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8386_SITE PLAN - GOLD STREET - SUFFIELD ST. PARTNERSHIP 83�L 'Plan G�CL s� P� Town of g aw.am 36 Main Street Agawam, Massachusetts 01001-1837 y AxE u Mpy`1 Tel. 413-786-0400 Fax 413-786-9927 October 25, 2005 <s' � r � J Ken Vincunas s` Suffield Street Partnership, LLC �= 630 Silver Street P.O. Box 528 Cn r� Agawam, MA 01001-0528 Dear Mr. Vincunas: At its duly called meeting held on October 20, 2005,the Agawam Planning Board voted to approve -the Site Plan entitled: "New Building For: Development Associates - Gold Street, Agawam, MA" prepared by The O'Leary Company and dated July 13, 2005 with the condition that the comments raised by the Engineering Department dated October 19, 2005 (attached) and the comments raised by the Fire Inspector dated August 31, 2005 (attached)be addressed. Please submit three (3) copies of the final revised to the Planning Board for its signatures. If you have any questions, please contact the Planning Office at 786-0400, extension 283. Sincerely, list, ----- Dennis Hopkins, Chairman Agawam Planning Board cc: Clerk O'Leary Company, Inc. Engineering Building File pF A�,�� TOWN oifOAGA-WAMD y MEMORANDUM' �gRTE4 M To: Planning Board a � CC: John Stone--DPW Supt.,Robert St.Martin—The O'Leary Co., File From: Engineering O C T 1. 9 2005 � T, �IY4 Date: October 19,2005 �. -.,,,,•, ,,, ,� BOARD L i'v t 1 Subject: SP 469—Site Plan—Development Assoc.,Gold St. Per your request dated August 26, 2005 the site plan entitled "Proposed Building for Development Associates—Gold St.,Agawam, Massachusetts"has been reviewed and the following comments were generated: PREVIOUS COMMENTS:Additional Comments in Italics 1. The proposed sanitary connection is tied into an existing manhole within the former Win St. layout. The 6" sewer service ties into the existing 8" sewer main. This entire line will be considered a private service connection. It is-highly recommended that the applicant's engineer review the design flows anticipated from the proposed building. Low flows through an oversized line can cause solids to settle out and cause future blockages. Slip lining the existing 8" line with a smaller diameter sewer service should be considered. 2. Engineering recommends that the on-site stonnwater/roof drainage system have straight runs between structures, this is to allow for ease of maintenance and also to minimize clogging. At a minimum it is ------------recommended that-clean-outs-be-installed at-the-bends-in-the-system-Engineering recommends"thdt-a" DMH be installed in the drainage main from the slot drain and roof leaders at the bend near the northeastern corner of the building. 3. Please submit an,as built plan showing the proper abandonment of the existing structures not utilized from "Win Street" for the project. When decommissioning the structures from Win Street, puncture the structure's bottoms to allow for drainage. The EX DMH-6 please brick-up the outlet and also the inlet leading into EX DMH-2 from F.XDMH-6. 4. Please show on the appropriate sheet new bit. berm on Gold Street at the former intersection with "Win Street". The curbing on Gold Street is bit berm, except for the curb cut into Suffield Street and the curb cut for Win Street. 5. Please include detail for the Handicapped Spaces (Van and Standard). The only detail for the handicapped spaces shown on the plan is for the van-space;please add a note to the access aisle that it will be 5'wide for standard spaces. 6. Please pressure and bacteria test the water main before bringing it into service. Please add this comment as a note in the plans (See Enclosure). 7. It is recommended that both Field-Lok Gaskets and concrete thrust blocks be used at the water main tee. Please propose a thrust block design. Field-Lok Gaskets are to be installed per DPW construction standard at all restrained locations. 8. The proposed slope • wn on the plan for the northwestern co of the site is approximately 1:2; the I maximum slope all1W with out reinforcement is 1:3. SlopeMth proposed grades greater than 1:3 must be designed by a Geotechnical Engineer. The applicant will provide a design by a Geotechnical Engineer when the remainder of the site design is finalized. NEW COMMENTS: 9. On sheet L102 and L103 in reference to underground utilities inspection note "... the contractor/owner shall contact the Town of Agawafn's Engineering Division..." should include the phrase, "with at least 24 hours notice before such activities are undertaken." 10. It is recommended that guardrails and wheel stops be installed along the edge of the proposed detention pond abutting the parking lot. The Engineering Division reserves 4 right to continent further on these and comments and to generate additional ones when new information submi tt d. If you have any qu Lions, p ea e d n t hesitate to contact this division. G.Decker, E.I.T. ivil Engineer I S:\5PW69 GOLD SrMEMO 04.DOC Enclosure(1): Town of Agawam:Water Main Pressure Test&Disinfection Procedures 1 TOWN OF AGAWAM WATER MAIN PRESSURE TEST & DISINFECTION PROCEDURES Revised May b,2004 Pressure Test 1. After completion of the pipeline installation, including backfill, but prior to final connection to the existing system, conduct concurrent hydrostatic pressure and leakage tests in accordance with AWWA C600 in the presence of the Town Engineering Division. 2. Provide all equipment required to perform the leakage and hydrostatic pressure tests. A minimum of two pressure gauges shall be used to monitor each test. 3. The test pressure shall be not less than 150 psi or one and one half times static pressure, whichever is greater. 4. The hydrostatic test shall be at least a two-hour duration. 5. No pipeline installation will be approved if the pressure varies by more than 5 psi, once the pressure has initially stabilized,during the duration of the hydrostatic pressure test. 6. Completely expel air from the section of piping being tested before applying the test pressure. Slowly bring the piping to the test pressure and allow the system to stabilize prior to conducting the leakage test. The system shall be pressurized using clean water drawn from a clean vessel. Valves shall not be operated in either the opening or closing direction at differential pressures above the rated pressure. 7. All exposed piping, fittings, valves, hydrants, and joints shall be examined carefully during the hydrostatic pressure test. Any damage or defective pipe, fittings, valves, hydrants, or joints that are discovered following the pressure test shall be repaired or replaced with sound material and test shall be repeated to the satisfaction of the Engineer. 8. All valves of hydrants within the test section shall be included as part of the pressure test. 9. No pipeline installation will be approved if the leakage is greater than that determined by the following formula: L = N V 3700 L = the allowable leakage, in gallons per hour N — the number of joints D = the nominal diameter of the pipe, in inches p = the average test pressure during the leakage test, in pounds per square inch (gauge) 10. If leakage exceeds the rate as determined above, locate the source and make repairs as necessary to the satisfaction of the Engineer and re-test. 11. Notice of test shall be made in writing to the Town Engineer at least five days prior to the date of test. Disinfection Requi a is I.- The Contractor shall furnish all equipment and materials necessary to do the work of disinfection, and shall perform the work in accordance with procedure outlined in the Iatest edition of AWWA C651 except as otherwise specified herein. 2. Liquid chlorine shall be injected into the piping system using the continuous feed method. after the pipe has passed the pressure test. Chlorine Quick-tabs may be used only when prior written approval is granted by the Town Engineer. 3. At all times during the chlorination process, the contractor_shall maintain a positive flow of water away from the Town's existing drinking water system. The contractor must prevent the back-up of highly chlorinated water into the existing drinking water system. 4. The Contractor shall contact the Agawam DPW Engineering Division 24 hours in advance of introduction of liquid chlorine into new or existing water structures as required. DPW Inspectors shall draw samples at the time of chlorine dosage at all appropriate locations,and test water samples, preceding the chlorine dosage period described in' item 4. 5. The dosage shall be such so as to produce a chlorine concentration of no less than 25 mg/l for a contact period of not less than 24 hours, 48 hour minimum preferred. 6. The Contractor shall contact the Agawam DPW Engineering Division 24 hours in advance of flushing operations. DPW Inspectors shall draw samples at all appropriate locations and test water samples for chlorine residual_as.described in item 6. 7. After treatment, the pipeline shall be flushed with clean water until the residual chlorine content does not exceed 0.1 mg/l, or typical background chlorine residual concentration adjacent to the test location in the currently active water distribution system. S. During the disinfection period, care shall be exercised to prevent contamination of water in existing mains. 9. The Contractor shall dispose of the water used in disinfecting and flushing in an acceptable manner. Dispose of the chlorinated water in conformance with all Federal, State and Municipal laws, ordinances, rules, and regulations. If there is any possibility that the chlorinated discharge will cause damage to the environment, then a neutralizing chemical shall be applied to the chlorinated water to neutralize thoroughly the chlorine residual remaining in the water. 10. Any temporary connections required for disinfection shall be installed and subsequently properly abandoned at the Contractor's expense. The locations of temporary connections and sampling locations shall be such that the new pipe may be isolated, chlorinated, flushed, and adequately sampled. 11. After final flushing and before the pipeline is connected to the existing system, or placed in service,the Contractor shall contact the Town of Agawam Engineering Division to draw a sample for bacteriological testing at an approved independent testing laboratory. The laboratory must certify that the water meets the requirements for drinking water (zero colifonn) before the pipeline is put into use. Fa AGA W M FIRE DEPAR ENT Q �FNr 809TYlAINSTREET • AGAWAM, MAi O1 TELEPHONE (413) 786-0657 FAX,(413) 786-1241 David A. Pisano Chief of Department Stephen M. Martin Deputy Chief FIRES Michael & Mercadante Fire Inspector 8/31/05 RE: SITE PLAN [GOLD_ST.] for SUFFIELD ST. PARTNERSHIP DEAR BOARD MEMBERS: As per. 780, 527, and 521.C.M.R.s and 148 M.G.L. and N.F.P.A. 13 and 72 this building shall be sprinkled, and alarmed. Please note that the hydrant must be located with in (100)ft. of the fire department connection, and all alarm wiring must be MC or in CONDUIT where it is not otherwise protected. The fire department connection must be visible from the street, and located on the South'East (front) corner per. 780 CNIR 915 /916, [See site plan pg-. L 1011:-Also be - advised that a paved surface joining all exits located-at the perimeter of this building must be provided. This access way must comply with all aspects of 527 CMR 25.05, 521 CMR 20.0, and 780 CMR 1007.0: Along with this paved access way this office is requiring a Fire Lane on the South side of the building [per 527 CMR 10.03 (10) (a,b,c).] Complete Narratives, Drawings, and Calculations, shall be submitted along with a copy of the sprinkler installers license before work is to begin. Fire Insp. M.Mercadante RECEIVED • AUG 8 1 2005 PLANNING SAD 'TWs(Reporl)is a trae and aeaaate acoa mting of menu mid&ulirip which wen encotmte ed on the day or days mentioned in the report'itis(Report)may be copied but 14O7_ALTRRRD_ IN ANY WAY OR BY ANY OMISSIONS.per,M.G.L.Part IV.T*1,ChapW 269.sm.6 A-'Whoew.being an officer or&*&Yet of the C—O trrolrh or qrmgpadrhd mbdlrfsim Thereof,in the course afhta g87deidutlar ereeutq f!leswpubflshes anyfalre wrtllm nyorr,minutes wstaremmt,kw�wn&the lame to befarm in a maeertd mmmer,SHALL BE PQNISIMD by o fins of not man than(51W DOLLARS end ar IMPRISONMENT Aar not nmre than ONE YEAR • i F � TOWN OF AGAWAM 93 MEMORANDUM M To: Planning Board CC: John Stone—DPW Supt.,Nick Urbinati—Building Commissioner,Robert St.Martin—The O'Leary Co., File From: Engineering Date: October 19,2005 Subject: SP 469--Site Plan—Development Assoc.,Gold St. Per your request dated August 26, 2005 the site plan entitled"Proposed Building for Development Associates—Gold St., Agawam, Massachusetts", all previous comments have been resolved with exception of. The proposed slope shown on the plan for the northwestern corner of the site is approximately 1:2; the maximum slope allowed with out reinforcement is 1:3. Slopes with proposed grades greater than 1:3 must be designed by a Geotechnical Engineer. — The applicant has indicated that a design by a Geotechnical Engineer will be provided. Engineering recommends that the building permit for this site not be issued until this design is complete, because it may impact the layout/design of the building. If you have any questions, please do not hesitate to contact this division. n G. Decker, E.I.T. Georga a J. Hofan,`P. . Civil Engineer I Town ngineer SASM469 GOLD STWEMO 05.DOC VION 10\111� p,�D FAG TOWN OF AGAWAM 9At MEMORANDUM y - RRTE4 MPy\ To: Planning Board CC: John Stone--DPW Supt., Robert St. Martin—The O'Leary Co., File From: Engineering Date: October 6, 2005 Subject: SP 469— Site Plan—Development Assoc., Gold St. Per your request dated August 26, 2005 the site plan entitled "Proposed Building for Development Associates — Gold St., Agawam, Massachusetts" has been reviewed and the following comments were generated: Engineering has been unable to complete the review of the revised site plan; the site plan should not be approved until the completed comments are submitted and addressed. If you have any questions, please do not hesitate to contact this division. L M-7 ohn G. Decker, E.I.T. Borg J. Hoym ,P.E. Civil Engineer I Town E J. RECEIVED OCT U6Z005 SASPWb9 GOLD S-DMEMO03.DOC PLANNING BOARD ! • Fay TPPF_ OWN OF AGAWAM ° y MEMORANDUM moo RATED M To: Planning Board '-.. "I"I VE D CC: John Stone—DPW Supt.,Robert St. Martin--The O'Leary Co.,File From: Engineering 0 r r 1 9 2005 %► Date: October 19,2005 PL BOARD Per 411f�� r Subject: SP 469—Site Plan—Development Assoc.,Gold St. Per your request dated August 26, 2005 the site plan entitled "Proposed Building for Development Associates—Gold St.,Agawam, Massachusetts"has been reviewed and the following comments were generated: PREVIOUS COMMENTS:Additional Comments in Italics 1. The proposed sanitary connection is tied into an existing manhole within the former Win St. layout. The 6" sewer service ties into the existing 8" sewer main. This entire line will be considered a private service connection. It is highly recommended that the applicant's engineer review the design flows anticipated from the proposed building. Low flows through an oversized line can cause solids to settle out and cause future blockages. Slip lining the existing 8" line with a smaller diameter sewer service should be considered. 2. Engineering recommends that the on-site stormwater/roof drainage system have straight runs between structures, this is to allow for ease of maintenance and also to minimize clogging. At a minimum it is recommended that clean-outs be installed at the bends in the system. Engineering recommends that a DMH be installed in the drainage main from the slot drain and roof leaders at the bend near the northeastern corner of the building. 3. Please submit an as built plan showing the proper abandonment of the existing structures not utilized from "Win Street" for the project. When decommissioning the structures from Win Street, puncture the structure's bottoms to allow for drainage. The EX DMH-6 please brick-up the outlet and also the inlet leading into EXDMH-2 from EXDMH-6. 4. Please show on the appropriate sheet new bit. berm on Gold Street at the former intersection with "Win Street". The curbing on Gold Street is bit berm, except for the curb cut into Suffield Street and the curb cut for Win Street. 5. Please include detail for the Handicapped Spaces (Van and Standard). The only detail for the handicapped spaces shown on the plan is for the van space;please add a note to the access aisle that it will be S'wide for standard spaces. 6. Please pressure and bacteria test the water main before bringing it into service. Please add this comment as a note in the plans (See Enclosure). 7. It is recommended that both Field-Lok Gaskets and concrete thrust blocks be used at the water main tee. Please propose a thrust block design. Field-Lok Gaskets are to be installed per DPW construction standard at all restrained locations. PPPPP 8. The proposed slope sw on the plan for the northwestern cornoof the site is approximately 1:2; the maximum slope allowed with out reinforcement is 1:3. Slopes with proposed grades greater than 1:3 must be designed by a Geotechnical Engineer. The applicant will provide a design by a Geotechnical Engineer when the remainder of the site design is f nalized. NEW COMMENTS: 9. On sheet L102 and L103 in reference to underground utilities inspection note "... the contractor/owner shall contact the Town of Agawam's Engineering Division..." should include the phrase, "with at least 24 hours notice before such activities are undertaken." 10. It is recommended that guardrails and wheel stops be installed along the edge of the proposed detention pond abutting the parking lot. The Engineering Division reserves he right to comment further on these and comments and to generate additional ones when new information ' submi ed. If you have any qu tions, ea e d not hesitate to contact this division. G. Decker, E.I.T. ivil Engineer I SASPW69 GOLD STIMEM004.DOC Enclosure(1): Town of Agawam:Water Main Pressure Test&Disinfection Procedures PPPPP" TOWN OF AGAWAM WATER MAIN PRESSURE TEST & DISINFECTION PROCEDURES Revised May 6,2004 Pressure Test 1. After completion of the pipeline installation, including backfill, but prior to final connection to the existing system, conduct concurrent hydrostatic pressure and leakage tests in accordance with AW WA C600 in the presence of the Town Engineering Division. 2. Provide all equipment required to perform the leakage and hydrostatic pressure tests. A minimum of two pressure gauges shall be used to monitor each test. 3. The test pressure shall be not less than 150 psi or one and one half times static pressure, whichever is greater. 4. The hydrostatic test shall be at least a two-hour duration. 5. No pipeline installation will be approved if the pressure varies by more than 5 psi, once the pressure has initially stabilized, during the duration of the hydrostatic pressure test. 6. Completely expel air from the section of piping being tested before applying the test pressure. Slowly bring the piping to the test pressure and allow the system to stabilize prior to conducting the leakage test. The system shall be pressurized using clean water drawn from a clean vessel. Valves shall not be operated in either the opening or closing direction at differential pressures above the rated pressure. 7. All exposed piping, fittings, valves, hydrants, and joints shall be examined carefully during the hydrostatic pressure test. Any damage or defective pipe, fittings, valves, hydrants, or joints that are discovered following the pressure test shall be repaired or replaced with sound material and test shall be repeated to the satisfaction of the Engineer. 8. All valves of hydrants within the test section shall be included as part of the pressure test. 9. No pipeline installation will be approved if the leakage is greater than that detenmined by the following formula: L = ND P 3700 L = the allowable leakage, in gallons per hour N — the number of joints D = the nominal diameter of the pipe, in inches p W the average test pressure during the leakage test, in pounds per square inch (gauge) 10. If leakage exceeds the rate as determined above, locate the source and make repairs as necessary to the satisfaction of the Engineer and re-test. 11. Notice of test shall be made in writing to the Town Engineer at least five days prior to the date of test. pppp.ppp Disinfection Requirements 1. The Contractor shall furnish all equipment and materials necessary to do the work of disinfection, and shall perform the work in accordance with procedure outlined in the latest edition of AWWA C651 except as otherwise specified herein. 2. Liquid chlorine shall be injected into the piping system using the continuous feed method after the pipe has passed the pressure test. Chlorine Quick-tabs may be used only when prior written approval is granted by the Town Engineer. 3. At all times during the chlorination process, the contractor shall maintain a positive flow of water away from the Town's existing drinking water system. The contractor must prevent the back-up of highly chlorinated water into the existing drinking water system. 4. The Contractor shall contact the Agawam DPW Engineering Division 24 hours in advance of introduction of liquid chlorine into new or existing water structures as required. DPW Inspectors shall draw samples at the time of chlorine dosage at all appropriate locations and test water samples, preceding the chlorine dosage period described in item 4. 5. The dosage shall be such so as to produce a chlorine concentration of no less than 25 mg/l for a contact period of not Iess than 24 hours, 48 hour minimum preferred. 6. The Contractor shall contact the Agawam DPW Engineering Division 24 hours in advance of flushing operations. DPW Inspectors shall draw samples at all appropriate locations and test water samples for chlorine residual as described in item 6. 7. After treatment, the pipeline shall be flushed with clean water until the residual chlorine content does not exceed 0.1 mg/l, or typical background chlorine residual concentration adjacent to the test location in the currently active water distribution system. 8. During the disinfection period, care shall be exercised to prevent contamination of water in existing mains. 9. The Contractor shall dispose of the water used in disinfecting and flushing in an acceptable manner. Dispose of the chlorinated water in conformance with all Federal, State and Municipal laws, ordinances, rules, and regulations. If there is any possibility that the chlorinated discharge will cause damage to the environment, then a neutralizing chemical shall be applied to the chlorinated water to neutralize thoroughly the chlorine residual remaining in the water. 10. Any temporary connections required for disinfection shall be installed and subsequently properly abandoned at the Contractor's expense. The locations of temporary connections and sampling locations shall be such that the new pipe may be isolated, chlorinated, flushed, and adequately sampled. 11. After final flushing and before the pipeline is connected to the existing system, or placed in service, the Contractor shall contact the Town of Agawam Engineering Division to draw a sample for bacteriological testing at an approved independent testing laboratory. The laboratory must certify that the water meets the requirements for drinking water (zero coliforrn) before the pipeline is put into use. 10/06/2005 16:29 413-527-2499 THE OLEARY CO PAGE 01 P.O, SW 377 376 Collage Highway Southampton.MA TH p (413)a27-1360 FAX(413)527-2499 0 LAY (�C) P -Y Fax Tm Agawam Planning Board From Bryan Mcholas Fma 413 786-9977 phom Untm October 6, 2005 Rm Suffield Street Partnership(Gold SQ CCr ®Urgsret © For Review ❑Flores Cam nreert - ❑Pkame Reply ❑Pieces Recyde I have been Irlforrnod that the Town Engineering Dept. has not yet carnpleted Its review of site plans for the above referenced project. In fight of the fad that your Board has a very full agenda for this evening's meeting and that the Engineers review is vital to your derision on the project. I respactk4 request on behalf of Suffield Street Partnership, as its agent,that the hearing be continued to October 20,2005. j Nicholas, Dimdor MWa:rrkeiin9 t • FA FT OWN OF AGAWAM 9� n MEMORANDUM R,q�p M To: Planning Board CC: John Stone—DPW Supt., Robert St. Martin—TRECE IVE D From: Engineering SEP Z 3 2005 Date: September 9, 2005 Subject: SP 469—Site Plan—Development Assoc., GoPLANNING BOARD., Per your request dated August 26, 2005 the site plan entitled "Proposed Building for Development Associates — Gold St., Agawam, Massachusetts" has been reviewed and the following comments were generated: 1. The proposed sanitary connection is tied into an existing manhole within the former Win St. layout. The 6" sewer service ties into the existing 8" sewer main. This entire line will be considered a private service connection. It is highly recommended that the applicant's engineer review the design flows anticipated from the proposed building. Low flows through an oversized line can cause solids to settle out and cause future blockages. Slip lining the existing 8" line with a smaller diameter sewer service should be considered. 2. The proposed water service is shown re-using the existing 12" water main within the former Win St. layout. A 6" fire service and 2 1/2" domestic service are proposed off the 12" main. As with the sewer, the 12" water line would be considered a private service for the site. The proposed building location is approximately 8' from this large diameter main. Construction of the building foundation would involve disturbing soils which provide thrust protection. If the 12" main was disturbed during construction, or if it blew out afterwards, the foundation of this building would be in jeopardy. If you choose to leave the 12" main this close to the proposed building, the owner must submit a sign off letter to the Town that the Town would not be responsible during construction or in the future if the foundation is damaged due to problems with the water main. Also, after the building is complete, the water main should be pressure and disinfection tested before the line is opened to the public system. This main requires thrust blocking along the bend during construction of the building. 3. Another issue with the re-use of the 12" water main is water quality for the building. If the configuration shown on the plan is used for the domestic service, the Town anticipates taste complaints from the building occupants. The Town would bill the owner for the water needed for periodic flushing of the line. You may want to consider tapping the 2 %" domestic line off the water main in Gold St. 4. On the Erosion Control Barrier detail, please show the embedment depth at 6", not 4". 5. A concrete collar Old be used with the valve boxes locafin paved areas, installed per town specifications. 6. In reference to the catch basin detail, please include hoods on the outlets and also it may be appropriate to install deep sump catch basins, allowing for increased TSS removal. 7. Engineering recommends that the on-site stormwater/roof drainage system have straight runs between structures, this is to allow for ease of maintenance and also to minimize clogging. At a minimum it is recommended that clean-outs be installed at the bends in the system. 8. Please install and use a temporary construction entrance per spec to be provided. 9. 2 and 10 year stormwater runoff detention is required for this site as per DEP regulations. 100 yr runoff detention requirement is satisfied by the current system. I0. Please submit an as built plan showing the proper abandonment of the existing structures not utilized from "Win Street" for the project. 11. Please show on the appropriate sheet new bit. berm on Gold Street at the former intersection with "Win Street". 12. Please include detail for the Handicapped Spaces (Van and Standard). 13. Please place a limit of work line on the plan. 14. Please pressure and bacteria test the water main before bringing it into service. 15. Please show Field-Lok Gaskets symbols in the hydrant detail. 16. It is recommended that both Field-Lok Gaskets and concrete thrust blocks be used at the water main tee. Please propose a thrust block design. 17. The detail showing,the typical wheelchair ramp should be modified to include side flares with a maximum slope of 1:12, the side flares can be grass. 18. The proposed slope shown on the plan for the northwestern corner of the site is approximately 1:2; the maximum slope allowed with out reinforcement is 1:3. Slopes with proposed grades greater than 1:3 must be designed by a Geotechnical Engineer. The Engineering Division reserves the right to comment further on these and comments and to generate additional ones when new information is submitted. If you hav questio s, ease do not hesitate to contact this division. G. Decker, E.I.T. Geor nne J. oyman, P.E. ivil Engineer I To n Engineer S:WWY9 GOLD S WEMO02.DOC Pr 0 . • MEMO To: Planning board From: Sgt. R. NILES, Safety Officer Subject: Site Plan - Gold Street - Suffield Street Partnership Date: 09/12/2005 For the purpose of measurements, the fire hydrant on the north side of Gold Street, 721.8' west of Suffield Street was used as a point of reference. Roadway: - the rate of motor vehicle traffic flow is light. - at the point of reference, Gold Street is two (2) lanes; one (1) east, & one (1) west. - total width of Gold Street is 35.5'. - roadway surface is paved asphalt. - there are little to no defects in the road surface. Visibility: - eastward; excess of 300+' -westward; excess of 300+' Lighting: - closest street light is on WMECo pole # 517 over 1 located 48.4' southwest of point of Reference. Traffic Controls: - none present Sidewalks: - none present School Zone: - Clark Elementary School is 1.2 miles away. RECEIVED - Perry Lane Pre-School is 1.3 miles away. Playgrounds: S c P 1 3 2005 - see school zones for details. PLANNING BOARD Parking: - appears to be in compliance Speed Limit: , -not posted=thickly settled= 30 mph. Road Markings: - no markings. Traffic Unit Impact Estimates: - none provided. Other: -business area. - lack of sidewalks is a concern. Respectfully Submitted S; Richard N1LES Safety Officer, Agawam Police Department 09/13/2005 10:03 413-527-2499 THE OLEARY CO PAGE 01 The O'Leary Company Constructing Butler Buildings Since 1955 .0 F" TCe Pam FAX Number.413-7$8-9927 Frw c Randy Conklin Nurr Wr of papas lnduding Dover shett:l Daft 9/13/2W5 Rae Gold sheet Project Pam, this FAX wtp confirm our phone commrsatlon this moming in which I requested that our Gold Street prajed be removed from your planning board agenda for September 15, 2005 and to be placed on your agenda for your October a meeting. I will look for your cofirmalion FAX for your October t3ei meeting agenda. Thanks for your asltance,look forward to seeing you on October 6ei. Randy Conktin Director of Business Development a Page t 0 0 AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVIEW REVIEWER: D. Dachos DATE: September 9, 2005 DATE RECEIVED: August 26, 2005 DISTRIBUTION DATE: August 26, 2005 PLANNING BOARD MEETING DATE: September 15, 2005 APPLICANT INFORMATION 1. Name of Business: Suffield Street Partnership, LLC Address: 630 Silver Street, P.O. Box 528, Agawam, MA 2. Owner: Same Address: Telephone: 789-3720 Fax: 786-2450 3. Engineer: Robert St. Martin, The O'Leary Company Address: P.O. Box 377, Southampton, MA 01073 Telephone: 527-1360 Fax: 527-2499 PLAN REVIEW Scale: 1" = 30' Date: July 13, 2005 Title Block (Street Address, Applicant's Name, Address, Scale, Name of Preparer of Plan): Street address must be provided. Description of Project: Proposed construction of a 20,000 sq. ft. light industrial building for multiple tenants. Site Plan Review Page 2 Description of Site: Site was formerly the location of Win Street. The site consists of 6.172 acres. One third is wetlands and the westerly side of the property steeply rises. A Notice of Intent has been filed with the Conservation Commission. Provision for Traffic Flow: A 25' driveway is provided to Gold Street. Parking: Fifty-seven parking spaces are provided (three handicapped). Agawam's parking guidelines recommends one parking space for every 1.5 employees on a major shift. Without knowing the tenants of the building a parking analysis can not be conducted. Drainage: See Engineering comments. Public Utilities: See Engineering comments. Landscaping/Screening and Buffers: The following landscape note must be placed on the plan: "All plantings must be maintained and that portion of the public way abutting the parcel and including the treebelt shall be maintained in a safe and attractive condition by the owner of the parcel." Sign Location: O. K. Exterior Lighting: All exterior lighting must be shown. Cut sheets and specifications must also be submitted for the Board's review. Rendering or Elevations: Colors and textures must be provided. Dumpster Location: No dumpsters are shown. Dumpsters must be fenced, screened and gated. Other Comments or Concerns: At the rear of the building, the proposed grading goes up to the property line for property owned by J.J.S. Realty. This may result in erosion of this property. M FIRE DEPAR-TENT � AGA Q�vFiyr 800 MAIN STREET a AGAWAM, MA 01001 �, ae TELEPHONE (413) 786-0657 '4 FAX (413) 786-1241 David A. Pisano Chief of Department Stephen M. Martin Deputy Chief FIRES Michael R. Mercadante Fire Inspector 8/31/05 RE: SITE PLAN [GOLD ST.] for SUFFIELD ST, PARTNERSHIP DEAR BOARD MEMBERS: As per. 780, 527, and 521 C.M.R.s and 148 M.G.L. and N.F.P.A. 13 and 72 this building shall be sprinkled, and alarmed. Please note that the hydrant must be located with in(100) ft. of the fire department connection, and all alarm wiring must be MC or in CONDUIT where it is not otherwise protected. The fire department connection must be visible from the street, and located on the South East (front) corner per. 780 CMR 915 /916, [See site plan pg. L 101]. Also be advised that a paved surface joining all exits located at the perimeter of this building must be provided. This access way must comply with all aspects of 527 CMR 25.05, 521 CMR 20.0, and 780 CMR 1007.0, Along with this paved access way this office is requiring a Fire Lane on the South side of the building [per 527 CMR 10.03 (10) (a,b,c).] Complete Narratives, Drawings, and Calculations, shall be submitted along with a copy of the sprinkler installers license before work is to begin. Fire Insp. M.Mercadante RECEIVED ` aJAO"- AUG 8 1 2005 PLANNING BOARD 'I&ohparl)i,a W.aid emmte acoov�g oferenb and 5t&W which were awourftrd on the day or drys--honed-the ayaL Thee(Report)may be copied but NOTALTF.RF.D ILV ANY WAY OR BY ANY OMISSIONS.Per,M.G.L.Put TV.7We 1.Chaptet 26&see.6A--whve+ ,being an officer a employee cftbe Commwtwalrh or ofanypolltfcal subdfvaion thereo/in the cowm ofW ojReful drHeu etecutes,f ru or publtrhes ony f j,,wrfrten repo",mlmues or s1atemen1,lotmeing 1be some to be fafm to a maiMal mmmer.SHALL BE PUNISHED by a fine ofnot mare than(SING)DOLLARS and or IMPRISONMENT Far not marr thine ONE YEAR so MEMO TO: Engineering Dept., Police Dept., Fire Dept. FROM: Planning Board SUBJECT: Site Plan - Gold Street - Suffield Street Partnership DATE: August 26, 2005 Please review and comment on the attached Site Plan for Suffield Street Partnership on Gold Street prior to the Board's September 15`h meeting. Thank you. DSD:pre AGAWAM PLANNING BOARD Form D Application for Site Plan Approval Please complete the following form and return it and 10 copies of the Site Plan to: Agawam Building Department 36 Main Street Agawam, MA 01001 Q -o 1. Name of Business Suffield Street Partnership, LLC 630 Silver Street =� Address P. 0. Box 528 Agawam, MA 01001-0528 D Telephone 413-789-3720 Fax 413-786-2450 m r 2. Name of Applicant/Owner Suffield Street Partnership,_ LLC Cn Cold Street Address Agawam, MA 01001 Telephone 413-789-3720 Fax 413-786-2450 3. Name of Engineer/Architect Robert St. Martin The O'Leary Company, Inc. Address P. 0. Box 377 Southampton, MA 01073 ` Telephone 1 -- 2 -1 0 Fax_ 413-527-2499 4. Please give a brief description of the proposed project: Construction of a 20,000 square foot multi-tenant building with parking areas for light industrial use. RECEIVE® Revised 8/14103 AGAWAM PLANNING BOARD Form D Application for Site Plan Approval Please complete the following form and return it and 10 copies of the Site Plan to: Agawam Building Department 36 Main Street G7 �. erl rn Agawam, MA 01001 ? N co r y 1. Name of Business Suffield_Street Partnership, LLC _ V 630 Silver Street Address P. 0. Box 528 Agawam, MA 01001-0528 Telephone 413-789-3720 Fax 413-786-2450 2. Name of Applicant/Owner Suffield Street Partnership, LLC___ Gold Street Address Agawam, MA 01001 Telephone 413-789-3720 Fax 413-786-2450 3. Name of Engineer/Architect Robert St. Martin The O'Leary Company, Inc. Address _ P. 0. Box 377 Southampton, MA 01073 Telephone__ 413-527-_1360 Fax 413-527-2499 4. Please give a brief description of the proposed project: Construction of a 20,000 square foot multi-tenant building with parking areas for light industrial use. RECEIVED AUG 2, G Z005 PLANNING BOARD Revised 8/14/03 BUILDING CODE REVIEN 8/812005 2:52:37 PM TWE BUILDING AS DESCRIBED BY THESE DRAWINGS MEETS OR EXCEEDS THE REQUIREMENTS OF THE SIXTH EDITION OF THE STATE BUILDING CODE AS FOLLOWS: CWAPTER 3/4/5/6 N W UILDING ■ USE GROUP: NON- SEPARATED MIXED USE (313.1 AND 313.1.1) ORE PRIMARY USE-- "S-1" MODERATE HAZARD STORAGE (311.2) SECONDARY USE-- "F-1" MODERATE HAZARD FACTORY (306.2) "B'r BUSINESS (304.2) TYPE OF CONSTRUCTION: 2C NONCOMBUSTIBLE/ UNPROTECTED (TABLE 602) ALLOWABLE PROPOSED ROOF AREA: 5,400 S.F. MAX. (TABLE 503) 4,200 5.F. MAX. (506.2) 16,500 S.F. MAX. (506.3) DEVELOPMENT ASS (D ( IATES TOTAL 2q,400 S.F. MAX. 20,000 S.F. BUILDING HEIGHT: 2 STORIES MAX. - 30'-0" MAX.(TABLE 503) + I STORY MAX. - 20'-0" (TABLE 504.2) TOTAL 3 STORIES - 50'-0" MAX. 1 STORY - 21'-8" GOLD ST . AGAWAM MA , CHAPTER q FIRE SUPPRESSION SPRINKLER AND SUPERVISED PROTECTIVE SIGNALING SYSTEMS ARE REQUIRED (g04.2, g17.0, g18.5 AND g23.1) CWAPTER 10 DESIGN OCCUPANCY (TABLE 100B.1.2): OFFICE USE: 4,000 SF / 100 SF PER OCCUPANT = 40 INDUSTRIAL USE: 8,000 5F / 100 SF PER OCCUPANT 80 STORAGE USE : 8,000 5F / 300 SF PER OCCUPANT 27 TOTAL = 147 EGRESS CAPACITY (TABLE 1009.2): ALLOWABLE NUMBER OF EXITS: 147 OCCUPANTS x 0.15" / OCCUPANT- 22.1" OR MIN. OF 2 EXITS @ 36" WIDE (1010.2) PROP05ED NUMBER OF EXITS: 8 @ 36" WIDE = 288" ALLOWABLE LENGTH OF TRAVEL: 260'-0" MAX ACTUAL LENGTH OF TRAVEL: SILVER STREET CWAPTER 11 N HANDICAPPED ACCESSIBILITY: FULLY ACCESSIBLE CWAPTER 13 REQUIRED PROPOSED CLIMATE ZONE (1304.2.g): NA 14a ` r, ROOF INSULATION (1304.2.q): R = 18 MIN R = 20 WALL INSULATION (1304.2.q): R = If MIN R = 11 AVERAGE PROJECT LOCATION WINDOW INSULATION (1304.2.q): U = 0.7 MAX U = 0.436 FOUNDATION INSULATION (1304.2.g): R = 5 R - 8.1 y sT DE51GN OF THE HVAC SYSTEMS W1LL BE IN COMPLIANCE WITH SECTION 1305.0 DESIGN OF THE DOMESTIC HOT WATER SYSTEMS WILL BE IN COMPLIANCE WITH SECTION 1306.0 AD—AMS Sr DESIGN OF THE ELECTRICAL SYSTEMS WILL BE IN COMPLIANCE WITH SECTIONS 1307.0 AND 1308.0 CHAPTER 16 REQUIRED PROPOSED ROOF SNOW LOAD (ZONE 3 1610.2): 35 PSF 35 PSF ROOF DEAD LOAD: NA 4.5 PSF y COLLATERAL LOAD: NA 5 PSF WIND LOAD (ZONE 1 EXPOSURE B TABLE 1611.4): 12 PSF 12 PSF SEISMIC LOAD: s>�o��uNE HAZARD EXPOSURE (1612.2.5) GROUP I GROUP I PERFORMANCE (1612.2.7) CATAGORY C CATAGORY C L PROFILE NA TY 5 IT COEFFICIENT 1.2 1.2 PE 52 I Oc 11j ZONING REVIEN THE BUILDING AS DESCRIBED BY THESE DRAWINGS MEETS OR EXCEEDS THE REQUIREMENTS OF THE LATEST EDITION OF THE LOCAL ZONING ORDINANCE AS FOLLOWS: PROPERTY LOCATION GOLD STREET, AGAWAM, MA. ZONE INDUSTRIAL B ITEM REQUIRED ACTUAL j LOT SIZE: 1.00 ACRES MIN 6.172 ACRES LOT WIDTH: NA 520 FEET t LOT DEPTH: NA 575 FEET LOT FRONTAGE: 125 FEET MIN 630 FEET tNof0 twOs�r � FRONT YARD SETBACK: 75 FEET MIN 75 FEET (SOUTH) RIGHT SIDE YARD SETBACK: 25 FEET MIN 400 FEET t (EAST) ST. M. w LEFT SIDE YARD SETBACK: 25 FEET MIN 30 FEET t (WEST) o 9rfRIrCTUa4L REAR YARD �€MRCK: �§ €€€T MIN 160 FEET � (NORTM) A Na duo ii BUILDING AREA: 134,426 5F MAX 20,000 SF PERCENT BUILDING COVERAGE: 60% MAX. 7.44% Ip BUILDING HEIGHT: 2 STORIES MAX 1 STORY 40 FEET MAX 21'-8" MAX. OFF-STREET PARKING REQUIRED ACTUAL EMPLOYEE PARKING: * 50 SPACES MIN. 57 SPACES INCLUDING N.G. I ENGINEERING H.G. AUTO ** 2 SPACES N.G. TOTAL s* 3 MIN. 3 SPACES PLANNING * 1 SPACE PER 1.5 EMPLOYEES AT PEAK OPERATION= 75 EMPLOYEES / 1.5= 50 SPACES MIN. E3 kFq f** 3 WC SPACES FOR EVERY 51-75 STANDARD SPACES WITH MIN OF 1 W.G. VAN SPACE PER MASS GMR 521 REGULATIONS CONSTRUCTION RECEIVED OFF-STREET LOADING REQUIRED ACTUAL 1111111111111111111C 0 M P A N Y SINGE 1955 AUG 2 B 2005 LOCATION: NA LOCATED AT RIGHT 51DE YARD PLANNINGMALOADING DOORS: NA 2 DRIVE--IN DOORS + 2 DOCK HEIGHT DOORS = RD 4 LOADING DOORS (TOTAL) i LANDSCAPING BUTLER PER WADC SEE LANDSCAPE PLAN SWEET L104 BUILDER 8/22t2005 2:13:36 PM NOTES I. SITE BOUNDARY INFORMATION TAKEN FROM A SURVEY PLAN zo 154'-0"+ 2501-011 15g1-O" ENTITLED "AGAWAM, MASSACHUSETTS FOR DEVELOPMENT A55OCIATES', kn - SURVEYED BY HERITAGE SURVEYS INC., COLLEGE HIGHWAY AND CLARK ST., P.O. BOX 1, SOUTHAMPTON, MA., 413--527--3600- JOB NO. 4BS8-0209113 1 DWG. NO. 48WDE01, MAP NO. 4BB8-021115. DATED q�-23-02, REVISED 11-15-02 8 RR 076 GAZE 126 I I 2. SEE L102 FOR 51TE UTILITY INFORMATION PLAN BOOK 311 PAGE 123 d/b/a l SUFFIELD STREET PARTNERSHIP 1 \ \\ RRIP- P f HOOK 67gS PAGE 327 1 B. SEE L103 FOR SITE GRADING INFORMATION PLAN BOOK 250 PAGE 63 1 o I '� 4. SEE L104 FOR SITE LANDSCAPING - \ - 282.26' 280.71' _.. -- -_ -- _- 5. SEE L105 FOR SITE DEMOLITION INFORMATION =� a -- 562.97' N 02'43'28" E R=270.00' - V 1 6. SEE L10(o AND 107 FOR SITE DETAILS ♦ 4 1 . `` ♦\ L=1.98 m 7. SEE L108 FOR ADDITIONAL NOTES AND DETAILS ♦ 8. 54 STANDARD q'X2O' PARKING SPACES t 3 HC ACCESSIBLE ` ♦\ PARKING SPACES 57 TOTAL PARKING SPACES ' LIMIT OF CLEARED C VEGETATION 1 O ~ m IN EN BUILDING �- DOOR PAD TYP of ri w FIN FL EL= 142'--0" v `u o SPARTAN SAW WORKS, INC. a Q LAND COURT CERTIFICATE #17177 D V p CONC RETAINING WALL TYP OF 2 O LAND COURT PLAN #300075 ^,,,. W/ 30-0' OF STL RAILING- to 1 ✓ U�=YT$"'; ,y� \ TYP OF 2 77 m CONC WALK- TYP OF 4 1 O C, \ 1 14ANNlib �cy�rPDI APPM PARKING SIGN(TY r 1 G t.9 % — C"-/ 5 8 1plo A ON o 1 1, O � BOLLARDS 0� • • 1 V W ' 6 @ q'-0" = 541-0" 30'-01 q 5P @ 9'-0° = 81'-0" ` q' 30'-0" G' ' 16 SPACES @ q'--O" = 144'-011 21'-0" � O � O ' ® U •-i GRANITE CURB- 1 U.O.N. 1 W i FILL IN EXIST DRIVEWAY A C$ IGN BY Ill W/ SALVAGED STONES w Qj LO �— FROM NEW CURB GUT �y OWNER 20'R 15'R 1 A 0 r-I Cv I + co GRANITE 3' I [^j • CURB 'R 15 3r R TYP mao, O 1 w PARKING SPACE 20 R 1 / SEE NOTE #S I STOOP LINE � / \ 6 5P @ q SIGN '-0"V = 72'-0" 27'-0" � 8 SP g1_011 = 72'-0" _ ■ o 1 PAVING I III PAVING }00�R SIT CONC CURB \ o Z I TYP-U.O.N. }-3' BIT TYP FUTURE GRAVEL DRIVEWAY � 113 z Lo to GRANITE CURB- I END OF 200'R 30�R GRION ANITE O Z 0 1 100' WETLAND " z 0 U Q I TRUCK TURN AROUND 1 —� BUFFER L'J Q Z Z r ` z J D *_4 W Z 1 � U 0p 1 I � "'50'R � 1 a. r r Q 1 \ ; LIMIT OF CLEARED D4 O O ^ ' ' H �& VEGETATION — Q W' WETLAND � o � � � � \ BUFFER — ,� l►� i'- D3 �` D7 I — z ' r if / ' 1 �� ! NH of NNl NH NH _ Y Q H L ¢l7 I — :` r D20 ` ©NH ° D30 END — U W W rD 19 loe 1 W = 1 IDI ` N o° �D29 w — J 0 AL ��11 � D21 D22 n NH � D28 � _ �U .� NH ° r — ' ' WETLANDS `� b NH r D 18 ;3 1 f r SEE L103 ```\D12 a\ D13 ` W tf r O �' D 17/ ii, '1IIc`�`` H °NH F-M A _� 1 \0,15 NH_ i � D24 NH r O D14��D16 - " '''� H WETLANDS °NH 1 D27 _ _ �—.— w r _ - - - \ oOD AL r o DHA �?5 / i j LLI DRAINAGE EASEMENT ALONG THE 130 CONTOUR LINE AL Ha FOR THE BENEFIT OF THE TOWN OF AGAWAM 226 1 \ I AREA 6.172 ACRES SEE BOOK 6W WAGE 126 Ha I Z WILLIAM R. WATERS Jr. j PLAN 500K 250 PAGE da �11lt M 4 BERNADETTE WATERSCD BOOK 4g41 PAGE 3% CD (,Its Z co I O w V w �{ U o rV1 u- 230. 0 53JZ Q 1 - �-�`r _ 1 �S 07'19'24" W -`�'-�---- 345.13' _ __ __ __ __ __ __ __ � •. ' —S 02'49'35" W _- ©- m O y� THOMAS L. SOPHINOS 4 lu W 11� HOOK 6436 PAGE 451 JJ PLAN 500K 234 PAGE 66 AND �I cn Z Q PLAN BOOK 250 PAGE 63 Q I 2422 SITE PLAN TRUE NORTH PLAN NORTH Liol SCALE:1"=301-011 8/22/2005 2:23:05 PM NEN DRAINAGE 57RUC7URES NOTES NUMBER TYPE DIAMETER RIM ELEV INVERT ELEV FRAME HT COVER ELEV SUMP EL PIPE SIZE 48" 13q.75 W 136,t{2 5" 138.42 134.42 W 8" 1. EXISTING UTILITY INFORMATION TAKEN FROM A SURVEY PLAN Q C5-1 CATCH BASIN ENTITLED "AGAWAM MASSACHUSETTS FOR DEVELOPMENT A55OCIATES", 07 48" 140.00 SW 137.00 - 138.67 135.00 SW S" - SURVEYED BY HERITAGE SURVEYS INC., COLLEGE HIGHWAY AND CLARK ST., CB-2 GATCN BASIN �I EX SMH-6 EXISTING SANITARY MANHOLE- REWORK - 140.g2 NEW S 130.00 NW 13S.75 NEW - -- S 8" NW 6" NEW P.O. BOX 1, SOUTHAMPTON, MA., 413-527-3600- JOB NO. 45W-020913 caG EX DMH-6 lEXI5TiNG, DRAINAGE MANHOLE- REWORK - 134.70 5W 130.18 N 130.27 NEW - 15E 12" N 12" NEW DWG, NO. 4888DE01, MAP NO. 4888-021115. DATED q-29-02, REVISED 11-15--02 2. SEE L101 FOR 51TE LAYOUT INFORMATION EX 8'PVC , \\ I 3. SEE L103 FOR SITE GRADING INFORMATION 4. SEE L104 FOR SITE LANDSCAPING Lu ,,-, £X 6'PVG I 1 1 \ � \ S. SEE LI05 FOR SITE DEMOLITION INFORMATION A 6. SEE L106 AND 107 FOR SITE DETAILS p\(X\T\ 7. SEE L108 FOR ADDITIONAL NOTES AND DETAILS z EX OPVC \\ _ .. _.. _-- -.. - \\ PRIOR TO ANY INSTALLATION OF ANY SEWER, WATER OR DRAINAGE LINES, THE \ \ \ CONTRACTOR/OWNER 514ALL CONTACT THE TOWN OF AGAWAM'S ENGINEERING DIVISION, 786-0400 x 275/$. NO PIPING/APPURTENANCES WILL BE INSTALLED OR BACKFILLED \ \ WITHOUT PERMISSION OF THE DIVISION EX U.G. ELECTRIC MAIN (VERIFY LOCATION) 50 50 + u� \ \ THE CONTRACTOR/OWNER SHALL BE RE5PONSI5LE FOR TESTING ANY EXISTING TOWN EX GAS MAIN GATE VALVE WHERE A NEW CONNECTION WILL BE MADE. THE CONTRACTOR/OWNER WILL D IX`e" \ \ ALSO BE RESPON5IBLE FOR REPAIRING OR REPLACING SUCH VALVE OR INSTALLING A =�' NEW VALVE AT THE PROPERTY LINE IN ORDER TO ALLOW PRESSURE TESTING OF THELu 1 NEW WATER MAIN 3 u tis1 w IX WATER MAIN u1 }" � Q X 15T I NG DiZA f NAC STRUCTURES �� NE�! BUILDING .� . \ \ IN\ I FL EL= 142'-0" EL IX "-I EX DM14-1 EX C$-I \ \ \I 1 I I RIM-137.78 RIM-134.58 R1T'1+134.87 !u pt �- EX f5'RCP \ \� \ 1 I INV.-126.98 INV. 12'RCP IN-130.03 INV. 12'RCP OUT-12q.97 y \ \ NEW GAS SERVICE SHELF-124.4 INV. 15'RCP IN-129.43 '� y 400 INV. 12'RCP IN-129.96 EX C5-24�0 IX "-2 INV. 15 RGP OUT-12q.33 RIM-134.76 �'rla0 Q G TlE� 400 DOWN SPOUT RIM -128.84 EX D1'1H-2 \ Ir I IX \ \ �.4 \ A TIE-INS (TYP OF 6) INV. 12"RCP OUT=130.09 ry GAS METER CB-2 �` I , 400 400 EX 12" WATER SERVICE TX 12" SLOTTED SHELF+124.2 RIM=134.04 IX C5-3 DRAIN INV. 15"RCP IN-128.35 REM-132.14 u ko " DMH I�� 1 rNl� EX SM14-3 INV. 12 PVC IN-129.04 INV. 12'PVG OUT-128.04 EX 12 RCP - \\ N y r EX B"PVC~ _ 2' B 2.00% � 12' ! 0.sm C.O.X21 B 50X R!M-13�4.36 " 1 08 INV. 24'RCP OUT-125.29 ® U 4 TROUGH 8 PVC-28. IX CB-4 -SANr f EX SMH 6 � � RELOCATED I � � I FIRE SHELF-126.5 EX DM14-3 12 P 3.33x � NEW 12' 6 � RIM-T32.T0 yl i � SIXi�O3 r �_ 2' NDPIr B 335% HYDRANT @ 0.5M ' NDPE 0 0.6= RIM+}32.60 INV. 12'PVC OUT-127.80 J A (J (XI IX U.G. TELEPFIONE 1 1 1�- @ 'DMI I-6 MEGH. TEE NEW 6' D.I. IX SMH-4 04 Q/ INV. 24"RCP IN/OUT-127.80 J (n E55 WATER LINE CB-2 1 RiM+132.88 r EX CS-5 a IN t"I 7 EX 15"RCP EX O''1 M A7G t EX S'TORMWATER OM�-2 I ,1 '4'PVG TREATMENT STRUCTURE- RfM-136.50 „ CAP IX 4 TROUGH 8 PVC+126.99 RI DMH-,4 R1M-134.73 (� 14DPE B 1.00% WATER LINE SHELF-127.6 R1M-132.74 INV. 121RCP OUT-130.83 3 +•'� SEE DF INV. 12'PVC IN-127.64 3 u 1 1 I 1 ( IC FE IX SMI.1-5 INV. 12'P1/G IN-12B.D0 DC CS-6 EX UTILITY I 1 1 INV. 24'RGP OUT-127.46 TO SIGN RIM-132.36 RIM-134.90 1 } 1 t INV. 50PVC 1N-126.31 INV. 12"RCP OUT-130.35 POLE W/ LIGHT I � l • I INV. 8"PVC OUT=123.36 1DC DMH-5 ELF+f24.1 I U.G.U.G N . PRIMARY ELECTRIC �. y INV. T2'RCP IN-125.44 Z I SERVICE BY UTILITY CO. _� £X SMH_6 INV. 121RGP OUT-125.39 ❑ IX 240RC I PROVIDE CONDUITSLo - } HYDRANT VERIFY W/ ELECTRICAL RIM-137.00 HLo } I CONTRACTOR CB-I ` Ct TROUGH WPVC-130.00 EX DMH-6 z / ` 1 SHELF-130.6 RIM-134.70 V' � n 1 1 1 + INV. 12'RG Ix _ ON . 12 P(A) IN-130.13 Ix Z p INV. IN-130.27 } } I Ex �-66 INV. 12-RCP(C) OUT-130.18 Z Z 0 W o I 1 1 INV. 64PVC(A) IN-135.51 H Z U Q I I I 1 INV. 68PVC(S) IN-135.54 (3 Q Z z I I I Ct TROUQ4 a"PVC-135.36 Z J ❑ " Z } 1 , I -�� • SHELF-135.q W I(L U 0 ❑ 100' WETLAND BUFFER 1Z 1 1 \ 1 F- II I 1 � � � � _ � ❑ ! 1 I j , Z r IX O I D4/� ---��\ 50' WETLAND U DM -3 11 1 r' H �06 ~1 BUFFER - r�-�Y I 1 DC p _ �i \ i / }d 1 Sh3H 41 1 ) - 1, cc 3 /r- 03 ��i D7 eNH = L <E� 1 NH ei Nl'1 e e NH Elf `& - x:2 EX 24'R 1 / ' - V�yj r 1 i 11�2 H - >-W � I = J y 4 NH D20 v NH a D30 END W -A NH e / = w J U NHI h10 rD 9 `��\ � � � - W t0 1 1 NH e 1 �D29 M D21 `.,,\D22 n NH 1 D28 1 I allk �1 r , plc , 1 / � �� NH e � D 18 �23 I 1 WETLANDS � NH � g Axslu -4 , 1 ' SEE Lro3 �� H D13 ,' \ H e z �� D12 �e� D17 I �` \ \ eNH e r2"PVG , 112 PVG 1 -� - - _ D 15 NH e D24 NH y Cl3 r IXO� I ! AL ' DMH-4� Mgr INV. 24"RCP - - ^ - ^ - D14� - ��'� H` WETLANDS �`� e NH V2� W 0 �� EX O 1 ' OUTFACE 127.17 r5 1 JAL � � \ 24 ]ecP � D�5 \ I 1 I JI �H & NH l co 1 I D26 \�\ 1 H e zAL I 1 I O R + � [1] co IW. 48 RGP I c� OUTFALL-124.12 5>: INV. 48"17GP OUT=124.'�0 I I I � oW tNV: 26" INLET-124.87 dv (GONG. STRUCTURE)� - I Lu = o � OMI I--S rEx 0- ~`-ST -4z�-.LNV I . 12"RGP OUTFACE=125.34 ,_ _.� -_ - (GONG. STRUCTURE) �-��" ,.--,�,_-.. -- -- -- r... -- -• -- -- �lu r � r�' W j I � ■ ■ ■ V f2"RGP I I y "RCP I 12 Z � Q l d • I I 2422 517F. U71 L 17"r PLAN I L102 1 TRUE NORTH PLAN NORTH 5GALE:1"=30'-O" 8/22/2005 3:15:35 PM NOTE: PERMISSION TO EXTEND GRADING NOTES WORK ONTO LOT OWNED BY SUFFII=LD 5'!". PARTNERSHIP FIA5 5M GRANTED BY ITS OWNER. 1. EXISTING GRADING INFORMATION TAKEN FROM A SURVEY PLAN o ENTITLED "AGAWAM, MASSAC14USETTS FOR DEVELOPMENT ASSOCIATES", -- SURVEYED BY HERITAGE SURVEYS INC., COLLEGE HIGHWAY AND CLARK ST., l P.O. BOX 1, SOUTHAMPTON, MA., 413-527-3600- JOB NO. 48BB-020gI3 pc DWG. NO. 4BB8DE01, MAP NO. 4BBB-021113. DATED q-23-02, REVISED 11-15-02 2. SEE LI01 FOR SITE LAYOUT INFORMATION 1 \ 154 �� 3. SEE L102 FOR SITE GRADING INFORMATION 152 / 0 \\ -- - 14q � _ r ----- i ~ 1 ~-�i y _ ' 4. SEE L104 FOR SITE LANDSCAPING ,u \\ RMt -137.�a \ =.` L 47,.�.. �� - -� -- - --�"� `r s��- -� _ S. SEE L105 FOR SITE DEMOLITION INFORMATION o 174-- -- _ 6. SEE L10(o AND 107 FOR SITE DETAILS _ 41 _ , 7. SEE L108 FOR ADDITIONAL NOTES AND DETAILS :z SkALE � �IX SMN-2 ♦ \ 1 �r I RIM-136.09 �\ 1 EN 8 I LD I NG _ �'�`. l 1 `- i PRIOR TO AAIY IAIl;TALLATIG+I.I OF AI.IY GCJ.IMR, I.IJITf:R CAR !?RAl1.lAGr. Li�l)kC, T41= n �� ♦ �3�` FI FL EL- 142'-0" 1 ` l - CONTRACTOR/OWNER SHALL CONTACT THE TOWN OF AGAWAM'S ENGINEERING DIVISION, a w ♦ \ t4l.33 \ I ` r 7B6-0400 x 275/6. NO PIPING/APPURTENANCES WILL BE INSTALLED OR BACKFILLED o a WITHOUT PERMISSION OF THE DIVISION IX-1341.a7 �� THE CONTRACTOR/OWNER SHALL BE RESPONSIBLE FOR TESTING ANY EXISTING TOWN \ J � , � \ ` I GATE VALVE WHERE A NEW CONNECTION WELL BE MADE. THE CONTRACTOR/OWNER WILL to � ALSO BE RESPONSIBLE FOR REPAIRING OR REPLAC114G SUCH VALVE OR INSTALLING A J r � NEW VALVE AT THE PROPERTY LINE IN ORDER TO ALLOW PRESSURE TESTING OF THE w. E�( CB-2 ` \/ �g ® 141.67lw � 141. 7\ 1 NEW WATER MAIN 8 as w RII� 14.76 \ , • 141.67 4 - r c= \` D IX DMA-1 141.50 41. 141. 1 1. 141.41 1 141. 141. SLOTTID DR. 141.58 141.4 14l.50 ` 4 AI i RIM-134.58 / 141. RIM-138.00 .00 I I.00 � 141.08 141. e � IX 66 a � /� / t7C 5MH-3 EX D�-� \ 163 RIM-1 36 �21M-134.70 -140 / 1 1 l \ -162 £ O � -STORM 1 \\ [ 141.0B `\ ` �\ 1 00 \\� 1 O M 1 WATER 14 1 EX DMl-l-2 � / � 1 GRIM-134. HATER EEQT '$ 1 \ \ 41 ` ` �� `\ . 1 _ 2 00 �\ `\ 1\1� W I 1 \ RIM 136TU >_ / // 11 141.E}0 ` ! \RIM-140.00 /qg \ 11 1, J q d (U 1 \ In 141. l 147 14I. Li ti 1 + ` ■ `RIM-13q*Q5 ^` / ! ! \ / a z T8M = IID ON HYDRANT- i 1 1 \ 1 C �' O Lei ELEV. = 13(o.58 13+ I t Lo . r �_�r \�_ ON 144 I 114. 4 \ \ 1 Z .-+ O + � • i 1 ��1� � �� \ _ � \ � �>` � Imo.� � \\ \ � ,� 1 � [ { Z I • l 1��p� 1,1 / -- \ r - 4,q--- � . '-,,1 100 WETLAND Z Z 0 L 1 � f I`lI� l�✓/j >>s�` h \ � � � ` ` r 1-- r4S 1/ � BUFFER Lo d z Z � 141.42 ■. rwr wr I ' �� \ ' �Z (ID 0 141.00 -I # --WF "� EROSION CONTROL CL SEE DET L105 1 0 RDMH-� 13a \ \ \ \ , >0-06 r , _�, \ \ • --�� ••. ` EX 5MI f-4 101 - tAO 50� WETLAND _ y C3 1 am BUFFER RIM-132.88 , D3 owl - Z NH °/T NA �aNH � � El 0-0 _ � Q Ha ANH \ \ i / -� �I320 -�-- - E3 \ o U \ r / \ _ NH a D30 END = V W NH a 10 \ \ \\\---� / rDl ` \ NH ° yl7/ -�\ 1 = J aJ I \ \ \ \ �t ' D29 LIMITW w - J JO D21 00 D2 a N 13 OF = _ U 11 ` Q11 \ \ `�"^ / / vD28 WETLANDS = ED J Ex CB-4 �` M4,A _ -4-- , �o J RIM-132.10 ' \ ` D i ---NH-- - 2 23 \ \ 1 _(\ IX CB-3 _ H ___04 3_ / !L\ \ a NH / F-f'Z RI l-132.DMW7 RIM-132.14 i 5 _ D 15 NH -ID 17/ / L \ H ° NH a \ r EX OH_5 D14D1fi -- ,• - H \\ °NH D27 - _ - - --- H \ r RIM-T32.36 H ° 'IL \ a NH : ` a$5, \ 1 / 1 1 `� a cr.)� 1 ►u a H °� N H I ° D26 1 Hco I I 1 w 1 Q t 1 i 0 + O 1 1 f.L g3 O EX DM14-S �- .. ZLu RIM-132.74 I „'„ "'„ --•"__ ^_ . _ _ ..... -- -- -- -- -- -- -- ,.. ..._ _.. .... 0 y ' 2422 51 T' F: GRADING PLAN TRUE NORTH PLAN NORTH L103 SGALE:1'=30'-0' W212005 2:48:41 PM NOTES 1. SEE L101 FOR SITE LAYOUT INFORMATION N 2. SEE L102 FOR SITE GRADING INFORMATION \ 1 3. SEE 003 FOR SITE GRADING � I I L ' 6. SEE L108 FOR SITE DEMOLITION INFORMATION \� 6. SEE L106 AND 107 FOR SITE DETAILS ` 0 \ lI 7. SEE L108 FOR ADDITIONAL PLANTING NOTES LLI 4 8. NEW PLANTINGS 514OWN ARE CONCEPTUAL ONLY. n �) I !—LIMIT OF MAINTAINED SEED W/ MEADOW MIX IF PLANTS SHOWN ARE UNAVAILABLE SUBSTITUTE EQUIVALENT % AF r MOWING STRIP ! DISTURBED SLOPE AREA- t PERIODICALLY MAINTAIN 1 q. NEW PLANTINGS AND LANDSCAPING N.I.G. �- ______________ ---- 0 ALL NEW PLANTINGS BY OWNER. ` ` -------____-_--__-_-__ __ _ HY SWALE MAINTAINED MOW 529 IP -' - NM � t `� BB t ItLIMIT OF CLEARED y ucs VEGETATION { O 0 MAII+ITAINED LAWN i { 3L E cn % 16 a I- . NEW RU I Ln I NC SEED W/ MEADOW MIX PLANTING S C, E D U L E a � % �- n i V DISTURBED SLOPE AREA- V w \ FIN FL EL- 142 0 t PERIODICALLY MAINTAIN 5YMBOL DESCRIPTION SIZE QTY. w 4 W I 1 NM NORWAY MAPLE 2" - 2 1/2" GAL. 3 i 1 DAB DWARF ALBERTA SPRUCE 18" - 24" 2 FUSE]TS DVA DEL VALLEY AZALEA 18" - 24" 6 �,��' AF A55ORTED PERENNIAL FLOWERS 4 BULBS NA 41 b LIMIT OF MAINTAINED t HY I-IATFIELD YEW Boll - 36" 8 0 �a MOWING STRIP \ , O � a_------- ------------ � ` ` _ 1 WPY WINSTON PETERS YEW OR SIMILAR 18" -- 24" � 0 , LAWN � MAINTAINED MOW STRIP ` GR CATAWBA RHODODENDRON 18' - 2.411 6 �' t t BB BURNING BUSH 18' - 24' 7 € 1 1 6 2 i 1 0 f'') 1` 0 CR --PAVEMENT—� !3H PAVEMENT—� Lu U '% Q a r t L ' It t J J c If1! - :LAWN LAWN I C) rn a 2 t ! C IGN ` 3 u 4 ' MAINTAINED MOW STRIP \ 1 I6 OVA 1 / ■ ! /J PAVEMENT— FUTURE GRAVEL DRIVEWAY Z { i SEED W/ CONSERVATION MIX t I @ DISTURBED AREA Z L t U Lf) tM I SEED W/ CONSERVATION MIX 1 7) ON (� P EAST SIDE OF FUTURE DRIVEWAY W H (L/ •"� ZZ0 W O 1BUFFER r 1 100' WETLAND 0-4 � _ .�..1 0 � � W a- U 0 p r � NO DISTURB ZONE \ t � I , / _ t a_ LIMIT CLEARED I 0 _ t VEGETA� D4 TI r , t I ON 0 •�/ H ` `�l6 60' WETLAND — O BUFFER = D3 y Z 07 eNH Q Z ' NH ei A. NH ,a e NH F-,}- ,` NO DISTURB ZONE ~ t a 1 °H `�\ _ AL Q A � � �,9 NH ° D30 END lJ L)W NH e \�10 rol-9 " _ t NH e W JLI D1t W — w J O r i AL \�112,11 D21 `� D22 n NH 1 D28 � C3 V NH r NH D 18 �23 1 A W�U _^ +' 0 j WETLANDS `D 12 ° D 13 ,'� �� \ e NH ! ~ 1 Di5 H ° NH e NH ° D 17/ � � \�� D24 t j \ 0 H ' r D14'�'-- -- ''� H� ` eNH D27 _ � H \ r D16 H ° AL WETLAND5 \ , e NH to co \ D25 a t Lu 0 �\ �\ H e\ NH iL q 226 r H e A CD I r I o 1 0 "'L co -_ _ Lu z ---. - � � L omw � � I g w � � Q z to Q y Q I 2422 5 I 7 I-ANDSCAPING PLAN L104 K7) SGALE.1"-30'-0" TRUE NORTH PLAN NORTH 7/26/2005 11:25:52 AM i1? O Lu / Lu / ! 1 \ \ \SM14-1\\ \ I -- -- --- -- -- -- \ \\ �x OUTLINE OF NEW BUILDING (3 � 1 i IX GAS MAIN I ILIMIT OF CLEARED VEGETATION \ \ \ \ EX WATER MAiN I i `� cko \ \ \ \ REMOVE # SALVAGE I i EX GRANITE CURB \ £x �o \ ( 1 Y � tr1 \ \ I wn- 5APr-U F- CJC WKSYrYLAT I Z Y W \ \ \ \ 0 ROAD I I I w \� \\\ !\ \\ \► ABANDON EX £R-5 # b, REMOVE 4 EX 120 RCP I i Ug tT \ `\\ # FRAME AND FILL I EX SMH-6 TO REMOVE IX SAN PIPE EC WATER SERVICE REMAINS \ \ \ EX ' \ REMAIN AS NEEDED FOR NEW TIE IN I cy�'� # SALVAGE ti $� d E! \\ / 1 C ' ———————— ————��...�........-—�——————........—J PIPE # VALVES NOTE- PLUG END OF ALL r y► �. _�_ m I a ._ ---- 4 �-- --- , -- ---------------------� i o NoaQ IY�` 1 I I I I REMOVE # SALVAGE EX 1 \ 1 1 l I fl HYDRANT, PIPE # VALVE PILL IN DX CURB GUT 1 EX ++ r - -EX 0- 1_ _ I I / l �.r—,_—, ; 0 O ILI W/ SALVAGED GRANITE 1 \5MFIi3 CB-G I `- M b—fi �l i I ---_ _ I —i-�� I 1 I ® u ' I EX - I EX O BREIM�AIN — - I _ 1 1 I i I I i i TO REMAIN r ' 1 -�� 1 �► CRUSH IX DRIVEWAY - J In I PAVEMENT IN PLACE # a QJ N I 1 SALVAGE SIT CONC # REMOVE # SALVAGE i GRAVEL BASE I / 1 I --L I i O r, IX GRANITE CURB 1 .000, \I ————,_— i 11 3i � ABANDON EXCEPT AS NOTEDREMOVE EX C4NC � �' � �— •— —� 3 u 4 ` REMOVE EX WATER EX HYDRANT TO I , J %�_SLOCK5- TYP OF 9 / PiPE - CAP WHERE I ` 11 REMAIN SEE L102 ————— t ABANDON IX SMH-7, �__�OUTLINE OF NEW PAVING i I + -" +. \ REMOVE COVER i z REMOVE # SALVAGE / ` # FRAME AND FILL I AREA � � i �� r�� i ElE AN X GRANITE CURB 0 W/ EARTH� I 4 } i _� �_ I L7 H NEW CURB CUT I i } ` I Z ~ Inm IJ.- In i -- w� *r■ m w msm m ■ w. �. r�� r. w` � �� I i W Z U ON I ♦, ♦ ��r �`'~ i 100' WETLAND " Z U Q i BUFFER r i ♦ \ / ♦ W d J l j ! / ♦� � .00, , EROSION CONTROL a- SES DET L105 X r ` I r i I 1 I j l H 06 wo ft LiMIT OF CLEARED SIXt1H/OI ! / ~� VI=GEFATION-- SIB L103 50 UFFERND — 1 ` ~ 1 FOR MORE INFO ell � SUFFER >0 >- 0 : 1 I i 1 D3 D7 Z NH L) 1 NHe NH e � e NH Q ZAIL \ ` i 1 1 1 e H �D8 = Z AL D2 , El02 i--r 1 I 1 i H a $NH D20 v ti = Zp= 1 I ,� NH ° D30 END U U W ! j NH ID1 D10 NHe I I I rDl \ i / d-'W 1 / 1 — ¢—j e i _— I 1 I 1 1 \ I NH �D29 = J O �111c ' D 11 D21 D22 e N11 I 1 NH i 028 �_ Q U 1 / WETLAND5 'a NH D 18 D23 - ~ -.. W%0 $B-4 1 / I SEE L103 012 e _3 H LD 13 AL \ o NH ! DIXMH�-q —— s �� D 15 NH D 17/ AL H e D24 NHe I I 4 e \ EX r 1 D f 4 D 16 H WETLANDS a NH 1 D2 7 _ - - Lu . \ rr SMH, H e '1 k a NH j I 1 \ I I D25� / i Q CD r \H4 `HAL 1 j` I 226 i I He AL l co Lu S3 ©X o--— — — - ----- Z E I m C Q I ` W Q 0 Lu W t� kn z oQ SITE DEMOLITION FLAN ' 2422 SGALE:i =30 -0 " TRUE NORTH PLAN NORTH L105 8/15/2005 6:40:56 AM - 24" MAHNOLE COVER SEE DRAINAGE STRUCTURE SCHEDULE - 1-- � FRAME (H-20) FOR DIAMETER, FRAME DEPTH, DRAIN IaYDRANT SEE SPEC PIPE REQUIREMENTS RIM, COVER, INVERT, ❑ BRICK COURSES AS REQ'D TO AND SUMP ELEVATIONS z PROVIDE PROPER RIM w _ GRASSY AREA O RIM ELEVw136.50 - TYPE "F" CATC14 BASIN FRAME 0 �- �� - " AND GRATE AS REQ'D - SET ? 4 2 0 X2 0 AND SURROUND FRAME WIT14 � E INSERT MORTAR co w '-� ' 11 GA. STAINLESS STEEL RIM ELEVATIONlot m _ = SEPARATION PLATE 1 --- +� FIBERGLASS " ' BRICK COURSES A5 REQ'D TO fl SEPARATION `:. COVER ELEVATION PROVIDE PROPER RIM ELEVATION [FLOW : -� CYLINDER in - • -•;'•:'�; , :• • ' .. -- OIL BAFFLE �' ' t z INLET FLEXIBLE BUTYL JOINT SEALANT v CTYP] i ! ! 15"01 12" 1-IDPE I 1 SEPARATION I ! PLAN VIEW •! ' - INLET PIPE q12' SCREENVALVE BOX 'INV.=132.75 PLACE 1/2 C.Y. MIN. WASHE O BROKEN HDPE " D R OUTI-FT PIPF '>~ STONE AROUND HYDRANT DRAIN ❑ � r 3 i- ,• INV.=130,75 p '` •;. PRECAST CONG CATCH BASIN a ® w in m Z '• ' cv '+~• PLU LATEATION � ;.� _ � ,+<., ,1 ,a ,{ ;' �,.. o � o to .:; DRAIN PIPE AS NOTED SEAL (SEE INSERT) _ ':, JOINT W/ MORTAR 6" VALVE TYTON JOINT a QLu FL '; -:' c" Li LJ- SIG�U d� • .:' r. i ': co •' INV IN EL • _ ;f INVERT OUT ELEVATION Q r p� 21"0 SUMP •` OPENING ` 6" WATER SERVICE +yp = . SUMP SUMP ELEVATION P •r- a, ,. •• . • . ; j � �' :• .• -. •� -•4 4. �'• WHERE WORKING SPACE IS LIMITED, BOT ELEV=124.50 ' ' r; ` t:' •• :' °0 HYDRANT TEE , APPROVED BY D.P.W. M.J. SHOE W/ _ RETAINER GLANDS TO BE USED HERE O r • • • , * • ' ! J UNDISTURBED SOIL 5' I co I ! 1 1 I--- I I�I I —I ( I FIELDLOK GASKET V - I Ifl III III III III V)® 0, FIELDLOK GASKETS " DIAMETER " 6" D.I. NIPPLE PE X PE 0 D N 0 In � m O � 3 3 � j''� �"'/� M �x� '�? CATCH BASIN ID ETA I L H"rDRAN7 D ,��T A I L C a.J� n � I I V�1 I Y �l�� !\ TREATMEN7 � � I � 5GALE:I/20=11_00 SCALE. —O" SGALE:1/2 =1 —D Z O_ 1 3/4" WIDE GALV. SLOTTED DRAIN W/ 6" HIGH CHIMNEY 4 GRATE U III- -II 1J Q}NOTE: I=I N7 L= TOTAL LENGTH BETWEEN FIRST JOINTS, , z I i r-�I I I-I n-n r-I 11=1 I I-IT=1 I r=1 i 1=T 1 Z III�I Ili TIITI=IMF=1TL=>TI=TI=ITI=1{T=III W ... ON EITHER SIDE OF THE TEE ON THE RUN o �+ II—I#--T II � il-II iT I� W F... _O u= = =1#1=-=! FINAL COMPACTED GRANULAR Z 1 TNIGK GLASS 1 TOP MIX �, t -M ITI-T-I ICIII-ITI-II-1m=111-ITI=ITI-II Z Z V) W O " "TOP" 0 4 II II=11-III- Ill=-IT->f-�_-III-T BACKFILL BIT CONC PAVING ON COMPACTED Q Z Q L = 20'-0" N.T.S. _ — — — GRAVEL BASE - SEE L101 FOR TNK Z J O Z " "BINDER" 1 � 1=1 11=1II=1 I M I F1 11=1 w 11 U 0 � 2 THICK GLASS 1 BINDER u_ ua III=11 I=III=III-11 — INITIAL GRANULAR BACKFILL Z MIX- (SEE LIOI FOR Lu 0I=1I I=1I I=1I I=1I1= I=1 0o LOCATIONS) Q III=1 11=1 I 1-111=III=11 I a- o z _ Aq 6" SDR 35 PVC SANITARY SEWER a Q w4 •+ • - HAUNCHING [SEE NOTE 31 - _ O Q >N Lu w �3� : Ct1P PIPE TIED DOWN PRIOR TO — O THRUST RESTRAINTS �q Q :•_ POURING CONCRETE Z V) TYP w Q BEDDING - SEE NOTE 3 •.a t s, — V GATE VALVE Z TYP o " _ c r Q 6" DIA @ MIN OF V-0" 3/4 GHRUSHED STONE BASE BACKFILL WITH CONCRETE AS SHOWN _ G Q i BELOW GRADE — tu 0 O CL 5 6' THICK BANK RUN GRAVEL 2'-6" MIN U71 Li SOIL OR COMPACTED N GRAVEL BASE —_ mj = >W NOTES: W ___. Q_j NOTE: PROVIDE GRANULAR BEDDING 4 w J O BACKFILL TO PROVIDE MIN 6" COVER. 1. THE INSTALLATION OF PVC SEWER PIPE WILL CONFORM TO THE O U REQUIREMENTS OF ASTM STANDARD D-2321 -SLOTTED co2. THE EMBEDMENT MATERIALS WILL BE 3/4" CRUSHED STONE W SCALE:3/4"=1'--0" T�4RLJST 3. USE HAND OR MECHANICAL TAMPING TO COMPACT BEDDING AND RESTRAINTS HAUNCHING MATERIALS ❑ w FIELD LOK GASKE75 B17UMINOUS CO N C R E7 F. FAVING DF-7 4. WRAP EMBEDMENT MATERIALS W/ NON-WOVEN GEOTEXTILE FABRIC �..: SCALE:3/4"m1'-0" SCALE:3/4"=1'-0" 5. SEE SITE NOTES ON LIOa FOR ADDITIONAL INFORMATION iCl� lu TRENCH POURED GONC CONTINUOUS HAY BALES ��LAID C.��I � ��7 � DRA 1 �I BASE END TO END W/ 2 - 1 X1 X48 ✓ I `� I ` I `t WOOD STAKES PER BALE SCALE:3/4'= 1'-0" cn BIT GONC PAVING �q w TH CKNESSS FOR FINISH GRADE CURB NIGH HIT LONG _3'_0" HIGH PREFABRICATED SILT FENCE WITH MIRAFI FILTER FABRIC OR EQUAL 4 BIT CONG PAVING (SEE FINISH GRADE �" Q L �v 4'-0" WOOD STAKES @ 8'-4" O.C. - BURY PLANS FOR THICKNESS) Q L FILTER FABRIC 4" INTO TOP 501L 1 4 Z FLOW JL COMP BASE GRAVEL Q_ Nl� v a m Q SLOPED GRANITE CURB SET AT 45' ANGLE - EXPOSED rk �J: p Q FACES WILL BE SMOOTH u.i FILL ALL JOINTS W/ MORTAR N Z 0 Q COMP GRAVEL BASE EROSION CONTROL BARRIER CURB DE7AIL- GRAN17E CURB DE7AIL- 2422 5CALE:3/4"=1'-0" SCALE: 1 1/2"=V-0" SCALE: 1 1/2"=1'-0" L106 8/22/2005 2:57:57 PM RAISE EXIST MANHOLE FRAME W/ COVER TO z NEW RIM ELEV- o RIM ELEVATION NEW RIM EL- 140,92 ,BUILDING DOWNSPOUT Z 4 SQUARE TO ROUND E ADAPTER ` j FILL VOID W/ NOTCH DROP . EDGE OF BLDG 142.00 WATERPROOF PIPE AT SEWER CORE DRILL FOR NEW PIPE - SEAL o CAULK A5 SHOWN I, JOINT O 1 J t W W NOTE- 'r' PROVIDE NAND TOOLED -s CONTROL JOINTS @ MAX NEW 6" PVC SEWER 5'-0" O.C. o r FINISH GRADE INV @ MH- 135.75Lu ❑ ul W � i Z Zco ❑ ❑ 0 Q N N bn TO 40 PVC REDUCER EXISTING SMH 7V u, U7 (� u. rsr V d— c t. u 6" PVC DROP - ANCHOP TO MH W/ I" x 1/8" STAINLESS EXP. BOLT Z co 0 6" PVC ELBOW m BIT CURB rn E O b" PVC 1% MIN SLOPE TO INVERT ELEVATION r EX INV- 130.00 U v) ® INFILTRATION SYSTEM U 141.4! 0 W !� 4. . 4 PAINTED LINES o 0 Lo — 0 0 po 3 L__j 111 III III III III- ROOF DRAIN CONNECT 1 ON z SCALE:, 1/2"4-0" SAN I TARY MANHOLE CONNECT"' 1 ON TYP NH EEL CHAIR RArvlP � ,� ,� SCALE:3/S"=1'-0" z ~ it)SGALE:3/4 -i -0 � ZLj •� _O Z Z U? W O Paz C) L AJ z a z O CL a Z 0 Q z3: 0 Q= CL to) U v= W = J - �W W _ a� w — _3o — WO po Lu t CO tu W w w O- 93 r^ R W Q � f u-i wwwwwi :m W W lu❑ w di- < 2422 L107 M12005 11:40:10 AM U) z O w SITE NOTES SITE NOTES CONTINUED ABBREV I AT I ONS S M Y 30L LEGEND Lu GENERAL SEE DRAWINGS 1_101 FOR 51TE PLAN PLANTING SET PLANT MATERIAL IN PLANTING PIT TO PROPER GRADE AND ALIGNMENT. A.F.F. - ABOVE FINISH FLOOR p EXISTING CATCH BASIN ALUM. - ALUMINUM o SEE DRAWINGS L102 FOR SITE UTILITIES PLAN SET PLANTS UPRIGHT AND FACED TO GIVE THE BEST APPEARANCE OR APPR - APPROVED APPROX. -•- APPROXIMATE ■ PROPOSED CATCH BASIN RELATIONSHIP TO EACH OTHER OR ADJACENT STRUCTURES WITH SAME RELATION BIT - BITUMINOUS SEE DRAWINGS L103 FOR 51TE GRADING PLAN TO FINISH GRADE AS BEFORE TRANSPLANTING. BLK. - BLOCK @ EX15TING LEACHING CATCH BA51N BLDG. - BUILDING SEE DRAWINGS LI04 FOR SITE LANDSCAPING PLAN NO FILLING WILL BE PERMITTED AROUND TRUNKS AND STEMS OF PLANTINGS. C.B. - CATCH BASIN PROPOSED LEACHING CATCH BA51N GLKG. - CAULKING SEE DRAWINGS L105 FOR SITE DEMOLITION BACK FILL PIT WITH PREPARED PLANTING MIXTURE FILLING AND TAMPING C•I - CAST IRON EXISTING HYDRANT WITH GATE VALVE UNDER AND AROUND ROOT BALL TO FILL IN ALL VOIDS. CT - CENTER CL ••- CENTERLINE � SEE DRAWINGS L106 1I L107 FOR SITE DETAILS C.O. •-- CLEANOUT PROPOSED HYDRANT WITH GATE VALVE REMOVE OR FOLD UNDER BURLAP OR POLY AND ROPE FROM TOP HALF OF ROOT CLR --- CLEAR ASSUMED SOIL BEARING CAPACITY: 4,000 P.S.F. BALL. CTD. --- COATED PROPOSED POLE MTD LIGHT Y COL. - COLUMN ~n CONCRETE WILL HAVE A COMPRESSIVE STRENGTH OF 31000 P.5.1. @ 25 DAYS AFTER PIT HAS BEEN BACK FILLED 2/3RDS, COMPACT SOIL, THEN WATER COMP. - COMPACTED T PROPOSED GROUND MTD LIGHT CONC. — CONCRETE U.0N. TJ-IORnLIGIiI Y, AND A[. LOlnt TO SETTLE 4ROUIJD ROOT SJILL, COMI�L�T6 BACK CON5T. - CONSTRUCTION ,� o FILLING FORMING A RING OF SOIL AROUND EDGE OF EACH PLANTING PIT TO GONT. - CONTINUOUS EXISTING FLARED PIPE END W/ RIP-RAP PLUNGE POOL 3 � H �0!) FIELD VERIFY EXISTING CONDITIONS PRIOR TO COMMENCING SITE WORK. HOLD WATER, MULCH AND THOROUGHLY SOAK. WRAP AND/OR STAKE CONTR. - CONTRACTOR V a DESIGNATED TREES G.J. - CONTROL JOINT 4w PROPOSED FLARED PIPE END W/ RIP-RAP PLUNGE POOL FILL BACKFILL FILL AND BACKFLL W1LL BE PLACED IN LAYERS NOT EXCEEDING B" IN DEPTH. CMP - CORRUGATED METAL PIPE AFTER PLANTING, PRUNE BRANCHES OF DECIDUOUS STOCK TO BALANCE LOSS DP - DEEP D EXISTING FLARED PIPE END �SETIS OF ROOTS IN SUCH A MANNER AS TO PRESERVE NATURAL CHARACTER DET• - DETAIL �� FILL AND BACKFLL WILL BE COMPACTED TO q5% OF MAXIMUM DENSITY OF APPROPRIATE TO PARTICULAR REQUIREMENTS OF THE PLANT. DIA. - DIAMETER ► PROPOSED FLARED PIPE END " Q OPTIMUM MOISTURE CONTENT. DDIM. - DIIMMEN SION GRAVEL BASE REMOVE BROKEN DAMAGED AND ASYMMETRICAL BRANCHES AND SUFFICIENT � EXISTING CONCRETE CULVERT PROVIDE A b" THICK BANK RUN GRAVEL BASE UNDER CONCRETE APRONS, PADS OTHI=R GROWTH TO ENSURE�H)=ALTHY AND SYMMETRICAL GROWTH OF NEW WOOD DR. -- DRAIN DWG. - DRAWING ,> AND SIDEWALKS. GRAVEL WILL BE COMPACTED q5% OF MAXIMUM DENSITY AT ON DECIDUOUS STOCK. PRUNE EVERGREENS ONLY TO THE EXTENT OF REMOVING D.I. - DUCTILE IRON ON PROPOSED CONCRETE CULVERTa OPTIMUM MOISTURE CONTENT. INCREASE THICKNESS TO 24" MIN. AT DOOR PADS BROKEN OR DAMAGED BRANCHES. EA. - EACH noil ON NORTH FACING WALLS. ELECT. - ELECTRICAL O EXISTING SANITARY MANHOLE ALL SHRUBS AND TREES SHALL BE FREE OF DISEASE AND INSECTS. WILL ELEV. - ELEVATION NOT HAVE ANY BROKEN OR DAMAGED BRANCHES AND WILL BE OF THE BEST EQ. - EQUAL • PROPOSED SANITARY MANHOLE. EQUIP. - EQUIPMENT O POSSIBLE QUALITY FOR ITS SIZE, SHAPE AND CLASS. EXIST. --- EXISTING I;4 EXISTING GATE VALVE U TING FINE GRADE AND SEED ALL D15TURBED AREAS OF CONSTRUCTION. E.J. - EXPANSION JOINT ® O CONCRETE APRONS SEE FOUNDATION DRAWINGS 5101 THRU 5107 FOR ADDITIONAL CONCRETE APRON EXT. - EXTERIOR D4 PROPOSED GATE VALVE F3 PADS, SIDEWALKS PAD, AND SIDEWALK AND LAYOUTS AND DETAILS ALL LANDSCAPING BY OWNER FT -FOOT/FEET 41 W L. FIN. - FIN1514 -- �3 CAPPED PIPE END .i o 0 04 APRON, PAD AND SIDEWALK CONCRETE WILL HAVE A COMPRESSIVE STRENGTH ALL PLANTINGS MUST BE MAINTAINED AND THAT PORTION OF THE PUBLIC WAY FLR. - FLOOR OF 41000 P.S.I. @ 2B DAYS. ABUTTING THE PARCEL AND INCLUDING THE TREE BELT WILL BE MAINTAINED �G — FOOTING -C�3 GAPPED PIPE END W/ GATE VALVE m 0 FDN. — FOUNDATION GA. A' 3 ►'3 CONCRETE APRONS, PADS, AND SIDEWALKS WILL BE REINFORCED USING i IN A SAFE AND ATTRACTIVE CONDITION BY THE OWNER. 3 - GAUGE EXISTING UTILITY POLE 3 u LAYER 6"X6"-Wl.4XW1.4 W.W.F. REINFORCING MESH. GAL. - GALLON GALV. - GALVANIZED 4' PROPOSED UTILITY POLE ISOLATE APRONS PADS AND SIDEWALKS FROM FOUNDATION WALLS AND PIERS -- GRADE WG �� HGT. - HEIGHT HANDICAPPED PARKING SPACE USING 1/2 THICK CLOSED CELL POLYETHYLENE FOAM EXPAN51ON JOINT FILLER. H.P.S. - HIGH PRESSURE SODIUM HORIZ - HORIZONTAL APRONS, PADS AND SIDEWALKS WILL HAVE A FINE BROOM FINISH WITH 3" HYD. - HYDRANT - - TEST PIT Z INCL. - INCLUDING ® TRANSFORMER PAD TROWELED EDGES U.D.N. INFO. - INFORMATION O APRONS, PADS AND SIDEWALKS WILL HAVE TOOLED CONTROL JOINTS AT A I.D. - INSIDE DIAMETER to MAXIMUM SPACING OF 5'-0" O.G. U.O.N. I INT. - IRON INTERIOR TREE LINE EZ () � 0) F) PROPERTY LINE LLJ Z PI_ ALL REINFORCED CONCRETE WALK5 WILL BE 4" THICK INV. - INVERT -` LLI O Z U O L G EASEMENT LINE Z L.C.B. - LEACHING CATCH BASIN - -'"`` - Z w BIT PAVING, BITUMINOUS PAVEMENT WILL BE PLACED IN TWO LAYERS U.O.N. WITH 2" THICK LG. - LENGTH/LONG - a Q Z a CUR55 BASE COURSE OF MASS. STATE D.P.W. GLASS I "BINDER" MIX AND I" THICK TOP LT. - LIGHT --EL- - EXISTING ELECTRIC SERVICE Z _„J O Z LIN. --- LINEAR W (L C3 W COURSE OF CLA55 l "TOP MIX". [SEE SITE PLAN FOR TOTAL PAVING DEPTH? - L.P.S. - LOW PRESSURE SODIUM E PROP05ED ELECTRIC SERVICE Z THICKEN TO 3' BASE AT 10'XIO' AREA IN FRONT OF DUMP5TER PAD M.H. - MANHOLE OO MAN. --- MANUAL MAT'L - MATERIAL - -F" - EXISTING SITE ELECTRIC a BITUMINOUS CURB WILL BE MACHINE FORMED USING MASS. STATE DPW, MAX. - MAXIMUM 2 CLASS I "DENSE" MIX. SEE CURB DETAIL. MED. - MEDIUM E PROPOSED SITE ELECTRIC a MIN. — MINIMUM H DRAINAGE SEE DRAINAGE STRUCTURE SCHEDULE AND DETAILS FOR ADDITIONAL MISC. — MISCELLANEOUS -— TEL— EXISTING TELEPHONE LINE O STRUCTURES INFORMATION. DRAINAGE STRUCTURES SHALL BE REINFORCED PRECAST M.R. — MOISTURE RESISTANT = CONCRETE. S Y I 113 O L LEGEND MTD. - MOUNTED TEL PROPOSED TELEPHONE LINE - z 0 N.I.G. - NOT IN CONTRACT DRAINAGE PIPING DRAINAGE PIPE WILL BE SET AT A 0.5% SLOPE U.O.N. NOM. - NOMINAL ___W_ EXISTING WATER LINE CU N.T.S. NOT TO SCALENO. _ ROOF DRAINS WILL BE SDR 35 PVC SEWER PIPE WITH PU5H-ON GASKETED CONCRETE BLOCK EARTH OFF. - OFFICER W PROPOSED WATER LINE � z _ Y JOINTS. PROVIDE FITTINGS AND CLEANOUTS AS REQ'D. O.G. - ON CENTER ---GAS- - EXISTING GAS LINE - Z 3::OPNG. - OPENING 4Q STORM DRAINS WILL BE CORRUGATED SMOOTH WALL POLYETHYLENE SEWER OPP. - OPPOSITE = 0-0 PIPE WITH SPLIT COUPLINGS. PROVIDE FITTINGS AS REQ'D. PROVIDE FLARED ® BRICK ® STEEL O.D. - OUTSIDE DIAMETER A — PROPOSED GAS LINE rr 11 m- END SECTIONS AS INDICATED ON THE 51TE UTILITIES PLAN. PTO. -- PAINTED - V O Li PERF. --- PERFORATED - -SAN-- EXISTING SANITARY SEWER LINE --- U W - _ - SLOTTED DRAINS WILL BE CORRUGATED 16 GA GALVANIZED STEEL PIPE WITH A -�t:�'-�..3 PERP. PERPENDICULAR PL. - PLATE " x.;,,;{ CONCRETE —SM PROPOSED SANITARY SEWER LINE .-= W W CONTINUOUS 1 3/4 WIDE WELDED STEEL GRATING AND BOLTED TENSION BAND PLY. - PLYWOOD y- Q J RIGID INSULATION W COUPLINGS. SEE SLOTTED DRAIN DETAIL. PROVIDE FLARED END SECTIONS AS P.S.F. - POUNDS PER SQUARE FOOT - -ST- - EXISTING STORM DRAIN LINE w _ J O P.S.I. - INDICATED ON THE SITE UTILITIES PLAN. POUNDS PER SQUARE INCH P.T. - PRESSURE TREATED O V R -- RADIUS ST PROPOSED STORM DRAIN LINE SANITARY SEWER WILL BE SDR 35 PVC SEWER PIPE WITH PUSH-ON GASKETED xxx - W co JOINTS. SET AND BED PIPING IN ACCORDANCE WITH MUNICIPAL D.P.W. GRAVEL xxx SECTION INDICATOR REF. - REFERENCE REINF. - REINFORCED C--- PROPOSED CULVERT LINE r7 STANDARDS. SEE DETAIL. R.C.P. - REINFORCED CONCRETE PIPE WATER SERVICE WATER SERVICE WILL BE CLASS 52 DUCTILE IRON PIPE WITH PUSH-ON REQ.'D - REQUIRED RD--- PROPOSED ROOF DRAIN LINE RET. -- RETAINING GASKETED JOINTS. PROVIDE FITTINGS AND CONCRETE THRUST BLOCKS AS GRAVEL/R I PRAM' REV. - REV15E SD— PROPOSED SLOTTED DRAIN LINE lu REQUIRED. R.O.W. --- RIGHT OF WAY R.O. - ROUGH OPENING FD..� PROPOSED FRENCH DRAIN LINE H SAN. - SANITARY io S.M.N. - SANITARY MANHOLE Q SCAM - SCHEDULE ID PROPOSED INFILTRATION DRAIN LINE w SECT. -- SECTION a ---� SEW. - SEWER -2Bo- - EXISTING CONTOUR LINE SHT. - SHEET CI 5DG. ••--- SIDING 32a— PROPOSED CONTOUR LINE Sim. - 51MILAR SQ. --- SQUARE DIRECTION OVERLAND WATER FLOW co ST. STL. - STAINLESS STEEL STLD. - STEEDARD + 461.0' EXISTING POINT ELEVATION V2 5T0. - STORAGE ST. - STORM + 461.0 PROP05ED POINT ELEVATION fit STR. - STRUCTURAL O 5L - STRUCTURAL LINE U- co co SYM. - SYMMETRICAL TEMP. - TEMPERED THK. - THICK TYP. --- TYPICAL Z I--- U.O.N. — UNLESS OTHERWISE NOTED M U.G_ — UNDERGROUND 0 VERT. — VERTICAL W.W.F. --- WELDED WIRE FABRIC = m W -- WIDE m O Q W/ — WITH � J WD. — WOOD z w 2422 L108 8/8/2005 2:59:05 PM 1 2 3 5 (o 7 8 q 10 11 I I I I i I I I i I 1 N 2 4 - 20 LLI 0 N O 3 = 0 _ ___ __ __ ___ __ _____ - -- -- ---_— _--_ _ -- __ - - - _ __ _— _ lip Roam -- _ -- __ - - _—==-_--. --__... - - - - ---- -=.-L _ I k I I _ -- -- - --- -- ---- --_�� r �---% Z�..LCCICIC- .W'-fu'"C=�. ' 1-1C =��J 13 f0 18 z ❑ 12 EAST ELEVATION SCALE: 3/32"-1'-0" ❑ n 11 10 q S 7 5 3 2 l ems. � ry f, 1 Q 0 C) M el ® O r- 1 IJ— ° a°i to m o 3 M 3 u 14 ---------------------------------------------------------------------------- 16 �_ Z U � WF-57 F- LEVA71ON w Z WZ o SCALE: 3/32"-11_0 w Z Z U? o 1L zZ J p Z Q w 0 CL 6 — Z 0 12 12 1/41 11/4 Q U -------------- --------------------------- Q. Z z p L; 7 — UW CE w • wJ ``` 1-r 21 w -1 o — o wco rl- NORTH ELEVATION soupELEVATION U SCALE: 3/32"=1'-0" SCALE: 3/32"=1'-O" cn co Q a J LEGEND- NOTES- co c w /� C F-- C= 26 GA FACTORY PAINTED STL ED ALUM FRAME DOOR W/ TRANSOM Q 1(o OUTLINE OF FDN BELOW GRADE 1. ALL ALUMINUM WINDOWS WILL 14AVE FACTORY PAINTED SHADOWALL WALL PANELS W/ 4" AND 51DELITE (TYP OF 4) THERMAL BREAK FRAMES AND I" BRONZE TINTED Q O U PSK FACED GLASS FIBER IN5UL o 3'X7• NM DOOR (TYP OF 5) l7 4'-0" NIGH GONG KICKER WALL REFLECTIVE INBUL GLA55 U.O.N. TEMPERED AS REQ'D U 24 GA ALUM ZINC ALLOY COATED (TYP @ NORTH � WEST WALLS) 2. ALL ALUMINUM DOORS WILL HAVE FACTORY PAINTED ♦ - 5TL MR-24 ROOF SYSTEM W/ 6" FRAMES AND 1/4" BRONZE REFLECTIVE TEMPERED GLASS t.J • OF PSK FACED GLASS FIBER IN5UL 10 q'-2"xl0'-I" O.H. DOOR W/ WITH SPACER BLOCKS DOCK LEVELER * TRUCK DOCK 18 TYP STEP FOOTING Z Z m SHELTER (TYP OF 2) � 0 „ 1q WALL MTD 5MH LIG14T FIXTURE (TYP OF 10) 8 SPLIT-PAGE GONG BLK SEE "E" DWGS FOR WATTAGE Q_ Q (TYP @ SOUTH * EAST WALLS) 11 10'-2"x10'-1" O.N. DOOR W/ m 123 VISION LITE5 (TYP OF 2) Q J CONTOUR EAVE GUTTER 20 TYP BRACE ROD a � � Q AND DOWNSPOUT (TYP) 12 S" CONIC RETAINING WALL W/ 30 L.F. OF 1 1/4" D1A � W W het � STL RAILING (TYP OF 2) 21 CONTOUR EAVE TRIM MASONRY CONTROL JOINT @ 25'-0" O.C. MAX. (TYP) Z Q Q 13 CONIC FILLED STL PIPE BOLLARD CONTOUR GABLE TRIM (TYP OF 4 @ EXTERIOR) 14 LINE OF FINISH FLOOR 2422 C� 0"x5'-4" ALUM FRAME WINDOW TYP OF 10 IS GRADE LINE A102 71 005 1 G: 7 AM , 60 •\ \g \ ,/ JJS REALTY, LLP BOOK 10 716 PAGE 125 ]s4 - 155 L S A HI S'LR 138\ RIP-RAP P PLAN BOOK 31 1 PAGE 123 152 A •--•- 0 O s s- \ suH\F ]48 149 1�0 _ MERIDIAN OF 47 N PLAN BOOK 250, PAGE 63 1145 WE 42 t \ � ° g0 - LOCUS LIN 140.3 140.7 1 z •� \\ 14X 3 149 Z 0 ST \ S6 \ 145.5 nD 0 � �36 sruH�f2\ \ 139.7 'A, � :Z7 Z AVII 5T. o � Aj \ \ \ c \ \ \ 13x.3 14i 141 z D:D Jriru � h 137 141WA Pla m cI3 e r r ff 13&23 SMH1Y6 137.58 �� _�v_~r 8•P1�• . " ` . w ,3437 - ,}-•r• w�, j • 139.44 NOTCU MA E €=' .�-• DA4H6 lz 135 tap ,` x v �r gtp 143.3 n H ' S5AIH1�� 6 536. tb .�•`. 140.31 v�v O� j x 742 67 �x J i2 / I _ >i#' 2 • 34 S-OCK n � ]P� • •�.�=� 14119 r r r_ s 9 fo 0 ! •`•1 r (ram` 8 1 CD SMH#1 OMH#1 CB#1 ' 77 , j '�, e'r� H � �•�. RIM=137.78 RIM=134.58 RIM=134.87 - I INV.=128.98 INV. 12 RCP IN=130.03 INV. 12 RCP OUT=7-29.0 - r - �14108 syr 13 NV. 147.7 SHELF=]29.4 INV. 15 RCP 1N=129.43 1 ` a _ _ I ]2"RCP 1N=129.96 CB#2 �''"' _ SMH#2 INV. 15"RCP OUT=129.33 R1M=134.76 • 'ma`s i" ` _ ` 1 x RIM=136.09 INV. 12"RCP OUT=130.09 'irs 14x 2 , - INV.=128.84 DMH#2 SHELF=129.2 RIM=134.09 CB#3 » » ` / \` 42 o8tb 1 $ INV. 15"RCP 1N=128.35 RlM=132.14 TBM = 0 ON I / \ x SMH#3 INV. ]2 PVC IN=129.04 INV. 12"PVC OUT=128.04 HYDRANT' ELEV. Q,-145 RIM=134.36 INV. 24 RCP OUT=128.29 744.s � TROUGH 8" =12a.o8 C8#4136.58 x SHELF=128.5 DMH3w # RIM=]32.10 r� 144 RlM=132.60 INV. 1PVC OUT=1 127.80 SMH#4 INV. 24RCP IN/OUT=127.80 - RIM=132.88 j . C8 5 \ - TROUGH 8"PVC=12699 DMH#4 RIM 134.73 r r SHELF=127.6 R1M=132.74 INV. 12 RCP OUT=130.83 INV. 12"PVC IN=127.84 SMH15 INV. 12'PVC IN=128.00 CB116 RIM=132.36 INV. 24 RCP OUT=127.46 RIM=134.90 3 INV. 8„PVC IN=126.3] INV. 12"RCP OUT=130.35 INV. 8 PVC OUT=123.36 DMH#5 SHELF=124.1 RIM=132.74 DMH13+ i / i34 ,/ INV. 12 RCP IN=125.44 �x k32.B4 / 132 4 D SMH#6 INV. 12"RCP OUT=125.39 11 RIM=137.00 I s H 6 140 TROUGH 8"PVC=130.00 DMH#6 H!4 � SHELF=130.6 RIM=134.70 I I D3 I' D INV. 12 RCP A) 1N=130.13, H SMH#7 INV. 12 RCP((B) IN 130.27 TLA RIM=142.66 INV. 12 RCP(C) OUT=130.18 I NH e AL N ° �` e NH INV. 6„PVC(A) IN=135.51 D INV. 6 PVC(B) IN=135.54 TROUGH/Z I °" •`� o D2 a1Vc SHELF i35.9 "PVC=135.36 132f 2 �` m ' I 1 Nry H4 H 135 NH e 09 NH e NH ° D30 END I / ]0 ` I I l D19 D] N �33 i AREA = - -- k I I ! , ` D21 7&0 D e N r�2 D28 � 029 132.34 �` 6. 1 72 a c re�s ]' 018 3 ; AL I I c3 D12 e ` o •12•P� , H•-. e NH LEGEND � � He ?4 'C,p • i INV. 24"RCP JIL 130 _ D]5 NH ° D 17 e D24 NH ° OUTFALL=127.17 D 14 BOUND FOUND 0 S SAfH}�5 i �, / H e NH 1 D27 D 16 HA AL IRON PIPE FOUND o IL x e NH � I132.54 5� ff x 444+++� o GAS GATE o ��1 HYDRANT NH D DRAINAGE EASEMENT ALONG THE 130 CONTOUR LINE >L H ° �,z SPOT ELEVATION �04 �00 FOR THE BENEFIT OF THE TOWN OF AGAWAM H e Des z `°P o DRAIN MANHOLE SEE BOOK 6589 PAGE 126 AL PLAN BOOK 250 PAGE 63 0 4- v Mn SEWER MANHOLE 4 "RC-P _ I� W WATER GATE INV 4OUTFAL 124.12 [x 132 7' v 4 UT=] V o m n n i+Vi W2 d INV. 8~RCP 0 24.90 ,,-; W� WETLAND FLAG l 1 ' CONTOUR LINE N (C 26" INLET=124.87 5' CONTOUR LINE (GONG. STRUCTURE) DAfHf5 � V ZE 230.53' In 132.89 m INV. 12"RCP OUTFALL=125.34 » 1 r h (CONC. STRUCTURE) S 47 9 24 W 345. 13 PLAN OF LAND IN r = s o2 49 35 w AGAWAM, MASSACHUSETTS NOTES: THOMAS L. SOPHINOS SURVEYED FOR 1. UNDERGROUND UTILITY LOCATIONS SHOWN HEREON ARE BASED UPON BOOK 6436 PAGE 481 DEVELOPMENT ASSOCIATES SURFACE FEATURES AS LOCATED BY SURVEY AND AVAILABLE RECORD PLAN BOOK 234 PAGE 68 AND 0' 15' 30' 45' 60' so' DATA, AND ARE APPROXIMATE. ACTUAL LOCATIONS SHOULD BE VERIFIED PLAN BOOK 250 PAGE 63 SCALE: 1 " = 30' WITH THE APPROPRIATE UTILITY COMPANY AND/OR MUNICIPAL DEPARTMENT PRIOR TO FINAL DESIGN AND/OR CONSTRUCTION. DATE: SEP7EMBER 23, 2002 REVISED: NOVEMBER 15, 2002 2. WETLAND BOUNDARIES SHOWN HEREON WERE DELINEATED ON OCTOBER 29, HERITAGE SURVEYS, INC. 2002, BY CHARLES H. DAUCHY, ENVIRONMENTAL CONSULTANT. 24 OLD LONG PLAIN ROAD, AMHERST, MA 01002. REGISTERED PROFESSIONAL LAND SURVEYORS COLLEGE HIGHWAY & CLARK STREET 3. FOR REFERENCE TO ENCLOSED PERIMETER SEE BOOK 6798 PAGE 327 POST OFFICE BOX 1 AND PLAN BOOK 250 PAGE 63. PROPERTY MAY ALSO BE SUBJECT TO SOUTHAMPTON, MASSACHUSETTS OTHER EASEMENTS OF RECORD. (413) 527-3600 rj0_9 ,__ 4888-020913 mr, # 4888DE01 MAP # 4888-02 1 1 15 SUFFIELD STREET PARTNERSHIP LLC GOLD STREET AGAWAM, MA September 28, 2005 Introduction The site, which is located on the north side of Gold Street, totals 6.172 acres in area. The site includes an abandoned road with cul-de-sac with remaining areas lightly wooded. The entire site slopes toward a wetlands area located in the eastern portion of the site. The proposed development will impact approximately 3.31 acres in the western portion of the site and will consist of a 20,000 square foot building with approximately 45,700 square feet of sidewalks and pavement. Remaining areas will be vegetated lawns, swales, and detention area. Drainage Report The existing municipal storm drainage system was designed to handle a maximum of 50% impervious area on each site without on-site detention for the 100 year storm. The total impervious area is approximately 66,000 square feet, which translates to 24.55% of impervious. Since this is substantially below the 50% allowable, on-site detention is not required for the 100 year storm. Therefore, the intent of this design is to insure that the 2 and 10 year post- development runoff to the municipal storm drainage system and/or the existing wetlands area does not exceed pre-development runoff per DEP storm water management guidelines. Existing Conditions: For analysis, the site was divided into two drainage areas as follows: • Area Al (subcatchment 101) — Includes runoff from the approximately 0.303 acres of existing paved road and cul-de-sac and 1.20 acres of the wooded area to the west of the paved surfaces which drains to the wetlands through the municipal storm drainage system. • Area A2 (subcatchment 102) — Includes the remainder of the site to be developed, approximately 1.807 acres of wooded area, which flows easterly directly into the wetlands. The drainage areas were evaluated for the peak flows using the "HydroCAD" Stromwater Modeling System for a 2-year 24 hour rainfall of 3.0 inches, a 10-year 24 hour rainfall'of 4.5 inches, and a i 00-year 24 hour rainfall of 6.5 inches as taken from the "Rainfall Frequency Atlas for the Northeast" compiled by the Soil Conservation Service. A summary of drainage calculations for the existing conditions have been included at the end of this report. A theoretical Pond (Pond 104P) was used to simulate the existing wetlands and calculate the combined peak flows from Areas Al and A2. The following is a summary of peak flows from each storm. Pre-development runoff from the site to the wetlands is: 2 year storm - 2.14 cfs 10 year storm - 4.76 cfs 100 year storm - 8.66 cfs Proposed Conditions: The proposed conditions for this site are divided into two drainage areas as follows: + Retention / Detention Basin (Pond 210)— Collects runoff from approximately 0.460 acres of roof (Subcatchment 201), 1.05 acres of paved parking lot (Subcatchment 202), and 0.992 acres of lawns and vegetated detention area located in the northwest corner of the site (Subcatchment 203). Roof and pavement storm runoff will be collected in gutters with downspouts and catch basins, respectively. Runoff will be piped to the retention/detention area. • Directly Offsite (Subcatchment 204) — Includes the approximately 0.810 acres of front and side lawns that drain to the street and into the municipal drainage system and the vegetated area east of the parking lot that drains directly into the wetlands.. Peak rates for proposed conditions were calculated using the "HydroCAD" Stormwater Modeling System using a 2-year 24 hour rainfall of 3.0 inches, a 10-year 24 hour rainfall of 4.5 inches, and a 100-year 24 hour rainfall of 6.5 inches as taken from the "Rainfall Frequency Atlas for the Northeast" compiled by the Soil Conservation Service. A summary of drainage calculations for the proposed conditions have been included at the end of this report. A theoretical Pond (Pond 220) was used to calculate the combined peak flows from Pond 210 and Subcatchment 204. The following is a summary of the peak flows from each storm: Post-development runoff from the site to the wetlands is: 2 year storm - 2.02 cfs 10 year storm - 3.21 cfs 100 year storm—7.21 cfs The required detention capacity for the 10 year storm will be 9931.7 cubic feet. Actual capacity is approximately 24,250 cubic feet. As a side note the required detention capacity for the 100 year storm will be 14,332 cubic feet, which is also less than the proposed capacity. The required recharge volume is 438 cubic feet, based upon the post-development increase in impervious area of 1.21 acres (1.21 acres x 0.10 in) and will be satisfied by elevating the outlet slightly and by installation of an infiltration trench in the bottom of the retention/detention area. Actual recharge volume is approximately 976 cubic feet. Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Appendix B -- Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 A. Property Information Important: When filling out 1. The proposed project is: forms on the computer, use a. New development ® Yes ❑ No only the tab key to move b. Redevelopment ❑ Yes ❑ No your cursor- do not use the c. Combination ❑ Yes ❑ No (If yes,distinguish redevelopment components from return kkee�y,. new development components on plans). V I I 2. Stormwater runoff to be treated for water quality is based on the following calculations: a. ❑ 1 inch of runoff x total impervious area of post-development site for discharge to critical areas •+ (Outstanding Resource Waters, recharge areas of public water supplies, shellfish growing areas, swimming beaches, cold water fisheries). Note: b• ® 0.5 inches of runoff x total impervious area of post-development site for other resource areas. This August 2003 version of the Stormwater Management B. Stormwater Management Standards Form supersedes earlier versions DEP's Stormwater Management Policy (March 1997) includes nine standards that are listed on the including those contained in following pages. Check the appropriate boxes for each standard and provide documentation and DEP's additional information when applicable. Stormwater Handbooks. Standard #1: Untreated stormwater a. ® The project is designed so that new stormwater point discharges do not discharge untreated stormwater into, or cause erosion to,wetlands and waters. Standard #2: Post-development peak discharges rates a. ❑ Not applicable— project site contains waters subject to tidal action. Post-development peak discharge does not exceed pre-development rates on the site at the point of discharge or downgradient property boundary for the 2-yr, 10-yr, and 100-yr, 24-hr storm. b. ❑ Without stormwater controls c. ® With stormwater controls designed for the 2-yr, and 10-yr storm, 24-hr storm. d. ❑ The project as designed will not increase off-site flooding impacts from the 100-yr, 24-hr storm. wm2ppb.doc•rev.W4W Stormwater Management Form•Page t of 5 ILIMassachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Appendix B - Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cont.) Standard #3: Recharge to groundwater Amount of impervious area (sq. ft.) to be infiltrated: 52,500 a.square feet Volume to be recharged is based on: b. ® The following Natural Resources Conservation Service hydrologic soils groups (e.g. A, B, C. D, or UA) or any combination of groups: 100 C 1.%of impervious area 2.Hydrologic soil group 3.%of impervious area 4.Hydrologic soil group 5.%of impervious area 6.Hydrologic soil group 7.%of impervious area 8.Hydrologic soil group c. ❑ Site specific pre-development conditions: 1. Recharge rate 2.volume d. Describe how the calculations were determined: The pre-developed impervious area = 13,200 sf, the post-developed impervious area= 65,700 sf for a net increase in impervious area = 52,500 sf. With a net increase in impervious area of 52,500 sf the volume to be infiltrated is 438 cf. (0.10)1(12) x 52,500 =438 cf. e. List each BMP or nonstructural measure used to meet Standard#3 (e.g. dry well, infiltration trench). Infiltration trench located in the proposed retentionldetenstion basin. Does the annual groundwater recharge for the post-development site approximate the annual recharge from existing site conditions? f. ® Yes ❑ No Standard #4: 80% TSS Removal a. ® The proposed stormwater management system will remove 80% of the post-development site's average annual Total Suspended Solids {TSS) load. e. Identify the BMP's proposed for the project and describe how the 80% TSS removal will be achieved. Deep Sump Catch Basins = 0.25 + Sediment Trap= 0.25 x 0.75 = 0.19 + Infiltration Trench = 0.80 x 0.56 = 0.45, Total = 89% wpaappb,doe-rev.914103 Stormwater Marinemem Farm-Pape 2 of 5 ILIMassachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Appendix B - Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cont.) c. If the project is redevelopment, explain how much TSS will be removed and briefly explain why 80% removal cannot be achieved. Standard #5: Higher potential pollutant toads See Stormwater Policy Handbook Does the project site contain land uses with higher potential pollutant loads Vol. I,page 1-23, for land uses of a. ❑ Yes ® No b. If yes, describe land uses: high pollutant loading(see Instructions). c. Identify the BMPs selected to treat stormwater runoff. If infiltration measures are proposed, describe the pretreatment. (Note: If the area of higher potential pollutant loading is upgradient of a critical area, infiltration is not allowed.) Standard #6: Protection of critical areas See Stormwater Will the project discharge to or affect a critical area? Policy Handbook Vol. I,page 1-25, a. ❑ Yes ® No b, if yes, describe areas: for critical areas (see Instructions). c. Identify the BMPs selected for stormwater discharges in these areas and describe how BMPs meet restrictions listed on pages 1-27 and 1-28 of the Stormwater Policy Handbook—Vol. is w paappb,doc-rev.WAM Stormwater Management Farm•Paps 3 of 5 ILIMassachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands WPA Appendix B - Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cont.) Note: ment Standard #7: Redevelopment projects components of P P j redevelopment projects which Is the proposed activity a redevelopment project? plan to develop previously a. ❑ Yes ® No b. If yes, the following stormwater management standards have been met: undeveloped areas do not fall under the scope of Standard 7. c. The following stormwater standards have not been met for the following reasons: d. ❑ The proposed project will reduce the annual pollutant load on the site with new or improved stormwater control. Standard #8: Erosion/sediment control a. ® Erosion and sediment controls are incorporated into the project design to prevent erosion, control sediments, and stabilize exposed soils during construction or land disturbance. Standard #9: Operation/maintenance plan a. ® An operation and maintenance plan for the post-development stormwater controls have been developed. The plan includes ownership of the stormwater BMPs, parties responsible for operation and maintenance, schedule for inspection and maintenance, routine and long-term maintenance responsibilities, and provision for appropriate access and maintenance easements extending from a public right-of-way to the stormwater controls. Operation and Maintenance Plan for Suffield Street Partnership LLC, Gold September 2005 Street, Agawam, MA c.Date d.Planfritle e.Date wpaeppb,doc-rev.W4M Stormwater Management Form-Pape 4 of 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Appendix B - Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 C. Submittal Requirements Online Users; DEP recommends that applicants submit this form, as well as, supporting documentation and plans, Include your with the Notice of intent to provide stormwater management information for Commission review document consistent with the wetland regulations (310 CMR 10.05 (6)(b)) and DEP's Stormwater Management transaction Policy (March 1997). If a particular stormwater management standard cannot be met, information number should be provided to demonstrate how equivalent water quality and water quantity protection will be (provided on provided. DEP encourages engineers to use this form to certify that the project meets the stormwater your receipt management standards as well as acceptable engineering standards. For more information, consult page)with all the Stormwater Management Policy. supplementary information you submit artme to D. Signatures p Applicant Name Date Signature The O'Leary Company _ September 28, 2005 Representative(if any) Dale Signature Of i ST.1WifTlN � BTAUL'TURAL -+ sltTE�v � �lz�3 wpaappb.doe-rev.914/03 Stormwater Management Form-Pape 5 of 5 PRE-DEVELOPED CONDITIONS Area Al Area A2 1 Total Offsite �St Reach on Link- Drainage Diagram for Gold St Present Prepared by The O'Leary Company 9/27/2005 HydroCADV 7.10 sln 003640 0 2005 HydroCAD Software Solutions LLC Gold—St—Present Type/1/ 24-hr 2-Year Storm Rainfall=3.00" Prepared by The O'Leary Company Page 2 HydroCADO 7.10 s/n 003640 0 2005 HydroCAD Software Solutions LLC 9/27/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 101: Area Al Runoff Area=1.503 ac Runoff Depth>1.03" Flow Length=901' Tc=25.9 min CN=78 Runoff=1.16 cfs 0.129 of Subcatchment 102: Area A2 Runoff Area=1.807 ac Runoff Depth>0.77" Flow Length=300' Tc=27.0 min CN=73 Runoff=0.99 cfs 0.116 of Pond 104P: Total Offsite Inflow=2.14 cfs 0.245 of Primary=2.14 cfs 0.245 of Total Runoff Area = 3.310 ac Runoff Volume = 0.245 of Average Runoff Depth = 0.89" Gold-St-Present Type/1/ 24-hr 2-Year Storm Rainfall=3.00" Prepared by The O'Leary Company Page 3 H droCADO 7.10 sln 003640 ©2005 H droCAD Software Solutions Lt_C 9/27/2005 Subcatchment 101: Area Al Runoff = 1.16 cfs @ 12.38 hrs, Volume= 0.129 af, Depth> 1.03" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0,05 hrs Type III 24-hr 2-Year Storm Rainfall=3.00" Area (ac) CN Description _ 1.200 73 Woods, Fair, HSG C 0.303 98 Paved_parking & roofs 1.503 78 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.0 250 0.1280 0.2 Sheet Flow, Wooded Woods: Light underbrush n= 0.400 P2= 3.00" 2.7 300 0.0270 1.9 Sheet Flow, Paving Smooth surfaces n= 0.011 P2= 3.00" 0.0 10 0.0100 4.5 3.56 Circular Channel (pipe), To DMH #6 Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0,25' n= 0.013 Concrete pipe, straight & clean 0.1 45 0.0250 7.2 5.63 Circular Channel (pipe), To DMH #2 Diam= 12.0" Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 Concrete pipe, straight & clean 1.1 296 0.0040 4.6 14.31 Circular Channel (pipe), To Outfall Diam= 24.0" Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013 Concrete pipe, strai ht & clean 25.9 901 Total Gold_St Present Type Ill 24-hr 2-Year Storm Rainfall=3.00" Prepared by The O'Leary Company Page 4 HydroCAD®7.10 sln 003640 O 2005 HydroCAD Software Solutions LLC 9/27/2005 Subcatchment 101: Area Al Hydrograph 1.16 cis 1 ..RunaH Type III 24-h.r 2-Year, Storm I { 1 I I E I .,_-_---; Rainfal1=3:00 I E ; Runoff'Are{a=1:503:ac i Rlunoff V61ume=0.129 of I F I I k I I Runoff Depth>1.03" LL ; Flow Length=901' �k E Tc=25.9 min I I 1 I I l I I CN=7 8 I 1 I ! ! F I I I I 1 l 1 I I I I I 1 I { I I I I I 1 I I I 1 II Q 5 6 7 8 s 10 11 12 13 14 15 16 17 16 19 20 Time (hours) Gold—St—Present Type/1/ 24-hr 2-Year Storm Rainfall=3.00" Prepared by The O'Leary Company Page 5 HydroCAD®7.10 sln 003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Subcatchment 102: Area A2 Runoff = 0.99 cfs @ 12.42 hrs, Volume= 0.116 af, Depth> 0.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Storm Rainfall=3.00" Area (ac) CN Description 1.807 73 Woods, Fair, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 27.0 300 0.1100 0.2 Sheet Flow, Overland Flow Woods: Light underbrush n= 0.400 P2= 3.00" Subcatchment 102: Area A2 Hydrograph I . xD:99`cfs?� i- _ ____ _._ ... -_T_f----3_....`I_'-_...T 1 , Type [II 24-hr 2-Year, Storm I I I I I 3 1 I I Rainfall=3.00" E Runoff Area=1:8071ac t k [ I ! I I I 1 I Runoff V61ume=0.11 G of t E I Runoff Depth>0.77" 4 , Flow Length=300' Tc=27.0 min CN-73 ! I I ! f 4 ! r 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Gold—St—Present Type 11124-hr 2-Year Storm Rainfall=3.00" Prepared by The O'Leary Company Page 6 HydroCAD®7.10 s/n 003640 O 2005 HydroCAD Software Solutions LLC 9/27/2005 Pond 104P: Total Offsite [401 Hint: Not Described (Outflow=Inflow) Inflow Area - 3.310 ac, Inflow Depth > 0.89" for 2-Year Storm event Inflow = 2.14 cfs @ 12.40 hrs, Volume= 0.245 of Primary 2.14 cfs @ 12.40 hrs, Volume= 0.245 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs -Pond 104P: Total Mite hyd rog raph t 2.14V_s1 —Inibw —Primary 2 --- -! __ __ _ . _ _ _ ___-I __--- -1nfEow!Area=3-.-31-0 -ac-- I F • ! 4 1 I I I I 3 • ' I I fi 1 I I E I I ! I I I I v 4 { 1 ! I I I I 3 1 1 I 1 � , I I 1 I k I I 1 _L----I----µ I ». L----I __�,„} ,„__.-L-- I Il I 1- I F -I 1 I 1 t I 1 I 1 1 f 3 I I ! I I 1 I f I I 1 f I I 1 E I I I I I 3 1 I I • I I I I 1 I h ! 1 3 I I I I 3 1 I I I { 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 18 20 Time (hours) Gold_St_Present Type 11124-hr 10-Year Storm Rainfall=4.50" Prepared by The O'Leary Company Page 7 HydroCAD®7.10 s/n 003640 O 2005 HydroCAD Software Solutions LLC 9/27/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method Pond routing by Stor-Ind method Subcatchment 101: Area Al Runoff Area=1.503 ac Runoff Depth>2.12" Flow Length=901' Tc=25.9 min CN=78 Runoff=2.43 cfs 0.265 of Subcatchment 102: Area A2 Runoff Area=1.807 ac Runoff Depth>1.73" Flow Length=300' Tc=27.0 min CN=73 Runoff=2.33 cfs 0.261 of Pond 104P: Total Offsite Inflow=4.76 cfs 0.526 of Primary=4.76 cfs 0.526 of Total Runoff Area = 3.310 ac Runoff Volume = 0.526 of Average Runoff Depth = 1.91" Gold-St-Present Type 11124-hr 10-Year Storm Rainfall=4.50" Prepared by The O'Leary Company Page 8 HydroCAD®7.10 sln 003640.0 2005 HydroCAD Software Solutions LLC 9/27/2005 Subcatchment 101: Area Al Runoff - 2.43 cfs @ 12.37 hrs, Volume= 0.265 af, Depth> 2.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Storm Rainfall=4.50" Area (ac) CN _ Description _ 1.200 73 Woods, Fair, HSG C 0.303 98 Paved parking & roofs 1.503 78 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) _ (ft/sec) (cfs) 22.0 250 0.1280 0.2 Sheet Flow, Wooded Woods: Light underbrush n= 0.400 P2= 3.00" 2.7 300 0.0270 1.9 Sheet Flow, Paving Smooth surfaces n= 0.011 P2= 3.00" 0.0 10 0.0100 4.5 3.56 Circular Channel (pipe), To DMH #6 Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, straight & clean 0.1 45 0.0250 7.2 5.63 Circular Channel (pipe), To DMH #2 Diam= 12.0" Area= 0.8 sf Perim= IT r= 0.25' n= 0.013 Concrete pipe, straight& clean 1.1 296 0.0040 4.6 14.31 Circular Channel (pipe), To Outfall Diam= 24.0" Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013 Concretepipe, straight & clean 25.9 901 Total ^ Gold—St—Present Type 11124-hr 10-Year Storm Rainfall=4.50" Prepared by The O'Leary Company Page 9 HydroCAD®7.10 sln 003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Subcatchment 101 : Area Al Hydrograph 2A3 cfs Rurlate Type III 24-hi 10-Year Storm • f 3 I I 2_ _ Rainfa11=4.50" I- I E Runoff Area=1.503=ac Runoff Volume=0.265 of Runoff Depth>2.12" Flow Length=901' U. I I I I I I 1 3 I ----I- ---=I---Tc=25.9.min- 1 i I I ICN=78 ! I I I I I 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Gold—St—Present Type 11124-hr 10-Year Storm Rainfall=4.50" Prepared by The O'Leary Company Page 10 HydroCAM 7.10 sln 003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Subcatchment 102: Area A2 Runoff - 2.33 cfs @ 12.39 hrs, Volume= 0.261 af, Depth> 1.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Storm Rainfall=4.5011 Area (ac) CN Description 1,807 73 Woods, Fair, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) sec) (cfs) 27.0 300 0.1100 0.2 Sheet Flow, Overland Flow Woods: Light underbrush n= 0.400 P2= 3.00" Subcatchment 102: Area A2 Hydrograph `2.33'c[s I 1 i I I I 1 I i I I I I 1 I 1 1 I I Type III 24-hr 10-Year Storm . I 1 I I I � V 1 I { 2 _-- ------ ---, ----I-- --- -- Rainfall=4:50"- p -- I I Runoff Area=1:807:ac Runoff Volume=0.261 of ' Runoff Depth>1.73" ' Flow Length=300' LL -- - - .- ---i --- ----- --------;---Tc=27.0-min- 3 I I I I 1 I ,I 1 E f ICN"73 I I E 1 1 I 1 f { 1 • � I E I 1 I [ I r I I ! 1 I 1 1 I I 4 5 6 7 9 9 10 1, 12 13 14 15 16 17 18 19 20 Time (hours) Gold_St_Present Type 111 24-hr 10-Year Storm Rainfall=4.50" Prepared by The O'Leary Company Page 11 HydroCAD®7.10 sln 003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Pond 104P: Total Mite [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.310 ac, Inflow Depth > 1.91" for 10-Year Storm event Inflow = 4.76 cfs @ 12.38 hrs, Volume= 0.526 of Primary - 4.76 cfs @ 12.38 hrs, Volume= 0.526 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Pond 104P: Total 4ffsite Hydrograph 5 1 I —PrimaN •! f Inflow:Ar, ea=3.3'10 ac 1 i F I } 1 I 1 i f I 2. ! 1 i 1 .f 1 1 ! 1 I 1 2 -I- --- -- -. L--- r I I I I I I I 1 I I 1 i I I 1 1 I I - V 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Gold_St_Present Type 11124-hr 100-Year Storm Rainfall=6.50" Prepared by The O'Leary Company Page 12 HydroCAD®7.10 sln 003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 101: Area Al Runoff Area=1.503 ac Runoff Depth>3.75" Flow Length=901' Tc=25.9 min CN=78 Runoff=4.27 cfs 0.469 of Subcatchment 102: Area A2 Runoff Area=1.807 ac Runoff Depth>3.24" Flow Length=300' Tc=27.0 min CN=73 Runoff=4.39 cfs 0.488 of Pond 104P: Total Offsite Inflow=8.66 cfs 0.958 of Primary=8.66 cfs 0.958 of Total Runoff Area = 3.310 ac Runoff Volume = 0.958 of Average Runoff Depth = 3.47" Gold-St-Present Type III 24-hr 100-Year Storm Rainfall=6.50" Prepared by The O'Leary Company Page 13 H droCADO 7.10 sln 003640 0 2005 H droCAD Software Solutions LLC 9/27/2005 Subcatchment 101: Area Al Runoff = 4.27 cfs @ 12.36 hrs, Volume= 0.469 af, Depths 3,75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Storm Rainfall=6.50" Area ac CN Description 1.200 73 Woods, Fair, HSG C 0.303 98 Paved parking & roofs _ 1.503 78 Weighted Average Tc Length Slope Velocity Capacity Description min feet) (ft/0) (ft/sec cfs 22.0 250 0.1280 0.2 Sheet Flow, Wooded Woods: Light underbrush n= 0.400 P2= 3.00" 2.7 300 0.0270 1.9 Sheet Flow, Paving Smooth surfaces n= 0.011 P2= 3.00" 0.0 10 0.0100 4.5 3.56 Circular Channel (pipe), To DMH #6 Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n=0.013 Concrete pipe, straight & clean 0.1 45 0.0250 7.2 5.63 Circular Channel (pipe), To DMH #2 Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, straight& clean 1.1 296 0.0040 4.6 14.31 Circular Channel (pipe), To Outfall Diam= 24.0" Area= 3.1 sf Perim= 6.3' r- 0.50' n= 0.013 Concrete pipe, strai ht & clean 25.9 901 Total Gold—St—Present Type 11124-hr 100-Year Storm Rainfall=6.50" Prepared by The O'Leary Company Page 14 HydroCAD®7.10 s/n 003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Subcatchment 101: Area Al Hydrograph 4,27 cfs � —Runoff 4 - -Type.-III 24-hr 100,Year-Storm- Rainfall=6.50" Runoff Area=i,.503, ac 3 --- -- -- -; - -;----; Runoff Volume=0.469-af- 3 Runoff Depth>3.75" Flow Len0h=501' 2- -- -- ----- - -- -----I- --Tc=25:9 min-. 3 CN=78 s 1 i 1 I F 1 1 1 F I 1 I t 1 I I 1 1 k E k f I I ! I } I 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Gold_St_Present Type 11l 24-hr 100-Year Storm Rainfall=6.50" Prepared by The O'Leary Company Page 15 HydroCAD®7.10 sln 003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Subcatchment 102: Area A2 Runoff = 4.39 cfs @ 12.38 hrs, Volume= 0.488 af, Depth> 3.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Storm Rainfall=6.50" Area (ac) CN Description 1.807 73 Woods, Fair, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) _ 27.0 300 0.1100 0.2 Sheet Flow, Overland Flow Woods: Light underbrush n= 0,400 P2= 3.00" Subcatchment 102: Area A2 Hydrograph _;Type III 24-h' 100 Year Storm Rainfall=6.50" Runoff Area=1.807; ac Runoff Volume__=_0.48$.af-. Runoff Depth>3.24" Flow Length=300' LL 2- - --I -- ,---- . ----1-- - - -Tc=27.0 min-. CN-73 I I I , I O 5 6 7 8 9 10 11 12 13 14 15 16 17 1S 19 20 Time (hours) Gold—St—Present Type /// 24-hr 100-Year Storm Rainfal1=6.50" Prepared by The O'Leary Company Page 16 HydroCAD®7.10 sln 003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Pond 104P: Total Offsite [40] Hint- Not Described (Outflow=Inflow) Inflow Area = 3.310 ac, Inflow Depth > 3.47" for 100-Year Storm event Inflow = 8.66 cfs @ 12.37 hrs, Volume= 0.958 of Primary = 8.66 cfs @ 12.37 hrs, Volume= 0.958 af, Aiten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20,00 hrs, dt= 0.05 hrs Pond 104P: Total Offsite Hydrograph i c 7 I nI pp I 1 I I 9- E I I I I I —� -- -,- - - - - - -: ----, - --�----Ir---- Inflow,-----!___-r---- _Primary I I I ! I I F I I I I 3 -- 6_ __ _ .,___ _ ', . -- -- ; - -�_--;- ;Infl;ow�lAr-ea=3.-314 ac-- 3 • � 3 I I i 1 ! k l ! 1 ! j__ ! U. I • I ! 1 I I 1 4,, ,__-_I___-__ -_. ____k._________1._____ _ .. _�___I_.___-I--- .-k______________ 'I ! I i I I I 1 I 17 . ___ ..,__ __,.___ --------- I I I I I I I I I Y 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) POST-DEVELOPED CONDITIONS 20�1 Roof Parking Lot Retention/Detention Total Mite Basin 203- NW Corner 204 Directly Mite 5ubcat Reach I7� �Iflk Drainage Diagram for EL-136_Gold_St_Developed Prepared by The O'Leary Company 9/27/2005 HydroCADS 7.10 sin 003640 ®2005 HydroCAD Software Solutions LLC EL-136_Gold_St_Developed Type 11124-hr 2-Year Storm Rainfall=3.00" Prepared by The O'Leary Company Page 2 HydroCADO 7.10 sln 003640 O 2005 HydroCAD Software Solutions LLC 9/27/2005 Time span=0.00-24.00 hrs, dt=0.02 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 201: Roof Runoff Area=0.460 ac Runoff Depth>2.77" Flow Length=455' Tc=2.4 min CN=98 Runoff"1.51 cfs 0.106 of Subcatchment 202: Parking Lot Runoff Area=1.050 ac Runoff Depth>2.77" Flow Length=375' Tc=2.8 min CN=98 Runoff=3.41 cfs 0.242 of Subcatchment 203: NW Corner Runoff Area=0.992 ac Runoff Depth>0.91" Flow Length=330' Tc=9.0 min CN=74 Runoff=0.88 cfs 0.075 of Subcatchment 204: Directly Offsite Runoff Area=0.810 ac Runoff Depth>0.90" Flow Length=766' Tc=20.8 min CN=74 Runoff=0.53 cfs 0.061 of Pond 210: Retention 1 Detention Basin Peak Elev=137.36' Storage=0.131 of Inflow=5.44 cfs 0.423 of Outflow=1.50 cfs 0.410 of Pond 220: Total Offsite Inflow=2.02 cfs 0.471 of Primary=2.02 cfs 0.471 of Total Runoff Area = 3.312 ac Runoff Volume = 0.484 of Average Runoff Depth = 1.75" EL-136_Goid_St_Developed Type I!! 24-hr 2-Year Storm Rainfall=3.00" Prepared by The O'Leary Company Page 3 HydroCAD®7.10 sln_003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Subcatchment 201: Roof Runoff - 1.51 cfs @ 12.04 hrs, Volume= 0.106 af, Depth> 2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type Ill 24-hr 2-Year Storm Rainfall=3.00" Area (ac) CN Description _ 0.460 98 Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) _ 1.0 80 0.0210 1.3 Sheet Flow, Roof Flow Smooth surfaces n= 0.011 P2= 3.00" 0.3 40 0.0050 2.6 0.52 Circular Channel (pipe), 6 inch pipe Diam= 6.0" Area= 0.2 sf Perim= 1.6' r= 0.13' n= 0.010 PVC, smooth interior 0.2 40 0.0050 3.2 1.11 Circular Channel (pipe), 8 inch pipe Diam= 8.0" Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.010 PVC, smooth interior 0.4 110 0.0050 4.2 3,28 Circular Channel (pipe), 12 inch 0.5% pipe Diam= 12.0" Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.010 PVC, smooth interior 0.5 185 0.0100 5.9 4.63 Circular Channel (pipe), 12 inch 1% pipe Diam= 12.0" Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.010 PVC, smooth interior 2.4 455 Total EL-136_Gold_St_Developed Type /// 24-hr 2-Year Storm Rainfall=3.00" Prepared by The OlLeary Company Page 4 HydroCAD®7.10 sln 003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Subcatchment 201: Roof Hydrograph 1.51 cis Type III 24-hrF2-Year-Storm i I I I I k Rainfall=3.00" I I I I I I 1 Runoff Area=0.460 ac _ 1 .-Runoff-Volume=! 0.106 af_',__ R 1 1 i Run', Depth�1.77" i I I I I I I 3 1 I E 1 1 I I 1 I I 1 I ! 1 F £ I S LL Flow Length;455' 3; i E i I 1 I I 1 1 I I 1 Tc=2.4 min CN=98 3 I I 1 1 ! I 1 1 1 1 I 1 I ! I 1 I 0 0 1 2 3 4 5 B 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) EL-136_GoId_St_D eve Ioped Type 11124-hr 2-Year Storm Rainfal1=3.00" Prepared by The O'Leary Company Page 5 HydroCAD®7.10 sln 003640 O 2005 HydroCAD Software Solutions LLC 9/27/2005 Subcatchment 202: Parking Lot Runoff = 3.41 cfs @ 12.04 hrs, Volume= 0.242 af, Depth> 2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 2-Year Storm Rainfall=3.00" Area (ac) CN Description 1.050 98 Paved parking Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) ftlsec (cfs) 1.9 120 0.0100 1.0 Sheet Flow, Paving Smooth surfaces n= 0.011 P2= 3.00" 0.7 185 0.0050 4.2 3.28 Circular Channel (pipe), To CB-2 Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0,010 PVC, smooth interior 0.2 70 0.0050 4.8 5.94 Circular Channel (pipe), To Retention Pond Diam= 15.0" Area= 1.2 sf Perim= 3.9' r- 0,31' n= 0.010 PVC, smooth interior 2.8 375 Total Subcatchment 202: Parking Lot Hydrograph 3:41Cfs� —Runoff Type III 24 hrl24ear'iStorm f I Rainfall=3.-00 I I I I 1 I I I I I I I Runoff Area=:1.050 aid I I , I I I I I Runoff Vol`ume'0.242 of ' I 2 -Run offDepth>1.7T'- Flow Length=37,5' ; Tc=2.8 min ' I 1 I 1 CN=98 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) EL-136_Gold_St_Developed Type Ill 24-hr 2-Year Storm Rainfall=3.00" Prepared by The O'Leary Company Page 6 HydroCAD®7.10 sln 003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Subcatchment 203: NW Corner Runoff = 0.88 cfs @ 12.14 hrs, Volume= 0.075 af, Depth> 0.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type Ill 24-hr 2-Year Storm Rainfall=3.00" Area (ac) CN_ Description 0.871 74 >75% Grass cover, Good, HSG C 0.121 73 Woods Fair HSG C 0.992 74 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) 6.8 135 0.2500 0.3 Sheet Flow, Grass Hillside Grass: Dense n= 0.240 P2= 3.00" 2.0 125 0,0100 1.1 Sheet Flow, Paving Smooth surfaces n= 0.011 P2= 3.00" 0.2 70 0.0150 7.2 5.67 Circular Channel (pipe), Pipe from CB-2 Diam= 12.0" Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.010 PVC, smooth interior 9.0 330 Total Subcatchment 203: NW Corner Hydrograph 0.95 ---- 0 T e III.24=hf 2-Year-Storm - - -- - - - 0.75 -Rainfall=.3.00"-;- - --;- ; ; --;- ; - ;--;-- --; ;--;---;-- ; - 0.7 Runoff Area=0:992;ac 0.65 _ -- ,- -- ----r--r--r- ----r---- 0.6 Runoff Volume=0.075,af .. u 0,55 Runoff Depth>0.91„- --3-- - , - - - - -- --,---; --.-- 0.5 3:- 0.45 Flow Length=330' 0.4 Tc=9.0 min -,-- - - - - -, 0.35 0.3: CN=74 0.25 0.2 �- 0.15 , 0.1 005 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 59 20 21 22 23 24 Time (hours) EL-136_Gold_St_Developed Type Il! 24-hr 2-Year Storm Rainfa11=3.00" Prepared by The O'Leary Company Page 7 H droCADO 7.10 s/n 003640 ©2005 H droCAD Software Solutions LLC 9/27/2005 Subcatchment 204: Directly Offsite Runoff = 0.53 cfs @ 12.32 hrs, Volume= 0.061 af, Depth> 0.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 2-Year Storm Rainfall=3.00" Area (ac) CN Description 0.810 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs 17.9 300 0.1100 0.3 Sheet Flow, Overland Sheet Flow Grass: Dense n= 0.240 P2= 3.00" 1.2 110 0.0500 1.6 Shallow Concentrated Flow, To Ex CB#1 Short Grass Pasture Kv= 7.0 fps 0.5 25 0.0004 0.9 0.71 Circular Channel (pipe), To DMH #1 Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, straight & clean 0A 35 0.0280 8.8 10.81 Circular Channel (pipe), To DMH #2 Diam= 15.0" Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 1.1 296 0.0038 4.4 13.95 Circular Channel (pipe), To Outfall Diam= 24.0" Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 20.8 766 Total Subcatchment 204: Directly Offsite Hydrograph I I I I i 1 ! _I_ ii0153�Cts► --' I V ! I 1 1 ! ! ! I 1 I 1 I 1 ! 3 I ! I � I I 0.5 -Type 111 24-hr 2-Year Storm_- -I---'--J-- --=-- 0.45 --Rainfall=3.00"--;_-;_-,---,---,_--; 0.4 -Runoff Area=0.81.0 sac'.. Runoff Volum-e=0.061 af, . ' 0.35 - ! f.i I I I 1 I I I I Runoff Depth>0.90'' I : 3 0.3 Flow Length=766' LL 0.25 - Tc=20.8 min 0.2 CN=74 I I 0.15 -7. -- --..---- - - -- ---+-- ._- ---. - I 0,1 0.05 I : 3 i I . - 0 0 1 2 3 4 5 6 7 S 9 1D 11 12 13 14 15 16 17 4 19 20 21 22 23 24 Time (hours) EL-136 Gold St Developed Type 11124-hr 2-Year Storm Rainfall=3.00" Prepared by The O'Leary Company Page 8 HydroCADO 7.10 sln 003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Pond 210: Retention 1 Detention Basin Inflow Area = 2.502 ac, Inflow Depth > 2.03" for 2-Year Storm event Inflow = 5.44 cfs @ 12.04 hrs, Volume= 0.423 of Outflow = 1.50 cfs @ 12.41 hrs, Volume= 0.410 af, Atten= 72%, Lag= 22.0 min Primary - 1.50 cfs @ 12.41 hrs, Volume= 0.410 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Peak Elev= 137.36'@ 12.41 hrs Surf.Area= 0.109 ac Storage= 0.131 of Plug-Flow detention time=74.1 min calculated for 0.410 of(97% of inflow) Center-of-Mass det. time=55.7 min ( 830.2 - 774.5 ) Volume Invert Avail.Storage Storage Description _ #1 136.00' 0.489 of Custom Stage Data (Prismatic�isted below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) acre-feet acre-feet) 136.00 0.084 0.000 0.000 137.00 0.102 0.093 0.093 138.00 0.121 0.112 0.205 139.00 0.142 0.132 0.336 140.00 0.165 0.153 0.489 Device Routing Invert Outlet Devices #1 Primary 136.00' 8.0" x 40.0' long Culvert CPP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 135.80' S= 0.0050'P Cc= 0.900 n= 0.010 PVC, smooth interior #2 Primary 138.50' 126.9 deg x 2.0' long Sharp-Crested Vee/Trap WeirC= 2.48 2.00' Rise Primary OutFlow Max=1.50 cfs @ 12.41 hrs HW=137,36' (Free Discharge) LI=Culvert (Inlet Controls 1.50 cfs @ 4.3 fps) 2=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs) EL-136_Gold_St_Developed Type 111 24-hr 2-Year Storm Rainfall=3.00" Prepared by The O'Leary Company Page 9 HydroCAD®7.10 sln 003640 ©2005 H dry oCAD Software Solutions LLC 9/27/2005 Pond 210: Retention/ Detention Basin Hydrograph --; -- --;- --;- _`5'94"Cfs':� T I I I 1 Inflow Primary 5 - Inflow • � + ! I ! I I ! I i I I 1 I f Peak Elev=137.36' F i - � f ! 3 I I ! 1 I t I I I Storage=o1�3'I; of I 1 1 }ry 3 __!___ '.,_ T___S__l.-_..__L__I_ __i___I__J___I_._1__t...,l__L_-L__I___I___ I - U. I I f f E i I I I i I 1 I I I I I I 3 I I I I f I 1 1 I ! I 1 I I f I I I 1 I I I ] f K1¢50 3 I i I 1 i l 3 I 1 1 I I 1 V f T I -! --I ` I -- ' 1 I 1 1 I I I 1 f i I I I I I i 1 I 1 I i I I I I I I i I I I I I i I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1s 16 17 18 19 26 21 22 23 24 Time (hours) EL-136_Gold_St_Developed Type 11! 24-hr 2-Year Storm Rarnfa11=3.00" Prepared by The O'Leary Company Page 10 HydroCADO 7.10 sln 003640 O 2005HydroCAD Software Solutions LLC 9/27/2005 Pond 220: Total Offsite (40] Hint: Not Described (Outflow=Inflow) Inflow Area = 3.312 ac, Inflow Depth > 1.71" for 2-Year Storm event Inflow = 2.02 cfs @ 12.33 hrs, Volume= 0.471 of Primary = 2.02 cfs @ 12.33 hrs, Volume= 0.471 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Pond 220: Total WNW Hydrogrgaph ZftI 1 ! 1 1 E E I l I £ E I 1 I I I _Inflow - _cW Primary 2 - '- - -- -' -- ,- 1 ;-_- I i 1 ( Inflow Area=1 1�2 ac I • I 1 3 I ' I I V _ I I 1 ! • I 1 S I I I � I I 1 f i 3 1 I I I I I 1 I 01 0 1 2 3 4 5 6 7 8 9 10 11 12 614 15 16 17 18 19 20 21 22 23 24 Time (hours) EL-136_Gold_St_Developed Type 11l 24-hr 10-Year Storm Rainfal1=4.50" Prepared by The O'Leary Company Page 11 H droCAD®7.10 s/n 003640 ©2005 H droCAD Software Solutions LLC 9/27/2005 Time span=0.00-24.00 hrs, dt=0.02 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 201: Roof Runoff Area=0.460 ac Runoff Depth>4.26" Flow Length=455' Tc=2.4 min CN=98 Runoff=2.29 cfs 0.163 of Subcatchment 202: Parking Lot Runoff Area=1.050 ac Runoff Depth>4.26" Flow Length=375' Tc=2.8 min CN=98 Runoff=5.16 cfs 0.373 of Subcatchment 203: NW Corner Runoff Area=0.992 ac Runoff Depth>1.97" Flow Length=330' Tc=9.0 min CN=74 Runoff=2.04 cfs 0.163 of Subcatchment 204: Directly Offsite Runoff Area=0.810 ac Runoff Depth>1.96" Flow Length=766' Tc=20.8 min CN=74 Runoff=1.22 cfs 0.132 of Pond 210: Retention 1 Detention Basin Peak Elev=138.19' Storage=0228 of Inflow=8.77 cfs 0.699 of Outflow=2.02 cfs 0.683 of Pond 220: Total Mite Inflow=3.21 cfs 0.815 of Primary=3.2i cfs 0.815 of Total Runoff Area = 3.312 ac Runoff Volume = 0.832 of Average Runoff Depth = 3.01" EL-136_Gold_St_Developed Type Ill 24-hr 10-Year Storm RainfaY=4.50" Prepared by The O'Leary Company Page 12 HydroCAD®7.10 s/n 003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Subcatchment 201: Roof Runoff = 2.29 cfs @ 12.04 hrs, Volume 0.163 af, Depths 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Storm Rainfall=4.50" Area (ac) CN_ Description 0.460 98 Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) _(ft/sec) (cfs) 1.0 80 0.0210 1.3 Sheet Flow, Roof Flow Smooth surfaces n= 0.011 P2= 3.00" 0.3 40 0.0050 2.6 0.52 Circular Channel (pipe), 6 inch pipe Diam= 6.0" Area= 0.2 sf Perim= 1.6' r- 0.13' n= 0.010 PVC, smooth interior 0.2 40 0.0050 3.2 1.11 Circular Channel (pipe), 8 inch pipe Diam= 8.0" Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.010 PVC, smooth interior 0.4 110 0.0050 4.2 3.28 Circular Channel (pipe), 12 inch 0.5% pipe Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 0.5 185 0.0100 5.9 4.63 Circular Channel (pipe), 12 inch 1% pipe Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 2.4 455 Total EL-136_Gold_St_Developed Type/1/ 24-hr 90-Year Storm Rainfall=4.50" Prepared by The O'Leary Company Page 13 HydroCAD®7.10 s/n 003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Subcatchment 201: Roof Hydrograph 2.29 cfs —Runoff Type III 24-hr 10-Year Storm z -Rainfall=4.50", - ; --; Runoff Area=0.460 ac; ; 1 1 1 I 1 1 i f � 1 Runoff Volume=0.163;af; Runoff Depth>4.26" 3 s t ' Flow Length=455' I I ' - �c=2.4 min - ,- -;- - , ,1__1 i CN=98 3 3 3 E 1 f r II 1 I 1 k i 1 I I I I i 1 O 1 2 3 4 5 B 7 B 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) EL-136_Gold_St_Developed Type 111 24-hr 10-Year Storm Rainfall=4.50" Prepared by The O'Leary Company Page 14 HydroCAD®7.10 sln 003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Subcatchment 202: Parking Lot Runoff = 5.16 cfs @ 12.04 hrs, Volume= 0.373 af, Depth> 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Storm Rainfall=4.50" Area ac CN Description 1.050 98 Paved parking Tc Length Slope Velocity Capacity Description (min) (feet_ (ft/f) (fUsec) _ cfs)_ 1.9 120 0.0100 1.0 Sheet Flow, Paving Smooth surfaces n= 0.011 P2= 3.00" 0.7 185 0.0050 4.2 3.28 Circular Channel (pipe), To CB-2 Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 0.2 70 0.0050 4.8 5.94 Circular Channel (pipe), To Retention Pond Diam= 15.0" Area= 1.2 sf Perim= 3.9' r- 0.31' _ n= 0.010 PVC, smooth interior 2.8 375 Total - Subcatchment 202: Parking Lot Hydrograph 1 I I I 1 I I 1 I I I 3 �Rutoll I I I 5:16 C}5 I 1 1 T III 24-hr 1-0 Year;Storm ype ; - 1 Rainfall=4.50" j F i I 4- --Runoff Area=1.050-ac! Runoff Volume=0.371af f E 3 Runoff Depth>4.26" - - _ I Flow Length=375' F 3 F Tc=2.8 min ; I I ] I 1 CN=98 ; 1 s I I I I 3 v 1 s I 1 a 1 2 3 4 5 6 7 S 9 1a 11 12 13 14 15 16 17 18 14 2a 21 22 23 24 Time (hours) EL-136_Gold_St_Developed Type 11124-hr 10-Year Storm Rainfall=4.50" Prepared by The O'Leary Company Page 15 HydroCAD®7.10 sin 003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Subcatchment 203: NW Corner Runoff — 2.04 cfs @ 12.13 hrs, Volume= 0.163 af, Depth> 1.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Storm Rainfall=4.50" Area (ac) CN Description _ 0.871 74 >75% Grass cover, Good, HSG C 0.121 73 Woods, Fair,-HSG C 0.992 74 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 135 0.2500 0.3 Sheet Flow, Grass Hillside Grass: Dense n= 0.240 P2= 3.00" 2.0 125 0.0100 1.1 Sheet Flow, Paving Smooth surfaces n= 0.011 P2= 3.00" 0.2 70 0.0150 7.2 5.67 Circular Channel (pipe), Pipe from CB-2 Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 9.0 330 Total Subcatchment 203: NW Corner Hydrograph 2 _ _ r Type III 24-hr '!0-Year°Storm Rainfal1=4.50 ; Runoff Area=0.992 ac; Runoff Vo11Jme=0.163;af Runoff Depth>1.97':' LL 1 Flow Length=330' Tc=9.0 min ' CN=74 o 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) EL-136_Goid_St_Developed Type /// 24-hr 10-Year Storm Rainfall=4.50" Prepared by The O'Leary Company Page 16 HydroCAD®7.10 sln 003640 O 2005 HydroCAD Software Solutions LLC 9/27/2005 Subcatchment 204: Directly Offsite Runoff = 1.22 cfs @ 12.30 hrs, Volume= 0.132 af, Depth> 1.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Storm Rainfall=4.50" Area (ac) CN Description 0.810 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 17.9 300 0.1100 0.3 Sheet Flow, Overland Sheet Flow Grass: Dense n= 0.240 P2= 3.00" 1.2 110 0.0500 1.6 Shallow Concentrated Flow, To Ex CB#1 Short Grass Pasture Kv= 7.0 fps 0.5 25 0.0004 0.9 0.71 Circular Channel (pipe), To DMH #1 Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Concrete pipe, straight & clean 0.1 35 0.0280 8.8 10.81 Circular Channel (pipe), To DMH #2 Diam= 15.0" Area= 1.2 sf Perim= 3.9' r-0.31' n=0.013 1.1 296 0.0038 4.4 13.95 Circular Channel (pipe), To Outfall Diam= 24.0" Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 20.8 766 Total Subcatchment 204: Directly Offsite Hydrograph Type III 24-hr 10-Year:Storm I I - I Rainfall=4.50"I E ; Runoff Area=0.810 ac' Runoff Volume=0.132,af a i Runoff Depth?1.96" F Flow Length=766' I' ' . , f I i I Tc=20.8 min CN=74 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) EL-136_Goid_S#_Developed Type 111 24-hr 10-Year Storm Rainfall=4.50" Prepared by The O'Leary Company Page 17 H droCAD® 7.10 s/n 003640 O 2005 H droCAD Software Solutions LLC 9/27/200 Pond 210: Retention I Detention Basin Inflow Area = 2.502 ac, Inflow Depth > 3.35" for 10-Year Storm event Inflow = 8.77 cfs @ 12.04 hrs, Volume= 0.699 of Outflow = 2.02 cfs @ 12.47 hrs, Volume= 0.683 af, Atten= 77%, Lag= 25.4 min Primary - 2.02 cfs @ 12.47 hrs, Volume= 0.683 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Peak Elev= 138.19'@ 12.47 hrs Surf.Area= 0.125 ac Storage= 0.228 of Plug-Flow detention time=73.1 min calculated for 0.683 of(98% of inflow) Center-of-Mass det. time=58.6 min ( 827.9 - 769.3 ) Volume _ Invert Avail.Storage Storage Description _ #1 136.00' 0.489 af- Custom Stage Data (Prismabc)_isted below(Recalc) Elevation Surf.Area Inc.Store Cum.Store feet acres acre-feet acre-feet 136.00 0.084 0.000 0.000 137.00 0.102 0.093 0.093 138.00 0.121 0.112 0.205 139.00 0.142 0.132 0.336 140.00 0.165 0.153 0.489 Device Routing Invert Outlet Devices #1 Primary 136.00' 8.0" x 40.V long Culvert CPP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 135.80' S= 0.00507 Cc= 0.900 n= 0.010 PVC, smooth interior #2 Primary 138.50' 126.9 deg x 2.0' long Sharp-Crested Vee/Trap WeirC= 2.48 2.00' Rise Primary OutFlow Max=2.02 cfs @ 12.47 hrs HW=138.19' (Free Discharge) L1=Culvert (Inlet Controls 2.02 cfs @ 5.8 fps) 2=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs) EL-136_Gold_St_Developed Type III 24-hr 10-Year Storm Rainfall=4.50" Prepared by The O'Leary Company Page 18 HydroCAD®7,10 sln 003640 ©2005 HydroCAD Software Solutions LLC _ 9/27/2005 Pond 210: Retention 1 Detention Basin Hydrograph —Pnmary 8 Inflow Area=2.502. ac -- - - -- -- --- ' 7 . - Peak Elev=.138.'19'_-__-__ 6 . _.S.torage=0,.228,af-_ _ ___-- -- {_ 3 i I I F I I I I 1 ! I I I [ I 1 I I I 4 --r--, --r �- - -- r -, --r-- --I-- -I-- ----- -- r-- _ --r--r--i--1---1--- F I 1 ! r I I I I I I 1 3 - - i- -r -r..- -I-- -- -- .- - - --L _ r--1--- qI- I E I 1 E I 1 I I a2.02'7dd • I ' � � ' I I i , 1 I___I_ F___.__J_- 1__ 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) EL-9 36_Gold_St_Developed Type !fl 24-hr 10-Year Storm Rainfali=4.50" Prepared by The O'Leary Company Page 19 HydroCAD®7.10 sln 003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Pond 220: Total Offsite [401 Hint: Not Described (Outflow=Inflow) Inflow Area = 3.312 ac, Inflow Depth > 2.95" for 10-Year Storm event Inflow - 3.21 cfs @ 12.32 hrs, Volume= 0.815 of Primary = 3.21 cfs @ 12.32 hrs, Volume= 0.815 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Pond 220: Total WNW Hydrograph —InISOW —Primary 3- -1 nf1ow-:Area=3-.31!-2-'qq I li I I I I - • I I I 1 I 1 I I I I , I I I I i l I ! y 4 I I I I E I E I I 4 I 3 I I 1 f I I i I I i F f i i I I 3 I I I I { 1 1 I I I I I I LL 3 1 E I ! ! I I I I - � ! 1 • - I I I ! I 1 • � ' , I I I I 1 I 1 I I I I Z- 01 . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) EL-136_Gold_St_Developed Type Ill 24-hr 100-Year Storm Rainfall=6.50" Prepared by The O'Leary Company Page 20 HydroCAD®_7.10 s/n 003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Time span=0.00-24.00 hrs, dt=0.02 hrs, 1201 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 201: Roof Runoff Area=0.460 ac Runoff Depth>6.26" Flow Length=455' Tc=2.4 min CN=98 Runoff=3.31 cfs 0.240 of Subcatchment 202: Parking Lot Runoff Area=1.050 ac Runoff Depth>6.26" Flow Length=375' Tc=2.8 min CN=98 Runoff=7.48 cfs 0.548 of Subcatchment 203: NW Corner Runoff Area=0.992 ac Runoff Depth>3.60" Flow Length=330' Tc=9.0 min CN=74 Runoff=3.78 cfs 0.298 of Subcatchment 204: Directly Offsite Runoff Area=0.810 ac Runoff Depth>3.59" Flow Length=766' Tc=20.8 min CN=74 Runoff=2.27 cfs 0.243 of Pond 210: Retention 1 Detention Basin Peak Elev=138.95' Storage=0.329 of Inflow=13.36 cfs 1.086 of Outflow=4.97 cfs 1.065 of Pond 220: Total Offsite Inflow=7.21 cfs 1.308 of Primary=7.21 cfs 1.308 of Total Runoff Area = 3.312 ac Runoff Volume = 1.328 at Average Runoff Depth = 4.81" EL-136 Gold St Developed Type 111 24-hr 100-Year Storm Rainfall=6.50" Prepared by The O'_Leary Company Page 21 HydroCAD®7.10 sln 003640 O 2005 HydroCAD Software Solutions LLC 9/27/2005 Subcatchment 201: Roof Runoff = 3.31 cfs @ 12.04 hrs, Volume= 0.240 af, Depths 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Storm Rainfall=6.50" Area Lac) CN Descri tp ion__ 0.460 98 Roof Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) 1.0 " 80 0.0210 1.3 Sheet Flow, Roof Flow Smooth surfaces n= 0.011 P2= 3.00" 0.3 40 0.0050 2.6 0.52 Circular Channel (pipe), 6 inch pipe Diam= 6.0" Area= 0.2 sf Perim= 1.6' r- 0.13' n= 0.010 PVC, smooth interior 0.2 40 0.0050 3.2 1.11 Circular Channel (pipe), 8 inch pipe Diam= 8.0" Area= 0.3 sf Perim= 2.1' r= 0.17' n= 0.010 PVC, smooth interior 0.4 110 0.0050 4.2 3.28 Circular Channel (pipe), 12 inch 0.5% pipe Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 0.5 185 0.0100 5.9 4.63 Circular Channel (pipe), 12 inch 1% pipe Diam= 12.0" Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.010 PVC, smooth interior 2.4 455 Total ELA36_Gold_St_Developed Type 11124-hr 100-Year Storm Rainfall=6.50" Prepared by The O'Leary Company Page 22 Hydro_CAD®7.10 sln 003640 ©2005 HydroCAD Software_Solutions LLC 9/27/2005 Subcatchment 201: Roof Hydrograph 3:31 cfs Runoff Type III 24-hr 100-Year Storm Rainfall=6.50" Runoff Area=0.460 ac ; Runoff Volume=0.240 of I I I I • I 1 I i I 1 I E I Runoff De th 6.26"' E 3 I I 3 I Flow Length=455' U. Tc=2- A min CN=98I I 3 I I • � � � i 1 1 1 I I I i I • � 1 i 1 I i 1 i 1 1 I 1 I 1 I 0 0 1 2 3 4 5 6 7 8 S 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) EL-136 Gold St Developed Type Ill 24-hr 100-Year Storm Rainfall=6.50" Prepared by The O'Leary Company Page 23 H droCAD®7.10 sln 003640 ©2005 H droCAD Software Solutions LLC 9/27/2005 Subcatchment 202: Parking Lot Runoff = 7.48 cfs @ 12.04 hrs, Volume= 0.548 af, Depths 6,26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Storm Rainfall=6.50" Area (ac) CN Description _ 1.050 98 Paved parking Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) T 1.9 120 0.0100 1.0 Sheet Flow, Paving Smooth surfaces n= 0.011 P2= 3,00" 0.7 185 0.0050 4.2 3.28 Circular Channel (pipe), To CB-2 Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 0.2 70 0.0050 4.8 5.94 Circular Channel (pipe), To Retention Pond Diam= 15.0" Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.010 PVC, smooth interior 2.8 375 Total Subcatchment 202: Parking Lot Hydrograph ---`---- -1------- `-----i-- '-- ?t I- 1 I I ! —Runoff . 7.48 Cfs'^ 7 -T,Ype-I1.1 24-hr-1.00;Year Storrs -- - ;- -L- - I Rainfall=6.50" I V 7 I I 1 I I I I I { 1, I 1 Runoff Area=1:050-ac -- ' _ __ _ olume=0,.548 of '5 Runoff V I Runoff Depth>6.26" Y., I 4 Tlowv ength=375' u f ! Tc=2.8'm i n 3 CN=98 - 2. D 1 2 3 4 5 6 7 a 9 10 11 12 13 14 1s 16 17 18 19 26 21 22 23 24 Time (hours) EL-136_Gold_St_Developed Type 11124-hr 100-Year Storm Rainfall=6.50" Prepared by The O'Leary Company Page 24 HydroCAD®7.10 s/n 003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Subcatchment 203: NW Corner Runoff - 3.78 cfs @ 12.13 hrs, Volume= 0.298 af, Depth> 3.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Storrs Rainfall=6.50" Area ac CN Description 0.871 74 >75% Grass cover, Good, HSG C 0.121 73 Woods, Fair, HSG C _ 0.992 74 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) . 6.8 135 0.2500 0.3 Sheet Flow, Grass Hillside Grass: Dense n= 0.240 P2= 3.00" 2.0 125 0.0100 1.1 Sheet Flow, Paving Smooth surfaces n= 0.011 P2= 3.00" 0.2 70 0.0150 7.2 5.67 Circular Channel (pipe), Pipe from CB-2 Diam= 12.0" Area= 0.8 sf Perim= 3.1' r= 0.25' _ n= 0.010 PVC, smooth interior 9.0 330 Total T Subcatchment 203: NW Corner Hydrograph 4 -- - --• -- 3`78cisr -- ------ Type III 24-hr 1,00;1Year',Storm Rainfall=6.50" 3 Runoff Area=01992 ac --;--;-- - �- -- --;-- -- -- ,---I-- -- • I I E i 1 I 1 I 3 F { I I Runoff V61ume=0:.298 of { Runoff Depth>3.fi0I " I p Flow Lenth=330 2 g ' LL Tc=9.0 m i n CN=74 I I 0 0 1 2 3 4 5 fi 7 8 9 10 11 12 13 415 16 17 18 19 20 21 22 23 24 Time (hours) EL-136_Gold_St_Developed Type 11124-hr 100-Year Storm Rainfall=6.50" Prepared by The O'Leary Company Page 25 HydroCAD®7.10 sln 003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Subcatchment 204: Directly Offsite Runoff = 2.27 cfs @ 12.29 hrs, Volume= 0.243 af, Depth> 3.59" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Storm Rainfall=6.50" Area (ac) CN Description 0.810 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) sec) _ (cfs) 17.9 300 0.1100 0.3 Sheet Flow, Overland Sheet Flow Grass: Dense n= 0.240 P2= 3.00" 1.2 110 0.0500 1.6 Shallow Concentrated Flow, To Ex CB#1 Short Grass Pasture Kv= 7.0 fps 0.5 25 0.0004 0.9 0.71 Circular Channel (pipe), To DMH #1 Diam= 12.0" Area= 0.8 sf Perim= 3.1' r- 0.25' n= 0.013 Concrete pipe, straight & clean 0.1 35 0.0280 8.8 10.81 Circular Channel (pipe), To DMH #2 Diam= 15.0" Area= 1.2 sf Perim= 3.9 r= 0.31' n= 0.013 1.1 296 0.0038 4.4 13.95 Circular Channel (pipe), To Outfall Diam= 24.0" Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0,013 20.8 766 Total Subcatchment 204: Directly Offsite Hydrograph �2?2 I I I I I I I I I I I I I I E I I I I 1 } I I I I I I ! I 1 I I k I I Type III 24-hr 1,00-Year;Storm 2 -Rainfall-6.50"-; Runoff Area=0:810 ac Runoff V61ume=0.243 of i 3 Runoff Depth>3I .59" E ' I I I I E I I 1 1 E I v I I I 1 I I 1 I I I 1 3 Flow Len' th=766' LL Tc=20.8 m i n CN=74 ; I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) EL-136 Gold St Developed Type fff 24-hr 100-Year Storm Rainfaff=6.50" Prepared by The O'_Leary Company Page 26 HydroCAD®7.10 sln 003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Pond 210: Retention 1 Detention Basin Inflow Area = 2.502 ac, Inflow Depth > 5.21" for 100-Year Storm event Inflow = 13.36 cfs @ 12.05 hrs, Volume= 1.086 of Outflow = 4.97 cfs @ 12.33 hrs, Volume= 1.065 af, Atten= 63%, Lag= 17.1 min Primary = 4.97 cfs @ 12.33 hrs, Volume= 1.065 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Peak Elev= 138.95'@ 12.33 hrs. Surf.Area= 0.141 ac Storage= 0.329 of Plug-Flow detention time=68.9 min calculated for 1.064 of(98% of inflow) Center-of-Mass det. time=57.1 min ( 821.5- 764.4 ) Volume Invert _Avail.Storage Storage Description #1 136.00' 0.489 of Custom Stage Data (Prismatic�isted below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 136.00 0.084 0.000 0.000 137.00 0.102 0.093 0.093 138.00 0.121 0.112 0.205 139.00 0.142 0.132 0.336 140.00 0.165 0.153 0.489 Device Routing Invert Outlet Devices #1 Primary 136.00' 8.0" x 40.0' long Culvert CPP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 135.80' S= 0.00507 Cc= 0.900 n= 0.010 PVC, smooth interior #2 Primary 138.50' 126.9 deg x 2.0' long Slurp-Crested Vee/Trap WeirC= 2.48 2.00' Rise Primary OutFlow Max=4.96 cfs @ 12.33 hrs HW=138.95' (Free Discharge) U=Culvert (Inlet Controls 2.40 cfs @ 6.9 fps) 2=Sharp-Crested VeefTrap Weir(Weir Controls 2.56 cfs @ 2.0 fps) P EL-136_Goid_St_Developed Type 11124-hr 100-Year Storm Rainfall=6.50" Prepared by The O'Leary Company Page 27 HydroCAD®7.10 sln 003640 O 2005 HydroCAD Software Solutions LLC 9/27/2005 Pond 210: Retention 1 Detention Basin Hydrograph 14 13.36 cfs —Inflow 13- . .._ -- - - • - —Pnmary 12_ Inflow Area=2.50.2 .ac- _ _ __ _ _ :,___ • i k • � • I I 1 • Peak Elegy=138.95' E __Sto.r_ag_eF0.329_of 13 1 i— 1 TI 1 1 E A LL — I 4 - __i_ _ _ 3 _ 1 ._3.__ E L _I_-_i_ _'__ _�___'__ - ...J__.i —— « '— e 3 _ '_ - ---- - - -'- - -- -- ' - �il i I I «I I 1 I I ry l I 1 I I t 1 I 1 1 '__————1__-E-_ 1 _-__— —___Iry «f I I I W I 1 W I I 1 1 I E1 1 �j� I ! �� i Q^ 0 7 2 3 4 $ 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) EL-136_Gold_St_Developed Type H/ 24-hr 100-Year Storm Rainfall=6.50" Prepared by The O'Leary Company Page 28 HydroCAD®•7.10 s/n 003640 ©2005 HydroCAD Software Solutions LLC 9/27/2005 Pond 220: Total Offsite [40] Hint- Not Described (Outflow=Inflow) Inflow Area = 3.312 ac, Inflow Depth > 4,74" for 100-Year Storm event Inflow = 7.21 cfs @ 12.32 hrs, Volume= 1.308 of Primary = 7.21 cfs @ 12.32 hrs, Volume= 1.308 af, Atten= 0%, Lag= 0.0 min Routing by Star-lied method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs Pond 220: Total Offsite Hydrograph �7j21PCf6 k F—inflow Primary Inflow Area=131�2 'ac E E f I � ' ..__---i • � I I 1 I I � 1 1 ! ' ! ' 3 _„I- _I _'- .1- - J._ ._ __-__L__L__ _ __I__J__J__.J__J __ L _._L.__l___I_ I I f E I I I I I I i I i I 2- • - f - - I ' I - 1 I I 1 I i I I I ! I I I 1 I I I I I I 1 I I F I 1 I • f 1 I I I 1 I I 4 I ! i I I I I 1 I I I 1 I I 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours)