a proposed water main. 7 bis could result in inadequate cover arulpvte?rdal frrezingprobkwu. Noce#18 oil sheet C-I C stares"INSTALL WATER LINES WITH 5 FOOT OF CO'vTR REIATIV .TO FINISH GRADE." In order to address rhis specific area,a note has been added co the plans to maintain a minimum of five feet of cover over the proposed water line in this location. 10. At the easrern end oftlre property((;off Catuse Road The Civil and£A plans donor reflect actual conditions. The road is super elevated in the area of CB#30 f.. Mosr of the rtotoff wid be away from CB#304 nor towards ir. Catch basins are needed on barb side of the roadway. 17e eastern ha#oftbe roadway has strucrurally failed f r much ofthis area and needs to be reconstructed with proper.x bsnil's. JUN-08-2000 THU 12:42 PH GELLER ASSOCIATES FAX NO, 6175234333 P. 07/09 1 Salem Conservation Comatission 31 May 2000 Page 6 These concerns will be reviewed in derail and the plans will be revised co snake Elie necessary adjusnnenrs iFrhe Ciry and project ceam feels that they are necessary. IL I fni nd no deficiencies in the deign ofthe sediment fore bay and treatment Swale to the Ernst of the High.SchooL—Moir ofthe runoff being discharged to this location is from the existing paved areas and roofrunofffrom the new building GAI/JNL•I has no response to this comment- 12. IKreland Area#l. From the design, it appears that this wetland is being altered witb rbe intention ofpsovidingadditionalstorm water detention. Considering it is currently funezioning in that rapacity acrd was probably crea red by the rtrnofffinrn the Iiigly Schaal Building and parking lots. utilizing it to provide storage would not be improper Howevc, rhe deign of Ovrrfloto Control Structure#2(0 CS#2)docs not appear to allow it to function in rhar capacity, OCS#2 has two 24"orifice outlets, one,at R 74.5 and one at Fl. 75.0. the flooding elevation for this wedand is FL 78,O. At a I00 yn rearm will resuk in a flood elevation af'76.9. The srmcrure sbould have a smaller primary orales at a slightly higher elevation, which would maintain exi,zing conditions in the wetland-. The exisring drain$wale has a base elevation of75.0 and has a 15"nelverr under the downstream walkway. The serondary outlet should be raised slightly to approximately 75.5. The intent of rhe storm water design is to slow the passage of the storm water through the site by routing it through the various wetland podcers. JNGi will investigate altering the orifices on the overflow control structure to"hold back"more storm water within the Wcdand Arca#2. 13. Wetland Area #3. Tfii,area i;cur>tnrly frnaioni tg as art isoG:tcd wetland suhjetz to flooding an,iappears m bane been treated by runofffrom Wetland area#2. Utilizing it to provide itorage wotdd not he improper. The elevations shown for the expanded detention area are incorrect. The L-A plans chow a minimum conrour elevation of73.0 with a spot elevation in rhe bottom of the 73.5. The Civil pleru.rhoro an extrttneortsf C'orrtour ofF175.0. UCS#3 it incorrectly designed. Ir shows an ra overflow ekv cion vf72.0, which is below the buttow oftbc pond. Tbir detention area as designed provides no detention. As stared previously, the intent of the storm water design is to slow the Passage of the storm .nater through ncc sire by rouring it through rhe various wetland podcers. This detention area was designed to provide minimal detention. Unfcrtunardy, there are minor discrepancies between the grading design by Gcller Associates and the detention pond design by JNEI. The cicvauom of the detention arca arc being adjusted in order ro address Mr.Gcisel's comments. N. The drainage for the rear parking lot is inadequate. A single carch basin for one-ha#acre of pavement it in;uffrcient. Drainage fivrrr the srvale behind the lot is directed out to the roadway instead of into an area drain. The Ltyour of the lot will trap water in the pocket-of the island JUN-08-2000 THU 12:43 Ph GELLER ASSOCIATES FAX NO, 6175234333 P. 08/09 l Salem Conservation Commiction 31 May 2000 Page 7 The rear parking lot will be investigated to possibly include an additional drainage structure(s) so that there are no pockets of trapped water_ The swale will be revised so rhar runoff is not dumped onto a paved area. 13. Condirionr in the isolated werlandr receiving the ultimate discharge need to be addrese . Th.it wetland is a virtrial dampipgfground of trash, lawn mowers, ban-e1s asphalt, concrete, en: WA-1-TW This area need,to be cleaned up and the entire face where the discharge is directed need-to be V rMAS p.,.1'f riprnppal Thr 25 year storm discharge to thu irolaud tvecland it projected to he 3�S CFS JNVEI should cakukue the extnu offlooding within this wetland and at what;rage it will exceed its capacity and flow overland to adjacent wetlands, JNEI will invcsrigatc the impact of the storm water to this wetland pocket. Preliminary calculations indicate that wetland will be completely inundated and overflow to the adjacent wetlands by a 2-year storm event. The outlet of the 36"pipe will be altered in order to spread the flow as much as possible. The area between the two werlands will be studied to address the concerns of erosion in this area. Riiftu=ixttet 1. 1 tilling of Wetland#1. 1 Wetland#1 is proposed to be filled to accommodate the grading associated with the new access drive/parking as indicated on drawing L-2a. The wcdand is not being filled to accommodate the 15" RCP. The project team is currently evaluaring reducing the lengrh of the 15" RCP thus increasing the replicated area and increasing the flood storage in this area. Pleasc reference response to Gcisd comment#7 above. ?. Wetland#2 This fill in wetland area#2 associated with the wetland replicarion will be stabilized immediarely upon placing and will have riprap protection at the outicr per the project specifications and the Order of Conditions. 3. Weiland 113 The project ream will imvstigare adding additional replication arca at Wetland#2. 4. Isolated roerland below power lines. Please reference response to Gcisd comment# 15 above. S. Maintenance ofSiorm water system JUN-Uri-[UUU 1HU 1243 PH GELLER ASSOCIATES FAX NO, 6175234333 P. 09/09 i Salem Conservation Commission 31 May 2000 Page 8 An Operation and Maintenance plan wits submitred as parr of the Noriee of Inre nr. Maintenance requirements were also included in the Order of Conditions issued by the Comervarion Commission_ In summary, we appreciate the comments generated from the review and will make the minor modifications as noted. We recommend that the dksign warn for the sdrool, the project reviewers and the City Engineer meet to discuss the issues and come to a consensus that is sarisfwrory to all. We would then report back to (lie Commission with the restdts_ If there is furnccr information that w-c can provide,or if the Commission would like us to take a differs ut approach,please contact our Office. We look forward no moving ahead with this exciting Project for the City of Salem- Sincerely, GELLERASSOCTATES INC. Robert M. Corning Principal JUDITTI NITSCH ENGINEERING INC. Tisa A.Tironcw,P.r• Vice President and COO ec Frederik Gcisd- Gcisel Engineering Mary Rimmer- Rimmer Enrvirownenlal Consulting Alan fuss- Flatuburgh.Asrociahcs, bac. D:mid Tulxrty- Flvtsburgh Aswdace,Inc Anthony DiLuaio- KV Atsodares:Tnc, Smnley Bornstein- City ofSalcm CIO of *alem, ftlagzarbuattz Office of tbt Citp Council QCitp A)all COUNCILLORS-AT-LARGE KEVIN R.HARVEY WARD COUNCILLORS PRESIDENT 2000 2000 LAURA A.DE TOMA DEBORAH E.BURKINSHAW SCOTT A.LACAVA THOMAS H.FUREY CITY CLERK REGINA R.FLYNN KEVIN R.HARVEY JOAN B.LOVELY ARTHUR C.SARGENT,III June 8, 2000 LEONARD F.O'LEARY KIMBERLEY L.DRISCOLL SARAH M.HAYES Debra A. Hurlburt - JOSEPH A.O'KEEFE,SR. Chairperson Conservation Commission One Salem Green Salem, MA 01970 RE: Drainage Design Review Nathaniel Bowditch School Dear Ms. Hurlburt: Please be advised that I am unable to attend this evening's Conservation Commission meeting because I will be attending a regularly scheduled City Council meeting. Please be further advised that I would like to go on record relative to concerns raised with regard to the above matter. I am in receipt of the NOI Review of Rimmer Environmental Consulting dated May 25, 2000 and the Review of Frederick J. Geisel, PE, dated May 24, 2000, relative to the subject herein. These reviews raise very serious concerns relative to the drainage study initially conducted for the project. Lwould urge the Conservation Commission to study each and every issue raised before allowing continuance of this project.`The history surrounding the drainage/flooding problems in this area Speaks for itself. These Droblems can be confirmed by neighbors who have lived in the immediate area for-better that 40 years. My letter is.in no way to be taken as a hinderance of this project proceeding forward in a timely fashion. However, given'the history of the area, these issues need to be addressed prior to the completion of this project Too often, items of this nature have been left to be dealt with after a project is completed, to the detriment of the surrounding neighborhoods. Neighbors are left to deal with the problems, only to be faced with years of difficulty and tremendous inconvenience, not to mention monetary damages. I appreciate your assistance and diligent attention to this matter. Very truly yours, Joan B. Lovely City Councillor Ward Three NOTICE OF INTENT REPORT for NEW K-8 SCHOOL Salem, MA prepared for City of Salem Salem, MA prepared by Judith Nitsch Engineering, Inc. One Appleton Street Boston, Massachusetts 02116 and Geller Associates, Inc. 77 North Washington Street Boston, MA 02114 JNEI Project#2427.1 December 29, 1999 TABLE OF CONTENTS NOTICE OF INTENT FORM WPA Form 3 -Notice of Intent wl WPA Appendix A- Regional Addresses WPA Appendix B -Wetland Fee Transmittal Form WPA Appendix C - Stormwater Management Form WPA Appendix D-Areas of Critical Environmental Concern INTRODUCTION I EXISTING CONDITIONS I Existing Conditions 1 Resource Areas I PROPOSED CONDITIONS 2 ,! Project Description Z Stormwater Management System 2 Water Quality/Best Management Practices 3 Recharge 3 CONCLUSION q Attachment A—List of Attachments Attachment B—Performance Standards Attachment C -Abutters Information Attachment D—Determination of Applicability Wetland Delineation Reports i' ' 1 Massachusetts Department of Environmental Protection Bureau of Resource Protection- Wetlands DEP File Number WPA Form 3 - Notice of Intent t Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 for DEP use only Please type or print clearly all ' General Information information 3. Property Owner(if different from applicant): requested on this 1. Applicant: form. City of Salem Name ' Name 93 Washington Steel Mailing Address Mailing Address Salem City/fown Clty/rom MA 01970 State Zip Code state Zip Code (978)745-9595 4. Summary of Project Impacts: Phone Number (978)740-0404 a.Is any work being proposed in the Buffer Zone? Fax Number(if applicablel ❑ No G Yes E-Mail Address(if applicable) If yes,how many sq.ft.? 2. Representative(if any): 147,400+1- Judith Nitsch Engineering, Inc. Square Feet Firm Richard F. Gorman b.List the impacts of proposed activities on each wetland .� Contact Name resource area(temporary and permanent impacts,prior to One Appleton Street restoration or mitigation): ' Mai Boston (e.g., Boston �Resource Area Size of Im act e. sq.ft.) Ciry/rown MA 021120 BVW(Permanent) 1,212 S.F. state Zip Code (617)338-0063 BVW(Temporary) 2,O5OS.F.+/- Phone Number (617)338-6472 Fax Number(if applicable) rgorman@jnei.com E-Mail Address(if applicable) Project Description 1.Project Location: 2. Registry of Deeds: Salem Essex City/rom County Willson Street 5884 sveetAddress Book 14 213 609 Assessors MapdPlalI Parcelilot t Page Certificate(if Registered Land) Rev.10/98 Page 1 of 5 Massachusetts Department or Environmental Protection Bureau of Resource Protection- Wetlands WPA Form 3 - Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Project Description (cont.) 3. Project Description: 4.Plan and/or map references(list title and date): The project consists of the construction of a new see Attachment A for list of plans K-8 School, parking lot,driveway and athletic field Activities Subject to Regulation Land Under Water Bodies: 1 1. a. If Buffer Zones to resource areas are to be impacted,in whole or in part,check the applicable resource areas: . Square Feet to be altered Inland Resource Areas Coastal Resource Areas Cubic Yards to be dredged ❑ Inland Bank ❑Coastal Beach 2 Bordering Vegetated Wetland ❑Barrier Beach Land Subject to Flooding: O Rocky Intertidal Shore -Bordering: ❑Coastal Dune Square Fee to be altered ❑Coastal Bank Cubic Yards fined or displaced ❑Salt Marsh -Isolated: b. Proposed activities located,in whole or in part,in Wetland Resource Area(s)(Complete all that apply): square Feet to be altered ' Inland Resource Areas Cubic Yards filled ardisplaced Bank: Coastal Resource Areas Linear Feet to be altered Salt Marsh: Bordering Vegetated Wetlands: Square Feet to be altered 3,262 S.F. +/- Square Feet to be altered Coastal Dune: 6,800 S.F.+/- Square Feet to be altered Cubic YardsNolume to beremoved Rev.10/98 Page 2 of 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection- Wetlands WPA Form 3 - Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Activities Subject to Regulation (cont.) ,. Land Under Ocean: ii.Width of Riverfront Area(check one): Square Feet to be altered ❑ 25 feet-Designated Densely Developed Areas only ❑ 100 feet-New agricultural projects only Cubic Yards tobeomaged ❑ 200 feet -allotherprojects ' iii.Mean annual high-water line determined by: Beach: (check all that apply) ❑ Changes in soil;vegetation;water marks;scouring ' Square Feet 10bealtered ❑Top of bank(inland rivers) ID First observable break in slope Rocky Intertidal Shore: ❑ Mean annual Flood level ❑ Mean high tide(for coastal rivers only) Square For tobealtered iv.Distance of proposed activity closest to the mean annual high-water line: Land Under Salt Pond: Feet Square Feet robealtered v.Total area(square feet)of Riverfront Area on the site of the proposed project: Cubic Yards to be dredged ' Coastal Bank: Square Feet vi.Proposed alteration of Riverfront Area: Linear Feet to be altered Total Square Feet Designated Port Area: ' Square Feet within 100 @ from bank Square Feet to be altered Square Fee(between 100 and 20D ftt.lion,Lank Land Containing Shellfish: 2. Bordering Vegetated Wetland Delineation:Explain the determination of Bordering Vegetated Wetland boundaries Square Feet tobealtered identified on plans: ❑ Final Order of Resource Area Delineation issued by Fish Run: conservation commission or DEP(attached) ❑ DEP BVW Field Data Form(attached) Linear Fee uobealtered V Other Method of Determining BVW boundary(Check all Riverfront Area that apply and attach documentation): k 50%or more wetland indicator plants i.Name of waterway(if available): ❑Saturated/inundated conditions exist ❑Groundwater indicators 2 Direct observation 2 Hydric soil indicators ❑Credible evidence of conditions prior to disturbance Rev.10198 Page 3 of 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection- Wetlands WPA Form 3 - Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Activities Subject to Regulation (cont.) 3.Sites Subject to Special Protection b.Is any portion of the proposed project located within an a. Is any portion of the proposed project located within Area of Critical Environmental Concern(ACEC)? estimated habitat which is indicated on the most recent Estimated Habitat Map of State-Listed Rare Wetland ❑ Yes 0 No If yes,provide name of ACEC(see Wildlife published by the Natural Heritage and Endangered Appendix D for ACEC locations): Species Program? ❑Yes 0 No ACEI 1997-1998 Date of map If yes,include proof of mailing or hand delivery of NO1 to: Natural Heritage and Endangered Species Program c. Is any portion of the site subject to a Wetlands Division of Fisheries and Wildlife Restriction Order under the Inland Wetlands Restriction Act Route 135, North Drive (M.G.L.c. 131,s.40A)or Coastal Wetlands Restriction Act ' Westborough,MA 01581 (M.G.L.c.131,s.105)? ❑ Yes B No If yes,attach a copy of the Restriction Order to the NO1. ' Performance Standards b.Was the lot where the activity is proposed created prior to 1. Is any portion of the proposed activity eligible to be treated August 1,1996? as a limited project subject to 310 CMR 10.24 or 310 CMR 10.53? ❑Yes O No ❑Yes V No If yes,describe which limited project 4, a. Describe how the project will meet all performance applies to this project: standards for each of the resource areas altered,including standards requiring consideration of alternative project design or location. Attach additional sheets,if necessary. 1 See Attachment B-Performance Standards 2. Is any activity within any Resource Area or Buffer Zone exempt from performance standards of the wetlands regulations,310 CMR 10.00. O Yes 0 No If yes,describe which exemption applies to b. Stormwater Management: this project: The project is exempt from the DEP Stormwater Policy: ❑ Yes ® No If yes,explain why the project is exempt: 3. a. Is the project located in the Riverfront Area: ❑Yes V No If yes,indicate the proposed project purpose: ❑Single family home ❑Residential subdivision ❑Commercial development If no,stormwater management measures are required. ❑ Industrial development Applicants are encouraged to complete Appendix C: ❑Transportation Stormwater Management Form and submit it with the ' ❑Other-describe: Notice of Intent. ' Rev.10/98 Page 4 of 5 12/29/99 WED 16:29 FAX 978 740 0404 Planning IM 002 MiNUKAIMMIM AVVICOmm of EnO mnenral Prorecdoe Bureau of Resource Protecdon-Wetlands WPA Foran 3 - Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Additional Information Applicant muse include all due following with Otis Notice of Intent: USS of outer map of ft area(along WM a narrative descripria.if nw ssdry),containing sudficieot inf= cn for the ccrw9ervadon commission and the Department to focate the sim Plans identifying the beadon of proposed activities Mcluding arslvhies proposed to sere as a BVW Vleation area or oft mitigating measure)relaft to the.bounderias of each effected resource area. Cow mata®i idartilying and evlairdng the detenoetadan of rwmace area boundaries shown on plans Kg..a DEP BVW Maid Dara Form). List ofthatitles and final rerisiml dates of a0 pians and other material suAmbted with this NO1. Fees The fees for work proposed under each Nodre of infant must Applicants must submit Ore Wowing Information fn 1 be cakulated and sdonktod to the conservation commission addition to pages 1 and 2 of Appendix g)to confirm lee ' and the DeparOnem(see rhe Imucdons and Appendix B: paymam wanand FeeTraavtuiw Form).' NIA No fee Stall bo assessed for projwls of the feudal 90vam- neon` ardaw meet,tite Departnrant of Envirormremal Protection,or cedes fe/urv+wawani , end cavus of the cionweft. — gp+Nomrnaw Ndceav ben p.}uy Signalvres and Submittal Requirements I he"ce,nry under tna panaloes of perjury drat 1)1e For catmsentaeon commission: fbregoing NO of Intern(and accompanying Plans,dow- Two copies of the completed Notice of Indent(Form 3), mens.apt Supporting dam are true and complete to the best kdudkV supportir g Plans and documw tb two copies:f of my knowledge_t understand that the mnsetve0on commis pages 1 and 2 of Appendix B;and the city/town fee payi t ant Sion wdl placo rwb6cadon of this NoOw In a local rRwspaper must be sent to the cone+atlon wmmission by cerdli. 1 mall at the expenee of theappli ant ih accordance with the wetlands or hand delivery- . regvsdon5.31O CMR 1O.O5(S)(a). Far DEP. ' I Wer certify under penokles orptdjnry Owl all ablIUM were Tow copies of the completed Notice of Intent(Form 3), Notified of dds ';toot,lnaslmrlt to Ota faquWwreels of incwmg-% PPorong PI&M and docurnmis,aro copies:f M.G.I.c.472 of to M USad!WSMS Acs of 1993.No&e must pages 1 and 2 of Appendix B:and a capyorfha swj*fe be made in wridrg by hand do ery or cortried mail(recon Payment mist be sand to the DEP regi W office by car,led receipt requested)to all,abu tiers wllhin 100 feet of the mag at hand delivery(sea Appendix A for regional offo1. property Unit on the projI ect locadort addresses). DOW. 9 9 If the applicant has deecked the•yes°box in any part w Pva easyvrea I Section additional atwto that section and the Ir!•tuca requirements. p G� The aigbret and rapers trrUst be cont sirrodtarrCpttsly,Frvluro by A9-^vvrivvy�rwmv nor dm appnctua ab sem copies in a tinw4 manner nary nr-tit in dismissal of Ont Nor"of iramsm 1 d I oar ' kv.10190 PagrSWS 912-4 2n/2d'd Lnb-1 lnbeercnr ,m nuiaee. i..r .. �. i ... ii.i •�_...._ __ __ ___ Massachusetts Department of Environmental Protection Bureau of Resource Protection- Wetlands WPA Appendix A - Regional Addresses Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 DEP Boston Office Mail transmittal forms and DEP payments,payable to One Winter Street the Commonwealth of Massachusetts,to: Boston, MA 02108 Department of Environmental Protection Telephone:617-292-5500 Box 4062 Fax:617-556-1049 Boston,MA 02211 TDD:617-574-6868 Adams Colrain Hampden Monroe Pittsfield Tynngham Agawam Conway Hancock Montague Plamfeld Wales Alford Cummington Hatfield Monterey Richmond Ware Amherst Dalton Hawley Montgomery Rowe Warwick Ashfeld Deerfield Heath Monson Russell Washington Becket Easthampton Hinsdale Mount Washington Sandisheld Wendell DEP Western Region f Belchertown East Longmeadow Holland New Ashford Savoy Westfield E remnt Holyoke New Marlborough etfeld Westhampton 436 Dwight Street "~ 'a Blandford Erving Huntington New Salem Shelburne West Springfield Brimfield Florida Lanesborough North Adams Shutesbury West Stockbridge Suite 402 Buckland Gill Lee Northampton Southampton Whately Springfield,MA 01103 Chademont Goshen Lenox Northfield South Hadley Wilbraham Cheshire Granby Leverett Orange Southwick Williamsburg Telephone:413-784-1100 Chester Granville Leyden Otis Springfield Williamstown Fax:413-784-1149 Chesterfield Great Barrington Longmeadow Palmer Stockbridge Windsor Chicopee Greenfield Wtllow Pelham Sunderland Worthington Clarksburg Hadley Middlefield Peru Tolland Acton Charlton Hopedale Milford Royalston Upton Ashburnmon Clinton Hopkinton Millbury Rutland Uxbridge Ashby Devens Hubbardston Millville Shirley Warren Athol Douglas Hudson New Braintree Shrewsbury Webster Auburn Dudley Holliston Northborough Southborough Westborough Ayer Dunstable Lancater Northbridge Southbridge West Bofeton DEP Central Reg Barre East Brookfield Leicester North Brookfield Spencer West Brookfield ion f Bellingham Fitchburg Leominster Dakham Sterling Westford 627 Main Street Berlin Gardner LlldetUa oxford Slaw Westminster Blackstone Groton Lunenburg Paxton Sturbridge Wnchandan Worcester,MA 01608 Bolton Groton Marlborough Pepperell Sutron Worcester Telephone:508-792-7650 Boxbarough Harvard Maynard Petersham Templeton p Boylston Hardwick Medway Phillipston Townsend Fax:508-792-7621 Brookfield Holden Mention Princeton Tyngsbomugh TOO:508-767-2788 Abington Dartmouth Freetown Mattapoisett Provincetown Tilbury ' Acushnet Dennis Gay Head Middleborough Raynham Truro Attleboro Dighton Gosnold Nantucket Rehoboth Wareham Avon Duxbury Halifax Newlsedford Rochester Welli Bamstable Eastham Hanover North ABlebarough Rockland West Bridgewater Berkley East Bridgewater - Hanson Nonan Sandwich Westport Baume Easton Harwich Norwell Sdtuale West Tisbury DEP Southeast Region I Brewster Edgarlowm Kingston Oak Bluffs Seekonk Whitman 20 Riverside Drive •.J Bridgewater Fairhaven Lakeville Orleans Sharon Wrentham Brockton Fall River Mansfield Pembroke Somerset Yarmouth Lakeville,MA 02347 Carver Falmouth Marion Plainville Stoughton Telephone:508-946-2700 Chatham Foxbomugh Marshfield Plymouth Swansea p Fax:508-947-6557 Chilmark Franklin Mashpee Plympton Taunton TDD:508-946-2795 Amesbury Chelmsford Hingham Merrimac Ovinry Wakefield Andover Chelsea Holbrook Methuen Randolph Walpole Arlington Cohasset Hull Middleton Reading Waltham Ashland Concord Ipswich Millis Revere Watertown Bedford Danvers Lawrence Milton Rockport Wayland Belmont Dedham Lexington Nahant Rowley Wellesley Beverly Dover Lincoln Natick Sal. Wenham Billerica Dracut Lowell Needham Salisbury West Newbury DEP Northeast Region Boston Essex Lynn Newbury Saugus Weston g 'J Boxford Everett Lynni Newburypon Sherbom Westwood 205A Lowell Street Braintree Framion, ngham Malden Newton Somerville Weymouth Wilmington,MA 01887 Brookline Georgetown Manchester-By-The-Sea Norfolk Stoneham Wilmington I g Burlington Gloucester Marblehead North Andover Sudbury Winchester Telephone:978-661-7600 Cambridge Gawdend Medfield North Reading Swampscott Winthrop Fax:978-661-7615 Canton Hamilton Medford Norwood Tewksbury Woburn TDD: '-7679 Carlisle Haverhill Malaysia Peabody Topdield u7;:-i�,f ' Rev.10198 Page 1 of 1 Massachusetts Department of Environmental Protection Bureau of Resource Protection- Wetlands WPA Appendix B - Wetland Fee Transmittal Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Please type or print clearly all ' Instructions information 1. To calculate filing fees,refer to the category fee lists and 2. To the conservation commission:Send the Notice of Intent, requested on this 9 �' form. examples in Section D of this form.Complete pages 1 and Abbreviated Notice of Intent,or Abbreviated Notice of 2 of this farm and send these pages and a check or money Resource Area Delineation;a copyof pages 1 and 2 of this order for the state share of the fee,payable to the Com- form;and the city/town fee payment. monwealth of Massachusetts,to: 3. To DEP regional office(see Appendix A for addresses): Dept.of Environmental Protection Send the Notice of Intent,Abbreviated Notice of Intent,or Box 4062 Abbreviated Notice of Resource Area Delineation;a copyof Boston,MA 02211 pages 1 and 2 of this form;and a copyof the state fee payment. ' Applicant/Property Owner Information 1. Applicant: 2. Property Owner: City of Salem Name Name 93 Washington Street Mailing Address MallingAddress Salem City/Town City/rown MA 01970 State Zip Code state Zip Code (978)745-9595 Phone Number Phone Number 3. Project Location: Willson Street SYMblot Number Salem QdTown Fees ' Note:See Abbreviated Notice of Resource Area Delineation: examples of how t0 calculate The fee is calculated as follows(check applicable project type): wetland filing fees in Section D. ❑ single family house project x$1.00= ' (feet of BVW) Total fee(not to exceed$100) ❑all other projects x$1.00= ' (feet of BVW) Total fee(not to exceed$1,000) 1 State share of filing fee: City/Town share of filing fee: $0 (1/2 of total fee minus$12.50) (1/2 of total fee plus$12.50) ' Rev.10198 Page 1 of 4 Massachusetts Department of Environmental Protection ' Bureau of Resource Protection- Wetlands WPA Appendix B - Wetland Fee Transmittal Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Fees (cont.) Note:See Abbreviated Notice of Intent or Notice of Intent: examples of how to calculate The fee should be calculated using the following six-step process and worksheet:. wetland filing fees in Section D. Step lfrype of Activity:Describe each type of activity(see Section D for a list of activities)which will occur in a wetland resource area and buffer zone. ' Step 2/Number of Activities:Identify the number of each type of activity. Step 3/Individual Activity Fee: Identify the fee associated with each type of activity using the six categories of projects and fees listed in Section D of this form. Step 4/Subtotal Activity Fee:Multiply the number of activities(identified in Step 2)times the fee per category(identified in Step 3)to reach a subtotal fee amount.Note: If any of these activities are in a riverfront area in addition to another resource area or the buffer zone,the fee per activity should be multiplied by 1.5 and then added to the subtotal amount. Step 51rotal Project Fee:Determine the total fee for the project by adding the subtotal amounts identified in Step 4. ' Step 6/Fee Payments:To calculate the state share of the fee,divide the total fee in half and subtract$12.50.To calculate the city/town share of the fee,divide the total fee in half and add$12.50. Step 1/Type of Activity Step 2/Number Step 3/Individual Step 4/Subtotal ' of Activities Activity Fee Activity Fee Construction of a new school 1 Fee Exempt Fee Exempt r r Step 5/rotal Project Fee: $0 Step 6/fee Payments: Total Project Fee: $0 (Fee Exempt) ' (Total fee from Step 5) State share of filing fee: $0 (Fee Exempt) City/Town share of filing fee:$0 (1/2 of total fee minus$12.50) (1/2 of total fee plus$12.50) Rev.10/98 Page 2 of 4 Massachusetts Department of Environmental Protection ' Bureau of Resource Protection- Wetlands WPA Appendix B - Wetland Fee Transmittal Form ' Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 U Calculating Wetland Filing Fees The wetland filing fee should be calculated using the following Category Activities and Fees steps.The examples listed for each step are based on a project which involves two driveway crossings through a Riverfront Category 1 (Fee for each activity is$55): ' Area and Bordering Vegetated Wetland(BVW)and six single a)work on single family lot:addition,pool,etc; family homes in Riverfront Area only. b)site work without a house; C)control vegetation; Step 1/iype of Activity:Review plans and narrative to d)resource improvement; identify each activity in wetland resource areas and buffer e)work on septic system separate from house; zones.Example:driveway crossing and construction of a f)monitoring well activities minus roadway; single family house. g)new agricultural or aquacultural projects. ' Step 2/Number of Activities:Determine the number of Category 2(Fee for each activity is$250): each activity associated with the project.Example: 2 a)construction of single family house(SFH); driveway crossings and 6 single family homes. b)parking lot; ' c)beach nourishment; Step 3/Individual Activity Fee: List the fee amount for d)electric generating facility activities; each category of activity(see category/fee list at right). e)inland limited projects minus road crossings& Example:Driveway crossing is a Category 2(f)activity and agriculture; ' is$250 each.Construction of a single family house is a 0 each crossing for driveway to SFH; Category 2(a)activity and is$250 each, g)each point source(storm drain)discharge; h)control vegetation in development; Step 4/Subtotal Activity Fee:Determine the subtotal fee I)water level variation; j)any other activity not in Category 1,3,4,5 or 6; for each type of activity by multiplying the fee for the k)water supply exploration. activity(Step 3)by the number of activities(Step 2).If the activity is within riverfront area as well as another resource Category 3(Fee for each activity is$525): area or the buffer zone,add 50%to total fee(e.g., multiply a)site preparation(for development)beyond N01 scope; the fee by 1.5). If the activity is located in a riverfront area b)each building(for development)including site; only,apply the fee amount for the category without the c)road construction not crossing or driveway; additional 50%.Example:2(driveway crossings in BVW)x d)hazardous cleanup; ' $250 x 1.5(for riverfront area) =$750;6(single family e)water supply development. homes)x$250=$1,500. Category 4(Fee for each activity is$725): Step 51rotal Project Fee:Add all the subtotals identified a)each crossing for development or commercial road; ' in Step 4 to determine the total fee.Example:$750+ b)dam,sluiceway,tidegate(safety)work; $1,500=$2,250. c)landfills operation/closures; d)sand&gravel operation; ' Step 6/Fee Payments: The state share of the fee is 50% e)railroad line construction; of any filing fee in excess of$25(i.e.,the state share can be f)bridge; determined by dividing the total fee in half and subtracting g)hazardous waste alterations to resource area; $12.50);the remaining portion of the fee shall be made to h)dredging; the city or town(i.e.,the City/Town share can be deter- i)package treatment plant&discharge; mined by dividing the total fee in half and adding$12.50.) j)airport tree clearing; Example:City/Town share:$1,137.50;state share: k)oil and/or hazardous material release response actions. $1,112.50. Category 5(Fee is$2 per linear foot;total fee not less than $50 or more than$1,000): a)work on docks,piers,revetments,dikes,etc. (coastal or inland). ' Category 6 activities include boundary delineations for Bordering Vegetated Wetlands.Fee is$1 per linear foot,but not to exceed$100 for activities associated with a single family home or$1,000 for all other activities. iRev.10/98 Page 3 of 4 l Massachusetts Department of Environmental Protection ' Bureau of Resource Protection- Wetlands WPA Appendix B - Wetland Fee Transmittal Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 a Calculating Wetland Filing Fees (cont.) ' Examples of How to Calculate Wetland Filing Fees Example: Construction of a parking lot and three storm drain outlets within bordering land subject to flooding,and also ' Example: New single family home with associated work within the riverfront area.A septic system will be con- located within riverfront area only. structed within a buffer zone that is also within riverfront area. There is one category 2 activity(2.a.,single family home construction and associated work): There is one category 1 activity(1.e.,septic system in buffer zone)and four category 2 activities(2.1b.,parking lot and Fee for home and associated work:$250(work in riverfront 2.g.,three storm drain outlets): area only) ' Total tee $250 Fee for parking lot:$250(for BLSF)x 1.5(for riverfront Fee due Cityrown: $250/2+12.50=$137.50 area) = Fee due State: $250/2-12.50=$112.50 $375+ ' Fee for storm drains: $750(for the 3 storm drains in BLSF) Example: Construction of 10 single family homes within a x 1.5 (for the riverfront area)_ subdivision,eight of the homes are within a riverfront area, and a portion of each of the two remaining homes are $1125+ ' within bordering vegetated wetland and riverfront area. There will be 4 stormwater discharges located within buffer Fee for septic system:$55(for buffer zone)x 1.5(for zone. There also is one limited project access roadway riverfront area)_ reviewable under 310 CMR 10.53(3)(e)located in bordering $82.50 vegetated wetland and riverfront area. Total fee $1582.50 There are 10 category 2 projects(2.a., 10 homes each involving work in a wetland resource area)and one Fee due City/Town: $1582.50/2+$12.50= 1 category 4 project(4.a., limited project for access to $803.75 residential subdivision). The fee for review of the stormwater discharges is included in category 2.a. Fee due State: $1582.50/2-12.50= $778.75 Fee for single family homes: 8 in riverfront area[$250 for each of the eight homes] = Example:Confirmation of the delineation of a 120-foot Bordering Vegetated Wetland(BVM line and Riverfront Area by $2000+ submitting an Abbreviated Notice of Resource Area Delineation. 2 in BVW:$500 x 1.5(for riverfront area)_ The project involves construction of a single family house. $750+ There is one category 6 activity: ' Fee for limited project access:$725(for BVW)x 1.5(for Fee for BVW delineation(120 feet x$1.00/foot=$120; riverfront area)_ $1087.50 however,total fee cannot exceed$100 for single family house) = $100 Total tee $3837.50 Fee for Riverfront Area delineation:$0(No fee for other Fee due City/Town: $3837.50/2+12.50= resource area delineations as part of the Abbreviated Notice of $1931.25 Resource Area Delineation.) ' Fee due State: $3837.50/2-12.50= Total fee: $100.00 $1906.25 Fee due Cityrfown: $100/2+$12.50= $62.50 Fee due State: $100/2-$12.50= $38.50 ' Rev.10/96 Page 4 of 4 ' Massachusetts Department of Environmental Protection Bureau of Resource Protection- Wetlands WPA Appendix C - Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Please type or print clearly all ' Instructions information requested on this The Department of Environmental Protection(DEP)recom- demonstrate how equivalent water quality and water quantity form, mends that applicants submit this form,as well as supporting protection will be provided.DEP encourages engineers to use documentation and plans,with the Notice of Intent to provide this form to certify that the project meets the stormwater Stormwater management information for conservation management standards as well as acceptable engineering commission review consistent with the wetland regulations standards.For more information,consult the Stormwater (310 CMR 10.05(6)(b))and DEP's Stormwater Management Management Policy.(Note:this September 7998 version of the Policy(March 1997).If a particular stormwater management Stormwater Management Form supersedes earlier versions, standard cannot be met,information should be provided to including those contained in DEP's Stormwater Handbooks.) 1 0 Project Information 1.The proposed project is: 3. List all plans and documents(e.g.,calculations and New development ❑ Yes ❑ No additional narratives)submitted to supplement this form: Redevelopment ❑ Yes ❑ No Combination redevelopment/new development See Attachement A-Plan/Report References 0 Yes ❑ No ' (if combination project,distinguish redevelopment components from new development components on the project plans.) ' 2. Stormwater runoff volumes to be treated for water quality are based on the following calculations: (check one): ❑ 1 inch of runoff x total impervious area of post- development site for discharge to critical areas(Outstand- ing Resource Waters,recharge areas of public water supplies,shellfish growing areas,swimming beaches,cold water fisheries). 19 0.5 inches of runoff x total impervious area of post- development site for other resource areas. Stormwater Management Standards DEP's Stormwater Management Policy(March 1997)includes nine standards that are listed below.Check the appropriate boxes for each standard and provide documentation and additional information when applicable. Standard#1: Untreated stormwater Standard#3: Recharge to groundwater W The project is designed so that new stormwater point Amount of impervious area(sq.ft.)to be infiltrated: 1 discharges do not discharge untreated stormwater into,or 32,670 SQ.FT. cause erosion to,wetlands or waters. Standard#2: Post-development peak discharge rates Volume to be recharged is based on: ' ❑ Not applicable-project site contains waters subject to tidal 9 the following U.S.Natural Resources Conservation action. Service(NRCS)hydrologic soil groups(e.g.,A,B,C,D,or Post-development peak discharge rates do not exceed pre- UA)or any combination of groups: , development rates on the site at the point of discharge or 100% D downgradient property boundary for the 2-year and 100-year, Motimp"Gosaea) (Hydrologic sodgmup) 24-hour storms. ❑ without stormwater controls (%of impervious arra) (Hydrologic soil group) ❑✓ with stormwater controls designed for the 24-hour, 2-year and 10-year storms (%o/impervious area) (Hydrologic soil group) M The project's stormwater design will not increase offsite or ' .flooding impacts from the 100-year,24-hour storm. Rev.10198 Page 1 of 3 Massachusetts Department of Environmental Protection Bureau of Resource Protection- Wetlands WPA Appendix C - Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Stormwater Management Standards (cont.) 1 ❑ Site-specific pre-development recharge rate and volume are and Standard#5: Higher potential pollutant loads were determined as follows: Does the project site contain land uses with higher potential pollutant loads?(See Stormwater Policy Handbook-Volume 1, page 1-23,for land uses of high pollutant loading.) ❑ Yes IR No If yes,describe land uses: 1 ' List each BMP or non-structural measure proposed to be utilized to infiltrate stormwater to meet Standard#3(e.g.,dry Identify BMPs which have been selected to treat stormwater well,infiltration trench): runoff. If infiltration measures are proposed,describe the pre- treatment. (Note:If the area of higher potential pollutant loading is upgradient of critical area,infiltration is not allowed.) ' The annual groundwater recharge for the post-development site approximates the annual recharge from existing site conditions. B Yes ❑ No Standard#6:Protection of critical areas Standard#4: 80%TSS Removal Will the project discharge to or affect a critical area? W The proposed stormwater management system will remove (See Stormwater Policy Handbook-Volume 1,page 1-25, 80%of the post-development site's average annual Total for critical areas.) Suspended Solids(TSS)load. ❑ Yes IV No Identify the BMPs proposed for the project and describe how If yes,describe areas: ' the 80%TSS removal will be achieved: For areas of new construction,street sweeping, ' deep sump catch basins and water quality inlet. Identify BMPs selected for stormwater discharges in these areas and describe how BMPs meet restrictions listed on pages (See attached TSS Worksheet) 1-27 and 1-28 of the Stormwater Policy Handbook-Volume 1: If the project is redevelopment,explain how much TSS will be removed and briefly explain why 80%removal cannot be achieved. ' Rev.10/98 Page 2 of 3 Massachusetts Department of Environmental Protection Bureau of Resource Protection— Wetlands WPA Appendix C - Stormwater Management Form ' Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Stormwater Management Standards (cont.) disturbance. ' Standard#7: Redevelopment projects Is the proposed activity a redevelopment project? Standard#9: Operation/maintenance plan ❑ Yes ❑ No ❑ An operation and maintenance plan for the post-develop- ment stormwater controls has been developed.The plan Note:components of redevelopment projects which plan to includes ownership of the Stormwater BMPs,parties develop previously undeveloped areas do not fall under the responsible for operation and maintenance,schedule for scope of Standard 7. inspection and maintenance,routine and long-term maintenance responsibilities,and provision for appropriate ' If the activity is a redevelopment project,the following access and maintenance easements extending from a public Stormwater management standards have been met: right-of-way to the stormwater controls. All of the stormwater management standards Operations&Maintenance Plan 10/11/99 Plan/Title Dale ' have been met for the areas of new construction. PlanITtle Date Signatures: The following Stormwater standards have not been met for the Richard F.Gorman ' following reasons: nppr+grorn lica aeuesen n Name Standard 4 is not met in the areas that are not T signature ' altered by the proposed construction Project Designer Title 12/29/99 Date ❑ The proposed project will reduce the annual pollutant load on the site with new or improved stormwater controls. Standard#8: Erosion/sediment control ❑ Erosion and sediment controls are incorporated into the project design to prevent erosion,control sediments,and stabilize exposed soils during construction or land Rev.10/98 Page 3 of 3 Massachusetts Department or Environmental Protection Bureau of Resource Protection- Wetlands WPA Appendix D - Areas of Critical Environmental Concern ' ' Instructions Projects proposed in the communities listed below may be located in Areas of Critical Environmental Concern(ACECs).To confirm whether the project location is within an ACEC,contact The ACEC Program may be contacted at either: the conservation commission or the Department of Environ- mental Management(DEM)ACEC Program. DEM's ACEC 100 Cambridge Street,Room 1404 Program also may be contacted for additional information or to Boston,MA 02202 verify new ACEC designations. 617/727-3160 x552 or 136 Damon Road Northampton, MA 01060 413/586-8706 x21 Towns with ACECs within their Boundaries Town ACEC Name Town ACEC Name ' Barnstable Sandy Neck/Barnstable Harbor Mansfield Canoe River Aquifer Bolton Central Nashua River Valley Mashpee Waquoit Bay Boston Rumney Marshes Melrose Golden Hills ' Fowl Meadow and Ponkapoag Bog Milton Fowl Meadow and Ponkapoag Bog Neponset River Estuary Neponset River Estuary Bourne Pocasset River Mt.Washington Karver Brook Watershed Bourne Back River Schenob Brook Herring River Watershed Newbury Parker River/Essex Bay Braintree Cranberry Brook Watershed Norton Hockomock Swamp Brewster Pleasant Bay Canoe River Aquifer Inner Cape Cod Bay Norwood Fowl Meadow and Ponkapoag Bog Bridgewater Hockomock Swamp Orleans Inner Cape Cod Bay Canton Fowl Meadow and Ponkapoag Bog Pleasant Bay Chatham Pleasant Bay Peru Hinsdale Flats Watershed Cohasset Weir River Plymouth Herring River Watershed Dalton Hinsdale Flats Watershed Ellisville Harbor Dedham Fowl Meadow and Ponkapoag Bog Quincy Neponset River Estuary Eastham Inner Cape Cod Bay Randolph Fowl Meadow and Ponkapoag Bog Wellfleet Harbor Raynham Hockomock Swamp Easton Canoe River Aquifer Revere Rumney Marshes Hockomock Swamp Rowley Parker River/Essex Bay Egremont Karver Brook Watershed Sandwich Sandy Neck/Barnstable Harbor Essex Parker River/Essex Bay Saugus Rumney Marshes Falmouth Waquoit Bay Golden Hills Foxborough Canoe River Aquifer Sharon Canoe River Aquifer Gloucester Parker River/Essex Bay Fowl Meadow and Ponkapoag Bog Harvard Central Nashua River Valley Sheffield Schenob Brook Harwich Pleasant Bay Stockbridge Kampoosa Bog Drainage Basin Hingham Weir River Taunton Hockomock Swamp Weymouth Back River Canoe River Aquifer Hinsdale Hinsdale Flats Watershed Truro Wellfleet Harbor Holbrook Cranberry Brook Watershed Wakefield Golden Hills Hopkinton Westborough Cedar Swamp Washington Hinsdale Flats Watershed Hull Weir River WeIlFleet Wellfleet Harbor ' Ipswich Parker River/Essex Bay West Bridgewater Hockomock Swamp Lancaster Central Nashua River Valley Westborough Westborough Cedar Swamp Lee Kampoosa Bog Drainage Basin Westwood Fowl Meadow and Ponkapoag Bog Leominster Central Nashua River Valley Weymouth Weymouth Back River ' Lynn Rumney Marshes Winthrop Rumney Marshes ' Rev.10/98 Pagel of 1 INTRODUCTION ' Judith Nitsch Engineering, Inc. (JNEI)has designed the proposed project for the construction of a new elementary school and improvements to the High School to meet the Wetlands Protection Act, 310 CMR Wetland Regulations. The project is considered a redevelopment project. This report along with the drainage report and attached plans demonstrates the conformance to these regulations. The proposed school will be called the New K-8 School. ' EXISTING CONDITIONS ' Existing Conditions The site is located off of Willson Street in Salem, Massachusetts. It consists of a total area of 61.5 ' acres. Approximately 28.5 acres of the site are included in this analysis. The site consists of an existing high school building with a driveway and several parking ' lots. Closed drainage systems in the parking lots collect the run-off from the site and discharge it to headwalls located near wetlands throughout the site. ' There are several existing features in the site that serve to detain stormwater on the site. The first is an existing drainage ditch located along the south side of Willson Street. This ditch has developed some wetland vegetation. There is a concrete headwall near the ' northwestern corner of the drainage ditch. There is a 24-inch reinforced concrete pipe that connects the wetland to another wetland area on the north side of Willson Street. From the drainage ditch, the site goes up at a 25% slope. At the top of the slope, there is 1 a driveway and parking area. There are also wetlands located to the east of the existing building,between a driveway and the school's athletic fields. This wetland is connected to another wetland area by means of a swale. The swale has become partially filled with ' sediment from the driveway. Resource Areas There are many resource areas that consist of bordering vegetated wetlands on the site. The wetland flags are shown on the Existing Conditions Plan. The bordering vegetated wetlands (BVW)that are adjacent to the work areas are located next to Willson Street(Flag#Kl-k9, and Flag#D8-D18), to the east of the High School (Flag#B1-B37 and C1-C24) and to the south(Flag#G1-G13). There are also bordering vegetated wetlands that extend along the perimeter of the property on the southern ' and eastern sides. 1 PROPOSED CONDITIONS Project Description The proposed project consists of the construction of a new K-8 school and reconfiguring the existing parking areas, driveways and walkways on the north of Salem High School. A new stormwater management system including a catch basin-to-drain manhole closed drainage system,best management practices (BMPs), and a detention facility will be constructed for the disturbed areas. ' The proposed project will disturb approximately 147,400 square feet of the 100-foot buffer zone. The project will result in the filling of 1,212 square feet of BVW next to Willson Street. Additionally,,2,050 square feet of BVW to the east of Salem High School will be altered. Wetlands ' replication is proposed in the BVW east of Salem High School (approximately 4,300 square feet) and in the BVW adjacent to Willson Street(approximately 2,500 square feet). ' Stormwater Management System The site's post-development impervious area will be slightly increased relative to the pre- development areas. The corresponding increase in the peak rate of runoff will be limited to the pre- development level for the 2, 10 and 100-year storm events by the construction of two underground detention systems. See the drainage report for details of the stormwater management system and ' mitigation of the increase of peak rate of runoff. Four separate drainage systems are proposed to collect and convey runoff on the site. The first system will convey the roof drainage from the proposed building to an underground detention system that will discharge to a headwall that discharges into the BVW east of the High School. The second system is a closed drainage system that will collect water from parking areas to the rear of the ' proposed K-8 School in deep sump catch basins routed through a water quality inlet(Stormceptor), to treat the water before it will discharge to the existing headwall that discharges into the BVW east of the High School. The third system will collect the water that flows down the eastern entrance ' driveway. The stormwater will be routed through a water quality inlet(Stormceptor) and then discharge into the drainage ditch at the front of the property. The last proposed drainage system will collect runoff in the parking lots north of the proposed building. The stormwater will be collected by deep sump catch basins and will be routed through a water quality inlet(Stormceptor) and into an underground detention system. From the underground detention system, the stormwater is discharged to the drainage ditch in the front of the property. ' The culvert under the existing cart path from the High School to the athletic fields east of the High School will be replaced with a larger capacity culvert pipe. The Swale that carries stormwater ' alongside the driveway will be cleaned of sediment and debris. A proposed underground detention basin will receive the stormwater runoff from the driveway and ' parking areas north of the proposed building after it is treated by the water quality inlets (Stormceptors). The proposed detention basin has an outlet control structure to control the peak rate of runoff. The runoff is discharged into the drainage ditch that runs parallel to Willson Street. ' 2 Water Quality ' Currently there are no systems on the site to provide removal of total suspended solids (TSS) and increase the water quality of the run-off. The existing area of bituminous concrete pavement on the site is 7.40 acres and the proposed area of pavement is 7.20 acres, yielding a decrease of 0.20 areas. Therefore, no water quality measures are required for the site. However, JNEI has provided stormwater best management practices for the areas of new construction. ' JNEI proposes to provide 87%TSS removal efficiency for the proposed parking areas to the north of the proposed building, (approximately 1.45 acres) and for the play areas and athletic fields to the ' south of the proposed building(approximately 2.95 acres), totaling 4.4 acres. To achieve the 87% TSS removal efficiency, JNEI incorporated three Best Management Practices (BMPs) in accordance ' with the State publications"Stormwater Management, Volume One: Stormwater Policy Handbook", and"Volume Two: Stormwater Technical Handbook",published in March 1997. The three BMPs are road sweeping, catch basins with deep sumps, and a water quality inlet. The combination of ' these measures provides a Total Suspended Solids (TSS)removal efficiency of 87% for over 60% of existing site. ' The water quality inlet,which will be used, is a Stormceptor or approved equal. This is a water quality structure,which is designed to provide a high Total Suspended Solids (TSS)removal rate. JNEI used Stormceptor Sizing Guidelines,which have been prepared by Stormceptor to assist consultants in the selection of the appropriate size of Stormceptor. See attachment D for additional information on the Stormceptor. ' Recharge ' Although there is no increase in impervious area for the paved areas,there is an increase in total impervious area because of the proposed building. The soils located on the site consist of D and CID soils (the soils information for the site is included in the Drainage Report). There is no recharge 1 requirement for"D" soils. Based on the geotechnical information, the soils located on the south of the site are not suitable for the infiltration of stormwater runoff,because of the proximity of ledge, groundwater, and the type of soils. However,recharge is proposed for the front of the site based on ' the requirements for a"C" soil. Calculations for the recharge requirement are included below: ' Stormwater Recharge Required(ReV) - .1 inches times the increase in impervious area for a C soil Increase in Impervious Area: .75 Acres ' Stormwater Recharge Required ReV=(.10 in)* (1 foot/12 inches)*(1 Acre)*(43,560 square feet/Acre) *( .75 Acres)= 1,089 c.f. ' Stormwater Recharge Proposed Infiltration Trench#1 1,284 cubic feet ' 3 CONCLUSION ' Currently there are no BMP's included in the existing stormwater management system. Therefore, all stormwater leaving the site is untreated. DEP's Stormwater Management Policy requires that Total Suspended Solids be removed to the maximum extent feasible because this is a redevelopment project. The proposed drainage design will treat the stormwater(from the reconfigured parking areas and driveways)prior to discharge to the BVWs. The new areas will achieve a Total Suspended ' Solids (TSS) removal efficiency of 87%. This corresponds to a TSS s removal efficiency of 53% for the entire site. The proposed drainage system consists of deep sump and hooded catch basins and water quality inlets. There will be a dramatic enhancement of water quality that is discharged into ' the wetlands because of the proposed project and the proposed stormwater management system. This meets the performance standard set forth in 310 CMR 10.58(5)(b). ' The site's post-development impervious area will be increased over the pre-development areas.No recharge is required because of the site's soils,however, recharge is provided in one area by means ' of an infiltration trench. The peak rate of runoff will be less than or equal to the pre-development level for the 2, 10 and 100-year storm events. See the Drainage Report for the pre-versus post- development rates. ' 4 ' ATTACHMENT A List of Attachments PLANS: ' Sheet # Description X-1 to X-6 Existing Conditions Plans L-1 Layout & Materials Plan ' L-IA Layout for Rear Lot L-2 Grading Plan C-1, C-2 Site Utility Plans C-3 Details ' REPORTS ' Drainage Calculations for New K-8 School, Salem, MA, dated December 29, 1999, prepared by Judith Nitsch Engineering, Inc. Appendix A of Drainage Calculations: Geotechnical Investigation for the Proposed K-8 School, Salem, by Geotechnical Services, Inc. ' Operations & Maintenance Plan ' FIGURES FIGURE 1 UNITED STATES GEOLOGICAL SURVEY MAP FIGURE 2 ' SOIL CONSERVATION SERVICE SOILS MAP ' FIGURE 3 MASSACHUSETTS NATURAL HERITAGE ATLAS 1997-98 EDITION ' FIGURE 3A: RARE WILDLIFE AND VERNAL POOLS FIGURE 313: RARE SPECIES HABITAT TSS REMOVAL CALCULATION SHEET Project: Salem New K-8 School Calculated by: RFG Location: Salem, MA Date: 12/28/99 ' JNEI Proejct#2427.1 Checked by: DMC Date: 12/28/99 ' South of the Proposed Building A B C D E ' BMP TSS Starting Amount Remaining Removal TSS Removed Load Rate Load Catch Basins 0.25 1.00 0.25 0.75 Remaining ' Street Sweeping 0.10 0.75 0.08 0.68 ' - Stormceptor 0.80 0.68 0.54 0.14 TSS Removal: 0.87 ' North of the Proposed Building ' A B C D E BMP TSS Starting Amount Remaining Removal TSS Removed Load Rate Load Catch Basins 0.25 1.00 0.25 0.75 ' Remaining Street Sweeping 0.10 0.75 0.08 0.68 Stormceptor 0.80 0.68 0.54 0.14 TSS Removal: 0.87 Initial Paved Area 7.4 Acres ' Final Paved Area 7.2 Acres Paved Area ' Treated for Water Quality 4.4 Acres 87% TSS Removal Not Treated for Water Quality 2.8 Acres 0% TSS Removal Percent of Site Treated for Water Quality ' 61% OPERATION AND MAINTENANCE PLAN (STANDARD 9) I. Stormwater management system owner: Salem New K-8 School ' II. Parties responsible for O&M: Salem New K-8 School III. A schedule for O&M: See below ' IV. Routine and non-routine maintenance tasks to be undertaken. ' 1. Catchbasin grates shall be checked monthly and following heavy rainfalls to verify that ' the inlet openings are not clogged by debris. Debris shall be removed from the grates and disposed of in accordance with applicable guidelines and regulations. At a minimum, catchbasin sumps shall be inspected and cleaned semi-annually of all accumulated ' sediments. Catchbasins with hood traps shall be inspected quarterly to check oil build-up and outlet obstructions. Material shall be removed from catchbasins and disposed of in accordance with applicable guidelines and regulations. 2. Water quality inlets should be cleaned four times per year and inspected monthly. Material shall be removed from the water quality inlets and disposed of in accordance ' with applicable guidelines and regulations. 3. The stormwater management system shall be inspected the first year of operation during ' rainfall conditions to verify functionality. ' 4. Fertilizers used for lawn care shall be of the low nitrogen content variety and shall be used in moderation. 5. Underground detention structure should be cleaned four times per year and inspected monthly. Material shall be removed from the water quality inlets and disposed of in accordance with applicable guidelines and regulations. 6. The parking lot shall be swept four times per year. ' 7. All post construction maintenance activities will be documented and kept on file and made available to the Salem Conservation Commission upon request. ' 1Aprojdata\23647\\o&m.wpd ' FIGURE 1 UNITED STATES ' GEOLOGICAL SURVEY MAP 1 1 1 ZQ I Ps" ��'� / '� � Gar Course" . 3' \ Sal � " �• k'�1(yti 1 \ \ \\�O s � • s� POS .PlaY9 soo -Raalt \ `". A 9 rnwo rp 9 �• V : MI ch � 1 ��� rn \ Park �L�•`.� 01 Cours Lobster a 5d'V '� J �. - � ='� I �1 M µ / s . . it o �-- ` .I�I��" h �,�¢ ! • •�� - _ S Salem r 4p r — � is '^ ipr fir¢ ar �SIOnG31:53t¢ ' �• a �\ ,� \ Y V .to-,•� r 5< 1 - - De[DY` ,) I \ ♦¢ .'.O'r '1. T aureon rr , What' i JLight Long Point /• w i / (r i ,�;t�ul. /� \ ve H. v N• -\ ! �:..,: ((��`,,,� is �!1 fit,tl _ m t[KI' s Palmer . � •b''�ai �� - 1 *Polo( / ri • �,�` �> LOCUS ;� � ,����Y, � ,� ,' �, . �� c 1 � 3 / For t e(' t � A ` 1 Park Picker �� },� .yF '`' ', va Point \ energy 1; � � •` 1 � '�� � )���.(� A. T I 0,., r> I 114,`QnYYlY' I �• � 1, �� o' �5. 4.8_Lla .._ .... ' SCALE 1: 25,000 SOURCE: USGS SALEM QUADRANGLE / JUDITH NITSCH ENGINEERING, INC. USGS LOCUS MAP SKETCH v/ CIVIL ENGINEERS•LAND SURVEYORS•PLANNERS NEW K-8 SCHOOL ONE APPLETON STREET TEL (617) 338-0063-FAX., (6107) 338-6472 W2116 7LLSONP PREPARED FORALEM, MA F1 G. 1 11ELD CHIEF: I DES/COMP.: I DRAFTED BY: RFG I CHECKED BY: GELLER ASSOCIATES DATE: SEPTEMBER Z{, 1999I SCALE AS NOTED JlEI 2{27 77 NORTH WASHINGTON STREET, BOSTON, MA 1 FIGURE 2 SOIL CONSERVATION SERVICE SOILS MAP 1 P I 1 not A., 4 y Ml oir �� '1' � � � *•itz rr ' �IEt_ vim,, •:,�` � �,b e � r Ltry rYt7 a , CrD:\ a+� �� � r rpq,< f,` .�A� >8-v � � •oC ' � �V r.� f•'�' Ej1 w � A .��\'i .. � " r Pig, p r' •� �!i � .� ' w r . ..�� , A �Y. <,� 'tipV 1f i�ta. �t ��•Nfii�' •; 3 LOCUS ' VSO 3 '�h1.• �� -14 iSCALE 1: 25,000 SOURCE: SOUTHERN ESSEX COUNTY, MAP / JUDITH NITSCH ENGINEERING, INC. SCS SOIL MAP SKETCH CIVIL ENGINEERS•LAND SURVEYORS•PLANNERS NEW K-8 SCHOOL ONE APPLETON STREET BOSTON, AIA 02116 WILLSON STREET, SALEM, IAA FIG . 2 TEL (617) 338-0063-FAX- (617) 338-6472 PREPARED FOR: FIELD MIEF: '9E3:OOMP.: ;[£f:^" E ? - -'i. ED BY: GEL' LCC.'_vIATES DATE: SEPTFAIBER ia, 4299 SCAL_: nS NOiFl � 2427 77 NORT4 1IASHING`OH L mEET. BOSTON, MA ' FIGURE 3 MASSACHUSETTS NATURAL HERITAGE ATLAS 1997-98 EDITION ' FIGURE 3A: RARE WILDLIFE AND VERNAL POOLS FIGURE 3B: RARE SPECIES HABITAT 1 `� hw �'��v$J�43 ' �` a9�'^994. � i ♦ l� � �vytr Y�A��q+ M® �3t�. qe"h�X �`�"�'�' �'7+i�?t9t.� s�.�.� r° • �- � car �'� � �5� � �a.,'•tix.��`mss°m�'.�`'y��'m����eF'trax.:y����wr„-am��x�- .so zl Al WOR M y � 1 ! I \ p `,A� •�.. sem- �..� v c'�ly�a` . �� `� ���l•)�b �C�•aL7�G*�.� �. `�_�.� ,get$. a'u.� W. 'v m a s kJ��d�^f( S� lk y''✓fir. V �¢-Z.Yr® 9L �� `�` ✓.sow,'i¢�^9a\ ,�w �i ®�` � rya• _� R�� /, �G, .:. ��1`Y �.9�R�ay\�R;��!EP �grYSaJmy C�S� d ?w°P�Jl',ae.�p'�,�..a�aa��J�z ':,;• pr '�4( - - . d\ c a s'�� 77qq',,BL.-�.�p^adF',✓��� ��;� �a'4('O®e 4.7ps�`�'' r r � Q >^r \rR�r �,v�La aro �, ,yid c9Q�`✓ z"�z .Cis•a�c'��O,n'q$"✓¢ t ��� �3 0� �,,� �-" nr�4se�1�'_ � �s' k .s���.. - - \�,,, � r W�,.. a *S •.p, _w�-p`�ol�' _ � 1 •" ��EwPti�`� �,�'}�Y'pr �`4�+« 11 'of �'� �r rF�h � •`" -u^' YI/r t3 m� 1 � �k����pw��[ �^'3���,i#b\ ,'�-`�`jop•�' •s � '�' .M w�� ry `F� v f ' ATTACHMENT B PERFORMANCE STANDARDS The scope of the proposed project proposed to alter the following resource areas as described by the Massachusetts Department of Environmental Protection. Approximately 1,212 square feet of bordering vegetated wetlands will be filled and approximately 2,050 square feet will be altered. Additionally, the 100-foot buffer zone to bordering vegetated wetlands will be altered and will include the construction of walkways,parking facilities, drainage structures with piping, and the demolition and removal of existing site features. The areas of bordering vegetated wetlands that will be altered include an existing swale that will be cleaned of accumulated sediment in order to restore its function. This disturbance will be temporary, and the area will be restored and revegetated. Additionally, the wetland area on the north side that appears to have been altered in the past will be restored as part of the construction. The area of bordering vegetated wetlands that will be filled is a small pocket that is located 1 immediately adjacent to Willson Street. This area will be filled in conjunction with the construction of the new driveway and parking area for the proposed school. A replication area will be provided in the BVW that runs adjacent to Willson Street. 1 ATTACHMENT C ' Abutters List, Notification to Abutters, and Affidavit of Service e 1 ' AFFIDAVIT OF SERVICE Under Massachusetts Wetlands Protection Act I, Richard F. Gorman hereby certify under the pains and penalties of perjury that on December 29, I1999 I gave notification to abutters in compliance with the second paragraph of Massachusetts General Laws Chapter 131, Section 40, and the DEP Guide to Abutter Notification dated April 8, 1994, in connection with the following matter: ' A Notice of Intent filed under the Massachusetts Wetlands Protection Act by the City of Salem for the Salem New K-8 School Project located off Willson Street at Salem High School. The form of the notification, and a list of the abutters to whom it was given and their addresses, are attached to this Affidavit of Service. I Name Date Notification to Abutters Under the Massachusetts Wetlands Protection Act In accordance with the second paragraph of Massachusetts General Laws Chapter 131, Section 40,you are hereby notified of the following. 1 A. The name of the applicant is City of Salem. B. The applicant has filed a Notice of Intent with the Conservation Commission for the municipality of Salem seeking permission to remove, fill, dredge or alter an Area Subject to Protection Under the Wetlands Protection Act (General Laws Chapter 131, Section 40). C. The address of the lot where the activity is proposed is: Salem High School, Willson St. D. Copies of the Notice of Intent may be examined at the City of Salem Conservation Commission, One Salem Green during regular business hours on the following days of the week: Monday through Friday. For more information, call: (617) 338-0063 Check one: This is the applicant 0, representative)(or other (specify): (atm. Richard F. Gorman) E. Copies of the Notice of Intent ma�y,/be obtained from either (check one) the applicant 0, or the applicant's representative) by calling this telephone number (617) 338-0063 (attn. Richard F. Gorman)between the hours of 8:30 a.m. and 4:30 p.m. on the following days of the week: Monday through Friday. F. Information regarding the date, time, and place of the public hearing may be obtained from the City of Salem Conservation Commission by calling this telephone number(781) 745-9595 ext. 311 during regular business hours on the following days of the week: Monday through Friday. Check One: This is the applicant 0, representative eor other X(specify): Conservation Commission. NOTE: Notice of the public hearing, including its date, time, and place,will be published at least five ' (5) days in advance in the Salem News. NOTE: Notice of the public hearing, including its date, time, and place,will be posted in the City Hall not less than forty-eight (48) hours in advance. NOTE: You also may contact your local Conservation Commission or the nearest Department of ' Environmental Protection Regional office for more information about this application or the Wetlands Protection Act. To contact DEP, call: ' Central Region: 508-792-7650 Northeast Region: 617-935-2160 Southeast Region: 508-946-2800 Western Region: 413-784-1100 ATTACHMENT D Determination of Applicability 4. 6!/Ot/tt bnj79O;;;� i t+C 1 .auaxnS 3a soT' oas b .;a auTtFi eRa sezTr�sz I Xxeh pias 'azo3a�a;S •asxv aeva xsaty ss sBpt+xp 'ttSi 'awaavz . ttF� puv troy stn zapvn r«.s•:XGvaosd os aos�gd8 WWW ov u71d37r% vT '.assnbex molt UT pagSzonsp X•son sus sa, gzed/Sia sapntevTgoTgh 'Matsq pagTzosvp, Xzoh SITZ d 'r 1 yuasu= ie sSTSa.4 V-, ;a au-FTI; sqa aszFnbsz I vvza riga po k t:xv�t• >ev DuFBpmzp 'b9it(ti 'LsJAvWmi Auv 'bxa;vxbgS, st+Y •tia zyffi R s'o}s bavzd e; %10" t 1661* 'ab aT 'asenbex snbA ut pvq xcao®p eN i dy, ov zzxd/tt* we tlt6uf RDTVN 'x® Nl p*ggxaebp vst* mqs ( It • swplFsud 07 tp81;iurolwa 8FH1 ' laaxPPY zssxa5 :votat:t.•T � . ;H �ox�g uGvYt3)4 i • � (oi4=�Ftllde c: j zawsq Wvw a[osga) *xmTaacTetsvaop SUTAOtTa3 oil's aT.opt.etct Pvv 'veTaeayswnaop.SuT22,13 .dna sat Sus A�iY'r4aoTiy Souot�saTwzs�sl t sb# mmattbaz znoA pazspteuov s's*y �pTme;utucyJ sq4 "04v 't£T'� S '3o AaTzotnne aKa o1 %uenmsnd o pszwnbvs adTv9ss wmRsx "CFam Psc;FAxeo Aq C] lsgap) OT7r,"oua 3#g"bb$ bgFY*sa %toaxed oa AzsnFtsP PvvR A4 t Irhatty$ sv pszvwTtvp pua V"wwF aF uvT%MssrowxvasP oF4.� evexp" I ®dlxag �apbuttteei.) f6 (sstws A%xadsxd go syy+YH).. aasnbaa''6es�gij�eui uoss►d =e. swab). . I ,3 es . AAFxeg3nK 9uTKssS - -- utlTs3�mutvD'•vaTaenxsvuo5 +aa'tMb sa tl;$ 'L>'T "� 'Zo9 'zv1C �e•�Yaeadzd re�xa'�aoa1 >a'7aegeq�eaAvtoq I ds�tFa+aF'[d� ¢o ss�y�,eu�'atseaea - . . 1N a+•ws care s3t3sanVpessmmpv ."�' . • q'ix ? ism Cag i0 Aac� "'"174Wr waters u.a�y' z asaa � 44 "30A4l'w's`f'"A4491A mo r79! Iwa ' eM es 00 ot< �� guT?lvrTd roto OU 9Le 'TV ITT4361 86/tT/L0� "na H92IRASN�"I3:2I d f0EZL9UT9T %V3 SC XT Q364 66/tT/LO f 07/14/98 y9-P—i°:36 FAX 16173672303 $ R FLANS$URGH 07/14/99 P 11 :31 FAX 978 740 049¢ 1'Iebai�� �uu� 3 , (] The work dese;ibed below, 'mrA.iah include■ e11/Ware of the work described in your requeat, la w>.th1n "0 Suffer zone as de#Lne¢ in Che regularLono. and will alter an Area sub7�'RCC F4 PYOL4ctioq nzaA Che R,oL'. TAerefnre, said work retyu,ires rhe li3xati 'at a atotics o£ intent xbRs T?starminatloa is -lseotativCv 1. ❑ The area deeC;ibed in your request is not an Aura Subject to pgotect4on Under the Aar.. �. C3 TMs work described in yotas"raglaest ie within apt Area Bubjsci to thtet:tiot. ' - Under the Act, but will .not remove, till, dsedgs, fes ait:aY that swot.. Thersitgre, said work tloae., not Yeglaire t:he tl.ling of o. $roues of Intent. 3 • TMs Vork gu deporibed in your rdeap L4.,within the AUXter ¢pas. as defined jn 10%a i'eWlai :ioni, louv,1{z" NtAT: allsor An'7utea 54101010t TO lrxap,aCtit*+ tmdar the AAs• Thetralswof er63 Woo 4,940 not Ysgaire the $ilitse' wt a Notice at Tntent. c. ❑ The area detoxibed in yaur,.r}sgttesa i.s.Subject to protwtt. on Undaa Chs Act, ' ry but since the work daaex'.Aed therein masts the Ystnxraments or the following exemption. ext •rpasi£ied in the Act and th,k rayulatio'%.t, no blocioe of .Xzmenz is r%quir.•sd,- ..��—... 1 =,+sued b SRI eonCe�jaaa.-vn on cos razAaaon SignaturelAt r ` � � •,:hie Determination must: be Ai by a majority of the Consnrvation COMMISaion. on this , 27th of ntav l9,gg , before ms Personally appeared Lhs a);atf}i:�n4ntionad _ Lo me 154gwn to be, the person described in, and who,oxacuesd. the foregoing inatrup4Rlt, and ' ;v:akndT+ladQ chat s e xaWµtad the aims as his/her tree raps and dead.. SPHEN Diftou,* NOW fiv#114 MyoWar&aieh Wmims NO%12,1004 N ry vfublic My eomaiiSolon Expires. This o•tarslnation News m rolls" t aPptioont froe aagdylna with all ot'�ar ap- Iii;: to fedoral.lstage or ' clot etetytPs, ordloea, yLsMP rr r�PYi stisnr. TLmbThio Ooteratmtion shsl 1.ta. vpLfs+ }or thh• Ygo[a }refA the date of Isaw■nse. ' the oPptitent, the owner, any persrn soarievsd by thio ootorelmtian, any owner of land abutting thelandwpm Nhian the Prapesad Werk to to Artsono, Wa Ten real donta_rf the airy or Sown in whtwih sueh fond io 1peatad, are Aereth, Motif led of their tight to muiit tee Aopsfl:mml of lnvirshtwntet pro%wi.1ien to issue s Njaysedina • . oetorminetion of Rppliaobitiry, ProvidI.Av"Aho regweat is made try certified mtf or hand iaetiveelp to the Department, wlth.thr Ppproprlete fiLinii isif, Ad fee TnMmittat form at provides in'310 CAR 10.00i:Ai hln ten ' deg from the gist% of losusnee of this ¢etarminatirn• A Copy of the regwst shall tit the same time be sent by certified most or hand sativery to the C4 ,gtvation Qpmhtaslon and the eppliemt ..a , ' ATTACHMENT E 1 Botanist Reports i 1 i 1 i 1 1 � 1 1 1 1 1 MAY-17-1999 MOI 01 :07 PM GELLER ASSOCIATES FAX NO. 6175234333 P. 03/08 ' - Walter Hewitson, Ph.D. 45 Crescent Drive _ Bridgewater, MA Project N ' 02324 Ped nex: Meme; -- ' Co�y Ta• PIGy_o: PM_� Teer�i (508) 697-9096 _ operations March 22, 1999 unring Pamela M. Welch, PIS _ Marketing n File Welch AssociatesFile --cxeaf ' 353 West Center St other West Rr dgewater, MA 02379 Dear MS Welch: On March 20, 1999 I visited the campus of Salem High School for the purlose of determining the extent of any wetlands that might -be present. Criteria I used in making the determination incldued topography, hydrology, soil color and vegetation. I identified 6 areas that were either on the campus or just off it . The first area was delineated by flags 1-41WH. It is located at the western end of the site beyond the tennis courts. Near the tennis courts a RCP leads water into a. swamp that eventually ' drains frcros the swamp by a culvert near Highland Ave. Wetland indican}z: species I observed and usei in locating the liux— includ .:red maple, pussy willow,. s7 eckled alder, bucktbox:a .alder and pe-z �rbush. On the upland side of this line I found ::t•.aghorn sumac, . clack cherry, black loco it, Multiflora rose and b:�i r:ken. ' The mos::--important wetland occurs at the south end of the site in the vicinity of the undeveloped, fenced-in playing fields. I de- lineated this wetland with flags. Al-A44WH. Along the fenced-in fields, the wetlands begin at the-;toe of the slope. Wetland ' s ecies I observed included red maple, speckled alder, buckthorn a der, sheeplaurel, highbush blueba-::.y, maleberry, pepperbush, swamp azalea, sensitive fern and .1i nnamon fern.. On the upland ' side of the line I found red oak, white oak, black cherry, multiflora rose and blackberry; ' At flag 11 I analyzed vegetative plots on each side of the line to determine percent dominance in the two communities. Those data, indicated on the DEP field data sheets, support the location of the lire. ' I delineated two other wet areas by flags Bl-B37 and In fact, the two are hydrologically connected to one another by a culvert under a path in the vicinity of flags B13 and C1. Part of the C v etland was delineated str.ic+:ly by hydrology with water 1 MAY-17-1999 MON 01 .07 PM GELLER ASSOCIATES FAX NO. 6175234333 P. 04/08 ' flowing between the two wetlands over the blacktop road behind the school. Wetland B is better developed and included pussywillow, ' pepperbush, arrow-wood, purple loosestrife, highbush blueberry and maleberiy. ' Wetland 0. appears to be. an accidentally created wetland who're water f::r.;n B drains and collects. Much construction matez:, 1. such. as concr,: te slabs can .be found hare. The vegetation is not-, as well dev�:'loped and includes red m-:ple, arrow-wood and bucktkora ' alder. In front of the school next to Wilsm St is an elongated wetland consisting primarily of purple loosestrife, but it also includes elder, phragmites and cottonwood. It is .a protectable resource because it isnot isolated. Both a eatchbasin and surface drainage lead water to a culvert that passes under Wilson St connecting the area to a wetland N or Wilson St. I also quickly delineated the wetland N or Wilson St by flags El- E5. It Aces not accurately depict the limits of the wetl�iads, but '. -it does :.,how how far it runs along Wilson St. Sincere] J, U3011" 14" Walter I . witson, Ph.D. Botanist 1 t 0 cc CD DEP BCorccari q Vegetated Wetlzrd (310 CMR 10.55) Detin,%ation Field Data Form Applicant: Salem High School Prepared by:Walrerilewirsoo Ph.D. Project Location:Wilson Sr'-Salem DEP Filep:_ Check all that apply: ig V getation alone presumed ada'quate rn delineate BVW boundary:Fill out Section I only - - ❑ `Vegetation and o other in'.,,,...:.s ,A, ,;Jeology used to delineate BVW iloundrry: Fill out Sac.ans I and:,/ ._ p Method other than dominance cast used (attach additional information) M Section I. Vegetation Observation Plot Number: Al t-U Transect Number: All Date of Delineation: 3/20/99 M NB.Sample Layer and Plant Species B. Percent Cover C. Percent D. Dominant Plant E. Wetland (by Scientific/Common Name) (or Basal Areal Dominance (Yes or No) Indicator r— Category co .rte z Quercus rubra, Red Oak 2 Tree(s)= 141 sq in 100% Y FACU- Saplings <r Quercus rubra, Red Oak 20.5% 50% Y FACU- Populustremuta, Quaking Aspcn 20.5% 50% Y FACU Shrubs Pnmusserotina, Black Cherr) 10.5% 50% Y ?ACU Quercus rubra,Red Oak 10.5% 50% Y bA U- Cover rn Dwnstaediia punetilobula, Haysceeted Fern 20.5% 100% Y UPL E- U O M N ¢ LIJ4^ W J J CS E 4. CZ) ' Use an asterisk to mark wetland indicator plants: plant species listed in the Wetlands Protection Act (MGL c.131, s.40);plants in the genus Sphagnum; plants listed as 0 FAC, FAC+, FACW-, FAC%V;FACW+, or OBL;or plants with physiological or morphological adaptations.; if any plants are identified as wetland indicator plants due to physiological or morphological adaptations. describe the adaptation next to the asterisk. C i Vegetation Conclusion: M Number of dominant wetland indicator plants: 0 Number of dominant non-wetland indicator plants: 6 Is the number of dominant wetland plants equal to or greater than the number of dominant non-wetland plants/ lJ Yes m No r a= - lf vegetation alone is presumed adequate to delineate the BVW boundary,submit this form with the Request for Determination of Applicability at Notice of/nrenr co CD DEP Bordering Vegetated Wetland (310 DMR t0.55' "10neation Field Data Forrt2 Applicant: Salem High School Prepared by:Wafter Hewitson Ph.D. Project Location:WilxonSt-Salem DEP File#: ,,Check all that apply: _ a_ Vegetation alone presun.w adequate to delineate BVW boundary:fill out Secbc.,i I only ❑ Vegetation and other indicators of*,iyJrology used to delineate BVW boundary. . .:i ,ui :.e A ns i and Ii ❑ Method other than dominance test used (attach additional information) m m Section 1. Vegetation Observation Plot Number: All-U TransectNumber: All Date of Delineation: 3!20199CY) ,_ CYr A. Sample Layer and Plant Species B. Percent Cover C. Percent D. Dominant Plant E. Wetland t— (by Scientific/Common Name) (or Basal Areal Dominance (Yes or Not Indicator Category co d Trees z Quercus rubra, Red Oak 2Tree(s)= 141 sq in 100% Y FACU- ¢ Saplings �* Quercus rubra, Red Oak 20.5% 50% Y FACU- Populus fremulo, Quaking Aspen 20.5% SO% Y FACU Shrubs Pninusserotina, Black Cherry, 10.5% 50% Y FACU Quercusrnbra, Red Oak io.5% 50% Y FACU-. Cover FDennstaeddaprrnctilobula, Hayscented Fern 20.5% 100% Y UPL U O <c LLJ W J J W G7 E a. 00 ' Use an asterisk to mark vretland indicator plants:plant species listed in the Wetlands Protection Act (MGL c.131, s.40);plants in the genus Sphagnum; plants listed as o FAG, FAC+, FACW-, FACW,FACW+, or OBL' or plants with physiological or morphological adaptations.; if any plants are identified as wetland indicator plants due to physiological or md orphological cC=at2i;ans, ^snext to the adaptation nto the nsterisk: C) i Vegetation Conclusion: m Number of dominant wetland indicator plants: 0 Number of dominant non-wetland indicator plants: 6 j l` i Is the number of dominant wetland plants equal to or greater than the number of dominant non-wetland plants? ❑ Yes. ■ No r It vegetation alone is presumed adequate to delineate the BVW boundary, submit this form with the Request for Determinalion of Applicability or Notice of Intent 0 co DEP Buieorinq Vegetated Wetland (3110 CWIR 10 Z71.' De' lteation Field Data Fcr,-n Applicant:Sateen Hieb School Prepared by:Walter Hewitson Ph.D. Project Location:Wilson St-Salem DFP Fileq:_ Check all that apply: 9 Vegetation alone presompO delineate BVW boundary: Fill oo*'�ecticn i_on ❑ Vegetation and other i„� >iurs of hydrology :rsed to delir:zata S` o-'boundary: F3;; Seair: i and !" ❑ Method other than dominance test used (attach additiona! Information) Section I. Vegetation Observation Plot Number: All-W Transect Number: All Date of Delineation: 3120/9Q m 1. -- M A. Sample Layer and Plant Species B. Percent Cover C. Percent D. Dominant Plant E. Wetland LO (by Scientific/Common Name) (or Basal Area) Dominance (Yes or No) Indicator Category co Trees C5 Acer[mbrum, Red Maple 3 Tree(s)= 339 sq in 100% Y FAC, _ x Saplings ¢ Acer rubrum,Red Maple 20.5% 100% Y FAC ' t:. Shrubs Lyonfa figustrina, MXeberry 20.5% 66% Y FACW • Rhododendron viscosum,Swat,-,. Azalea 10.5 % 34% Y OBL ' Cover Osmunda citutamomea,Cinnas=n Fz.a 20.5% 10090 Y FACW rn W <r ¢ U O - En rn ¢ 6C - W _1 ..--1 W G7 S cc ' Use an asterisk to mark wetland indicator plants:plant species listed in the Wetlands Protection Act IMGL c.131, s.40);plants in the genus Sphagnum; plants listed as FAC, FAC+, FACW-, FACW, FACW+,or OBL: or plants with physiological or morphological adaptations.; it any plants are identified as wetland indicator plants due to 0 ohysiolooical or morphological adaptations, describe the adaptation next to the asterisk. rn Vegetation Conclusion: rn Number of dominant wetland indicator plants: 5 Number of dominant non-wetland indicator plants: 0 t is the number of dominant wetland plants equal to or greater than the number of dominant non-wetland plants? ■ Yes ❑ No t y, If vegetation alone is presumed adequate to dertneale the Bl/W boundary, submit this form with the Request for Determination of Applicabiliry or Novice of Intent ,_� � � � i� � � � � i>• � i� i� iill� �. � � � � itis i� 0 CID Co CD DEP Bordering Vegetated Wetland (310 CMR 10.5"i Delineation Field Data Form a: Applicant: Salem High Sebeol Prepared by:Waller Hewitson n.D. Project Location:Wilson St-Salem DEP File#:_ Check all that apply: _ a Vegetation alone presumed adequaia to delineate BVW boundary:.Fill out Section I nr,;v Q Vegetation and other mdico.nrs of hydrology used to delineate BV%A1 boundary: Fill out Sections i and 11 ❑ Method other than dominance test used (attach additional information) M Section I. Vegetation Observation Plot Number: Alt-W Transect Number; All Date of Delineation: 3I20/9Q_ CY) A. Sample Layer and Plant Species B. Percent Cover C. Percent D. Dominant Plant E. Wetland LO �— (by Scientific/Common Name) (or Basal Area) Dominance (Yes or No) Indicator co Category C3 Trees m Acer rubrum, Red Maple 3 Tree(s)=339 sq in 100% Y FAC Saplings Acer nrbrum, Red Maple 20.5% 100% Y FAC Shrubs Lyonia ligustrino, Maleberry 20.5% 65% y FACW Rhododendron Wscosnm, Sw dop Azalea 10.5% 34% Y !?IsL Cover. to Osmunda cinnamamea, Cinnamon Fern 20.5% 100% Y FACW ' ry <rCn _ O En 6<r O^ fy J J Lal C7 4- Cr) e ' Use an asterisk to mark wetland indicator plants: plant species listed in the Wetlands Protection Act 1MGL c.131,s.40);plants in the genus Sphagnum; plants listed as o FAC, FAC+, FACW-, FACW, FACW a', or OBL; or plants with physiotagical or morphological adaptations.; if any plants are identified as wetland indicator plants due to ij physiological or morp`ologiro,odop.atw,;snext..ierc:ibe the adaptation to the asteds'c. CM Vegetation Conclusion: M Number of dominant wetland indicator plants: 5 Number of dominant non-wetland indicator plants: D Is the number of dominant wetland plants equal to or greater than the number of dominant non-wettand plants? ® Yes ❑ No <r If vegetation alone is presumed adequate to delineate the OVIN boundary,submit this form with the Request for Derefmioation of App#cabilit y or Nolice of lntenf hAY-26-1999 WEO 09:40 AM GELLER ASSOCIATES FAX N0, 6175234333 P. 01 05/25/19S^ 1:':34 508-560-4962 bJELCH ASSOCIATES PAGE 02 2"12 . I i 4 Post-ito Fax Note 7671 Dino n m ' waiter Hewitson, Ph..(. ,To Pad: 45 Cra9cent DriveBridge' water, MA PLV 02324 ` Phone N q Fran S - 1Z, Fax# ' (508) 697-9096 May 23, 1999 Pamala M. Welch, PIS ' Wel--h Associates 353 %4veat Center St West Bridgewater, MA 02371 ' Dear Ms Welch: On My 22, 1999 I returned to Salem High school to review cry ' Wetland line along Wilson St. on an earlier visit I delineated a Wetl=- A along the street by a series of numbered, initialed., pink flags (D1-D24WH) . ' The early delineation was done primarily on the basis of the distribution of purple loosestrife and smartweed from the 1998 growing season. These species ordinarily prefer a very moist habitat. _ On U -.9 oCCasion I looked at soils and plants that were rur:- Ppres( at during the month of W.=L. Alongthe street there :-s a ' drairage swale. At'the easte-1, end of the Swale betwecn .nrP old flag rM and D24 I found nonhydria°soils having a hue, Valu: /chroma of 1oYR 5/6. Within the swale there is a catch basin between flags D21 and D22. At thLs point the purple loosestrife thins out and the soils beCam -- 10YR 4/4. Thus, the stand of purple loosestrife is. ' isoL.*ted on its east. and west erdq by nonhdric, upland soils, It is. very difficult to ignore the purple loosestrife and smartwaed. Accordingly I reflagged a smaller area of wetlands by ' numbs: initialed, green flags Dowr. and east of the catchbasin the-loosestrife dila-,3ears. I believe that most-of the water is picked up by the ' catc:,Basin so that it is not wet enough to support the pULT.le looseatrife. Stil farther east, the swale devel,aps more wetland vege7ation ineluIing phragmites. This wetland resource is delineattd by the prey-4T ink flagging. Under my. present interpretation, flags D8 and 1:7A should be connected to one another to show the eastern ' HAY-26-1999 WED 09:40 AM GELLER ASSOCIATES FAX NO. 6175234333 P. 02 ilimit of this wetland. In short, the wetland I previously delineated in March is, by my ' present interpretation, sepatated .into two wetlands, be interrtpted by'upland soils and vegftation. I am .not at all impressed with a narrow swale (15* x 70' ) dr-v.4- ' hated ::y puzple loosestrife. It pr001bly exists because the catch h3si-1 13'ratiag is overVrown with veb;Amtion. Were it to be 'caps open, water might drain through the swale quickly enough that the Purple loosestrife could not continue to exist. ' If this area is important to the proposed activity, it could easily be repl}dated farther west in the swale. Walte Hewitsont Ph.D. Botanist CQ 70NJ n..ru�.....- •..-r.. ---. ____ r k J � RIMMER ENVIRONMENTAL CONSULTING 21 Pine Island Road • Newbury, MA 01951 Tel 978.463.9226 Fax 978-463-8716 March 24, 2000 Conservation Commission City of Salem One Salem Green Salem,MA 01970 Re: Proposal and Cost Estimate Drainage Design Review Nathaniel Bowditch School Dear Commission: Rimmer Environmental Consulting(REC), in conjunction with Geisel Engineering, is pleased to provide you with the following proposal and cost estimate for review of the drainage design and stormwater calculations for the proposed Nathaniel Bowditch School, as requested by the Salem Conservation Commission. 1.0 OBJECTIVES Our objectives in reviewing the Bowditch School drainage study and design are the following: • To determine whether the project design is in compliance with the DEP Stormwater Management Guidelines; • To determine whether the project design is in compliance with the Massachusetts Wetlands Protection Act; • To determine whether there will be an increase in peak rates of runoff from the site, and; • To determine whether existing drainage and flooding problems on Willson Street will be mitigated. 2.0 SCOPE OF WORK The Scope of Work included in this proposal includes the following tasks: 2.1 Conduct a field inspection of the proposed site and immediately surrounding area, including areas of existing drainage and flooding concern on Willson Street. 2.2 Review plans and materials submitted by the applicant, including: Proposal and Cost Estimate Nathaniel Bowditch School t Page 2 of 3 • "Revised Drainage Calculations for New K-8 School, Willson Street, Salem,MA" prepared for Geller Associates by Judith Nitsch Engineering, Inc. dated February 3, 2000 • Site Plans prepared by Judith Nitsch Engineering,Inc. dated February 3,2000, including sheets CIA-CIC,C2A-C2C,C3 and C4. 2.3 Evaluate Drainage Calculations, including: • Review of the methodologies used in the HydroCAD stormwater-modeling program. • Review of closed drainage system design for pipe sizes,velocities,and structure design. • Review of soils data, groundwater levels, and design features and adequacy of stormwater infiltrators. • Review of roof drainage routing • Review routing of runoff from parking lot, driveway,and other altered surfaces 2.4 Review Drainage Design, including: • Review of the overall stormwater management plan. • Review of the utilization of wetlands for stormwater management as appropriate within the requirements of the Wetlands Protection Act. • Review of the design for compliance with the DEP Stormwater Management Guidelines,with particular emphasis on TSS removal prior to discharge to wetlands and infiltrators. • Review of the maximization of groundwater recharge and detention to prevent downstream flooding. • Review of the adequacy of proposed drainage structures for ease,accessibility, and responsibility for maintenance. 2.5 Consult with project engineers. • It may be necessary to consult with project engineers at Judith Nitsch Engineering, Inc. in order to provide clarification or additional information as may be required in order to complete the review of materials described above. 2.6 Provide a written Summary of Findings • File a written report with analysis, findings,conclusions,and recommendations to the Salem Conservation Commission by April 7,2000. 3.0 ADDITIONAL SERVICES The following services are not included in the above Scope of Work,but may be provided for an additional fee with the prior written consent of the City of Salem: 3.1 Attend meetings and/or site walks with the Salem Conservation Commission or its designated representative in order to present or discuss findings. RIMMER ENVIRONMENTAL CONSULTING v Proposal and Cost Estimate Nathaniel Bowditch School 4 Page 3 of 3 3.2 Review additional materials or information such as wetland replication design or erosion and sedimentation control plans. 3.3 Provide responses to any new material submitted by the applicant, not specified in the above Scope of Work. 3.4 Provide assistance in the preparation of an Order of Conditions. 4.0 SCHEDULE OF SERVICES It is understood that a written report summarizing the evaluation of the plans and materials described in the above Scope of Work shall be provided to the Commission by April 7,2000. Should there be additional information or responses submitted by the applicant as a result of comments in the written report, further scheduling shall be arranged with the Salem Conservation Commission. 5.0 FEE FOR SERVICES The fees for the services described in the above Scope of Work can be provided for$3300. An invoice will be submitted following completion of services and is due within 30 days of receipt. If this proposal and estimate are acceptable to you,please indicate by signing in the appropriate space below and returning one copy. Receipt of a signed copy of this proposal shall serve as notice to proceed. The fees shall remain firm for a period of thirty(30)days. Thank you for requesting these services. If you have any questions,comments,or require changes in the scope of services outlined above, please feel free to contact me at(978)463-9226 Very truly, RIMMER ENVIRONMENTAL CONSULTING Mary Rimmer, M.A., P.W.S. Environmental Planner The Client as evidenced by the execution hereof hereby accepts this proposal, and such a person so executing the same on behalf of the Client does hereby warrant full authority to act for, in the name of,and on behalf of the Client. Such acceptance provides full authorization for REC to proceed with providing the Scope of Services under the terms and conditions stated herein. Approved by: Name Title Date RIMMER ENVIRONMENTAL CONSULTING JAN-26-2000 WED 06: 18 PH GELLER ASSOCIATES FAX NO, 8175234333 P. 02 JAN-26-2000 WED 06: 18 PH GELLER ASSOCIATES FAX NO. 6175234333 P. 03 -77 llit yn- lit Z/,[I,, 11W jf/L . . ..... FIEN ATKI-IFTIC.FIE] / Z' Al Ila N\1 INI- -A r 65 X vtD c\j AP-<It& M �/N17irW —- 4y lit Ailk li :j IV Oil,I w. �7 -7 � - It'.. 5. I' ] T �� '=.-�_..-_. - _ ___(+]'�y L/ r \ -^4'-. orf- y�. ••-� �`-_ t. 01 x 'NI IX 1z e 9!!ft Aw— FAFj-Ft RAMMURM+ASSMATM ff-mmitois* W— 'v Mwev wowiligton 9"Im opom kammuchumft M4 (27 ameam RCP - K&L; DMHI�P _-WHIM2. V 6OLF' T5 - 701-FM put MIT F! PVC Of M4 INV A 87.60 J IN 8 7.6 0 8" PVC PR61*0kl)/HY15RANT 0a -UTILMES -R&D ASTING INV_=-jB�* ?qG _Lf VMIN-THE- ....... 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SKETCH OF UTILITIES SKETCH CIVIL ENGINEERS * LAND SURVEYORS * PLANNERS ADDENDUM 4 186 LINCOLN STREET, SUITE 200 BOSTON, MA 02111-2403 NATHANIEL BOWDITCH SCHOOL TEL: (617) 338-0063 *FAX: (617) 338-6472 WILLSON STREET, SALEM, MA SKC- 1 FIELD CHIEF: —7DES/COMP.: IDRAFTED BY: NK ICHFCKED BY: PREPARED FOR: GELLER ASSOCIATES FIELD CHIEF: MARCH 15, 2000 SCALE: 1"=40' JNEI JOB#2427.LILE j t sr in m It F W, -w Vt i" ------ = OZ Zm 0 (L It 8 5 4 Q\ 7 (L Z la J, 'Aq "V x < "no w _y Ozv k _'O q� cq 177 ww, / s1 uy J Ld m Lu t 1 14 y -w� Jw _j 00 x 511 IV ri NNAIcaw 4L" z tV V Z V Wt at LL A < N, z w 00 blm z (L 7 'a LL� oil 7 N k11 —iCPJ' i 28LF ca N, D Z\ 1Nt JUDITH NITSCH ENGINEERING, INC. SKETCH OF UTILITIES SKETCH CIVIL ENGINEERS e LAND SURVEYORS e PLANNERS ADDENDUM 4 186 LINCOLN STREET, SUITE 200 BOSTON, MA 02111-2403 NATHANIEL BOWDITCH SCHOOL TEL: (617) 338-0063 * FAX: (617) 338-6472 WILLSON STREET, SALEM, MA SKC - A FIELD CHIEF: DES/COM TED BY: NK ICHECKED BY: RFG PREPARED FOR: GELLER ASSOCIATES DATE: MARCH 15, 2000 SCALE: 1"=40' JNEI JOB#2427.11 FILE ` i �V" f l' J, -V' Vi- 2", T- t.- "':F 06 A z' X- 'V� - I Ni. ;4g&� i ` E �2' K, -4, '77 W g" "IF gIV, 4 v 4 A " IV V iV f l"V'-i lt V, Vi 0, io g 1VV' 4,'b" V VV,' l i 't OW 1 �7 1.Z:*V ell ow 4` v Vi-I V" 4 z -"V- DESIGN POINT 3 JUDITH NI KETCH CIVIL ENGINEERS ONE APPLETON STREET BOSTON, MA 02116 WILLSON STREET, SALEM, MA TEL: (617) 338-0063oFAX: (617) 338-6472 PREPARED FOR: F I G FIELD CHIEF: DES/COMP.: : DRAFTED BY: RFC CHECKED BY: GELLER ASSOCIATES S DATE: FEBRUARY 000 SCALE: CALE: 1"= 200 JNEI JOBS{ 2427 1 FILE 77 NORTH WASHINGTON STREET, BOSTON, MA, • ?, JJJ _ J �ry °S 7a7xL'" ?g - `'c �' r� r �� y�(� � ,q�fzN✓{ l t i � J � ✓y.3 +t m , ✓ � F -T 3x A. W12--- c Y j r • t If - _ -.�( \ 4i� �' � � X +" ? YL� 'F`3S ^33�j "• = -"e '`t.p.+�. f r '2r H' a � ( b Y; d t �i I�j�}+ \ _ f3 rte. � .,, {`•- 'i � '3 � �. '� ' � "" >k� y "� � �.. �`r 6 r° �P/ �� �pt..� I ' � � s. c£ `�{ r`_ r �... � f �`'�' I v � 1 ;� y Y-'Is xx� p x �t "� $ •J�- � � � }"-. r `� I Zia ,r. f �+'.�•f �^. t`• ` 1 a , � � X - 'p I ff I a, s 4 n' � 4 � - �{'r � 't ,/ t t ...-.' ,_ r -- ✓, '"°` - 1 i-r '' r .,` Irg a� 9 > r v p+nc 7 r � � d � - I�rr �"� ? " > r •ri 1f T l kz '?� k r -.(- : " �_✓�=t+ r -"°� t�, Ila 4''�` "bc'`Y ?F r+ i � �� '! w + � x • _ o-.._3 , ;` ' Z + 1 II ,.�k.-yam Cay DESIGN POINT 3 per; DESIGN -POINT 1 DESIGN POINT 2 u'9N JUDITH NITSCH- ENGINEERING, INC. POST DEVELOPMENT DRAINAGE AREAS SKETCH ' CIVIL ENGINEERS • LAND SURVEYORS • PLANNERS SALEM NEW K-8 SCHOOL ONE APPLETON STREET BOSTON, MA 02116 WILLSON STREET, SALEM, MA I G 1 TEL: (617) 338=0063 • FAX: (617) 338-6472 FPREPARED FOR: FIELD CHIEF: DES/COMP.: : DRAFTED BY: DPV CHECKED BY: RFG GELLER ASSOCIATES j ' I DATE: FEBRUARY 3, 2000 SCALE: 1"= 200' 1 JNEI JOB#/ 2427 1 FILE 77 NORTH WASHINGTON STREET, BOSTON, MA I -- GENERAL NOTES \: � � �.� � �' I 11 7� °0 '",' --�--� ' F,= - �t� �r�� \, �✓ _� 41 L \�\ \ 7\ �' �\ k `4I RIM _'- l �T _, Il _� _ UTILITY STRUCTURES SCHEDULE Y \ ## \ \ \ \ ��= , 54Lf 12 RCP s -,_ a. I{ Iw i s ; a .l,_ __ _ - - ,i - STRUCTURE RIM INVERT IN INVERT OUT 1. TOPOGRAPHIC INFORMATION AND EXISTING SITE FEATURES WERE OBTAINED FROM NN �� f - - , a° 1.4 S6__ `\ - \ .� \ _y-'"� , h `� '' t 1 1, ,off r `\°.a ,,,; ,. _ ._ -°- CB 250 58.0 - 55.50 ELECTRONIC SURVEY FILES THAT WERE PROVIDED BY WELCH ASSOCIATES, INC. \\\\ - �\ �' , 'I- \ E 'I M� ,t A. _ - „ �• % 1 e $p* CB 251 58.0 - 55.50 VERTICAL DATUM IS CITY OF SALEM BASE. \ \ \ K �e a I -,--- -ax 1. I \vim" f` y h �� F WETI}tND.. �F - a -- - - �/ , CB 252 61.8 - 57.50 -� \ - R B RESTORED - _ 2. FLOOD PLAIN INFORMATION WAS OBTAINED FROM THE FLOOD INSURANCE RATE • & \„ ° \\ �ONSTRUC710I, it •/ RIM '75.25 ;-i 7 ` . i- � l _ 'I �� / , CB X253 64.0 60.00 f0 //1 MAP (FIRM) COMMUNITY PANEL NO.250102 0005B. SITE IS WITHIN ZONE C. % �;_ • ^ 'y��/ / �g I " � � ( I I k '12" 0 72.50 �R��, �I -� ��< °� / ��j,l CB 254 91.99 - 87.85 / � `' _ � / .• / t/ - J CB 255 91.85 - 87.85 3. THE LOCATIONS AND ELEVATIONS OF ALL EXISTING UTILITIES SHALL BE \ , I '. J„ r /' j,� /�f / r I.9 1 11 i - DCB 256 90.05 - 86.55 CONSIDERED APPROXIMATE AND MUST BE VERIFIED BY THE CONTRACTOR BEFORE , / r / ;/ / � / f _�). # I y�: `� l _l INSTAWNG ANY UTILITY CONNECTIONS OR CROSSING THE PROPOSED UTILITIES AND / / / / 6 . a \ fiM`5: - CB 257 68.05 64.60 EXISTING UTILITIES. THE CONTRACTOR SHALL CONTACT THE UTILITY COMPANIES TO /f l y�' j / / / � % �7` y�� $ "� y ei __ ,`/' i Fao �' � _ CB X258 68.05 - 64.55 CONFIRM THE LOCATIONS AND ELEVATIONS OF THEIR LINES. ANY DISCREPANCIES IN J A / % /;",-% l {, a' , CB 259 78.9 / I , ! / ,/ I R"_<'c I 75.90 THE LOCATIONS OF ANY UTILITIES SHOWN OR ENCOUNTERED DURING CONSTRUCTION / I "-" / // � _I I, °<: SHALL BE REPORTED TO JUDITH NITSCH ENGINEERING, INC. I ,... CB X260 90.05 86.05 d CB J261 87.0 84.50 / S, r ,' // / / �+ ,/ 1 `l 1 t;�,! �"� aw+ \�� 4 yJ�� c62s2 87.0 - 83.00 4. THE CONTRACTOR SHALL COMPLY WITH MASSACHUSETTS GENERAL LAWS, - � ,�t t I /�/ ° / I � : -,y5 \y) CHAPTER 82, SECTION 40, AS AMENDED. IT STATES THAT, EXCEPT IN AN I ° _- � 1 / ' �/ � �` ,�I ��i .0 * CB 263 87.3 - 81 .00 EMERGENCY, NO ONE MAY EXCAVATE IN THE COMMONWEALTH OF MASSACHUSETTS / /°"/Ir i 1! . ll I � I4. ,,'�\ - ° a" r�S `'�" ' STRUCTURE RIM INVERT IN INVERT OUT WITHOUT PROVIDING 72 HOURS NOTICE (EXCLUSIVE OF SATURDAYS, SUNDAYS, AND l\ ( [\ 1 \ �m 9. �+ i / j 40p �,; :� ° ,;6r�.,", �DO� LEGAL HOLIDAYS) TO NATURAL GAS PIPELINE COMPANIES, PUBLIC UTILITY COMPANIES, / \ �, \ \� - ` I µ I AD 100 60.30 - 56.30 CABLE TELEVISION COMPANIES, AND MUNICIPAL UTILITY DEPARTMENTS THAT SUPPLY \ \ \\ .\fi \s► / B,_+,. I <�Il ( � °� I AD 101 70.00 - 64.23 GAS, ELECTRICITY, TELEPHONE, OR CABLE TELEVISION SERVICE IN OR TO THE CITY OR / E°` + � \�`'Ae�,\,: : � i I ADI 102 68.50 - 65.00 TOWN WHERE THE EXCAVATION WILL BE MADE. THE CONTRACTOR SHALL CALL `DIG / � , \\//\ \ l `\ \ I I . a �� I .,,v ti;,, \: a SAFE` AT 1-888-344-7233. °e „X.^ r)/ / / t\ \ _.___ / - ° I 1 I " 1 I . DMH X200 58.75 B#250) 55.15 55 40 ,I) J/ 55.40 C 25 ) 5. ALL UTILITY CONNECTIONS ARE SUBJECT TO THE APPROVAL AND GRANTING OF /j �/' ' . --I / `,+/!� t / - G- 1 c , 55.40 (CB 251) / % / , \r6 u<•w: a<.-,.+u ,es*•.= I R.tl'1°' • �n,__ -._- ,v , '---_II M{'�YY _,.._ -, �rsr�: x PERMITS BY THE CITY OF SALEM. THE CONTRACTOR SHALL BE RESPONSIBLE FOR / / o`�` / ��`//I / ��' �` q XL 40,'° 55.40 (DMH 201) / // �. ' _- / i . / '. IM t. w .ip", t�\, /SII "o 4� OBTAINING ALL PERMITS AND APPROVALS. ALL WORK WITHIN CITY STREETS OR WAYS / /' / / / /�� , I / ce � ' °r01 "'" ' "' p ° / I I ,t/ r / / at . • - -•6� $ I i DMH 201 59.9 56.00 CB 252 55.90 SHALL BE PERFORMED TO STANDARDS OF THE CITY OF SALEM DEPARTMENT OF / " / + <r �� ' � �' . Ii °� I --'7 '`' 56.00 (CB 253) PUBLIC WORKS. / r / / % / / / \ I '� / j / _ rn ° r �" \ ; i ,°, I', ,I 1 `° \ yam r e ,r1 , �.,"' s' %- �` ,- It //°u, _ - / 4! --------� DMH #202 92.3 87.50 CB 254 87.40 1 (` r (QJ / <, ��, /' / . // /1 �,i \ ta-�� _ _- ______� E -= Y ' . 87.50 CB 255 6. BEFORE STARTING CONSTRUCTION THE CONTRACTOR SHALL BE SOLELY t 1 .k1. f �' /j ` l f \ ! a 4 ; E: F,a/ �/! ' 1 \ I - �\ - -��_, RESPONSIBLE FOR ARRANGING AND CARRYING OUT ANY NECESSARY WORK RELATED ' / P l a i �, ,� •% 1 i ,SIE-,mIv " ' _=` r "zq}� 1 I / X41 °� t 1 ° + „II - DMH X203 92.0 85.91 (C8 256) 85.81 1 __ 86.48 DMHg202 / '' / / � I / / r tiL o I �c^ w.>w�, 4�� w X tw _ ( A ) TO DISCONTINUING UTILITY SERVICES) OR ANY WORK THAT FALLS WITHIN THE /�G`I ,' "` I //`/ "�! ` f �;//" `si �� / \IAV I - -rEb- '_� m,.l 1. r i - / 1 _ } ., /\ a I -�„ I r _ . -. .- s r DMH 204 92.0 83.55 (DMH#212) 83.45 JURISDICTION OF A UTILITY COMPANY, SUCH AS ELECTRIC, TELEPHONE, WATER, GAS, ' ;/ ,/// '0�� -i �� _ F� +e IjJ / /�� M\ /<_ _-- ,- �8- �. ---- - - _� - �,. }__. 85.49 (DMH 203) OR ANY OTHER SERVICE COMPANY THAT WILL BE AFFECTED BY THE WORK '�� =- �� /� ,�',����1� � r �; I i _ ��, + --se i- Il F ID ' _ , "� _-- PERFORMED UNDER THIS CONTRACT. THE CONTRACTOR SHALL NOTIFY ALL % / i; ��•i / � „ 1I I , i I , /'\. «.' `+ "� - r' -- _ -_ �^�-�- -` DMH 205 79.75 75.75 (C6 259) 73.00 APPROPRIATE AGENCIES, DEPARTMENTS, AND UTILITY COMPANIES IN WRITING NO � _,- „- __ -- _ -- �� ✓ - / m 1 ,+ »T - - -' �-j" L Y , 75.50 DMH 204) / - / ,Vr /7- // /-f/" ' //j'i� /•� / 1 , r /y 'n'av,u `me ." _'�r_-- - ,V�- i'3`_ _ b. ,- SOONER THAN 30 DAYS, BUT NO LATER THAN 48 HOURS BEFORE CONSTRUCTION J 1.4 �,,�- )/ r - _- ,- .� , 1 s -_ e_� f I ! /� - - r rx�-_' = _ '� - r DMH X206 74.75 71.50 (DMH#205) 70.00 / /° �._ ,7� # ° 1 1 _ _ BEGINS. CONSTRUCTION SHALL NOT INTERRUPT OR INTERFERE WITH UTILITY SERVICES - i!� i �� �// % r ,�(1* r 111 � `/ � � - � \ __ DMH 07 681 6312 i. 7 :/, // ` ' ,F // •y /l. - - s \ :P 2 64.10 (DMH1206) THAT WILL REMAIN IN OPERATION. - / / \._ �" 63.62 �i i _. ;// /�/f/ - _�� . ` / 1 1 ;11,19 I ! /+r ,c ; a� f��.. � I 10>"1 S us• � `� ,.,, ► \ 7 (CB 258) 7. THE CONTRACTOR SHALL COORDINATE THE DESIGN OF GAS, TELEPHONE, AND °� � �yi/, � � f, j? \ / --` < ELECTRIC SERVICES WITH EACH UTILITY COMPANY AND THE MECHANICAL, ELECTRICAL ) Tg /�% �� ° , ` �,` ., ' F, If F" - Is ..n i i / H X20 2 (STC 2) i _ - to y,; yB DM 7A 68 8 62 6 62.52 / .. -\ ////. / '. \ •' I_ '_ `D''S \ I__-t6_,L / /a : C /F \ 4' _ - E `_ AND PLUMBING CONSULTANTS. `� _ I H ���// �� f - 1 } \ / / g ° "' �, ;.." - - DMH X208 68.15 64.00 (AD101) 63.90 _ J 1 - -' � ,"I^�•\ _ s ' I $^ / ,. - /' i \ , ay. r ,arv .,' .+ I 1 ) `.6-•---`---� A/!/ .Sb _ ,wrs _j- % f _'+ / �� _ A _ 4*E71 41,- ❑ _ „4 ` - fid" �;- »< i � _ / / / ; { �y-- ---rE _ ° .. '.r - , < 64.73 (AD 102 8. THE CONTRACTOR SHALL PERFORM ALL WATER WORK ACCORDING TO THE - fr" /"�/ ! �� / ! / 1 . / \> IA ;i " ! / a - � 7� sr- ?�,_ `-� •. q`.,._ \\ / 64.50 (CB 257) STANDARD SPECIFICATION OF THE SALEM WATER DEPARTMENT. "`� -/ I / �, 1 < e ' �� °� `s\ ;` `` i I t"I `� ( - r``'� wo ~'" .r�, ;� ' /l' !r_ ` �' •-� ., \ �', /I `\� / l \ c .da' 0 1 \ , t� �_ 4 � ,Q i - At \ ,,Ary _- / . _".t<•�<+�.�.e \-_ -, 1 / _ate. -= l �� j IAP \ �� l` I I {+ r a:/` 'I \, \ \ III , \ ////b;,, DMH 209 90.75 85.45 (CB 260) 81.98 9. THE CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE FEDERAL STATE. AND \^:�\ I� �L " � -/ it ,I , a I ;~ ',f /rad - � i' J � \\ (IC , t \ t \' \I } 1 I -(J7 /� _ ``� '• _ ,,1 _ , ��` + \ , , I �\I. 83.98 (CB#261) L° �_ 1 \ r \ 4`GRP �_ \ \ \ , .-..:�._-' ' ,+, r r-_- 1 , 6 '\/ + c`'`' \ L i`,, 1 I L LOCAL LAWS, RULES REGULATIONS AND SAFETY CODES DURING THE CONSTRUCTION '.\ __-- _ l `\�` , : \`,\\, \\ \, v+� - 1��{1 } . •• ;n• I . } �'� \. 1I i} o< � - •`' �/ �: , \'4 � + ! ]� ( ` ) ' �' DMH #210 91.0 81.70 (DMHJ209) 81 .60 " -1< \ \ / "' _- Lr `' ""°` a?a 1 w \ `4 i I ' I \ DMH 211 87.5 82.82 CB 262 80.75 OF ALL IMPROVEMENTS. `� " B i"„a / r -ts \ .Fo « - s � ash-- :A a \� �t �' l J { L 24"CPP- - -:: y/J/ ` ,,,,• }II j + �� 1 „ly -�;1 :, " L -e, : .. . .: �a �r +��a'�' s d R o .r°e a~' „a r• - - e r b -�-'I l� r i/ _ `� \ .\\' , , ' I J'� ' `' \. 80.85 (OCS#3) j �� _ a, p ti a: N .._..-_.... r- - _ ._i._ " Ild M .,E '•, ��'� ` /1 \ \ I ! 1 . / \ DMH 131 - � ( •'r'•°"' _•' _ , V�'� w• - \I 1 1 , - J `� DMH )212 91.25 86.92 (RD#2,13) 86.67 10. THE CONTRACTOR SHALL REFER TO ARCHITECTURAL AND STRUCTURAL DRAWINGS ' 11 ��- .a I i ,: _ L _- e�•� �ro °•�,, /� �/ - \ 1 \\, -- - ` \ Z / / / \ / ... FOR THE BUILDING LAYOUT. _ __ - \ _'� " a„ \ _ r ` : dr \ \ .ot (• \L /i /0 -° 88.25 (RD 4) // .� STC/3 9LF y12 RCP r „, s c VN ��. _ -, �� " ap a \°u \ . /� \ +� 1 �/ I / -ab__ it 0 - -yam -o- �%/ '___ oot-+��� - `s��� ,i' as k I \� y ,,t\` �� �_\b� , , ,\ ` \ _ 'i, //i // , I r/ /)� ,6'�^ \ DMH #213 86.80 80.26 (STC13) 11. THE CONTRACTOR SHALL TAKE ADEQUATE PRECAUTIONS TO PROTECT ALL WALKS, / 48LF 12"RCP &`I;;; W -_ - ' � � �e �- \ _ 1 k� \ �, f , 80.16 / 9LF 12"RCP MH 11 / as'' J -� !r___ / ` -�\ \ ! \ 1 j/ \ eta ,�\ ted` I // / i /� /' `°\ e°+ STREETS, PAVEMENTS, TREES, AND PLANTINGS, ON OR OFF THE PREMISES. IF 26 - ° J �_ `l _- - ` � ( � ; �'_ \ t , \ . y \ ,1 I/ . i V / / I II e \ DAMAGES OCCUR THE CONTRACTOR SHALL REPAIR, REPLACE OR OTHERWISE MAKE '�- s��,,�� �i - _ _ ' \ \ 1�,� \ / \ ' \ \\ \ j � // // f�/ �" \ STC #1 (STC 1800) 59.75 55.04 (DMH#200) 55.94 GOOD FOR THESE DAMAGES AS DIRECTED BY THE ENGINEER OR OWNER'S DESIGNATED 8LF 18"RCP 3CF,°2' _ / � ' "i / ` `� `<P 1 ' ,j�/, f \. o ' \- \ - .!i � � / / / J i i C ;w _z` JJ , i < \ / I ji �/� / STC 2 STC 3600 68.50 62.87 DMH 207 I I R&b _ I \ •� _ % ;I , - - \ - ��\\�� _ ,/� / / c *-6 ( ) ( ) 62.77 REPRESENTATIVE. � \ � f / --- -., - �_�y-^�Y -\ ° � ' � ��ti STC 3 (STC 1800) 87.20 80.64 (DMH#211) 8039 �� ®i SII %� \. v_ 3 --- ---- - - - a -�_- RdtD \ L-- '� � \b11Wb�`j1 `�`� '� / A° / /� ,`s: . , \ a�q ' b 80.64 (CB1263) 12. THE CONTRACTOR SHALL REMOVE ALL STUMPS, RUBBISH, AND DEBRIS FROM THE \ �� _� \1`t 00 � I I 7A I I 1 A„ I „ I �II ! °° I Y s I ` - =_^ _ � 5 0", \� ++1/ �, x, PROJECT SITE. STORAGE OF THESE ITEMS WILL NOT BE PERMITTED ON THE PROJECT - ^� tji I ( I l/ I ! I I r I I i 1 \I f % If - - -- _ v /% ` ' ' \ `. \1 Ir 1 I ! ! I 1 I I /I I I I I ��°I ( I i ( ° ! I "e er = >>- - f 4 -\�\ / I/ �`_ <,e _\ q / w... OCS 11 59.00 62.27 (DE T#1) 62.17 SITE. THE CONTRACTOR SHALL LEAVE THE SITE IN A SAFE, CLEAN, AND LEVEL 1, IN, ` \ ii 354. .. �pin - - _ - \J�\ 4s \\ a+ / ✓ 1. CONDITION AT THE COMPLETION OF THE SITE CLEARANCE WORK. I \ / jl; l } b= ,m r \ - -- if , _6, � ,_ ��- . i�F OCS #3 87.60 81.03 (DMHJ210) 80.93 '\ \ ! ? ( (, .re ", . . . <c 1 V 12"RCP . , `� _ � \ - \ , - �` J - 13. REMOVE AND DISPOSE OF ALL DRAINAGE STRUCTURES AND PIPE AS SHOWN q / �� II', r ( R , ' ' * r�K \ I „ ~- t ,I , \\ I / ' ' \ MH/202 20LF 12"RCP' / / / y ` -� �� `��\- �.` , aye' �\ va' .,- �' SMH #300 67.75 63.32 (BLDG.) 63.15 SPECIFIED IN THE SPECIFICATIONS. \ �` III III ' F ; I 't le` <\ ' I 1 *�� � � I I \ - / 1 I jf �., L fYI I `, i / "'7" ti -rte` �"`�. 2^ \-�. \�.._ ' I: / / `i '�. /e I \ \ d•6'J II .II t l I ,� „ I m I kuk i I +'bn I''-I I I� I I acI M R& -. _ , ; t`e": It :, j, J \l rr ``•`\ ` __I `� �, � � �'•' ��`\\ -�t6_ ._ .', t{•s /°e/ q � /�° SMH #301 72.40 61.60 (SMH1300) 61.50 t \ ; ( I I ( I i I I , - -& . 1 -� f / +" \ , r i .\ rs,� t '�_ oc r'-' I o `:\ �_ 14. THE CONTRACTOR SHALL CONFIRM LOCATION AND DEPTH OF EXISTING SEWER / , I (�i � t i; I I , r '\ _ ;� -- --- ,, o ,a, -� �_ � \ r l 1 i * J � �` , - */ ' � -� � � i 62.67 (BLDG) I \ II' fa vF, ' R � } % k s° `� ,pr �� \ Q i y 1 / Y/ s LINES BEFORE COMMENCING UTILITY INSTALLATION. I ;\ \! {` ri " ., I d \ � e ��_ � II a / tr / .. . /; J \ \ y \ / ,�/ . {I l�'` g II, I "I 13 q 3 w + I N (�' 1~ \`i \ rn Nt � % /II J` Jl / '° . rl /; J �. / <a f,'� ' �\ s Y`? `\,L' ` a SMH #302 68.80 59.88 (SMH#301) 59.78 15. ALL ELECTRICAL, TELEPHONE, AND FIRE DEPARTMENT CONDUITS ARE TO BE y, / � I I I II ' Po 1\, `t I � I I{ I } \ ' 1 I I \ i� I( 1 ( I \� �,` + / \� � err w".� / X / // I P 1 � , "\ \ J.'`�'_,`'_�" �\.� i +•' `\ ��� ` \ 64. ¢' 1-4. I I f / { ' I I i I I \ ( 1 I `\ I ' c `' '.".1... / /- / i '�k l 4 6B- INSTALLED BY THE ELECTRICAL CONTRACTOR. TRENCHING, BACK FILLING AND ', \_ \ �t' r \ ,;, , I ' I I M (/ / I ! ! ! \\ b \- SMH #303 71.35 58.90 (SMH302) 58.42 i \` \ ! 4d ' + ✓� '`t° \ \. v�+�� 11 '.>Rs /� yr / / / - f • 1,° v/ ;� tµ �\', f - '"0 `�.- +, -_. .�.. CONCRETE AND STREET REPAIR SHALL BE PERFORMED BY THE GENERAL / 1 `�\ .\ \ �:. \ real +^ �.,,�� „. ". �/ - / CONTRACTOR. i '!)\, `�\t t '` i ° + -�I F \ / / _ w . j .1 ` \\ ,-, \ °� \� *`� GREASE TRAP MH$$1 68.40 63.24 (BLDG.) 62.99 + \ 1' _ \ ,en s d,' MHJ2 69.00 1 8 il\. / ``I 6oLF 12"RCP I �. 0 6,_ f j I tIf. .� 1 1 11 OLF 36-CP . R&D I I I 9 DMH/203 �' �`, I I 1 / °• d' l J : r �'`" .�N \' a Ji ,g $ -. /, ` 16. SEE LANDSCAPE DRAWINGS FOR GRADING AND LAYOUT OF SITE FEATURES. � \\\ \d - 6IIA -. 1 , , �� or' t i 4fI -syr -<A / _j \ �_ \ n10 � I I I )1` \\\\ I �`.,I I ,+ I �.q 256 = . ,, g r /`' »a. / / r r I /. �'� '- - �^`-� •i \`�- \ , 1 `•° �\ ' E , _ _ -_ - _ .. - - -_ -_VSA a_ \ / F�) V+e �\ ,3. 9° J LEGEND 17. ALL DRAINAGE PIPE WITH LESS THAN 36` COVER TO BE CLASS V PIPE. I f , 1�� y4 ! I _ `- -- MN _ OS d��p _ _.. _ -- yj� )� �1 , 9 , i 1 / / G__ 1._, g - ----1 -cn ;am ey \. I � ' \1:.' 01% - 'W_ .-_... - --_ \ R&D �� / °� a+ 4 , s�t�. 3 - 8.. -L qi �4 C , \. J r la \` I _ _ _ - 300LF 15"CPP �; }I / I / / \!/ a ,.• 18. INSTALLL WATER LINES ,WITH 5 FOOT OF COVER RELATIVE TO FINISH GRAD 112 - _ �,��y � �- __• 1, / � 0 4 � { , � ABANDON EXISTING i` /' I \,' .., \.D #210 -.- - -- - e- I \ RD �IH2oa // �� � e / \ _ `;:f �-': / f \''. �- ` vs i=�a'cerfz_s •y -�. ...,,. -ee-' , i'1' J / , 4w� amy r / \'_ / \\ _ \� --� �' •'w, /Y�4g /� ./ . � �>`-J rl 7 \ \ \ I 11 �`'�-``�_`` \\ ` - r' < \\ I I / r l / I •-r. --- _ Q . - - �'"'sse==_ae :e. 4" ' a / /;/ / / ` * '\ i °,e \� �S3 t\ \\ '<,, ,_ /,d `�,+ ¢, •{y. ,�� ,° 4Jl`!! -7;y, \� ,j:.. WITHIN BUILDING �( { f UTILITY EXCEPT \ \\ �\ ' r\\� \ ``� \ \ \ l I + / r -�_�V - ---- Y t. o� 1 1 1 "`•$ T4s i e� ge\ aF d %�j +� .`".'1 �s'°�' ADDITION LIMITS II, \ \\ \\ l( \\ \ \ :� /. / ` R ' i/ y ' 23LF S2.CP_P_- _ it °'' l_ /; l y' �® / tlll) ` I REMOVE & DISPOSE Y" _ \ \ \ \ �-. Y' `\ - �_ 1„_., i i \ I;+ f / < _- ` _ N \, �- - � J __ „� ` v / s•no 1 .\ it ,t,;� / I !� b'/ + \� \\J \ \ \\ I m l ., �!?s RD 4 . "T - BD 5.-a . - _�6LF-1(�Cf'P ftD#6_ / + f^ - '">! I l i t /_°; 'e_= o„ ! �/ a it < , ` �/ \\\� ` .\ , \ , I ', ` # - -. _' y d,ea / i rl v ,- - i °� }/��`) _ y�a�' -W- WATER LINE �. ,� \, \ \ \ \ / ' r l w11 V-87. 4 - ; �' °b _� 1' d ✓+� °ab +a \ - \" Ij' l� --c_ , -P, -- ' _ / L \\ .\\ \ ` \\\ \ \ \\ \\\ •\\ \ \ °o, \\\ ` ;,A` / / I \\ t / ! ,/ ,/ j / IN " - - - INV-88.71 - �.- s °m - - - - ___ •+, •" I - `��,+ iLe' '8 / �� r/ ',-� �,`,y �. _-1;\Q ,\ !f \\+ .t J'j�I( 1'-4 ""�'�\\r`\`• y'' -I- DRAIN LINE \\, \��\\I� \ \\ \. ` �1 / r II I , I ff ,I 13LP ,,,CF _ =- '� - _ EXISTING _- _ - --__� - ° / - De....._. { fq se, , ✓� - I, ;,,1 �a >h4, / \ 1 \ ���A \ /- ,\\\� \ \ \ " LA+ / ' // i L %r.✓�r� _ _ 27LF 8"CPP`"( _UT1LI11 SL WITHIN THE = - - _ - se- t sem :� o \, - E \ - / = �i i , , -L, -- - ' -BUILDING FOOTPRINT .- � - - 'A --fe-- �\ \�e__ t > \ \l \ \ \�J\ _ - '�Y%~ ~' / kF ' �� l RDJ3 _ - - "-. -- - - _ _ ° ''" - / b r �� -G- GAEISNERNEN \ \ I 1 ` \ \i \` •-,-1-- \' - �j� �-^^ / / . /' - V� __._.. �`- -l' -. _. -_ - _ `` �� '��\ +aa - s _ ! a 4P" - ti:,�- \ , ` , "`-1 v t 1 1 I iI ,\ \\\ , \ i /-/ i �. -r i - --__. -._-- - _- - _ __ �'.�. \ �� _r r p, _ ..a- :, a I \ \ - - / / , ,,•'` / - QP4' ,91,F, CPP - - - - - - -- - - _ 4 �5� „ -- - !&LI �\ \\ ,4 A \ l \ ` ` 1 \ �- f i ' C 12, 1 I - - -- \ `�� C _ - cD - <-_ -- Is- '� . 1 1, \ �{ FS FIRE SERVICE \ \ \ � �, 2LF 4`CPP�:, ' _ +Q 1 ..1t r \ ( V t I �' , \ \, \I \\ / \ i ._ % / / % '�� Rb 2 / ' �'- -- INV.-=63.1 \ �^`o\ \ _ �4" --- --- - s+ _ c v + il S �\ \ , ; ° 7` --Ie---` °o• / / :-,. �, - __ ?4 / { S„ P " - 'mom ' , 1 I \ �. �!, DOM. DOMESTIC SERVICE I ' ., �, \ %-__. , ; � / / / I � �\ NV.=63.92 �" ---- -- - `_. -�-'� �`��. �L�° �,2,RC - - - - -- - -cs- _ e_�. `\ ° _ P ) I`'^ \ �e�� -" 1 \ , \ '\ \ (_._. `_ 12LF 10"CPP 2 i - - , -W _R _ `__ ��- -�"k` �; a� m _ +, 6 '' " 1 �. DI DUCTILE IRON PIPE \ _ � _ { r I l \ \ \ ! / �t / \ j \ -- SLF __ - _ 1.� _ F ° - +�- , ��.V� --5 _ \ P iI I _ \�� I .r I ' r \\ � \ 1 / ,_ - RD#1 //° .3,5C0.-.b'A� II I - - - - \ ' - _ T i\ ft` °miu \eh_ Pr �,� , , �+ �' h .n- 1 < ,. `\. \ / , - 6 K TCF�EN - - -- - _ \\~ _ _ - - s' �_ -- , �+ RCP REINFORCED \ \ \ ,: \ \ I �, / / INV=88.3 i E �R - - - = - 1. - - - ,_ ��_- �� -�° C . 71 \ r � r+ t ! _ ` \1 / GREAS r ! I f\ \ 1 p° - / / // \ V. 4.,t ._ - i -- --_. j ti 1 __- �_- �. Sg -1, rt1 -,! a --atm " i .^; _a_ PIPE _ _ r ` \, \ \ 4. J - ! . : / i / - / '/ , +:. i - - 9 -__k_kl _- ;� I -- e \ + \ _ ` \- PVC POLYVINYL _ ?,�' \ i . E` �- ." - -- --- - --- - - `0•' - DMH '20 .} +, _ 's /� d \,f. ^"a•^'^�'a_ ' �� yG `� _:__ ..- s" / i / - �* i/f' _ - sMH z h a III 9� t� kO \f� }, / _ CHLORIDE PIPE 1 \ ! _ ♦ \ �...\l t •��_ J `� J'c'- 1:-jG, '/, 'i , �..,/7 +�VLS ...�.- - _`_. - ,J a. _ _- ._ ... #3Q2 _,' �. _ _ - ._ CT C,I / \/,° - _ °t' - `, -\.Dr•o. J '� - . -- r i `s t CPP CORRUGATED 1` �r \y\ �� \\"• `` -•g- _`�'- Y -€ i� �7 y"• ; ,..- '' ,. - �p° ` - - \ - .,. iR257 - -- �' _ - M I / "r �.� \ < _- _ Dt_ ,... \ L-�'?�--N`.I,- _-�a'`�-'1,-��c. - r< MH 20 " c_ �l '�.j, I ' ^+s r.. t .i s \ . % = f „R 88LF PVG - �, ,y, -\. .� l \ f 1._._ _" i .�; , r - F 4LF . 281-1 2 CP _ ,a v \ + n- _ - j, J . PLASTIC PIPE \ \ -. t'i 4 DI DOM. 1 - ��VF -_ °I \t:,_ F„ `�1�� - ��` GG \ \�(` _. 1 Cp - I -/ e ". ' -, c N GAS VALVE \ \ \ I I �•�� __ i / S _ '�' V - _. / ass+ - _ - 151 LF 8 PVC \ - ', S I \ \ 1 \ �. T -� i - ' --' - 'T / / _ -. �. _ a L " --n h\ a` f' S \ I N "•0� V1IV p 11 \ \ - - - = i./ -- F 169 F '15 CP DMH 206 Hr ' , -. - 2� s �� �� \ !._ _ _ ` aI , N WATER VALVE �I \ _. � _ 1 - - ,- --' ,�"_-$"-61'F-S = - .: MH ocs , D __ , .: ' \ . .. �,�''� I •, �,''� � 9* I $ C \ ♦ 5 - 1 - / i / INV=62.91 DMH 207 _ \, d + - { \ \ \ \ - �� -�_ - _ . /� � - _ --- - -z- \\ . I .e \ I fl4 PIV• POST INDICATOR VALVE - ` - / _ MH#1 DMH/20 1 4 sr „"I \ `Aty�' .. I \ \ `\ -7- -- - - _ _t -- , = -t __ _ - 1000 LF 36" CPP PIPE _ s F _ _ o N. _- _ - , , \ \ +�' � �`_' - -- -.._ - /,I _ " - UNDERGROUND DETENTION�1 ` - sMMixlx -�? , -1' a \ °` � I iGl � I CB -r -- Y - i I - - - ' - -� i -- )_ii - -- - F� t d - CATCH BASIN \ �_ - -.-- _ -- - �_ - _-- jam-__ ,_ - CP_ - -' - - = r 8LF T CP TOP = 67.1 - C a^ Q..LF 18"RCP I V L x \,' I ' ' _... _ G` ' 44ti ~ •,Y_. z - 1 6 LF 48R P � \ I i ( •Dce \ \ \. \ - t - =_l_�` - „ s,, BOTTOM --62. -- --.. _-__ j y _ - z< . \', - L \, 7 DOUBLE CATCH BASIN _- _^/ -- __ _ _ -- - -- - - �. _..__ _ ... _ - - - p \ \ s, i i 0 19LF 12 CPP v --- r \ % mxr a+uaM mi �✓ a te_ n @� `- .r DMH - - \. - - - - - - -`-; ' _`" - " - - - gip` r�� '` - -- - - \ <" Y 1 'y y. d"0��+�< ' \ L \ c DRAIN MANHOLE -- - - _�, 3t��"g°�� 34LF .12 RSP -%� " - U _ _A < - - -.- -\\ -�� \ - \ c �' 's, - INV.... �' 6 --- - \ \ :_ -- - - -_ - - - = t - - 1✓ 0+� �' " "HJY 61.25 /� t - - �� \\ -- i- 1 - ( __I- t. SMH 32LF 12"RCP:• ", _ j '- \ -- _ _. .- _ G r - __ . - ', _ r _ �_ r�. �_ a� u : SANITARY SEWER \\� --- --1-" -- _ sr-'_; f `-�� �� A / y'�" - r i!am3m R 4--_--1P +f �` �Ci.. - \ \ . �- F' jw -' _` A~�"``� • - �__ -- °= --" .�....w _ .r - DMH 2 F s \-y. " _ 3iats \ _ _ k � 7�? �\� \ r �- r:. \ �, 1 1a e ^� s MANHOLE \_ ---, . -_--.! 9 _ i s ^�Y �013H. _ - -yam-- ° / ��.�.,r� �' _ 1 ''°`Yr.rr�..'„Z - -s,•""'.a.•�. .,,�-- -_- - '--�_.._" - - "�."'_-_-- -.-. *. °+ �' e'188LF- - - •. _ _ 'S _�`�44-1. �. - _ _ '�'"'-',, ham .,Z �\ \ I i ,A' _.. _ _ ,, r17 CP L 's _ c` I �jy ^ _`_ "C-- r.-_r_-�_. '-_ �`� r r-J --. _ ��-.�.���„-� '-'-- _ _ ._ .---__ V�,.t'� -- -_ - 1 `b �_ it _ _4_fir.-_.a��!.A' 1� r 1 >,9,uc� L�-,✓7_�' ,_- __ c1 - - - - „_,W.�.r.,._.-,:_..^�.i�a�..,,,,..t. . - --- - _ - - 1NV-54.00 ., ! - r- �'i - \ �z° >. 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Description of Revisions Date Data 12/29/99 1 Revise Stormwater Mngt System 1/13/00 LANDSCAPE AACHR'ECT- SPEarIeATioN� FOR PERMITTING ONLY � Na 2427.1 G SLLEgRR ASSOCIATES E R R FLANSBURW + ASSOCIATES, INC. SITE UTILITY PLAN Fk � 2427cut 77 North Washington Street scams r-a0 STRUCTURAL ENGINEER COST ESTMAATOR o4 LIS`"qr Drawn By DVP ANN Boston, Massachusetts 07,14 T 617-67-3970 BROPIERS k Che&ed RFG I 2 CIVIL'.jdtla BSc New K-8 School Facehlla 617-729-7873 ' p���src��/ r//3/� MECHANICALEL -QT AL PLUMBING ENOMERS � �ER JUDITH NITSCH ENGINEERING, INC. TION" L Willson Street C -1 ^ CML ENGINEERS • LAND SURVEYORS • PLANNERS //V J ONE APPLE TON STREET BOSTON, MA 02116 Salem, Massachusetts TEL: (617) 338-0063 • FAX: (617) 338-6472 w FE 0 64. 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S i I � / , , / qtt /f�. / - /✓ I -, ;' �K 1 I I v I - "4- �L;a� ANDLCJRBINS As REWIRED TO AGCAMODATE - -� - / �^ � r //� _ C / , t - m t �; i -�e� / o / /I - "T� „,,tial EX15T1NG GONDITht3N9 INF�2 REPRUDUGED FROM THE SURVEY PREPARED BY" " ' `.: :/ Z;01 -1 '. 1 , - _. s.:.. ' i I ,� / „ r /� � ..m,; ,NEW WORK _ - s :., r - / 4 ,/ % X11 I i I � � 1 /, , / • / /' �, 1. �-s�7 (; _ WELD_ iL=S OF WEST BRIDGEWATER, MA55AG1�USETTS; DATED JULY 2, 199q. �� �� i ��/ , ///' / 1'r�r .I �. ,� , ' �.�,y�y a. �.a.� '`:,__88$1,11 / i b e.: ,r / _ m ai a «,_A „ I ' ,° /+ r / / cam=-'- 9DN -. - \. .....!--•-•^. �` y / ��, I I -- "' +i . ---- WITHIN THE LIMIT QF THE WORK LIME AS NOTED ON THE 5 TE PREPnP° _- -_ - " -II .nTi0 PCAN5;- yA v� ' - - - Vit/ ; -' ' '/ / ' >i i;i= = 1V''., I I a I yyu+.� �+''�" tl �a ti HI 1 REMOVE AND DISY.ARD A:LL GONG. PAVFCFF'` ITUMINOUS CONCRETE PAi�tNT '� I K \ ,- ✓ I I I `: , �'w \ $9_$ .� i i r l '/ c*`' rl' 1 'u�bs N t �� !. ,; LiMIi vJ. ,. -'�_ --• _.,,� v \l\., '1 j i I/i �, . , �._ ..'"(-__ ca.,e t q%: .9,e rH , rY / T4 W ' -+ , r e .. v I 744 / / � T I v P OIL MULGN,._, h �fiD TREESw'AND"S'(UMPS, SHRUBBEI'�f,'GHAIN LINK ( �.A, .y V y /'' 000RDiNATE TH19.AREA -'-' --- -� I I / , .Ia A ., w 1 1 �Y F + a 1, I m ; s `° F NC QST � Iie�-FAbRIG GA'fR FOOTINGS-AND AL._ A PURTENAN,.E \ �� V•,.. / \ \... \\.a,/r�.v -..ri�TH DRAINA¢E IAAPRO I __ \..\ ♦\. �','. .,I. 1 1 ./� .� i 1 �ob+ ��\ :� v � ��� a;y,. , . ed;,.E• ,,: V � - / / / C _ I P v , __ / , , - ,• t 1 a 1I I , . v „a \ r -cs- / e .b b+ "`a \ u a -.-wziIiv3EtE FOOTINGS AND FOUND D CUR55 UNL.E55 OTHERA15ELN TE -- '.n T,� _� A. '--.i-_' _� " „�, j , �. . P //'- j, ',' ,/ !/; A \ \\ V :. I. %9 I / i I� f \`I- :'I - ."� / �4 r 6'r� a:9 'm �J II rad � L, �'� sena �\. -.....-....".'•„`•. _.- .__-___.- ^JVn✓�IW.. GTED.� `''` d / ..._- / �__ __ �..�%/� -. A Y, ,'',/ / : ! / '�. __,` , , GY� ' �7 'V i l A VA �'S $I i � '` --18-_� .� ,i, �Y � 1 .% tl ..-""`' - - -/_ '/ : / , _ a�� I I., f a 1 l y:, I / A I 1 y � j / '� I �` �.� \ ,p;- v I�YAaT9 --" "� - ! -THE ARGIifTECT SHALL bE,�NSULTED A ''W LL IEW THE:!VYO+tK ON ,,, WITH tHE ei.R) 1 ,� y % / / / v ve «, it// -- ` i�/ 2 �K'' I a Z i� a6V 4� I I I 4 .t, a-V % e' °i .olzs•.e 3• .µccw .__ r / a : �, , - / 1 8 i I .,a v ,a.� _..ura'.n ,rn,a6a�ygrmL e/ /_ ,.aowac,.ur<«s__' '. '. " / 1 r i / ^^^' g2' I y� / q / / i / ' v 1 1 v - - >v" °oo p �A + -I�_ / 4/ / �s / �u < �a "' GONTRA.GT� R dr:FORE ANY:kiORi 5HA ,L MMENGE ? / i r -.j V -"• e '1 J + S / / / / 1 I 1 '( 0 - I 4 I R I • _ „ :vim' ,..I - O' v y .. _ __ �'`.r, l> ,�. n i / ' / „ ._� '� :1 +. . . � v1 .x P 1 � y3z H a4 _._i ___ ._ f ..>...,. :espsK° �. - ,. _ .I ti-0 i I ( : /m 1 ,,. y I ,.1 �� �, s - =`�_------/ . b+' = ; -s-` ° Ica = ; , 4. 'HE CONTRACTOR SHALL r�IFY SAL L EX:�TNv�, SON�IiIO ( tip>:FYELD Atm /� -_�, �'--v ,_ __ �•,. .� , � r �� l : , , / //' // '' / / :r8 / \ \`I .. I v l I 1� c, --i �. _ s ' _ T' IE 'K r v q - = -- `A ` / / r / A �� I / `u� I _ _ - - - - / _I _ v, v 11 ! ha' / _._.. A ., _._.=m ' 1 A, `a ' ,eLa I ,�: ,�, ,.r '"'� --.4 -.y vry� %' _ %;I= � 'r ,- r-. �- DISCREPANCIES Ems'`"VN PLAN5 AND.AC`UFI GOPiDI':-i0 T v �p/HITEGT PRIOt ANY,q_�^�1 I /p I I , , I 'I ;, A I �. , C r , n 1 39s v9n.Y.e 9 , / _ ✓ w vo I _ _r - �\ - - _ �����_pyy 1�IW : � I 7 \ 4 e` ti \ l ./ ,' --Lf._ ,m i _- k/- ' /- _ gnansiy, :' Tr�KTllz [7� "•,� ;..'et ---p t I F v : ea' F .aaa z -" .6 iy es d ./ _" ,� /- i v ! �`v-,� %.. 11-11, - / I V I / / / / , 0 .ov' I V.��, i F5) 4 41 t A,_..-_, i V / � v / IM" /I A 'rear•/ oL,, ^� .. /_ - was,=n_", t+ '��, -< �` r t I _V \ I I ! I h, 5 f 9`� ° I tib - '� ) "b ,yeti° f� w:�7+,��a1a+,�'n¢l >F 90� \ j i y '^ - ,l '.' I `\'.,. - \9`� .r"'�, v A !• n .�-c.' �- .) 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Avv / i \ ) �6. F y I 'fh��, \,` .,"f��jf.��'Q��' \� // ,. :91a^-„SB iCttix.__._. ., e".tt _. b ,,r , r ' I ` I '\,\' � 3'hl y0 I �8�\ \ r \ .� \\ N41 M 1 - v. v „ I L -:REF? VED. THAT/ARE NOT STGC/:P L D3R.LATER.RcUSE ON THF PROJE� '�,�\ , _ v.,. I v I / �. ,� % vI / J yvi ""`l , � y\� ,,,_4 ncG�',r�„m-_--E-rx'. -_. .� _ - _ _ r. T _ Ly .0 G N �`� I" l y � ,_ Y __ ;,a ;APs i; gym/ 9 i y _ � �,, QR DELIVERED O HE OWNER" (0)41 L Bf' `"'GAL�Y G Sf?QSED OF OFF SITE BY TN" 0 TRIG Z�Z9Rt -_ y \ w _. i. L. I � �x - '-_ _ _. _- -_ ., ' x,14 d I t `sir, �3� � 1 'i i v I I 1 V`, y' _ -�-t� } y ,, v, v _ g I ' -_.`V / ' ,=� m `k --s. 6 R'MC , ommee �h. I'0..� n� a bb ..:s,rte 0 ' la 'bw I - (al`-/SW w M 5 •�., < ,,,- / I I, t�. 'J�1 a _.__ej�.,y _.�-, v, I Y.. ` 7.; A A, / ? 3p V„ ". `3' '.a-�' a *`+ '^ v^ •' 4a ' . ... + - 9,oe P� ��e ` __..,- '--' .. - w m 1 , /�"_ ' I �V A V ; 1 ! / ^ _.�. .,,,,.,t T.A `THE.LOCATIONS OF UNDERGROUND UT L r1, 5 ,3HOkk4? 1N TNIS,PLAN ARE,6TA6Ra', iMAT G ONLY. _ ' - 1 W _. ._-mo• . '�O ___-=- -° .,x.K .vb y` °' __'.� 1 F;' \ 8 / /I I " I l � 1 )I \ % l I ( & C . _ ->, �'.' r = v I v �-�.-._,_.' -_ `-� i / � _. °___ ...--^III.tit _• __ -_-.- -- ,nv �;r r: o� / _ r _ ' Y + FHE GONTRAGTO`R 5HALL GONTAGu,AIC RFS AP,D THE PROPER LOG/AI 'AUTHO ��ITIES OR.(2E5PEGTI' \. __ / / j,ga9LLe sc'os ,..r.-..~, _. ., : �' -�"'S '° '_"___. -- S _ :,�"°'.", tit' o /I ,, �W Y Cl /; j §. 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FLANSBURGH ♦ ASSOCIATES, INC. sCale� �6�_ 3oL STRUCTURAL ENGINEER s,,,,,.7I 14; aeQ�®P?� 77 North Washington Streea „F_ Nose Boston, Massachusetts 02114 L Drawn By MJN cj EENGINEEERS DESIGN GROUP, INC. Telephone 617-367-3970 Checked By. RMC Facsimile: 617-729-7873 NORT+� Ny �a t h a n i e l Bowditch S c h o 01 MECHANICAL,ELECTRICAL. PLUMBING ENGINEERS: 01 Is' ao' bo' r / Willson Street s P a TMP CONSULTING ENGINEERS, INC. S S a l e m , M a s s a e h u s e tt s � 617-357-6060 TOP AND BOTTOM TEN5IDN WIRE. y' \ `\ / /-------- 9GAUGE, STRETCHED TAUT FROM TERMINAL TO TERMINAL POST. WIRE TO BE SECURELY FASTENED ( \ 1 ti ✓ �, \ '\ / 70 FENCE FABRIC WITH "IHO6 RIN65" EVERY 24". `r— l I �� - I .D 4" O . GALVANIZ D 5TEEL �t / ^� ! \\;✓!� \ / \ i ` \ / \ // ,\\\ \ \\ Y \\ /''a r' /// '/ / i / �. / 9 r CORNER, GATE, AND END POSTS \ � ;, 10' 0.1',. MAXIMUM 10'-0" GATE PANEL / 1�1 \ \ \\ s^'+ ! �/ / \ � 1 �� '�/�✓ / / i / / < 2' MESH, 11 GAUGE, GALVANIZED / L X / \ e° } \ ve+ / / / \ F� EROSIONATE CHAIN LINK FENCE FABRIC THRDUGHOUT. / l \ 5 / l - 2 1/2" O.D. SALVAMIZED "All ✓+ f \ ;DRAINAGE IMPROVEMENTS — - STEEL LINE POST 1 5/8" OD. GALVANIZED STEEL / / v+ L ` } % ✓ / `wy \ ww \ \ \\ o /� HORIZONTAL BRAZE AT CORNERS AND ADJACENT TO GATE PANELS ` + / l / \ ( } r 1 1 / t ` k` i' ; — — _ \ X I 1 �J 7j�L}j i r _ — - - _ — � / / / / GATE LATCH WITH / / I ( �� nI/V PROVISION FOR PADLOCKOb L / + FABRIC TIES 3/8' X 3/15" BEVELED EDGE / l P V'/ . \ / / / / ( ( — AT 12' O.G. CONNECTOR BAND GALVANIZED STEEL TEN51ON BANDS j / °� / 1 \ + / WHEREVER FABRIC ENDS �Opxb ° 1 l NM ►IQRK 9' / ' I OFFSET HINGE / i \ \, 1 - �o REMOVI_ AND STOGKPILt FINISH GRADE 5/8" O.D. GALVANIZED STEEL / —� 1 EXISTwS 90ULDER5 AS \1; — \ — . , - / / / Cl / j I 4 \g`, GATE FRAME REQUIRE:. PLACE PER °y k Irvo 11. E q�,v��,, ✓ `\ DISGRE'tION OF OMER -WOpp / CONCRETE FOOTING- �\ � o IS" DIA. REQUIRED AT ALL / 'N, k p LJ :e ISP •_ J CORNER, GATE, AND END POSTS. ( / $ \ + TOP OF CONCRETE FOOTING / % oopoo� + `q+ TO MEET FINISH GRADE ` T. 15" I o00 \ 1\ �y / \\ ` \ ( `f3 \ PROTECT EXISTING UTILITY POLES NOTES: v � �T ' ` \ r DURING CONSTRUCTION + \ c i y\ � i / / / +\ *7 I. ALL MATERIALS SHALL BE GALVANIZED 5TEEL UNLESS OTHERWISE NOTED. 1 r� C + \\ i ( `` Vit. \ ° \ — / / _ _ + 2. P05T SPACING SHALL BE EQUIDPSTANT, CONTRACTOR SHALL BE RESPONSIBLE FOR CONTINUED MAINTENANCE OF FENCE. / / \ r fi- +tip \. ` /"�� I \ + ! \ \ 8''-0° CHAIN LINK CONSTRUCTION FENCE AND GATE , / $ v'� � � tit ;(' 1!/, %— � � ` -_ \\\\ J �; ( / / SCALE: N,T.S, /=-2.�p . '3•` \ f \ \. J j/ - -' I % k- "bill, • \ \ ._.h\� —. / i I w".a g � '� r /—_. J It It \\`\\ l WOODEN STAKES I / ) r • T t I I 8' MAX. O.C. TYP 1 / . ) ` FILTER FABRIC 1 � '1111 REMOVE EXI5TNG COURT PAVEMENT I'I 1 1 I I ( I ( ( / + / ,/ i ✓ \\ \` �.� \ '+. \ , \ ! 1 K A5 REQUIRED, REFERENCE Lb, L-2b I ( --,1-g•r" 1 l \ � ! l .��, l / i�/i% �: %� / / \ \\ \ y>•+ \ / 51 ' L—" ,� } 1 1 ` x _� , 1111 1 �x 1 -k✓ -/ ;i! i�i% \ 4' f/% // \/\ \ � . _ _ } 11 ,F � � , I '1 . 1` _� I 1j111 1 '. .� — `51 ' \ 5 WOODEN STAKESIf \\\aa+ }l1 1 ` 51 BALES BUTTED TOGETHER DIRECTION OF r r120 vE EXISTING COURT PAVEMENT 1 �� RUNOFF + /I r I \ m AS REOUIRED, REFERENCE Llb, L I 1 r� �- 2b PLAN li \ ! iI1 '�,1 ON CONTROL 40 TWO 2'x2"x3' WOODEN �.` 1C \� \\� \ - \\ (GOO�2DEI11 P41TH GON5T17ZTION STAKES PER BALE 'TYPICAL) '-\ `\ \ \ \\�\`\ ,\ ` \ /4+ !� \\ ENLARGED RE5OURE AREA 1111115 ��� v v / BALED HAY OR STRAW fes—, \cE \\\ k\ \ \ \ \\ 1 ` . `G s��iy� \ �' f .. \ \ \\ \ 1 1 1�1.\ - _ — — —r =__ _=se=_= -— (BALED WITH TWINE) \\ \ \ ,i % \ \ 1 tt \ \ \ �'`" \ \ \ \ '\ ( \ - r \ \ 1 — DIRECTION OF ` — b - o - .` ` «• _ \ �� `\ \ \ \l \ \ — _. — \ \ \ �� \ \ It \ \ — J/ / \ �/ / w�i> ---f- q: 7 / \ I w} I� �_f_--- "x659.69 I I �— RUNOFF �..--- \ _ lIf x II IIJ IIII-1111-1111 IIII IIII-1111 �\ - _ — — \\ \ \ \ /EXISTING FENCE AND GATE TO b" x 6" TRENCH REMAIN A5 CONSTRUCTION FENCE yN WRAP FILTER FABRIC UNDER, BACKFILL TRENCH WITH EARTH id HAY SALE WITH SILTATION BARRIER SCALE: N.T.S. lwi �' / 1 ) 1. I /• 1 REMOVE EX15TIN6 �"�•!;JpU6 WALK o \ I 1 / ,' \ I / I AS REQUIRED TO ACCOMODATE NEW WORK HAT BALES WITH 2" X 2' X 3' � , — \ \ 1 � �,\ , „ �- / / ♦ / ' W000 5TAKE-5 2'-0' O.G. OR AS APPROVED; ALI6N BALES +1 ( END TO END WITH FULL CONTACT. r 6 ) ) / / TWO STAKES PER BALE _ ii FILTERSEE FABRIC,� < ° / i/ _ SALEM H15H SCHOOL 3/4" CRUSHED It A STONE s�rRu�TURE _ !` CATCH BA51N / / J / / l / 1 / /�✓ / (r I I • D ,.� 1 / / ( I ! I r / "I / � I I /' / / / ' / / / Abp' / ° I I '', �' FRAME d GRATE ,. • b. EX15TIN6 CATCH 0 REMAIN —� / 6+ /,� / \ Y s _ •y / / / ,�// // / �' a`�' / / �r i Irl ,��� % ` ��' l / �' _- - '� a°'� / lop k\ 1\ I\ \ \ \ \\ � // ti �yay a I % / � � / 'v`�\ .�:–' \ �b 1 t } � 1 / •\ / \ \ \ \ \ \ \ r � � � �/ I" /;ti.. I _- T to teirt'ov'n ra� ez 40, SEDIMENTATION CONTROL AT CATCH BASIN - \ _ -,�/i r , /IV t—, * \ �` \� `'\ \ ";� �. j _ £ - `.1�— T 3 - - REMOVE EXISTING CONCRETE WALK • SP // r a �p _ I AS REWIRED O ACCOMODATE NEN WORK n m SCALE: 1/2 -1 -0 96091 , _ / / / / / 1 �' \ ) xHS a'rC6��C 1 � nYb.,VWG I / 1 WDTH AND LENGTH VARY, SEE SITE PLAN ✓ - r ! j x Q Q 1/:211-2" CRUSHED STONE + Q \ / / / r - PROVIDE 4 FENCE o LIMIT OF THIS AREA. REF. SPECIFICATIONS 5eI uo J�/ / �R I — _ FILTER FABRIC + 1 -- --- --�-- f r UNDISTURBED SUBC>RADE / / / / ; -/ / '� 4IF ge—_ / 9NI F : 1 40 101, - 1 j , r % /// ✓ i V CONSTRUCTION ENTRANCE 4 SCALE: 1"=1'-0" All SP-csENT III Rev. Description of Revisions Date .°° �` •:cHu.rFTT Date 01-28-00 LANDSCAPE ARCHITECT ��1 M. coy s _ GELLER ASSOCIATES � p �= RCHITECTs: SITE PREPARATION PLAN Job No 99067 6D-523-8103 EARL R, FLANSBURGH + ASSOCIATES, INC. File No 9067-ALL NEW PARKING AREA CD 77 North Washington Street: scale 1'- 30' STRUCTURAL ENGINEER Drawn BY: KJG ENGINEERS DESIGN GROUP, INC. Boston, Massachusetts 0211.4 Checked By: RMC Z Telephone: 617-367-3970 617-492-0100 Facsimile 617-729-7873 NATHANIEL B O W D I T C H SCHOOL MECHANICAL,ELECTRICAL, PLUMBING ENGINEEFfS: CML ENGINEER 77 Willson Street J TMP CONSULTING ENGINEERS, INC. JUDITH NITSCH ENGINEERING INC. Salem , Massachusetts e 617-357-6060 617-338-0063 1L_ i 11 I - -- --- '`"` __ 1//. /// % /• _ N .. / / %/ '. '� I I I + .� / I'/ l / I. .. e ,Lwt;.>o :,r p_._ _ , ... _ ._-__ - 11 _ _ / �� // ' � - �_ / �, .} / / / _�_ \ `, I ` -£ �Ii�C_)94 ( r � / !! W r rI I � r- >rcto ' _�4b-` - ...._— - `� `.,"...�„1, \, '/ / '� .+� _- ' / / /� / / \ / / IL __ I 1 'a48 h'I f I I I' 1 1 /O`\ `/. i^O \ cd 2:5 _aa'.V -5 __ pr"e- 4 _ M r _ __-. N 4r 0 `y\; �. 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OF LAND IN SALEM, MA55AGHU5ETTS, - - . \ ! / / " ✓ / // 1ii, v w f \ , tINC, CJ RIDGEWATER, \\ \`_ \ I� / / \ 1 PREPARED BY MERIDIAN ENGINEERING IN ______'�/ // /// _ I r.,._„•....----r e' a ,� 4 � smow, ; ��' MA USETT ED JULY I'2, 1�t9�1. / / / II \ ss / // SSAGH 5 CAT // - / _ �.\ o \\- \ \ /.i 1 / / _ '�� ///// // / / /' - � � \ ` i � II ' ! \� r 1 L ,t S`. y '"l6 I'/ // I i- I 4:: "w'sa ro �` .+ I GrTAFZTF __--_�_ y / \� �� \ _ - //// / / - l I s�� -1 ,r / R. \� a: 2. PR OR TO r-UP-ANY EX 'v�'✓'HT'i0 THE �?R `} / \ _ \ _, �/i /// '// � :` \, - ` I I r I I 'E' a g; a - / i % e -r,If,, s N FOR OJSA B H OT -. \ \ r- .- /// ! // // ., / - I I ' `I V \ " �\ \ \, 06 X u^" s + .IV, \ „ce F THE SITE, THE CONTRACTOR SHALL NO i'EY DIGSAFE,ANO `- //i i, "% / ' \ 4 9a 1 q s I 1I ,)o \ / ` , // �� U `0 1 T ,Y «1 - ^ ,`F BE PROVIDED WITH A DIGSAFE NUMBER INL7il THAT ALL EXISTING r /// ' i; \ a / \ 1 , t / I/ \ tin ' _ ...: 7- .- ' ttFt 1TIES HAVE BEEN LOCATED � ND MARKCI 1?° a£ - /`/ ! / / `/ / �'# '"ywuirlvmrma.ana' I i F• ) 0 I / / / % ,\ `I 5s _ _ . •fY f,,�.. n,i / -.M144` /. / / v< ^ ' e5�' 1 t `,�\ _.l fi_r / " . \ _ alta _ �y,eRr-m®x' ,J g, / / / 1 /(xw-L% , ' d ) I-'�_-/ 'V / r�®a.•, ca-ur/ a us\ J octan.,wY<.,,.. . A'." 41 11/�x / "� % J _./ / I / .. I 1 1 \, t W.tril 5 3 \ / + I 9tt Ye I i - 1 I ;� - \. S",` " %/%'/ y ' // / / ' I -L6' \II , ' ❑ ❑ 5 `, , ,>?: ,z _--. yob --'F6' - I /l� -z6-r . . �, / +,� sat _ -....__ - _`- _ Y�,$l'.. °"_ -_ - -- k yr`✓`_ Ni�-ERIE-_P 20P05Eil GR.AD1r:5 MEET E.X15jTIN[-� C,% -5, GCNTRAi.TOR SHAL y / _ ; _ r } I y I c tye r /-' ' ' I �x •,'e:.e.r '>"e7L! �- , -\\�. ...--✓ L-E�17GRADt"I- '''O ��ROV{t"7E A- SM007H 'r24N5'I'I'62N BE"WEEN EXISTII`t'G� .� , ( 1 / + - - _ _ - � _ ;� " J P„ PdC� NG A7 TRAN TICK ,A y N T = 11 // / l \ I I r %'' 1 \ ' 1 I o _ I \zs � I / / / °`"=t :I (N t�` / / / c a y°/ i` "/ / l ��� AI 1 1/EY 'Wf.�RK. / ! AREA WILL O LLOYd_D,, I r i .o. J, ,ao _ I , I I I ! / / ` ` \. 4r ../ / S I �" al+€. F -.` 1 + Y �_.__-__'_-- �q� -Z _ i - - _ __ - . 9, ." 0, p ,} / /a ,�- -11 - gpV' J / au, \yYwwenaww,a�d(aw��� \\^ o. ( / I -'c, i !':,. ' 1 \ \ N. /L s % _� v I Sy+ !'!}' .ya N` r \.i 6 �b - - -A:wy'-"B Y E .0'° �r \ � -/.._/ /'-� i aj4alC xsu ae>`r \ \m'"-p�" ',v_y-.r.�_..... / Lai I / --'\ J I I I I 1 , I / / \\h'�, / y. 6�`'� ,•-.•"'• f' /.k:}G 4' - .� _ - -r.�x \. // ,.-,r'v J I : i\ I ,- . ) X 6! \ /� .F / / \ ., t / s �4 4'� 1 s / _ i � I( 1-` N v 'Y r, l CONTRA <TOR SHALL MAINTAIN P051 ✓E ORA\fh�GE A:NF.� F ' A 1� , \�� \ 1 / 'I \ / \ 9 \ , \ aas y - - \ . - 0 1 I //u�mwmxeww:F'�` \ r �,, � 1 1 A \ 1 I L �A, \, _- / / I/ 1 ry I \ \r, w I �a< ) _ . .-. ' I f/ _/ t-= _ \\ �I / v \ } BUILDING c NCj _-,E:JS. \. / I _ _ ' , i I it`r. V �� -^/ - r / OUNDATIONS, STRUG"URE,. ANO PLANTI r yang is ` '/ � \ } , t g � ' ` 'xa--- '/ , 6 `!-' a \ l 1 6 Ii(t Jg � �<i�+ <r`1 `` 1 -- \ ` : i \/ - C ; t \ \ \ ` r g _ ".� \ - I 3 Y 1 '1 'I ,is, / I I I4 / `- ' \-\ �-, III , 41;i " X , ( \ `, '_..', - -' i s \ to -- _ .--. 1 " 1 " \ �( f z -e �` t I .6e / { r _ 5 ', Mit MUM SLOPE IN D15 TUBBED ARf_A 5HALL NO T- EX-'F__ED 3: :, UNLE5../ �y XI a�,� \ \ - ,ae ) .„a a.___ e r \ V 4bCERWIS NOTED. / /ONI T \ w: 'Sh a'p'°4 eozY:n_. I ., ;,._..., te/ 1P�v /. ) I i. I ) 1 \.. 1 ,yP ', \ es \W ,t ., ...\ --y°+eGiumu.ram+Ea"_ I \ ` \ * \ � ar +\. - \ 7 F:... _.-' - \ ._ r. _r'% IS, l \ .. Jx.+ � W .ew _ r. 3'k'r-: � '° /ti:V< n I I 00 I l ,If 1, �''� L_ \ 'ti V...<-yv,, S. //, 1 -...�.. (/ _J \ ` ��\ @�y \ .''� _'1 ,:__ -__ - - -.- ;. �- �^. `� �. ,e.� " .,<e #F % 2 �A ! , 1 \. I �\ i t, `y _-_" 1\ i• F' +, 71 _- - G, - _ _ - x iai c /. • I I II ! r1 RE ALL EXISTING (T / .�Mr.IN) ND�ROPOSED MAhrIC. _E G�9VE1�5 . �� s x � � _ , ~ , f x ENSU .! '.:.,.,ra.m - r a4" x<:w _ _tc>m - &- / / / I I ! I \�\ C , I e - TMa _ _ `\ /4y v _� ` \ e - _11_ • - \ �, - _ - _ _ - - .,2 �0 z /, / I ,{i 1 ; i , -� PROPERLY iDENTIFY UT!LIT..f -)FRVI`E: \.. , ,\/\��Y•y ' w -. .Corm /11 ,:a '� \\ , \ .-_ --=„° +r ; .� i Aee mlr a r d� /00� / % -A I ' I 11 \ 'V '\\ /` \ -.� '`s. /��,+ � \ \. \ as :.exm q -�� c'� ' \ \ \ �\ / - ` 1 \ sg. . ���.� 935` I \ aJ5 \ , w \ , \\ ® e \ iS\ \. / \ / eex I_, -7 w.� x' =: q m , i i \ \ 1 \ ` . \\ \ � ' I•” / \ \s ` \ I. GONTRA:.TOR SHALL. \;'ERIC Y EX STING GRADES AND NOTiF \ 4\ 1 _ ( � . _ aw^.se.. - r' \ I \/ \ \ \ '� °`n� \\` \°ae�� �� \ \ r T OF .4N rJ15GREPANGI __ IIIIIIII­ / \ / - __ - uo - \ % ) ) C i \ _ \' \\ /\ L.ANDSC,APE ARLHITEG - I. _ - I / k 11 , x T� I\ , \ \ - ` / / fi4a l - 1- } _.—_=� - - �" I I' I I�� I \\ \ \ I I ( / A - _�� \ \ \\ \ ;\\\ \ -- _% '/ ,' j\ \ \ ~ \' Pl MIN0�15 CONCRETE ELCVA:ONS AT CATCH PA51N5„'TO BE V4 INCH ( - ' -( - -� / / ! ��� \ \ \ \IIi 1 1 \� /%/ 0 '\\\\ \\ 1 I ABOVE R.IM ELEVATIr>N =HOWN �G� GAT BASIN: fil / /l- `� \ �, i , t _._ \. r . _ \ llI \ 1 \\ __ - \ \ Ir , u I t-I - \ `�\ / I / ,,. \ r � r j / - I I \ -_ \ �. \ - \ \ + �, C,ONTRAGTOR TO �Da._'_T U'1'CITY E EMENT .MEAN I" TO BE Y USW WITH ti I / ® + d`d - _ -- _ l i iIi q s°/ 1 \ - �\ O \ , II Z-= ` \ GRADE /GL�AN-CUTj, JT'IL N MAid;-r;JLE5, C,A, - PeN,51N-, IN! :T5, F-TO) r� `// \ \\ \ \ ~ / I .. 94.00 / // ' .yb a°0 .t� I % i ,4 \ 66 _ \ _ J `� / -h 'I \ `\ _ �E \ �\ \ \ / , / \ \I� \\ \ ///\\ I o / i \, / /# 6" _ - - --_ _ _ �__'S/ � I \ \� - / o l \ \ \\ \ THAT ARE Ai FFE=GTcD B'! aITE WORK OR ::GRADE GHANL_=EES, :It!NETHER ' .- / _ S \ \ \ 1, \ -`_ \ 1 1, La o rn / - na y:a�` l '_ _ -- -.. \ L t \ \ ') / / / 1 (> \\ \`\-,moo\ _ , a \ i // / \ ,,- -. \ \ `t / - - \ S, ECIFICA LY �L.TELa _)h AN5 OR .O / `/1 B� = \\ \- ,\ \ �\: ! aL�r{.a..!-j .MUIIfnvm-mar. - _ _ __ __ _____ _____ _ ___ __ I. - _ _� T -AAa9Y.al1 Y YA' :9-;-;Ni3:.. ... - _--- I IN / '` \\ tom- -"1 --�\ ey� >L .cc sron»r, '•\ I � '`, i / + - _ _ 66 _ \�� \\ . _ H F - ` I" _..._. _ as m_ -. c s ^ \ _ a /, / \, \ \ \ _ IQ. LP.NDSG/ FE A"iG I"F.G' TO APPROVE LA 'OU` JF ALL DRAT c `'\. \ - \ / L.Lse I i ,twrn 1 I I x Yn f I I ISisa ra \ ,A:I:, j \, ,M`9 1 \ _ �'. � /" .- -�..�/ 'b - ;.\ \ \. \ l• I -P a �'YC,,+¢' II_ \ , I g� i I I , / I 7 _ - _ - 6 �TRUGT'URES PRiC7r rCi NSTALLATION. , / ` \ \ / ! — `t I ';` I 1 1 1 � I I I 1 I I i r. + I _ - .- _ _ - -'K^") / O ,. \� / 2 _ / •� l I i ' } i t.✓ _ \ tI ) I I I/ Nt ' I I I , I i % 1, ( i I 61 I i \i\ I 4`6i \ �\ o a,'s; tiN�` - - _ = _ _' . = - -_- - - - - '\ \ \ \ \ SCREENED IMf;� �� �iFIOW EXISTING GONDITIC 5. NIF - EX4TINc'r ;}� x J ! -- \ \ \\ / / ` 1 I ' I 1 o::. : - ,;- : f ..v \ +9110 ,i,-C'b+ �y' ni e- m +L/ she.i r_„ \\ - � -- =`� _ - .-_ - �\ -- - - - --- - \�,, �\ \4 f' NG _Ic': -,,:5- / \ / III i I•� r , ; + .;- _ t� - --- - - _ 1 __ - - � / a \ __ O ,rC, .:R OR ARE IMPIkGED ON SY'PROPOSED / / \ / 4<t. �� <' 9s9A.'i \p \ ..I �'',a' / ! q� 4 itk:y �I N """L - �s6-_ _� -- - � - -- ' 4-. , `\ .,w \ GONDIT! � I,-.. n / / \ \ i 1 % o ,aY >, a - __�\-1 w,_>� - _ - - \ , \ ti BUILDINGr AIS �/Oia. SITE ELEMENTS, THE EX'STING NDITION WILL f3E I i! 1 a ,, ... Yoe a nw +mx - _ `_.. .. .. mF�, � `- REMOVED, A'sA.NC%ONED ANI GAPPED iR.C�E :OLI5HED ASS 1 _ \ \ \ \ \ I !I I�l i zb / r' I 1 \ _ _ 1 - - __. - � \ \- REQUIREL'. �E� S'ITE PREPARATION PLA.,iy' \\ / -"_ / _ "` T - � I I I � / / I I S& \ \ 1 I i I - r I I I j I le, / k / / ,ti I / / ! / -� ` - 1 -1` �- -- ` b ��\. -- -_ _-_ i 41 a �' ti' pu+ o'.Ohi- �_\ \ / ' ! \ -- \\ \ / \ �, !t i;j / cru' lC I4C6' I r I ,\ ! 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I I< I \ 76.90 ' / 60+.9 is X60 F - I � I / . / MAINTAIN GUTTER LI 12le WI RD OT q®eaao Description of Revisions Date �� coR Ts LANDSCAPE ARCHITECT: CML ENGINEER GRADING PLAN Job t� DaNo: 01-2 -00 99067 GELLER ASSOCIATES JUDITH NITSCH ENGINEERING INC. �' ARCHITECTS: 617-523-8103 617-338-0063 T EARL R. FLANSBURGH + ASSOCIATES, INC. GOLF COURSE ROAD File No: 9067-ALL 3 °e �gar 77 North Washington Street scale' 1'- 30 o STRUCTURAL ENGINEER Drawn By. KJG Boston, Massachusetts 02114 z ENGINEERS DESIGN GROUP, INC. Telephone: 617-397-3970 Chemed By: BMC 617-492-0100 Facsimile: 617-729-7873 NATHANIEL B O WD I T C H SCHOOL MECHANICAL.ELECTMAL, PLUMBING ENGINEERS !y 1�! Willson Street _ TMP CONSULTING ENGINEERS, INC. 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CONTRACTOR SHALL �r--1�• _ �,— Q ` �__ } I ` d j \ \ '± °` /t ,I I \ -� -_ - ��__ v', , -.\� .._y l 1.�✓ Jj� �Lb /l f� 1` f /l / !i 24 a -Y �I / REMOVE THE FIRST SECTION OF 24" RCP �t ee� � �r \RR�RR$RnR^'R`- .\ RR\k41 / � � Y c —i I .I , , \, mi. a J - J / _ ( 1. _ 1 �/ / AND REPLACE W/ NEW PIPE AS NEEDED \mT n ,r/ ", 1 j I I i \„`Rv`RCRISCRCRC cw tv°.m°va �, L4 I �! �` VAS h' \ f`vl/ � / Q I I / / / / I � I TO CONNECT TO PROPOSED DMH#405 1�, - A3 J� l I J / ti p � �` p\+ + // /` � py ' 1 \ \ , % r � - -,'/ � `, -. 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'V RR-t\R�\'i:. - __ Il '�. \ Y .� / / /`�f��I, f % / OCQ�{2 SEE DETAIL I i F. i t n ara n - -_.. `/ t + /'S / �/� / ' I"'il ( f f ,$ L YPP I `T',-^" .A��� zvsscc, xNa�l 9654 '"n P I \ Q a - nom° 0 SCALE: / 1 r P - I t f �/ i �' I �.i / �i P ;6 ,,'4,-io -A I d i Opti- + / l ./ ,.ci f f/ ! / ! �r\ �4� RC /9 1 w;^� + ( � , 1. � a/ 7� �� v , �i I / 4 ' 1 1"=30' j� I ( 5 1 .. 1, k� / /' � " r / �� I i '' I \�l� l lI 7 _.� I . ;- �I / / / �/� i`3 _" V v �,'C[�;R\SRA CCvCIR��AR C / / /�// et�[v- / - - k / l f' ' 3�� / / / I! \ // , I p'a l r ! / / > -- `I v ) ,5i aw 1 1 �� �l _--„P �I , v� uv v v\ � -_ q / i %( / / , i !t f ._....' i , ¢ .2” ,_. / �t , ¢8^ ,x '@a�"„ It } <c'.�Y I I 9��' 5 � -.� �I ) \;yl,,, l �.�,A.A �v_ >9 ' 4 �, ' r / a, , ,n , u r i :.,..,au �NA'tf6�'' -'-_.ZB� 1 � l ,� � � 1Ca'�w�`Y'� '";idT � � ^^ "�� . _ Rev. Descri tion of Revisions Date Data 2/3/00 1 1/13/00 LANDSCAPE ARCHITECT: $PMRCATX) '' .lob No' 24271 GELLER ASSOCIATES 'T ,� I T F, UTILITY PLA N 617-523-8103 EARL R. FLANSBURGH + ASSOCIATES, INC. Rb Na 2427cut 0 STRUCTURAL ENC�NEEf� COST ESTIMATOR 77 North Washington Street BY' P�, Boston, Massachusetts 02114 \� `��IS '�Z b Telephone 617-367- 70 Checked By LAB/FiFC� ANN 1� The Nathaniel Bowditch School er..o1`+ Rs �� ramie 6D-729-7873 MECHANICALELECTRICAL PLUM&NC3 ENCi1�EERS CML EN(3NEER= JUDITH N I TSCH ENGINEERING, INC. 1 r'wC1 �S6� " 77 Willson Street _ � CIVIL ENGINEERS • LAND SURVEYORS • PLANNERS 5? ", ONE APPLETON STREET BOSTON, MA 02116 n TEL: (617) 338-0063 - FAX: (617) 338-6472 Salem, Massachusetts q _, I GENERAL NOTES f� q t Z- / / / ,/ ' ' ' + i \\ I ' / Y'+"Y,.`. ,-. '--� 1 /' f� - / `r'._. /,, 9� - % r ..- ' UTILITY STRUCTURES SCHEDULE % /,//f �� yam` -' r f/ rr_ 1 _ ', ' `�" '!l�'1;,,; l +l' r �� -' /b v T �, ► - i. ,� .r'.Y .,. l .� / j / _ //, % ', / /- / , i / /�, ., �/ 1 /[ `. � s , 'r, , ✓` - f /� / i .' .,per - a T ✓ / / / I / j/. � � / � , / .--_-. ( h `tel T J I! /I/ r C/ 1,t�' 4 ?1 r' ' /� lv /' 1. TOPOGRAPHIC INFORMATION AND EXISTING SITE FEATURES WERE OBTAINED FROM / / x, - , %cc t , / / , l / �- i ( � % . _ \ J-' // e�'!. - ,,__r THE PLANS ENTITLED "EXISTING CONDITIONS SURVEY, SHEETS 1-6 OF 6 PREPARED STRUCTURE RIM INVERT IN INVERT OUT '/ % f ' / / ! // / I' �'/ j/ _' - s- J �` . r 4� ,j �/ ( `, \ � i 20LF, 12'�RCP� i - - '` -� - BY WELCH ASSOCIATES, INC., DATED AUGUST 23, 1999. VERTICAL DATUM IS CITY OF = / /� / j `, - - \ "' °` / / r`/ 1 /�j / / -_` - ___ /7 t,tJ S g �\ ry i/"%j/ J%_ '_�/ ,/'' CB 250 58.0 - 55.50 -~ \ J !/ / ,fj,. .r ! / -- 4 \ 4" -y % / SALEM BASE. / y(1 I t _ _ � / / i / ,/ i' / __ -- ,�± CB 251 58.0 - 55.50 1 t1 4t 1 \ j r // ! f ! ��'% / - _ _. .., t�± ,ti e - ` / l" EbNT FOREBA� _� _ 2. FLOOD PLAIN INFORMATION WAS OBTAINED FROM THE FLOOD INSURANCE RATE CB 252 61.8 - 57.50 \ , :-- -- \ - - ' -_ f / -. _ CB 253 64.0 - \' / /` :/ // , / / _ - - ' / ,' , MAP (FIRM) COMMUNITY PANEL NO.250102 0005B. SITE IS WITHIN ZONE C. 60.00 \ �� \ _ -._- � / / / � /,/ f�/ ', ,/, ; _ 'moi - _- '--- --- '-- ---- -.5' /�� OSEPf ADJ�ALL"i�/ . \ \ / / ff /J _ ---02- - CB 254 91.99 - 89.00 \, \ � ` � r `-1. � /i.i%'f '% /j/ ., - -Jr 1 1. hy�`°�i $� -; / , - r / / 3. THE LOCATIONS AND ELEVATIONS OF ALL EXISTING UTILITIES SHALL BE _ \� -=- \i ✓` j ll `i //,�/, '' ' •/ / "' _:,____ ___ _ �� \ /r ' ` i /'" CB 255 91.85 89.00 �,-a\\ \' \ - -_- •_.__ ,� -- i / / _ ✓ � ` ~ \.- 4 ! , r// / '/ , '' / �... '--owe A3 I 9 5 - ( 1 j 1 p / CONSIDERED APPROXIMATE AND MUST BE VERIFIED BY THE CONTRACTOR BEFORE CB #256 90.05 - 87•pp \ \\ ,- '- --- - _ - / / /J`I/ �,JJ // � `%%/ _ �J X\- _ n/ LF 1$ RCP f r. `-` `\l. " TM .� _ _.,', .--' -� i /J ! / ,�f/ �/ / ,..- ... JT1-�" �..,_-- ♦ _ _._y_ 1 \ f � � i / l INSTALLING ANY UTILITY CONNECTIONS OR CROSSING THE PROPOSED UTILITIES AND � \` \� -- \ _ f /�: �/ / < w" ` .r.--� -- _ � 4"" - \� -- DMH /K3 -' 1 \ �/ / / CB #260 90.05 - 86.50 _ . ._ \ 1 %i"j l 1/�� ///. , y t 9 t EXISTING UTILITIES. THE CONTRACTOR SHALL CONTACT THE UTILITY COMPANIES TO �� \ ~�`� %i �- __ � `� t>\ 8,,,.. �(� \ \ 4 \ - ._- \ w �. J ��/f/ ' - PES#300 `..,H t 1 1 CONFIRM THE LOCATIONS AND ELEVATIONS OF THEIR LINES. ANY DISCREPANCIES IN CB #261 87.0 - 84.50 �� = __ r+ -�� '% f / / /_ - / C; t L ___ _L___ n % - t- \ r T' �- `' < . / �, / \ ' f ITV`_79.50 t? I \\ f THE LOCATIONS OF ANY UTILITIES SHOWN OR ENCOUNTERED DURING CONSTRUCTION CB #262 87.0 - 83.80 �\ \ ) / �, f���� j ,- ,, J, : 1. \� \ \ \ SHALL BE REPORTED TO JUDITH NITSCH ENGINEERING, INC. CB #263 87.3 - 83.80 \ \ \ \ 1' __ - - - ; ,J` _ A ` F ( \ , \ CB 00 87.0 - 83.80 ` ` \ -�, \� - ! !/= , _ - \ 30$ , '� #3 - _ � � Pl _ 9c \ h.�`- o'l °-\,% -! /i" "%'` .\_ I'\ ( J �e 1 „", c\ \ mak.' 4. THE CONTRACTOR SHALL COMPLY WITH MASSACHUSETTS GENERAL LAWS, �. - --- -` - % -/ f '/` --- " c� %,, ✓ `t `\ rC - ` --- 7 % \ \ \ \ \ 1 r- - - - J� 2� F 12 RCP 5�ro > , - ` �`-. :. m CHAPTER 82, SECTION 40, AS AMENDED. IT STATES THAT, EXCEPT IN AN CB #301 82.9 - p $p.�jD \ ` �`.\\ � r�� -_`_ _ __ 13 _' � I ,* ii;. % \rte '= T 1 m % ma' µ ` CB 02 83.2 - 49L." 00 -_1 ~\� � _ : " _ _- i -._- ,r �//'r -� \ - , o �\ / EMERGENCY, NO ONE MAY EXCAVATE IN THE COMMONWEALTH OF MASSACHUSETTS �_ 1- \ - -- "" - ::_ __ -- A" - at" -4 1 i. / / ! ^- � ! _ _ r-f + _ / ,, ; WITHOUT PROVIDING 72 HOURS NOTICE EXCLUSIVE OF SATURDAYS, - :, 1 \ 9 ( SUNDAYS AND CB #303 71.8 - 68.50 -•_.- _ _ =. = -=_ -r-� ' ! \ �a+ �c� _ r e _. _ _ -- -__ i` - \`.., A `. � ;'7 MH#21,4' LEGAL HOUDAYS) TO NATURAL GAS PIPELINE COMPANIES PUBLIC UTILITY COMPANIES CB #304 55.00 - 52.50 -- _ _ --_ -- � � - '--� '=moi �. 1 1 2• P D MUNICIPAL UTILITY �'~ -.- _' _-_ - ---- - ': / \� -' Y`'l,�` !/i; j� t -//' \\ ~ \ l '" J / J i. et " ` 7.63 CABLE TELEVISION COMPANIES. AN M I U U DEPARTMENTS THAT SUPPLY CB #551 88.34 - 83.00 _- - -- ---- - _ r� 6 IA r, h GAS, ELECTRICITY, TELEPHONE, OR CABLE TELEVISION SERVICE IN OR TO THE CITY OR CB #552 88.25 - 81.00 \ __ `- - �'I ' -�1 Y ! '�j �i �'/.%/' \�h - -._, -- -- -� 3` r TOWN WHERE THE EXCAVATION WILL BE MADE. THE CONTRACTOR SHALL CALL "DIG , --__ ' - =� /�- �� "-: --- ' ,, _ _ `` � f 23LF 442"RC� , 1 ' CB 53 84 58 - 80 30 - -- /� 7 - r \ /., SAFE" AT 1-888-344-7233. -- _ ' ter` �J �{ ^ -," '� -- =% _�/ r \ ` \�} tip* % y .� \ \� 82 i' CB #554 83.50 - 79.50 /- -'' _ - % 3 % \ 1R�� '-_i -i%, J ! \ C , �a '` \ ^ �, '\ ' ` J�\, l! + E 2 ' 5. ALL UTILITY CONNECTIONS ARE SUBJECT TO THE APPROVAL AND GRANTING OF CB #555 79.50 - 75,7p x / _-- / \ / ' ,'e� r ' - ✓/ - \ / / / - ° PERMITS BY THE CITY OF SALEM. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CB 56 68.05 65.30 � J C l / / J /f r l y_ 1 f l = /. i / a C' _%' J _ OBTAINING ALL PERMITS AND APPROVALS. ALL WORK WITHIN CITY STREETS OR WAYS CO #557 68.65 - 64.70 / = / ' I` ,,/ -' _' '�'</, ,,.we ',,� //__ _ �'..`' �'' y/ J �r `\\ .., �,._ rte_.. ez+ f 1 / SHALL BE PERFORMED TO STANDARDS OF THE CITY OF SALEM DEPARTMENT OF _ i ./� \ T \ " _ 1 J / / - 6 - - �, Po q� PUBLIC WORKS. / �� a ' / � _ i / �/ _�, `` v \ 1 /, %' / a\ v_- - -i 11� `m` j �. CB #558 68 50 / -ss., k, i , _._, � / ` / 65.30 i / i ' ' ._ % 1 a CB #559 71.50 - 65.60 % ,r' \ '\ I ; / /r�� � - - -/ \ �i / n - \ _ �_ 1 I I !`J a, l CB 00 75.00 - 72.50 1 �+ U • _ � V / %v. 6. BEFORE STARTING CONSTRUCTION THE CONTRACTOR SHALL BE SOLELY I1 / - - _ 0- \ \ _ /` / 1 ' -_- -' \ , % m \ IJ/-i /{ - '/, ' �..� /� �eniea`�`.- , , -'/ ---_ l+�" �\ ` '�\ ^1. .._._.� � '�•--^' / _ /'_'* \�J ` \ / l I , I 1 2U' t��:+�'� / RESPONSIBLE FOR ARRANGING AND CARRYING OUT ANY NECESSARY WORK RELATED CB #601 43.25 - 4p•7$ \ \ \ \ 1 \\ ` t ',J � , ` ~ _ \ __ / I j ,1 TO DISCONTINUING UTILITY SERVICES OR ANY WORK THAT FALLS WITHIN THE _ r \ / / / " �" / a(` - -- ` i _ \ \ % "a;a,,. O CB #602 44.60 41.60 -- - \ I - \ % --- � --_ ~ ___ --6 \ \J, 6 JURISDICTION OF A UTILITY COMPANY, SUCH AS ELECTRIC, TELEPHONE, WATER, GAS, 1 / p ` ( I /( ` t \ �, ` / „.°'r-�/ �_ - i - r OR ANY OTHER SERVICE COMPANY THAT WILL BE AFFECTED BY THE WORK �,� ,, v / ( 1 / /�/ 1 �4 , I `- l r _- •-_ ''._ _ .-.1 A V I � + , ` I �r . J I 1 + f Y , +axee*"''' +esus xTn - �_\ -��•V' ,."' - ✓' r' r ,, �� t A 1 1 , w / , PERFORMED UNDER THIS CONTRACT. THE CONTRACTOR SHALL NO ALL ss i • 1 -" , __. _-"` 11-- - / - t v\ i , l /J, ` /- V i I i 1 i 1 , 'I,,.',,' � , I 1 ,mti" •d ' /.- %' a 'a �_ ..� / _-�-.` _,� --.__ i' \ \ IgE J APPROPRIATE AGENCIES, DEPARTMENTS, AND UTILITY COMPANIES IN WRITING NO �� i I t + I ! I � / :~' ._ - - r �\ -- f \ \ I � 1 d �� SOONER THAN 30 DAYS, BUT NO LATER THAN 48 HOURS BEFORE CONSTRUCTION ss f ' 14LF! i2 RCP ; 1p + -- _ - - - /l f I 1 \ \ g a // \ 1 „ _ fir- ` �.`_ \ / /r.. \ \ � 1 p / BEGINS. CONSTRUCTION SHALL NOT INTERRUPT OR INTERFERE WITH U11UlY SERVICES SiRUCTURE RIM INVERT IN INVERT OUT /" • l . ;� ` ` r - , t.. \ I , / r FE {301 ; I }( r- / 1 1 t /\ n \ 1 \ \ J-_'_. _ t THAT WILL REMAIN IN OPERATION. / a _ - �_- ' ' I j t I � 8 � m AD 100 60.30 - 56.30 ( / I V.= v , \ �`:, , } X s, c0 , 1 A \ � ._ A - rte_ "_- _ _ - i ) r V , •, 1 .ass. 1 i 7 v .7u y f r / � . "4, 7. THE CONTRACTOR SHALL COORDINATE THE DESIGN OF GAS, TELEPHONE, AND DMH 200 58.75 55.40 AD 00 55.15 1 ' /�' I ) \ \ '� , "" '( - '' sol / _` ' 1 1 ELECTRIC SERVICES WITH EACH UTILITY COMPANY AND THE MECHANICAL, ELECTRICAL, 55.40 CB 250 ; I / ` � / V �, v I g�. --- �_,q \, J „o` ;� �- , 4i A \• I AND PLUMBING CONSULTANTS. 55.40 (CB 251) 1 t \ \i \, 1 - / I r�� / / I I - 'r-; \ \ \ ,i vV \ \ - � �� g / 1 /r r l ^�� I L 0 r � r i �,y y �, , 55.40 (DMH#201) I 1m ! # \� `` r ° V AV A ,� i / / 41 1 1 ( t V A\\,`\ ,,�I �y V � � // / ✓' //' �� *, ,-- ` r L' f l � ) / � _ .A '\ \ i � yea , 8. THE CONTRACTOR SHALL PERFORM ALL WATER WORK ACCORDING TO THE / / . r \ v \ ,, \, I'll DMH Jy(�q01 59.9 56.00 CBgg252 55.90 I ,0 1_N°' ,A 1 ! , '� �• A � \ 7�- ( '6 ) e{, A ` :� t :r r ,/ / 'r / / :i. I V A , A , , / � jV`�' i /�,d \ ,� fi`i i , ' , t fie', �\ STANDARD SPECIFICATION OF THE SALEM WATER DEPARTMENT. 56.00 (CB#253) V\\ cI /// %/ / . i ; ! ` v� \ % -� 44>1,• $1 �i ( (/ + g � DMH #203 92.0 87.30 (DMH#400) 87.20 I ; ; �// V v \ \ lf \ \ , t / A" - A g>u art11 i =r 9. THE CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE FEDERAL, STATE, AND I t �A,1 i . 1 , t r ! , ; 1 V A \ 1 � � , t e�� A e;&i i . � � ° DMH 210 91.0 83.60 DMH 12 83.50 r \ \ \ 1 t 9 .<� % \, LOCAL LAWS, RULES REGULATIONS AND SAFETY CODES DURING THE CONSTRUCTION ) i I \ \ \ \ ` \ / %/ / 4F 84.0o cB 261 1 1 ',.J�.1 r � v \V " � ' ! � ; neo J ' �r� , OF ALL IMPROVEMENTS. ( ) t � 1 \ \ \ \ 4. 'fit` \\ �\ /i t,s I �3 i ' ( ` sem:»_, ,c \ ` \ \ \ i \ \ \ ( 1a" ,,o \ ,,� l ` I {\ DMH #212 91.25 84.35 (DMH#402) 84.10 l , + 1 ( i ���g.- f , 1 i { C - k, / 1 i ` \ \ 1' \ \ \�\\\ \-- \\ \ _ 11 I— �{ f { ` ! \ 10. THE CONTRACTOR SHALL REFER TO ARCHITECTURAL AND STRUCTURAL DRAWINGS 84.80 (RD) \\i ` i j 1 V/ -, t op \ \ \ \ \� \ \� \ V;" _ - - y , � J� ! + I \ � FOR THE BUILDING LAYOUT. } I �, \ �J \ 1` 1 _ i aI\ � DMH #213 86.80 82.40 (DMH#210) 82.30 „`' 1 I 1\ \ l \ \ \ \ \ \ `, \ \ 1 ` ~ a - - -- i, x11 I I r' r`• !/ r 1 \ \ \ 83.50 (CB#262) 1'i t i�1 ' t4 I \ ��\ , \\ \ \ \y \\\r11 `�\\ \ \ \ \``` \. '4n\� ,- � V ! \ /` ` / J + \.. 11. THE CONTRACTOR SHALL TAKE ADEQUATE PRECAUTIONS TO PROTECT ALL WALKS, 83.50 (CB#263) 4 ,1`' .-W Y ��JY N\ ,_r \\� \ � , \` " \ \ �\\ ,, `\ \�� -t` �`� ,( ;\ �, J` \ 1 ` ! j 1 \ DAtH#2tp STREETS, PAVEMENTS, TREES, AND PLANTINGS, ON OR OFF THE PREMISES. IF � � I, . \ \\ \ \ \ \\ \ \ \ � \ r 82.90 (CB#300) ;K, ! , ; a5 W� \, \ \ \ \ \ \\ \\ �� \, ._ \ \ ,_ " •' \ f / / f \ w�-- DAMAGES OCCUR THE CONTRACTOR SHALL REPAIR REPLACE OR OTHERWISE MAKE i \ \ \ \� ` ` i / / 1 t OCCUR, , / , 1- �n r t\ \ L'S�\ \ \ \+� \ , \\\ 1 \ \`w �` , \ 1:\ \\ \ •� \' � � I\_ / e4. � j) \ / t ref / /_e 1 GOOD FOR THESE DAMAGES AS DIRECTED BY THE ENGINEER OR OWIVIER'S DESIGNATED DMH #400 92.80 88.40 (CB#254) 88.30 �� \1' f - I \\'\ \\ \�� \\ \ \ \ l i \ \ \ \ ', ,�\\ y \ \ - \ - \„- � � � ,./ � I/ � / S + REPRESENTATIVE. 88.40 (CB#255) �1 1 i .1 `\'\ \\ \\ ,\ \,\` \. \ `\ \~ ` \ x'.\� 1\\ \ \ \ \ \.. ( \ / t �;o+ / �, - u , I 1 \ � \ ,\ \\ \,\�\,\ , \ \ \ \ \ 1 / 0 ,t< ( a DMH #401 90.85 86.60 (DMH#203) 86.50 � ';t; 1 , I ;\ \.\\ l\ . \�\ \\J��,\ \� � \\` \\�l \.\\ \ \. \ ,\ \� \ \ ` \ \\ �j 1 j - ,_$, / i �� 12. THE CONTRACTOR SHALL REMOVE ALL STUMPS RUBBISH AND DEBRIS FROM THE 86.90 (CB#256) �1 `i 1 � '• , \ \ \\\ \ \ \\\ \ ^ \!\ \\\`\ \ \ \ 4. ry" +/ \ / ' fi , ! / / / ~ !1 , \ dw ' U - \ \ \ \ \ \ \ \� \ \ \\�``\ \,\\. \ P \ \ \ \ \� \ / \ / / \ \\ `\ � \ \ \ \ \ \ \ \ J J / / r PROJECT SITE. STORAGE OF THESE ITEMS WILL NOT BE PERMITTED ON THE PROJECT DMH #402 90.85 85.25 (DMH#401) 85.00iIi ` \ ` \\ \�\ `. \ \ ` \ \ \ ` \ \ '� / / `, 1 I j / / SITE. THE CONTRACTOR SHALL LEAVE THE SITE IN A SAFE, CLEAN, AND LEVEL 86.40 CB��{{260 i( 4\\ \� \ ` \\ \ \ ti� � "\ \ \ \ \- \ \ \ / r-- ' // / ( # ) t\ t 1 1 `\\\'\ \ \\ \\ \ \ `\ `' .\ \.�\ \ ` ` \ `. \ \ ( \ ( �f l 1 r � / „'' f.ycj r'v^yIy„� ./ CONDITION AT THE COMPLETION OF THE SITE CLEARANCE WORK. 1 tl I 1 \ \ \ \ \ \ �° --'" J - 85.50 (RD) I 1 1 ' , "Co�e \ > / // 1 / " - / - \>`. p�F\''' \` RCP, \ \ \ , ,, \ \ 1 \\ \ \ \ � \, \ \ \! \ --` /rr' ' / / l?�/-frrr_ r, k i - / / DMH 03 83.80 79.80 CB 301 I1 \ ' ' \ \ \ �� I \ \, \\ � V \ \ \ \ \\ i i ( # ) 79.70 �t,fi 1 t \ \ \ \, \ \ \ \ \ \• ' \ - ! , ,. 13. REMOVE AND DISPOSE OF ALL DRAINAGE STRUCTURES AND PIPE AS SHOWN } II,, �\ \ \ \ ', ,. 1 1 \, > \ \ \ \ f "k ,,-�- _ _. SPECIFIED tN THE SPECIFICATIONS. 79.80 (CB#302) } ' / \ \ �t \ \, \ \ `, 1 , � ) t� l ` I ` \� ( 1 \ �, ` / f� j - / DMH #404 78.90 74.90 74.80 . ?�I 11 ! . ,s, \\ \ \`\' �` \ \ A�e�\ {// // i li 'i ! , 1 i\t '\ \ 1 \ \ , 1 `i \ \ \ _ `! '- / r f% /;' 14. THE CONTRACTOR SHALL CONFIRM LOCATION AND DEPTH OF EXISTING SEWER DMH #405 76.50 68.10 (DMH#404) gg,gp I, ;, I , 1 j t 1 r 1 1 ; ' / ` \ ! - ' --- ' J i -i", ' ' „ I / % / ' LINES BEFORE COMMENCING UTILITY INSTALLATION. 67.60 EX.DMH u ;111!,' ES#3,0,Z \I�V� ! I ' f i 1, I 1 / t ? I ! \ \ \ l ` r - � �/ ! J i DMH #406 77.25 65.60 (DMH#405) 65.50 tl ' 500. i / f i i \ v -- �_ f i / i j / 1 15. ALL ELECTRICAL, TELEPHONE, AND FIRE DEPARTMENT CONDUITS ARE TO BE +. 1 �i`1`� I 4 ( i J / I , I \ 1 1 I v A \ A._/ v. / j" , ' / ,2bf -�P DMH #407 72.50 64.90 (DMH#406) 64.80 \j V � �k . ti t itr � ,� / / I ( � � ? � I 1 f + \ `v \ �� v v v \ v A `--t --,.- - - -r' .r1r '''� 'v � � r'� /� / . / ,/ - INSTALLED BY THE ELECTRICAL CONTRACTOR. TRENCHING, BACK FIWNG AND �V , --_,I - I 4 ( / //, , !;, ' , /�� r 5 f y I ., 1 \ 1'� v, \ V A. \, I -.� r f i ✓'' h ,/ �/ '�.V�07 CONCRETE AND STREET REPAIR SHALL BE PERFORMED BY THE GENERAL DMH #501 84.88 79.94 (CB#551) 79,40 �\ �� !;• /�fel f rr ' v / ji / �Q CONTRACTOR. 80.34 (CB#552) !(\`t ( i \ \ \ i �i` \\ , f \ \\\ \ / _ I - ` 'T J III,- / ' CROSS COUNTRY ROADS, ROAD SHOULDERS, DRIVEWAYS CROSS COUNTRY ROADS, ROAD SHOULDERS, AND WALKS CAST IRON FRAME AND GRATE FINISH GRADE 24" SEWER MANHOLE COVER--IDRIVEWAYS, WALKWAYS 1-1/2" WASHED STONE ACCESS MANHOLE 24„ DRAIN MANHOLE COVER FRAME TO BE SET IN FULL (SEE DETAIL) 2� CEMENT MORTAR BED BIT. CONC. FRAME TO BE SET IN FULL MECHANICAL 8"x6" TAPPING SLEEVE 36 PERFORATED CPP7 „ 5 36" PERFORATED CPP LINES A WASHED SURFACE COURSE BED E- MORTAR JOINT-- �� WASHED BIT. CONC. MORTAR (TYP.) r 6" GATE VALVE STONE FINISH GRADE BASE COURSE BIT. CONC. _ . .. . . .. . . .. . . . .. . . . .. . . . . .. . ... . . .. . . .. : . . . . . . . . .. . . .. .. . . .. . . . . . . .. . . . . . ... . . .. . .. FINISH GRADE '•' _ . . . . . . . . . . . . . .. . .. BIT. CONC. _. . . . . . . . . . . . . . . . . . MORTAR (TYP.) PRECAST CONCRETE FLAT ADJUST TO FINISH CEMENT CONCRETE COLLAR 24„ ADJUST TO FINISH SLAB OR DOME SECTION GRADE WITH COURSES •� :•� 8" MAIN A BUTYL ROPE GRADE W/ COURSES OF PRECAST CONCRETE GASKET (TYP.) OPENING = MORTARED BRICK (2 BUTYL ROPE ADJUST TO FINISH OF MORTARED BRICK GRADE W/ COURSES OF 2-COURSES MIN., ; � MH ECCENTRIC CONE COURSES MIN., 4 GASKET (TYP.) » m F + ., SECTION OR FLAT SLAB 0 5 MIN. a MORTARED BRICK (2 4-COURSES MAX. PLAN w COURSES MAX.) a SECTION ® SHALLOW MH T CONCRETE w COURSES MIN., 4 0 PRECAS ON '• a 0 CONC. EASEMENT R _ STEEL REINFORCED � FINISH GRADE PRECAST CONCRETE I RISER SECTION (TYP.) > COURSES MAX.) BUTYL ROPE GASKET RISER SECTION (TYP.) PRECAST CONCRETE FLAT SECTIONS VARY FROM f COPOLYMER .� " 12" O.C. TTP. 00 POLYPROPYLENE (TYP.) . . . . . . . . . . . . . . . . . .. . . .. . . . . . . SECTIONS VARY FROM Q SLAB OR CONCENTRIC 1' TO 4' 1 48" DIAM. �. . ' VALVE BOX COVER PLASTIC STEPS RISER SECTION B 1' TO 4' a CONE SECTION PROVIDE V" � � PRECAST CONCRETE MH > 5 MIN. „ OPENING ( ) TO 5 , 48 INSIDE DIA. REMOVABLE CATCH BASIN BOTTOM MIN. ' ' A FACE OF PIPE FLUSH OR LARGER WHERE HOODS REQUIRED ON ?. MORTAR (TYP.) 4'-0" DIA. BRICK SHELF SHALL BE ADJ. BOX OR NOT PROJECT MORE SHOWN OR REQUIRED ALL CATCH BASINS -,!' MORTAR JOINTS INSIDE SLOPED TOWARD r C THAN 4" FROM FACE OF MANHOLE STEPS IF DEPTH OUTLET OUTSIDE DIA. & OUT AFTER PRECAST CHANNEL. LOWEST SHELF 8"x6" OF PIPE +2 SECTIONS ARE IN PLACE ELEVATION TO BE AT TAPPING PLAN WALL ALONG 0 OF PIPE IS GREATER THAN 10' :• -_ CLEARANCE (TYP.) , LEAST AS HIGH AS SLEEVE MORTAR (TYP.) DRAINPIPE PRECAST CONCRETE z " 12 MIN. COMPACTED BASE SECTION 12 MIN. COMPACTED INVERTS TO BE GRAVITY +; CROWN OF HIGHEST PIPE. GATE VALVE (VARIES) " SEWER FINISH GRADE VARIES OUTSIDE DIA. 0f +. _ SELECT GRAVEL INVERTED ARCH RUBBER BOOT SELECT GRAVEL o NEOPRENE PIPE +2" 12" I En = UNSUITABLE W/RED SEWER 6" CROSS COUNTRY ROADS, DRIVEWAYS AND WALKS CLEARANCE UNSUITABLE MIN. d• BRICK LAID AS » UNSUITABLE LINER MATERIAL TO 6 MIN. MATERIAL TO ,.•.,:: 12" MATERIAL TO 1 '•' •''" '' '• ` `•••'''' BE REMOVED STRETCHERS & PROVIDE »V» .. :ir'" ; ':=:: :;.::•: ;,.: . .::.;,,;•., �,•; MIN. BE REMOVED o ON EDGE 12" BE REMOVED 8" MAIN CONNECTOR (AS_ REQ'D.) OPENING 1 1 6 MIN. AND REPLACED , ,, MIN. AND REPLACED 4 MIN. LOAM ° ° ° ° ° ° ° ° ° °° AND REPLACED ° W/ SELECT � . .� °°°°°°°°°°°°°°°°°° 12 GRAVEL SUBBASE PRECAST CON C. 1 IN (MHD M1.07.0) ° ° ° ° ° ° ° ° PRECAST CONCRETE • �1 W/ SELECT GRAVEL COMPACTED 12" MIN. COMPACTED SELECT °°°°°°°°°°°°°°°°°° (MHD M1.03.1) BASE SECTION GRAVEL COMPACTED IN 6" LAYERS MANHOLE BAS RAVEL (SEE MATERIAL SPECS.) -I1 GRAVEL MECHANICAL JOINT SECTION DEPTH VARIES, ORDINARY BORROW SECTION COMPACTED IN FORMED CONCRETE INVERT IN 6 LAYERS COMPACTED SUBBASE / 6" LAYERS WRAP WITH GEOTEXTILE (MHD M1.01.0) RROW TYPICAL DRAIN MANHOLE DETAIL TYPICAL CATCH BASIN DETAIL TAPPING SLEEVE `VALVE & BOX DETAIL FABRIC WITH 6" OVERLAP 6MHD M 030" GRAVEL OTYPE A TYPICAL SEWER MANHOLE DETAIL ( ) NOT TO SCALE DMH NOT TO SCALE CB NOT TO SCALE SMH NOT TO SCALE TAPSLEEV 6" MIN. DIA. A B C D E R MH FRAME AND COVER CONCRETE COLLAR 20 x 20 GRATE SET FRAME IN FULL 1-1/2" WASHED STONE 12" 4" 2'-0" 4'-0 7 8" 2'-0" 2" 9" - 2 4 t MOTAR BED , �, (MHD M2.01.1) FINISHED GRADE '- " 2 t " 12- 36 DIA. PERFORATED 24" 9.g2-2" 3'-7 1"2" 2'-6" 4'-0" 3 14" ALUMINUM STEPS I PIPE (TYP.) 5.5'-- 5.6' 5.5' 6 MIN. 30 12 4-6 1 -7 3/4- 5-0 -.3-172T5' 12" OC PREFABRICATED RC SECTIONS 36 21 5-3 2-10 3 4 6-0 4 20 42" 21" 5-3 2'-11 6'-6" 4 142-122" / 46 24 6 -0 2-2 7-0 5 22 / SPIGOT BELL TRAP OUTSIDE OF MANHOLE R 64 27 5-5 2-11 7-6 5 t 2 24 NEENAH R-4935-F 4' DIA OPENING IN TO 8E PLASTERED SUITABLE BASE 60 30 5-0 3-3 8-0 6 2a ( ) WITH 1 2" OF CEMENT RC BOX (MIN.) I I NOMINAL OUTSIDE EXISTING UTILITY i OR EQUIVALENT MORTAf� REINFORCED CONC. DIAMETER (D) DIAMETER K S BOX z•. z a y... .. . SECTION A- A 36" 41.70" 38.4" 67.2" ,.•a - CONC. ENCASEMENT EXISTING PIPE : •• MASONARY FILLER :12 • 12" NOT REQUIRED IF AT EACH END --CAULK ALL OUTSIDE UNDERGROUND DETENTION DETENTION CLEAR DISTANCE JOINTS AREA A B Q BETWEEN PIPES IS REMOVE TOP m io ; GREATER THAN 18" 4 DI PIPE HALF OF EXIST. MORTAR BEDDING NOT TO SCALE 1 •',•'.'•:••::• PLAN SELECT GRAVEL BASE PIPE WITH ALL AROUND 33.4' 194.00' 204.95 » ENCASEMENT SUPPORT PIPE ON INVERT OF 12 MIN. UNDER RIP 4" TO 6" INCREASER - ::••••:• '� �' •'.� ."• SEWER PIPE RAP & CONC. SLAB 12"X12" CONCRETE BLOCK : ' ' & 6"MIN. UNDER PIPE 6 DI NIPPLE SECTION # a " ' :•' `.:: C B NOTE: 12" THICK WALLS 5 STIRRUPS 12 OC RC FOOTING WHEN PLACING ( ) a L LENGTH AS NECESSARY 24 ORIFICE ENCASEMENT 12"MIN. DIA. STONE MAX. EXCAVATION N CONCRETE TO BE RIP RAP 1 ��' " r„ LINE II 6 TO 12 INCREASER � �3�� � � b•-� TRENCH BOTTOM PLACED AGAINST ¢ # 1'70"- a UNDISTURBED EARTH TYPICAL EXIST. r PROVIDE ADHIESIVE AND SMOOTH 44 c •L4,000 • " ELEVATION •' OR SHEETING IF THE CONCRETE SURFACE FOR PAVED J °� PSI CONCRETE NOTE: PIPE MUST BE BRACED cVERTICALLY & HORIZONTALLY SHEETING IS TO NOTES• INVERT SHELF a O .; TO PREVENT FLOATATION REMAIN IN PLACE. COMP. SUBGRADE 6" GRAVEL BED d DURING PLACEMENT OF CONC. 1. PREFABRICATED REINFORCED CONCRETE UNITS SHALL BE USED. :GROUND * SECTION END VIEW 2. THEY SHALL BE DESIGNED TO WITHSTAND AASHTO HS-20-44 LOADING. a a 2A 3. SHOP DRAWINGS WILL BE REQUIRED TO BE SUBMITTED FOR APPROVAL. �: . . 2'-0" - .a A CONCRETE ENCASEMENT DETAIL 90' DI ELBOW THE SHOP DRAWINGS SHALL BE STAMPED BY A PROFESSIONAL ENGINEER a LINE AT UTILITY CROSSINGS PRECAST CONCRETE FLARED END SECTION DETAIL OF AREA DRAIN REGISTERED IN MASSACHUSETTS. a a PLAN NOT TO SCALE CONCENC NOT TO SCALE FES NOT TO SCALE AREA-DRN DOGHOUSE SEWER MANHOLE DETAIL a NOT TO SCALE DOGHOUSE 1� CONCRETE PRECAST CONCRETE""" ONCRETE • • LANDSCAPED AREAS ROADS, ROAD SHOULDERS, PARKING RIP RAP I-�'1 AREAS, DRIVEWAYS, WALKWAYS W=MAXIMUM TRENCH WIDTH r-d A DRAIN PIPE PW = MAXIMUM PAVING WIDTH = W + 1'-0" I FINISH GRADE SEE ENERGY DIFFUSER D=OUTSIDE DIAMETER BIT, CONC. PVMT. OR PATCH UNSHEATHED TRENCH: W = D + 2': 3'-0" MIN. c MANHOLE' INSIDE DIA. B M DETAIL 24'-3" 13'-6" _ SEE MATERIAL SPECS.)-SELECTco ( GRAVEL BASE SHEATHED TRENCH: W = D + 2 + SHEATHING WIDTH: + + TT EL=79.0 0 0 0 0 (SEE MAT. 4'-2" MIN. WITHOUT WALERS 1/4" GALV. _j DIAMETER 0 0 0 0 0 5'-0" MIN. WITH WALERS BIT. CONC. PAVEMENT OR STEEL PLATE a (D) D L I 24" RCP Ro Ro o SPECS.) 0 0 0 0 0 » TRENCH BOX OR HYDRAULIC SHORING: W = D + 2' + PATCH SEE TYPICAL A -' o� NOTE: - MYSTIC RIVER 24" ORIFACE I COMPACT IN 12 (WALL SHIELD WIDTH <_ 8") + 1' FOR TRENCH BOX PAVEMENT DETAIL AND -" -� w RIP RAP �• % 12 66 L AM & SEED LAYERS -- x 15" 90" I I \ (SEE MAT. SPECS) MATERIAL SPECS.) INLET PIPE OUTLET PIPE SHALL BE " " 12" CPP 12" RCP (SEE PLAN) tL S, MIN. 75 LB 18 90 SHEETING (IF REQUIRED) �I-SUITABLE 6» PW 6•• / (SEE PLAN) 2T%Z 2"x/g o AND 18" 24" 126" IEL=75.0 FINISH TO BE CUT OFF AND BACKFILL // • . o DIAMETER #3 BARS AT 12" WITH 30" 126" LEFT IN PLACE A MAX. ---- L-74.5 GRA OF 3 FT. BELOW MATERIAL ___ B 1-1/2 CLEAR ��\\� \\�\\�p . FINISH GRADE OR ---DRAIN OR SEWER 1 6 GRAVEL PLACED AND I x\ SECTION A-A �>7 ' 1.5 FT. ABOVE TOP . : • . .. :. . . . • .. PIPE (SEE COMPACTED TO 95% z(•eoLTED WITH ® A HEADWALL (SEE DETAIL) MIN. 150 LB STONE OF PIPE (WHICH � M • MTW' MATERIAL SHEATHING AS REQUIRED IN 8 LAYERS VS.S. BOLTS PLAN HEADWALL DETAIL EVER IS HIGHER) 12:'MIN..• SPECS.) •. & EXP. ANCHORS CUT SHAPE COMPACT IN COMPACTED P.V.C. PIPE (3 PER , ) IN PLATE (TYP.) NOT TO SCALE � � SELECT GRAVEL / " 6" LAYERS 6 + 1 2 DIA. MANHOLE 4 _9 TO 95% MAX. SCREENED GRAVEL WHERE NECESSARY I DENSITY 12»q BnsE f• - ' I 36" CPP UNSUITABLE &"MIPJ. (SEE MAT. SPECS.) CONCRETE SAND O 6"t „ MATERIAL TO BE TO BE PLACED AND 1/2 D HAUNCHING AREA 301 6"m(Typ•) °'•c: : k= - Q ,:; `> 36 CPP REMOVED & MID DIAMETER COMPACTED SEPARATELY w `• ;t'• • ::: REPLACED WITH 12" ;`. ' ';`" `' `•' COMP. 6 BEDDING AREA SELECT GRAVEL. 3 ELEV.= 62.60 OUTLET CONTROL STRUCTURE 2 PLACED IN 6" o LAYERS AND EARTH LEDGE SUBBASE FILTER FABRIC EXCAVATION DEPTH COMP. SUBGRADE ^ 0 NOT TO SCALE WHERE NECESSARY VARIES WITH SOIL 6 MIN. SELECT GRAVEL BASE COMPACTED TO CONDITIONS SECTION A-A (MHD M1.03.1) UNDER RIP RAP 95 % MAX. MTW=MAXIMUM TRENCH WIDTH TO 12 SCREENED GRAVEL DENSITY ABOVE PIPE. MTW=PIPE DIAM.+2FT. MAX. SECTION A-A AND HEADWALL SECTION B-B STANDARD TRENCH DETAIL EXISTING SOIL OUTLET CONTROL STRUCTURE #1 FOR UTILITY PIPE PVC PIPE TRENCH DETAIL NOT TO SCALE ENERGY DIFFUSER DETAIL PLAN NOTE: 6" THICK WALLS J NOT TO SCALE STTRENCH BWSC NOT TO SCALE PVCTR NOT TO SCALE •'r B SHORT PIECE OF CAP OR PLUG PIPE (3'- 0" MIN.) N a. S-9" fV CONCRETE ANCHORAGE a."? B B EL. = 72.00 ° THRUST BLOCK REQUIREMENTS #4 REINF. BARS P e.. WITH TIE BARS. a' • .:• FITTING MIN BEARING AREA "B" x "A" ex < a+' 12" x 6" TS&V 2.5' x 1.6' A. v m 36" CPP 4,000 PSI CONCRETE _ 10" x 8" TS&V 2.5' x 2.2' 8" x 6" TEE 2.5' x 1.6' 9 . 8" 1/8 BEND 1.9' x 1.9' A I'��'I ( EL. = 70.00 6" 1/4 BEND 1.9' x 1.9' 0 B -J ELEVATION - VERTICAL BENDS 6" 1/8 BEND 1.4' x 1.4' PLAN - REDUCER PLAN - PLUG SECTION A-A 6" PLUG 2.0' x 2.0' PLAN - HORIZONTAL BEND A I OUTLET CONTROL STRUCTURE #3 NOT TO SCALE THRUST BLOCKS FOR HORIZONTAL BENDS r _ , o NOTE: ALL CONCRETE TO BE PLACED AND LOWER VERICAL BENDS m �, ' _ AGAINST UNDISTURBED EARTH 12" MAX' A CONCRETE ANCHORAGE W B NOT TO SCALE E SECTION A-A 12" MIN. d SECTION B-B PLAN - TEE M Rev. Description of Revisions Date o LANDSCAPE ARCHITECTS SPECIFICATIONS Date 2/3/00 27 Job Na 24271 GELLER ASSOCIATES � T� � �: 2427CDT ON 69-523-8M EARL R. FLANSBURGH + ASSOCIATES, INC. 77 North Washington Street Scale AS NOTED N STRUCTURAL E�NEER COST ESTIMATOFh Boston, Massachusetts 02t14 ),, Drawn Bjr• CRF/CC LAB t- T3sta ���/"b Telephone 617-367-3970 Checked RFCi/ aa� Ls � Fa�,�e: 69-72S-7873 The Nathaniel Bowditch School N , BROTHERS • Willson Street + MECHAMCAL. EIFCTFCCAL PLUMBING ENGINEERS CML ENGENEER JUDITH NITSCH ENGINEERING, INC. cl'IF, U CIVIL ENGINEERS • LAND SURVEYORS • PLANNERS x !!o ' ONE 617) 3 8 STREET BOSTON, MA 02116 \° ' � C�3 TEL: (617) 338-0063 1 FAX: (617) 338-6472 `0� �:� Salem, Massachusetts CU ' 12" DUMPED RIP RAP (MHD M2.02.3) DRAIN PIPE • B ro n —STORMCEPTOR COVER AND GRATE I A w I NOTES: PLAN VIEW GRADE ADJUSTERS LL RIP RAP SHALL BE STORMCEPTOR DUMPED AND MACHINE STORMCEPTOR COVER AND GRATE TO SUIT FINISHED GRADE , GRADE ADJUSTERS ' • :; ;. GRADED (HAND TO SUIT FINISHED GRADE 47 o GRADE AS NEEDED) "I FLARED END °r PROVIDE 4x4 4/4 WWF ' + SECTION (FES) B CAST INT❑ STRUCTURE ro TO COVER ALL OPENINGS PER DRAHANGS 12' OR GREATER, (MIN. OF 20') I 5" v G K ET SEAL 4,SEI SEAL ; TO SUIT RIP RAP CHECK FINISHED GRADE '•. R r .: ••:• ::.' :. DAM (6't HIGH) OUTLET _. ,.';: : ;` OUTLET AT END OF RIP 112 OR .'. RAP I LARGER ` : s"m VENT i .:<: ::;.; 6 t ,•,: PIPE TO SUR ,' FIBREGLASS INSERT :.: :^• ;ti° t '' 24 FlNISHED GRADE :' COMP. SUBGRADE ,`.v ;,r.e:.;ii 'i w" :a -., . <` r _ 610-M 1247 :• ' FRONT VIEW `'" ` •' ' GRAVEL BORROW '': 6"0 VENT �L'. s" aRIFl PLATE q w; (MHD M1.03.0 TYPE INLET OUTLET B") 6" MIN. UNDER SECTION VIEW FINISHED TO UGRADE FIBREGLASS INSERT SECTION A-A RIP RAP & FES SECTION B-B RIP RAP DETAIL SAFETY GRATE DETAIL '"L�` 8 ORIFlCE PLATE ' OUTLET .,r'.'• �..`. � ♦r.. 24• NOT TO SCALE RIP—RAP NOT TO SCALE SGRATE ?• R t:. ENLARGED OUTLET DETAIL ,' •" ENLARGED OUTLET DETAIL -V...:. . , � it '.• 40RIFICE , RIM TO BE SET IN FULL FINISHED GRADE i° CUT SIDE FILL SIDE BED OF MORTAR r 6" ': OUTLET RR RR 24" 02�' R 72" SEE I D-RAL :'- �. a FILTER FABRIC LOAM AND SEED SELECT GRAVEL BASE COURSE "EXISTING MATERIALSELECT GRAVEL 3000 PSI AIR ENTRAINED (SEE MATERIAL SPECS) B WEIRCONCRETE COLLAR 18" ' < : ,36" CPP MANHOLE% \ EXTENSION PRE MOLDED JOINT FILLER ; :" :: 12\ � /\ VARIES3 ALL AROUND SECTION 12" � SEE PLANS NOTE: EXTENSION CONNECTION TO LATERAL AS PER MANUFACTURER'S RECOMMENDATIONS ; •`' PRIFICE STORMCEPTOR IS PROTECTED BY FRONT ELEVATION ; PLAN PATE OR MORE OF THE FOLLOWING PLATE ONE ENTRAPNEDACONCRETE 3000 Canadian Patent No. 2,009,208 COLLAR Notes Canadian Patent No. 2,137,942 Notes PLAN 36" DRAIN MANHOLE COVER ; ;. -' ° * '?':,;: . 1. Dimensions may vary regionally due to U.S. Patent No. 4,985,148 1. Dimensions may vary regionally due to ° CAST IRON HEAVY DUTY " '" •"' ' '•% " 4 •~' " different manufacturers. U.S. Patent No. 5,498,331 different manufacturers. t2' LEBARON LA 246 COVER ' 2. Access way is offset to allow access U.S. Patent No. 5,725,760 2. Access way is offset to allow access WETLANDS PLANTINGS ALONG BOTTOM 5 2' TO READ DRAIN STORMCEPTOR IS PROTECTED BY to the fibreglass bypass slab and to allow U.S. Patent No. 5,753,115 to the fibreglass bypass slab and to allow SEE LANDSCAPE ARCHITECTS PLANS r ONE OR MORE OF THE FOLLOWING SECTION inspection and maintenance from the surface. inspection and maintenance from the surface. ° PATENTS: Canadian Patent No. 2,009,208 3. Connect pipes with either mortar grout or flexible boots. 3. Connect pipes with either mortar grout or flexible boots. 12" #4 BARS TOP & BOTTOM Canadian Patent No. 2,137,942 4. Flexible boots may not be suitable for all installations. 4. Flexible boots may not be suitable for all installations. ° BAR T U.S. Patent No. 4,985,148 o. 2, 3Contractor shall contact the manufacturer for further information. Contractor shall contact the manufacturer for further information. U.S. Patent No. 5,498,331 5. 24" outlet shall be used for cleanout access to the 5. 24" outlet shall be used for cleanout access to the L� . U.S. Patent No. 5,725,760 treatment chamber. treatment chamber. 5 U.S. Patent No. 5,753,115 6. Safety grates for the 24 outlet shall be provided. 6. Safety grates for the 24 outlet shall be provided. TYPICAL CROSS SECTION THROUGH PLAN DETENTION BASIN ACCESS MANHOLE DETAIL STC 3600 PRECAST CONCRETE STORMCEPTOR STC 1800 PRECAST CONCRETE STORMCEPTOR NOT TO SCALE NOT TO SCALE FIBREGLASS DISC DESIGN — .3600 U.S. GALLON CAPACITY FIBREGLASS DISC DESIGN — 1800 U.S. GALLON CAPACITY CONCRETE COVER ON TOP 15'-0" OF TANK TYP.) 14'-0" MANHOLE FRAME AND " RIP RAP— COVER SEE DETAIL (TYP. FOR ' TWO) 6'-0" HEADWALL 2'-0" 1'-0" VARIES (SEE PLAN) 1'-0" 2'-0" HYDRANT, , — 7'-0" COVER TO READ "WATER" SET COVER AT FIN. GRADE TWO (2) PIECEao PLAN ° 3 , S RIP RAP �� 2,•� 6" .L� O� VALVE BOX I "� FIN. GRADE <Op 1 6" MECH. JOINT GATE ° ORDINARY BORRO Z HYDRANT DRAIN WATERTIGHT COVERS 4" PVC VENT F VALVE & BOX //���/ /��%j //. 24" DIA. ° RING ADJUST GRADE FINISH WITH SEWER BRICK RIP RAP (MHD GATE VALVE o 3/4-CRUSHED GRADE NOTE: 12" M2.02.3) 1 STONE TO AT » 5 • SEE DETAIL COMPATIBLE WITH in 6" DIA 8 RIP RAP ENTIRE WIDTH OF SPILLWAY VALVE ANCHOR TEE ;, LEAST 6"ABOVE INLET 4- . TO TOE OF SLOPE HYD.DRAIN PCC-40 1 —0 • 3" " ' ••••' CONC.THRUST DROP • :•: BLOCK / _6" „ 6'-6" 5-4"HOLES 6 DIA. ,. �_ OUTLET 6'— » 4" LI I „ QUID PIT 2 —6 " � . ; �•': '.i.%,::;': a'.. DIA. 12 BUTYL 5' — g' 6 —9 6 D.I. x3' DEEP BELOW MIN. . GALV. STEEL 7'-9 TYPICAL CROSS SECTION STRAPS D.I. WATER MAIN WITH HYD. DRAIN 12' SEDIMENT FOREBAY VALVE ANCHOR TEE PLACE HYD. ON SPILLWAY DETAIL PLACE CONCRETE AGAINST CONC. BLOCK 3/4" CRUSHED STONE » UNDISTURBED EARTH OR ELEVATION NOT TO SCALE NOT TO SCALE SPILLWAY SHEETING IF SHEETING IS TO REMAIN IN PLACE. GREASE TRAP (3500 GALLONS (SEE ANCHORAGE DETAIL) NOT TO SCALE SPECIFICATIONS NOTE: ALL JOINTS ON HYDRANT BRANCH TO BE RESTRAINED JOINTS ROTONDO ST 6X14 — 35 WITH BAFFLE OR APPROVED EQUAL CONCETE MINIMUM DAY FIRE HYDRANT DETAIL STEERREINFOR REINFORCEMENT — ASTM A-615 GR.I 0,2A-1185SOR A-497, NOT TO SCALE HYD 1" MIN. COVER DESIGN LOADING — AASHTO HS20-44 EARTH COVER — 0 TO 5 FEET WATER TABLE — 3 1/2 FEET BELOW FINISHED GRADE CONSTRUCTION JOINT — SEALED WITH 1" DIA. BUTYL RUBBER OR EQUI VILEN T GREASE Ld >_ d ('7 j Rev. Description of Revisions Date o LANDSCAPE ARCHRECT: SPECIRCAMNS Date 2 300 Job Na 2427.1 GELLER ASSOCIATES MODEM m 617-523-8103 EARL R. FLANSBURGH ♦ ASSOCIATES, INDETAIL SHE " T F% Na 2427CDT 2 °` 77 North Washington Street Scale As NOTED CId STRUCTURAL ENGINEER COST ESTUAT01 Drawn By: CRF/CC Boston, Massachusetts 02114 /� alp Telephones 617-367-3970 a� LI ��� Facftla 6V-729-7873 The Nathaniel Bowditch School BROiIIERS C�4 +' MECHANICAL ELECTITCAL PLUNTING ENONEERS CML ENGRIEER JUDITH NITSCH ENGINEERING, INC. 3 CIVIL Z Willson Street U CIVIL ENGINEERS • LAND SURVEYORS • PLANNERS p No.35056 � ONE APPLETON STREET BOSTON, MA 02116 �� a/ FCU E CU TEL: (617) 338-0063 • FAX: (617) 338-6472 �f110 L y Salem, Massachusetts � I