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8279_SITE PLAN- SILVER STREET ASSOC. - SILVER ST. #Tsa �9 Side lwn S � \ v2r `7+reed /35scc;�,�e5 0 0 TOWN OF AGAWAM 0 INTEROFFICE - _ y MEMORANDUM D To: Planning Dept. CC: John Stone, DPW Supt. / File From: Engineering Date: Dec. 18, 2003 Subject: Site Plan 319 Silver St. Associates Engineering has not been able to review the submittal due to staffs bereavement leave this week. I apologize for any inconvenience this may cause the proposer. Agawam DPW Engineering reserves the right to make additional comments and requests for information upon review submissions. If you have any comments or questions, please do not hesitate to contact our division. Sincerely, AA AIIAA-� G nne J. H man, .E. ToyVn Enginee SASP1319101 review dec 18 03.wpd fit : Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 Tel. 413-786-0400 Fax 413-786-9927 PLANNING BOARD December 26, 2003 Silver Street Associates 630 Silver Street Agawam, MA 01001 To Whom It May Concern: At its duly called meeting held on December 18, 2003, the Agawam Planning Board approved the site plan entitled ".New Building For: Silver Street Associates, 630 Silver Street, Agawam, MA", prepared by The O'Leary Company and dated 10-28-03, with the following conditions: -- 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." -- a plan subdividing the property (Form A) must be submitted; -- if any air conditioning/heating units are proposed to be placed on the roof, the plan must be submitted to the Planning Board for approval; -- all trees to be planted must be a minimum of 1.5" caliper; -- Agawam Fire Department comments (attached) must be addressed; and -- all Agawam Engineering Department comments must be addressed. -2- Please submit three revised plans to the Planning Board for signatures. If you have any questions, contact this office at 786-0400, extension 283. Sincerely, Dennis B. Hopkins, Chairman AGAWAM PLANNING BOARD DBH/DSD:pre cc: The O'Leary Co. Building Dept. Engineering Dept. Fire Dept. Town Clerk File i Fa AGAWAM FIREDEPART TENT v� 9 800 MAIN STREET • AGAWAM, MA 01001 Q N TELEPHONE (413) 786-0657 FAX(413) 786-1241 David A. Pisano Chief of Department Mp Stephen M. Martin Deputy Chief FIRES ATEO - 12/11/03 RE: SILVER ST. ASSOC..(Phase II) 630 SILVER ST. As per. 780 C.M.R. (Building Code) 521 C.M.R. (Architectural Access Code) and 148 M.G.L. and Not limited to N.F.P.A. 13 and 72 this addition 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. Complete Narratives, Drawings, and Calculations, all with(PE) stamps shall be submitted along with a copy of the sprinkler installers license before work is to begin, Per Chap.9 of 780 C.M.R. Fire Imp. M.Mercadante U-a- aD � a.. a d C A caUj — w Q c� co a D tt 1{-�, 0 • AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVIEW REVIEWER: D. Dachos DATE: December 18, 2003 DATE RECEIVED: December 11, 2003 DISTRIBUTION DATE: Dec. 11, 2003 PLANNING BOARD MEETING DATE: December 18, 2003 APPLICANT INFORMATION 1. Name of Business: Silver Street Associates Address: 630 Silver Street, Agawam, MA 01001 2. Owner: Same Address: Same Telephone: 789-3720 Fax: 786-2450 3. Engineer: Gerald P. Berson, The O'Leary Company, Inc. Address: 376 College Highway/ P.O. Box 377 Telephone: 527-1360 Fax: 527-2499 PLAN REVIEW Scale: 1" = 30' Date: November 28, 2003 Title Block (Street Address, Applicant's Name, Address, Scale, Name of Preparer of Plan): Address of the building must be placed on the plan. Description of Project: Proposed construction of a 25,200 sq. ft. single story multi- tenant light industrial/office facility. The Planning Board approved this site plan on September 17, 1998. At that time the proposed building was to be 16,000 sq. ft.. A Site Plan Review Page 2 copy of the approval letter is attached. Description of Site: Site is presently undeveloped. In 1998, the Conservation Commission made a determination that there were no wetlands on this property. Provision for Traffic Flow: There is a proposed curb cut on to Silver Street on the northern side of the site. The width of the proposed driveway should be shown. Parking: Fifty-seven parking places are shown, three of which are handicapped. 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 condtion by the owner of the parcel." Sign Location: O.K. Exterior Lighting: Cut sheets of the proposed lighting should be submitted. Rendering or Elevations: Colors and textures should be provided. Dumpster Location: Proposed dumpster location must be shown. The dumpster must be fenced and screened. Other Comments or Concerns: A Form A subdividing the parcel must be recorded prior to the commencement of construction. Also, the Fire Departments comments must be addressed. �i F AG4 0 . TOWN OF AGA WAM 36 .'WAIN STREET AGAWA-I, NIASSACHUSETTS 01001 yr Tel. 413-7 86-0400 1 D�RATED Ma�� PLANNING BOARD cog rr C September 21, 1998 n-) ray �r Development Associates 630 Silver Street c Agawam, MA 01001 ' Dear Mr. Vincunas: At its duly called meeting held on September 17, 1998, the Agawam Planning Board voted to approve the site plan entitled "Proposed New Building, 604 Silver Street, Agawam, MA, owner: Development Associates", prepared by Associated Builders, Inc. and dated 8/28/98, revised 9/4/98, revised 9/14/98 with the following conditions: -- the water line and telephone services shall be bored under Silver Street if no stub connection is found; -- the words "from public ways"shall be removed from General Note#4; -- drainage is to be approved by the DPW; -- the applicant shall contact the Conservation Commission to determine if a filing is necessary; and -- three sets of revised plans shall be submitted to the Board for their signatures. If you have any questions, please contact this office at 786-0400, extension 245. Sincerely, _ Dennis B. Hopkins, Acting Chairman AGAWAM PLANNING BOARD cc: Associated Builders Building Inspector Engineering Department Town lerk Fil TOWN OF AGAw" MEMORANDUM • MA .. ••�sr r To: Planning Board CC: JTG, File, J.P. Stone, Supt. of Public Works From: Engineering Date: September 17, 1998 Subject: Development Associates - Silver Street- Site Plan - SP 319 - � ' Per your request dated September 11, 1998, we have reviewed the plan entitled . .. .���.-aProposed-New Building, 630 Silver Street Agawam, MA" Prepared by Associated 'Builders Inc. Dated 8/2 8 98 revised 9/4/9 8 and have the following comments: I. The site plan should show the street address of the new building as`' Silver Street. " 2. . 'The plan should show boring under Silver Street for the installation of ` �. the water and telephone services, as cutting the road will not be allowed. 3. The sewer lateral to the new building should be lowered to provide.' ;;�' - adequate cover over the pipe in the area of the proposed swale near �._ SMH #4. Also, a detail should be provided for a proposed inside drop y` t_= in SMH#4. �._ 4. The landscaping plan shows a future 8,000 sf addition instead of the = ~ 4,800 sf addition shown on the site plan. . - 5. We have not completed our drainage review. Depending on the results .of the analysis, additional changes may be required. If you have any comments or questions, please do not hesitate to contact our division. v truly you, James T. Daley, P.E., Town Engineer H:IENGINEERISMPIAN%5p319.wpd Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 y Tel. 413-786-0400 Fax 413-786-9927 MEMO TO: Engineering Dept., Police Dept., Fire Lie p t- FROM: Planning Board SUBJECT: Site Plan - Silver Street Associates - Silver Street DATE: December 11, 2003 Please review and comment on the attached Site Plan for Silver Street Associates prior to the Board's December 18"meeting, if possible. Thank you. 0 DSD:pre Michael R. Mercadante Fire Inspector Agawam Fire De ar ment Date- 7 Q o vxi . off n N y D � q b .D rn Cr- h. 0 fA AGAWAM FIRE DEPARTMENT 800 MAIN STREET 0 AGAWAM, MA 01001 Q �fi�T TELEPHONE (413) 786-0657 .,c FAX (413) 786-1.241 David A. Pisano Chief of Department FIRES Mpy Stephen M. Martin Deputy Chief 12/11/03 RE: SILVER ST. ASSOC..(Phase II) 630 SILVER ST. As per. 780 C.M.R. (Building Code) 521 C.M.R. (Architectural Access Code) and 148 M.G.L. and Not limited to N.F.P.A. 13 and 72 this addition 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. Complete Narratives, Drawings, and Calculations, all with(PE) stamps shall be submitted along with a copy of the sprinkler installers license before work is to begin, Per Chap.9 of 780 C.M.R. Fire Insp. M.Mercadante i r.. C„ Cn s-7 v r n A > C A {V C7 � o -n D A co m F p � r 0 0. A AWAM FIRE DEPARTMENT 800 MAIN STREET * AGAWAM, MA 01001 TELEPHONE (413) 786-0657 FAX (413) 786-1241 Davit! A. Pisano Chief of Department Stephen M. Martin Deputy Chief flRES 12111/03 w RE: SILVER ST. ASSOC..(Phase II) 630 SILVER ST. As per. 780 C.M.R. (Building Code) 521 C.M.R. (Architectural Access Code) and 148 M.G.L. and Not limited to N.F.P.A. 13 and 72 this addition 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. Complete Narratives, Drawings, and Calculations, all with (PE) stamps shall be submitted along with a copy of the sprinkler installers license before work is to begin, Per Chap.9 of 780 C.M.R. Fire Insp. M.Mercadante cn a � a. ob d � 4 o � G N Q t� cn fix c- ow" �`� JOB LOCATION G330 SILVER ST. • r %1" OF Mqs g GERALD P. �yG Michael R. Mercadante C> BERSON Fire Inspector STRUCTURAL y No. 32387 Agawam Fire D g ar meet 10 Date; ' 03 L See AU kj4je INEERING MIN I N G V � DE STRUCTION E 1955 BUTLER BUILDER a 0 1 Memo To: Planning Board t, From: Sgt. Donald Gallerani S DEC 1 6 2093 Subject: Site Plan - Silver Street Associates - 630 Silver S4U'1 �.'N j111 Date: December 16, 2003 w , Roadway: Silver Street is a paved roadway that travels east and west. It is a moderately traveled road that has residential, commuter, and commercial traffic. The roadway in front of 630 Silver Street is approximately 30 Meet in total width. The cast bound travel lane is approximately 11 %z feet wide and the west bound travel lane is approximately 11 Meet wide. There is a breakdown lane on both sides of the roadway that is approximately 4 feet wide. This are of Silver Street is a 40 mph zone with NO PASSING allowed for east bound traffic and PASSING allowed for the west bound traffic. There are also NO PARKING signs for the roadway. Visibility: Visibility is good in both directions (east and west) for ingress and egress. Lighting: There is a WMECO pole #24313/60 across the street from the proposed construction and there is lighting from the other businesses in the area. Traffic Controls:None present. Sidewalks: There is a sidewalk present on the south side (opposite side) of the street. There is no sidewalk on the north side (construction side) of the street. School Zones: None located in the immediate area. Playgrounds: None located in the immediate area. Parking: The site plan appears to have adequate parking facilities. The plan must comply with the Town Ordinance regarding Handicapped Parking. Traffic Impact Estimates: None provided. Other: This building is being constructed in the Industrial Park area. At this time, there are no safety issues regarding pedestrian or traffic safety. • 0 Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 Tel. 413-786-0400 Fax 413-786-9927 MEMO TO: Engineering Dept., Police Dept., Fire Dept. FROM: Planning Board SUBJECT: Site Plan - Silver Street Associates - Silver Street DATE: December 11, 2003 Please review and comment on the attached Site Plan for Silver Street Associates prior to the Board's December 18`" meeting, if possible. Thank you. DSD:pre AGAWAM PLANNING BOARD Form D Application for Site Plan Approval PIease complete the following form and return it and 10 copies of the Site Plan to: Agawam Building Department 36 Main Street Agawam, MA 0 100 1 1. Name of Business Silver Street Associates (Phase II) Address 630 Silver Street, Agawam, MA 01001 Telephone 413-789-3720 Fax 413-786-2450 2. Name of Applicant/Owner Silver Street Associates Address 630 Silver Street, Agawam, MA 01001 Telephone 413-789-3720 Fax 413-786-2450 3. Name of Engineer/Architect Gerald P. Berson The O'Leary Company, Inc. Address 376 College Highway/P. 0. Box 377 Southampton, Telephone 413-527-1360 Fax 413-527-2499 4. Please give a brief description of the proposed project: Construction of a 25,200 square foot single-story multi-tenant light industrial/office facility. _ VW 1WVtAV9V DEC 2ocs vi /14103 � � Revised 8 'Sld3ddd d0 08/*Ad3S dSu! Stormwater Management Standards . ..741" 1 , Stormwater Management Form This form is intended to ensure that proposed stormwater control designs meeI-the-storm water mand-remenl— ` standards described in the Department of Environmental Protection's Stormwater Management Policy(November 1996 with minor revisions March 1997). The Department of Environmental Protection(DEP)recommends that applicants submit this form with the Notice of Intent, as well as supporting documentation andplans, to provide stormwater information for conservadon•eommission review. If a particular storm waier.management standard cannot be met, information should be provided to-demonstrate how adequate water quality and water quantity protection will be provided by the project. DEP encourages engineers to use this form to certify that the project meets the stormwater management standards as well as acceptable engineering standards. This form should be completed by checking the appropriate boxes for each standard and by signing and stamping the back of this form. Project Location: 6312 r5► L VC, , A 4 A uM M 4__ M/t, ,^ It The proposed project is/ na circle one)exempt from one or more of the stormwater management standards. w If project is exempt,explain why: ' © rn r C Stormwater runoff volumes to be treated for waterquality are based on the following calculations: ' (check one that applies) 3 v ❑ 1 inch ofrunoff x total impervious area of post-development site for critical areas(e.g.,Outsta$din- -0 rn Resource Waters and shellfish growing areas) ^o 0 CD 0.5 inches of runoff x total impervious area of post-development site for other resource areas Standard#l:Untreated stormwater (See plan____) a The project is designed so that new stormwater conveyances(outfalls/discharges)do not discharge untreated stormwater into.or cause erosion to,wetlands or waters. Standard#2:Post-development peak discharge rates (See plan) ® Post-development peak discharge rates do not exceed pre-development rates on the site either at the point of discharge or downgradient property boundary. ❑N/A:project site contains waters subject to tidal action,so standard is not applicable. ❑ Stormwater controls have been designed for the 2-year and 10-year,24-hour storms. ® The project's stormwater design will not increase flooding impacts offsite from the 100-year,24-hourstorm. - Standard 0:Recharge to groundwater (See plan_) N The annual groundwater recharge for the post-development site approximates annual recharge from existing site conditions. E Soil types have been identified according to either the U.S.Natural Resources Conservation Service(NR,CWIN $) County Soils Survey or onsite soil evaluation.Calculations on stormwater flow are bast !otil i di a'ie group of�_ ,and total impervious area of T Sp (square feet). ; �'; — E Soil types at each planned point of stormwater runoff infiltration include: ;` t: MewaA M t A Infiltration Best M ana'l ge,,Snent Practices(BMPs)used for this project include: 2��3 tf''.�'rILT�CA�10�,,�`� 1J � TJI•li?7VLhf ,. - ;' Stand[ rq#4: ,�s' * S va1(Seeplan� `8,J 1: ' Th rot1 sed•twaswa r agement systems will remove 90%of the post-deveAcite's average PP annul[(oatdlo( ed Solids(TSS). *The BMV1 Oic 4774' BZ project include(list BM Ps with TSS removal rates): Ya . 1UF1gVA- t{oN WAS tu /TRk&cK (-75 -BO%J 1-10 Stormwater Management(Volume One) DRAINAGE REVIEW C The proposed project is a new facility located at 630 Silver Street in Agawam, NFpsac huselts. w The total area of the parcel is 2.609 acres (113,648+/- square feet) as shown on d awiu I. n Soil survey maps of the area indicate that MeA Merrimac Soils (Hydrologic Sofi>Gr t* A4 will be encountered. "' A a �- Recent test holes revealed a perc rate of 4" per minute. Proposed development will include 25,200 square feet of roof area and 49,000 square feet of paved surfaces. A municipal storm drainage swale is located in an easement along the west property line as shown on drawing L101. In addition, a municipal catch basin is available at the southeast comer in Silver Street. The municipal storm drainage system is capable of accepting storm runoff for a maximum of 25%impervious area. Based on the municipal drainage map, this translates to peak allowable discharge for the 100 year, 24 hour storms of 2.91 cfs to the swale and 1.25 cfs to the catch basin. The facility consists of two drainage areas. Area A-1 consists of the roof, parking, and front lawn areas. This area drains into a detention basin with a piped outlet to the catch basin in Silver Street. Area A-2 consists of the truck dock and remaining lawn areas. This area drains into a detention basin with a piped outlet to the municipal swale at the west boundary. Best management practices to control peak discharge rates and to provide for recharge and suspended solids removal will be provided. Area A-1 will drain to a new detention basin along the east property line. The peak allowable discharge rate from this basin to the municipal drainage system should not exceed 1.25 cfs. A leaching basin will provide recharge of 0.08 cfs. The proposed development will result in a peak runoff into the basin of 6.32 cfs for the 100 year, 24 hour storm. As a result, 10,019 cf of detention is required. The total capacity of the detention basin No. 1 will be 11,719 cf. The lower 1,600 cf will be used to contain recharge water and detain runoff for extended periods of time to facilitate settlement -2- of suspended solids. The upper 10,119 cf of storage will be used for detention of the 100 year, 24 hour storm. An additional 2,781 cf of storage is provided before detained storm water will flow over the containment berm. - The resulting peak discharge into the municipal drainage system will be 1.25 cfs. Area A-2 will drain to a new detention basin along the west property line. The peak allowable discharge rate from this basin into the municipal drainage system should not exceed 2.91 cfs. An infiltration trench will provide recharge of 0.30 cfs. The proposed development will result in peak runoff into the basin of 4.98 cfs for the 100 year, 24 hour storm. As a result, the required detention is 3,920 cf. In addition, 1,114 cf will be provided for recharge and extended detention. A total of 5,288 cf will be provided. The resulting peak discharge into the municipal drainage system will be 2.91 cfs. Since the municipal storm drainage system was designed to accommodate runoff from a 100 year, 24 hour storm,review of smaller 2 and 10 year storms isn't necessary. GERAW P. o BERSON cs STRUCTURAL v~i No. 32387 R 0!V 5E c„ > W m cam) C r � > 3 CD 3 n A M rU a O r Worksheet 2: Runoff curve number and runoff Project ti 6 ST A b.SOC, By Date Location 51 LVGX ST Checked Date Circle one: Present Developed CUE;4 /`+ ` Al.-Lo wA F3LE TO 51 LV t`v ST. � , 713 1 . Runoff curve number (CN) Soil name Cover description 1/ Area Product and CV — of hydrologic (cover type, treatment, and �v CN x area group hydrologic condition; r:i `i i ❑acres percent impervious; a) N ❑mi2 unconnected/connected impervious p ❑Y. (appendix A) area ratio) M '14 "' E- a.. t» 0 A Innp�t'zvcous o. 186 / 8,2Za t- ri Vtav s -75 10,5 57 2-1 , 723 o M ry mm Y Use only one Cy source per line. Totals - 0,7q C3 `�'G� 6 total roduct gggs( 4 CN (weighted) tota larea � �i Z,- 53i1"7 Use CN - L�J 2. Runoff Storm e1 Storm #2 Storm 03 Frequency . . .. . . . . .. . . . . . . . . .. . . . . . . . . . . yr ZI 1 O 100 Rainfall , P (24-hour) . . . . . . . . . . . . . . . . . . in 3. 0 4 ,5 6. Runoff , Q . . .. . . . . . . . . . . . .. . . . .. . . . . . . . . in (Use P and CN with table 2-I , fig. 2-1 . or eqs. 2-3 and 2-4. ) Worksheet 3: Time of concentration (Tc) or travel time (Tt) Project 5; L-v,�x 5y- A-.,..Z oc By Date 1 0 3. � Location (:�, 3o 5 tt.yi3YL S7— Checked Date Circle 'one: Present eveloped AaEA A —1f Ac-t-pu/AQtoS Circle one: G Tt through subarea NOTES: Space for as many as two segments per flow type can be used for each Worksheet. Include a map. schematic, or description of flow segments. Sheet flow (Applicable to Tc only) Segment ID C= - cs � 1. Surface description (table 3-1) ... ...... . . . rn 2. Kanning's roughness coeff., n (table 3-1) 3. Flow length, L (total L C 300 ft) ...... . . . . ft p 4. Two-yr 24-hr rainfall, P2 in b -o rn O,a2� 5. Land slope. s ......................... .... . ft/ft IV n r- 6. T . 0.007 (nL)0.8 Compute T ... . .. hr �.0 Z + �•Q Z t P 0.5 s0.4 t 2 Shallow concentrated flow Segment ID 3 7. Surface description (paved or unpaved) ..... %J lfpww 8. Flow length, L ............... .............. ft 16 a 9. Watercourse slope, a ......... ........... ... ft/ft .005 10. Average velocity, V (figure 3-1) fUs I' 15 ll. Tt - 3600 Y Compute Tt ...... hr 0,0 Z + Channel flow Segment ID 12. Cross sectional flow area, a ............... ft2 13. Wetted perimeter, pw ... ...... ....... .. ..... ft ` 14. Hydraulic radius, r - e Compute r .... ... ft p w _ No i40f0 15. Channel slope, s ....... ...... .............. ft/ft 16. Manning's roughness coeff ., n ......... ..... r 1 .49 r2/3 91/2 Ill. V - Compute V .... . .. ft/s n x . 18. Flow length, L ..... . . .. . .. .. . ......... . . ... ft �a 19. Tt - 3600 Y Compute Tt . . . . .. hr 01031 + 20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11 , and 19) .. . . . . . hr D, O '1 (210-VI-TR-55. F)QCnnri Fai .i„na 1QaA% 0 0 Worksheet 4: Graphical Peak Discharge method Project Lv�`1L SY ' `�SOC- 8Y Date Location �30 5( tvt3`2 ='k Checked Date Circle one : Present Developed A A - 1 ALLowAGLE 1 . Data: o ro Drainage area . . . . . . . . . . A 0,0412 mil (acres/boo) Finm > c-) c Runoff curve number CN - {From worksheet 2} t.a ou c� Time of concentration . . Tc - _ 4, �4 hr (From worksheet 3) Rainfall distribution type - ( I, IA, IL, LII} -o Pond and swamp areas spread throughout watershed . . . . . . - �' percent of Am ( acres or mil averred) Storm 41 Storm 02 Storm Oi 2. Frequency . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . yr 2- l j0 d 3. Rainfall, P (24-hour) in 1 3. o 415, ,5 4. Initial abstraction, I . . . . . . . . . . . . . . . . . In I '-7 o 4 1 , 70 t. -2 0� (Use CN with table 4-1 .) 5.• Compute Ia/P . . . . .. . . . . . . . .. . . . . . . . .. . . . . Or 56% 0 .-314 0,26 Z 6. Unit peak discharge, q1s . . . . . . . . . . . . . . . . .. csm/in d (Use Tc Hnd Ia/P with exhibit 4-ail ) 7. Runoff Q . . . . . . . . in (941 ,7 Q ,e 3 :1 (From worksheet 2). 8. Pond and swamp adjustment factor, Fp . . . . 1 (Use percent pond and swamp area with table 4-2. Factor is 1.0 for zero percent pond and swamp area.) 1). Peak discharge, qp . . . . . . . . . . . . . . . . . . . . . . cfs +�� 0, (inhere qp - quAmQFp) Worksbeet 2: Runoff curve number and runoff Project 1L.v t&IL S l A S.S 0 C-- . By Date 1 Z G Location 6 30 .51 L v1gy ST Checked Date Circle •one: Present A` IA 1 . Runoff curve number (CN) Soil name Cover description L Area Product and C� — of hydrologic (cover type, treatment, and �� CN x area group hydrologic condition; r4 I c nacres percent impervious; m `~ N ❑mil unconnected/connected impervious p to ❑Y. (appendix A) area ratio) m -4 E-F LL. C� A b 0 ,57q S�, 7� �,� v ► 'ti�, 916 t45 0 41, E oa LAWtiS J �4� Mb , q86 .12 x N .ri ro m tV � O N 1/ Use only one CN source per line. Totals - 1a503 II9.3Z8 l product 119 3ZB CN (weighted) - total area �9.3q Use CN - tota 79'� 2. Runoff Storm 01 Storm a2 Storm 03 Frequency . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . yr 7 ! 0 0 O Rainfall , P (24-hour) . . . . . . . . . . . . . . . . . . in 3, 0 S, `f 6 , Runoff , Q . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . in 1r 2,376 4 AIS (Use P and CN with table 2-I , fig. 2-1 , or eqs. 2-3 and 2-4.) travelWorkshe3 entratlon (Tc) otime (Tt) Project J f LAB ST- `s'SvC. By Date f 03 Location i�= 3 o �Lt.y 45;Y� Sr _ Checked Date Circle one: Present Developed A l'f-t� A - ] A Circle one: Tc Tt through subarea MOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet flow (Applicable to Tc only) Segment ID 1. Surface description (table 3-1) ... ..... .. . . 2. Kanning's roughness coeff., n (table 3-1) .. 3. Flow length, L (total L < 300 ft) ....... . . . ft 4. Two-yr 24-hr rainfall, P2 .... ........... . .. in S. Land slope, s ft/ft 0.007 (n 0.8 6. ?t � 0.SU)4 Compute Tt ... ... hr + ,CJ P2 s Shallow concentrated flow Segment ID 7. Surface description (paved or unpaved) ..... 8. Flow length, L ft 9. Watercourse slope, s ..... .... ........... . .. ft/ft 10. Average velocity, V (figure 3-1) ........... ft/s It. Tt - 3600 V Compute Tt .. .... hr + Channel flow Segment ID 12. Cross sectional flow area, a ............. .. ft2 13. Wetted perimeter, pw ft 14. Hydraulic radius, r - p8 Compute r .... .. . ft G-3 rn w is. Channel slope, s ... .... ...... .............. ft/ft o 16. Manning's roughness coeff., n ..... .... ... .. - '^ 213 1/2 17. V - 1 .49 rn ! Compute V .. . .. .. ft/s 37 r`? ran N q 18. Flow length, L .... . .. . . ..... . .. ....... .. . . . ft c�i► 14. Tt ]600 V Compute Tt , , , . ., hr + 20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11 , and l9) . . . . . . . hr (). 10 5j Al l cJw-AP (210-VI•TR-55, Second Ed.. June 19861 Worksheet 4: Graphical Weak Discharge method Project _ 5 � L V �� ST sod BY Date t ! o Location �i L.v �{Y�- � _ Checked. Date Circle one: Present Qeveloped &gin ` 1 6 1 . Data: „r Q OQ23 2 Drainage area . . . . . . . . . . Am - ml (acres/640) cn Runoff curve number . . . . CN - Z y (From worksheet 2) > c"sI to { Time 'of concentration . . Tc - — 0, EQ_ _ hr (From worksheet 3) 3 w P . a PJ (I Rainfall distribution type - t IA II, III) ,..r Pond and swamp areas spread > 2 throughout watershed . . . .. . . percent of Am ( acres or mi Kpv�ed) O r- N Storm #1 Storm 2 Storm d3 2. Frequency . . . . yr Z C DG> 3. Rainfall, P (24-hour) . . . . in 4. Initial abstraction, Ia . . . . . . . . . . . . . . . . . in J 5 3 Z (Use CN with table 4-1. ) S. Compute I /P . . . . . . . . . .. . . . . . . 0 ,117 C II1b 0,06Z a 6. Unit peak discharge, q,-, . csm/in 615 60 665 (Use Tc and Ia/P with exhibit 4- BI ) in f Z. 3 7 . Runoff. Q . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �� (From worksheet 2). r A. Pond and swamp adjustment factor, Fp . . , . (Use percent pond and swamp area %itth table 4-2. Factor is 1 .0 for zero percent pond and swamp area. ) ). . • • • • • cfs �. ea 3, 50 . 6, 3z Peak discharge, qp (there qp ' quAmQFp) 0 0 Worksheet 6a: Detention basin storage, peak outflow discharge (qo) known Project 15 t`L.v A s'S.v By Date Location 6 30 S1C Yt $f Checked Date Circle one: Present evelope �k1�_ A - } A I y. _I l� ' +14 l�tr i I I art - rn LU .. _ - rq3 r� AS �4c t17 I, 1600JO t {Ci cF . Detention as n etlorage VS • ,'� 1. Data: V .. . .... .... .. . .. Drainage area .. . .. .. Am - 6 ,002 mil 6. r q 0 Rainfall distribution (Use -- with figure 6-1) type (I, IA, II, IIl) - - I - 41 7. Runoff, Q . ... .. In 2.3 Ist 2nd (From worksheet 2) sta a sta e B. Runoff volume, 1 V .... ac-ft �,2 � 5 i 2. Frequency .... . . yr 0 (v JO r•-.QAm53.33) 3. Peak inflow dis- I. Storage volume, charge, qi ... . cfs 3. S� G'32- Vs .. .. . ... . . ac-ft 0,j 0,Z3 (From worksheet 4 or 5b) V 6qC f 1001 A. 1/� (VS - Vr(-s)) cf 4. Peak outflow dis� r charge, qo cfs () A-7 6.33 IQ. Maximum stage, Emaa (From plot) 5. Compute qo O ' '� ?\ZM OF k4j, . . .. 0 t 13 �E 9�y� qi GERALD P. G7 J NCL O,O$ C S o BERSO c.a STRUCTURAL �1 2nd stage qo includes Ist stage qo. of Rtj7GHAQX4e A No. 32387 • �S! AL Oin.vt.rrQ c:� c....__., • i a . w rn U5E Z,_ /ryklx)vre !Qn �3��«ti n rn z 1 M4tiVTjb o , 00 3 -Fp s , A P,M ........ -.g 5 F .. u5 � I� 6 ,00 1 IgZ,gk = 3. o°). z �� CUTLILM Worksheet 2: Runoff curve number and runoff Project S ( u v ST & So C , By Date rZ I 0 3 Location �, 7j D _ 21 L V tYt S j _ Checked Date Circle one: Present Developed A Qt7A A L ^ Li,o +� � To W W 5IuMLE 1. 066 A (-Qt5-',) 1 . Runoff curve number (CN) Soil name Cover description I� Area Product and Cy — of hydrologic (cover type, treatment, and CN x area group hydrologic condition; C'I I ❑acres percent impervious; h' ❑mi2 unconnected/connected impervious ❑ Y. (appendix A) area ratio) f0 'i `4 I-. Is. c: v A 046q 453 6 P--QVLov S ZS �a 31 139a ��� SGI M L7 � ?� C I c7 0 �.. o n m n Use only one CN source per line. Totals - �+ 86ro I01�. 3 Z total product 1110,31 Use CN - S CN (weighted) - - - 5-3.�7 total area 'I s.1G ; 2. Runoff Storm 01 Storm 42 Storm 93 Frequency . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . yr 7 �a low Rainfall, P (24-hour) .. . .. . .. . . . . . . . . . . in ✓'v �, s G ' !> Runoff, Q . . . . . .. .. . . . . . . . . . .. . . . . . . . . . . in d� f7 ai6 (Use P and CN with table 2-I , fig. 2-1 , or eqs. 2-3 and 2-4. ) • Worksheet 3: Time of concentration (Tc) or travel time (Tt) Project 5t, 1. V--dA ST /� s b 0 _C By Date Z- 1 0 3 Location 10 f L✓ 15 n T Checked Date Circle one: Present eveloped A e-t—A A A t-iOt.✓A� Circle one: Tc Tt through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet floes (Applicable to Tc only) Segment ID 1. Surface description (table 3-1) ........ .. . . PAkft'O 2. Manning's roughness coeff., n (table 3-1) . . 0,011 3. Flow length, L (total L ( .300 ft) ...... .. . . ft Q S 4. Two-yr 24-hr rainfall, P2 .... .......... .. .. in 3, 0 S. Land slope, s ................ .......... ... . ft/ft 0801 6. T - 0.007 (nL)0.8 Compute T ..... hr [13 + O 7j t P 0.5 s0.4 t 2 Shallow concentrated flow Segment ID Z 7. Surface description (paved or unpaved) V S. Flow length, L ft bO O..11 9. watercourse slope, a .................... .. . ft/ft 10. Average velocity, V (figure 3-1) ....... .. .. ft/ s r; 0 l 1. Tt 3600 Y Compute Tt .. .. . . hr + Channel flow Segment ID 12. Cross sectional flow area, a ........... .. .. ft2 13. Wetted perimeter, py ......... .......... . ... ft Q { 14. Hydraulic radius, r - p8 Compute r ... .... ft 1 o te w - 15. Channel slope, s ........ ..... ........... . . . ft/ft 3 -n 16. Manning's roughness coeff., n .. .. ... .. .. . .. p- -V 17. V 1 49 r s 2/3 1/2 N P, . n Compute V ... . . .. ft/s C7 cn 18. Flow length, L .......... .. ... ......... . . . . . ft 19. Tt ' 3600 V Compute Tt fir + 20., Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) .. . . . . . hr (210-VI-TR•55. Second Ed.. June 19RFJ Worksheet 4: Graphical Peak Discharge metliod Project C.� b 0 By Date Z I D 3 Location d Q 1l.✓ Checked Date Circle one: Present Developed a A t c c`u"-h 1 . Data: z Drainage area . . . . . . . . . . Am - rd 0 �j mil {acres/640) Runoff curve number . . . . CN - 15'-1 (From worksheet 2) > c� M ran Time of concentration . . Tc - -I b hr (From worksheet 3) Cn Rainfall distribution type - ( I, IA, II, III) w r� 3: o rn Pond and swamp areas spread 2 a Throughout watershed . . . .. . - percent of Am ( acres or * t,pvged) rn iV b O �: storm 01 Storm 02 11 storm 03 ' Yr 2— 2. Frequency .. . . . . . . . . . . . . . . . . . . .. . .. . . . . . . 3. Rainfall, P (24-hour) in �J.Z) 4. Z ' 4. Initial abstraction, I . . . . . . . . . . .. . . . . . in (Use CN With table 4-1.) 5.. Compute Ia/P . . . . d.�s6 Q,3�4 . . .. . . . . . . . . . 6. Unit peak discharge, q . . . . . . . . . . . . . . . . .. csm/in (Use Tc and Ia/P with exhibit 4- ) 7 . Runoff, Q . . . . . . . . . . . . . . . . . . . . .. . .. . . . . . . in bc[ (From worksheet 2). 8. Pond and swamp adjustment factor, Fp (Use percent pond and swamp area With tahle 4-2. Factor is 1 .0 for zero percent pond and swamp area. ) '7. Peak discharge, qp . . . . . . . . . . . . . . . . . . . . . . cfs (tlhere qp - quAmQFp) Worksheet 2: Runoff curve number and runoff Project S l Lrrt'"1C S 5.50 By pate ZUb Location 6 3 a l L,Y ST Checked Date Circle one: Present A Z 7� 1. Runoff curve number (CN) Soil name Cover description 1/ Area Product and CN — of hydrologic (cover type, treatment, and ,v CN x area group hydrologic condition; r� �1 �1 acres percent impervious; m N `v ❑mil unconnected/connected impervious a ors ❑ % (appendix A) area ratio) A f�nv � n: c, 9 s 0,7G 7 `�'S, 14. 6 M C � 1 rJo O C7 -n P. 3y -0 M 1/ Use only one CN source per line. Totals CN (weighted) . total eroduct Use CN total area /+��'� ; 2. Runoff Storm pl Storm 42 Storm 43 Frequency . . .. . . . . .. . . . . . . . . .. . .. . . . . . . . yr Z � D ADO Rainfall, P (24-hour) . . . . . . .. . . . . . . . . . . in Runoff, Q . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . in -61y Z. 5L4 4 .754Z (Use P and CN with table 2-I , fig. 2-I , or eqs. 2-3 and 2-4.) Worksheet 3: Time of concentration (Td or travel time (Tt) Project 51 L Vtn- Sr A SSo c, By Date 1 Location e 3 0 S 1 LV-tn Sr Checked Date Circle one: Present �ro'lgzh A aocA A ` Z A Circle one: Tc Tt area NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments. Sheet flow (Applicable to Tc only) Segment ID 1. Surface description (table 3--1) .. ....... . . . cs :� 2. Manning's roughness coeff., n (table 3-1) A rn A C7 < 3. Plow length, L (total L < 300 ft) ...... . . . . ft 4. Two-yr 24-hr rainfall, P2 .................. in 3 3. Land slope, a ......... ....... .............. ft/ft > .13 6. Tt . 0.007 (W0.8 Compute Tt ... ... hr + P 0.5 0.4 2 s Shallow concentrated flow Segment ID 7. Surface description (paved or unpaved) 8. Flow length, L ............... .............. ft 9. watercourse slope, a .......... ............ . ft/ft 10. Average velocity, V (figure 3-1) ......... .. ft/s 1t. Tt ' 3600 V Compute Tt .. . . .. hr + 6ra� Channel flow Segment ID 12. Cross sectional flow area, a ........... .. .. ft2 13. wetted perimeter, pw ft 14. Hydraulic radius, r e Compute r .... ... ft p w 15. Channel slope, s ... .......... ............ . . ft/ft 16. Manning's roughness coeff., n .. ......... . .. 2/3 1/2 17. V - 1 .49 r s Compute V .. .. . .. ft/s n 18. Flow length, L .... . .. .. . .. . . . . . . . ...... .. .. ft 19. Tt - 3600 V Compute Tt . . .. .. hr 20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) .. .. .. . hr 0 A sty A t,LVWA t210-VI-TR.55- Second Rd. .limp toRR1 Worksheet 4: Graphical Peak Discharge method Project 7 S$I By Date 1 Z t o Location 630 51 Lv-h1R sT Checked Date Circle one: Present Developed v A q- -A A - Z A 1 . Data: z Drainage area Am T 6,OO�� mil (acres/640) c a W � Runoff curve number . . . . CN - _ (From worksheet 2) rn Time of concentration . . T 0.10 hr (From worksheet 3) A c-� C w W 4 Rainfall distribution type - �' ( I, IA, [I,. III} o Pond and swamp areas spread x > throughout watershed . . . . . . - — percent of Am ( acres orysiiZp4o fired) M rV A Storm #1 Storm d2 Storm d3 2. Frequency . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . yr Z lV j 0 0 3. Rainfall, P (24-hour) in 3.0 .4, S 6 4. Initial abstraction, I . . . . . . . . . . . . . . . . . in ,4 6 i q69 A 6 9 (Use CN with table 4-1. ) S. Compute Ia/P . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.1,36 (5, 104 6, 07Z 6. Unit peak discharge, qu csm/Ln '636 (Use Tc and Ia/P with exhibit 4- TT� ) 7 . Runoff, Q . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . in 1. 3 2, 155 34 (From worksheet 2) . B. Pond and swamp adjustment factor, Fp (Use percent pond and swamp area with table 4-2. Factor is' l .0 for zero percent pond and swamp area. ) 1. Peak discharge, qp . . . . . . . . . . . . . . . . . . . . . . cfs Where qp . quAmQFp) s Worksheet 6a: Detention basin storage, peak outflow discharge (qo) known Project S I L V t`-n J7- 4 S 5 0 By Date Location 6- 30 SIL. J t5N1 51 Checked Date Circlq one: Present veloped A acn �r --� 4Yi �-•�'- iL am' �- L i_ �T-' 1 i` LL -1L _L - ,' _ TPL w1 a+ F _ 00 r+- t'1 6000 L: 71 _i L .,+ Tt tL Z.SOU i r , . w _ + 1 ' rn - r �f Iq 41 7 �� lit .Ov Sfl"wasV �, I I l y oE�x-na 0-1=r-µA"(. etention basin storage V 1. Data: 6. S ... .. . . . .. ... . .. + 31 ,2 3 Drainage area ... .. .. Am - � mil Vr 4 Rainfall distribution (Use ° with figure 6-1) type (I, lA, II, III) - � qi 7. Runoff. Q . . . . .. in 2,c 5 Ist 2nd (From Worksheet 2) stage kitage 8. Runoff volume, Z 3 3C{ Vr . . . . . ..... ac-ft r 2. Frequency ... . . . yr r 10 L100 I (Vr - QAm53.33) 3. Peak inflow dis- 1. Storage volumb, charge, qi .. .. cfs Z. �,Qg Vs . . . .. . .. . . ac-ft . 0'11 0,0`10 (From worksheet 4 or 5b) V 3106 3q 20 1/ (Vs - Vr(ys)) of , C 4�. 4. peak outflow dis� r charge, qo . . . . cfs � rZ� 3' Z� 10. Maximum stage, Emax Iq�J.33 I1S+0 �A( (From plot) 5. Compute o . C�3� .G55 �4`�.or 1NkfJ� d� a y qi {S � GfRALD P. ` i �'c t. 0,10 BERSON Q{ �♦1 Q. c�.a STRUCTURAL 1/ 2nd sage qo includes ls[ stage qo. Of No. 3 7 4 ' ors 1210-VI•TR-55. Second Ed.. .lunP IQQA► Ca-p ACA -A_ A Z Tr ,'�C,E.{ -YLsu-c Aa4,9- eATe 4 x z 5 -,o v 3 a. 3 o c-FS o A p ro - N A cn cn# JoB # soX # � DOCUMENT# TCl PAGE# J� i BUILDING CODE REVIEN 1112112003 09:I6:51 AM THE BUILDING AS DESCRIBED BY THESE DRAWINGS MEETS OR EXCEEDS THE REQUIREMENTS OF THE LATEST EDITION OF THE STATE BUILDING CODE AS FOLLOWS: ■ CHAPTER 3/4/5/6 NEW BUILDING FOR , U5E GROUP: NON SEPERATED MIXED U5E CONTROL USE GROUP -- 5-1 MODERATE HAZARD STORAGE SECONDARY USE GROUPS -- F-1, MODERATE HAZARD FACTORY -- B, 5U51NE5S TYPE OF CONSTRUCTION: 2C NON COMBUSTIBLE/ UNPROTECTED ALLOWABLE BUILDING AREA: 8,400 sf 00(BASE) + 16,8 sf (SPRINKLER INCREASE) +12,600 sf (PERIMETER INCREASES - 37,800 sf (TOTAL) ACTUAL BUILDING AREA: 25,200 sf ALLOWABLE BUILDING HEIGHT: 50' - 3 STORIES W/ SPRINKLER INCREASE ACTUAL BUILDING HEIGHT: 1 STORY - 22'-7" TO TOP OF RIDGE CAP HANDICAPPED ACCE55151LITY: FULLY ACCESSIBLE 630 SILVER ST . AGAWAM MA , CHAPTER q � FULLY SPRINKLED WITH ACCORDANCE WITH SECTION 904.0 CHAPTER 10 DE51GN OCCUPANCY: 224 OCCUPANTS ACTUAL OCCUPANCY: 60 OCCUPANTS ALLOWABLE NUMBER OF EXITS: 2 MINIMUM ACTUAL NUMBER OF EXIT5: 7 @ 36' WIDE ALLOWABLE LENGTH OF TRAVEL: 260'-0" MAX ACTUAL LENGTH OF TRAVEL: I65'-0' CHAPTER 13 SEE ENERGY CODE COMPLIANCE REPORT CHAPTER 16 ROOF SNOW LOAD: 35 psF ROOF DEAD LOAD: 4.5 psf ROC17-E 57 COLLATERAL LOAD: 7 psf WIND LOAD: 12 psf SEISMIC LOAD: PER SECTION 1612.0 / ZONING REVIEN THE BUILDING AS DESCRIBED BY THESE DRAWINGS MEETS OR EXCEEDS THE REQUIREMENTS OF THE LATEST EDITION OF THE 'PROTECTIVE RESTRICTIONS FOR THE AGAWAM REGIONAL INDUSTRIAL PARK' AND THE LOCAL ZONING ORDINANCE AS FOLLOWS: PROPERTY LOCATION 630 SILVER ST. AGAWAM, MA. z ZONE INDUSTRIAL A ITEM ALLOWABLE ACTUAL ABRAMS DRIB LOT SIZE: 1.6 ACRES MIN. 2.609 ACRES W O LOT WIDTH: 100' MIN 268.28' R 4eSi LOT DEPTH: N/A VARIES FROM 390.65' TO 460.70' �qD LOT FRONTAGE: 100' MIN 270.94' FRONT YARD SETBACK: 75' MIN 75' EAST r `- w SIDE YARD SETBACK: 45' MIN 45' SOUTH ' SIDE YARD SETBACK: 45' MIN 83.29' NORTH 1!t =� n REAR YARD SETBACK: 46' MIN 59.53' WEST RrD PAVING SETBACK - FRONT 10' MIN 38.07' C9 3 ,� .;lw i S (lS PAVING SETBACK - 51DE 5' MIN 10' BUILDING SIZE: N/A 25,200 sf S�R�� JOB LOCATION BUILDING HEIGHT: 30' MAX 20'-6' TO EAVE S1Lv�R 630 SILVER ST. BUILDING COVERAGE: 50X LOT MAX 22.17X PAVEMENT COVERAGE: SOX OF AREA NOT 51.565% COVERED BY BUILDING Gfp OFF-STREET PARKING LOCATION PROHIBITED FROM FRONT YARD LOCATED AT NORTH 51DE jH OF � Mgssq� REQUIRED EMPLOYEE PARKING: I SPACE PER 1 1/2 EMPLOYEES 50 5PACE5 PROVIDED �a GERALD p, y� VISITOR PARKING: PER WADC 4 SPACES PROVIDED 50N r"4 H.G. ACCESSIBLE PER MA55 STATE CODE 3 SPACES PROVIDED r- STRUCTURAL ti No. 32387 TOTAL PARKING- 57 SPACES TOTAL A� OFF-STREET LOADING ALLOWABLE LOCATION: PROHIBITED FROM FRONT YARD ACTUAL LOCATION LOCATED AT SIDE YARD ALLOWABLE NO. OF LOADING DOORS: N/A T EENGINEERING x r . ACTUAL NO. OF LOADING DOORS: 4 DOCKS + 1 LOADING DOOR � 5 TOTAL >. �L 1 � LANDSCAPING PLANNING ALLOWABLE LANDSCAPING: PER WADC CONSTRUCTION j -�` ' ACTUAL LANDSCAPING: SEE LANDSCAPE PLAN L104 C 0 M P AN Y SINCE 1955 49 BUTLER BUILDER 12/1512003 07:57:57 AM 6 An OC N07ES 1. SEE LIOI FOR SITE LAYOUT INFORMATION w 2. SEE L102 FOR 51TE UTILITIE5 INFORMATION p 3. SEE L103 FOR SITE GRADING INFORMATION 4. SEE L105 4 L1O6 FOR 51TE DETAILS 5. SEE LI(7 FOR ADDITIONAL PLANTING NOTES 6. NEW PLANTINGS 5HOWN ARE CONCEPTUAL ONLY 7, NEW SEEDED AREAS AND LANDSCAPING BY OWNER 0 i C4 N O Z V U 3 w w 0 V 0 1 r f1 1 `` r IY MAINTAINED LAWN 0 MAINTAINED LAWN 0 ld 1 l � 9 $ � AJ rr rr o r� 19 f ' - a� r RM - 1/ - -- 111 11 FLBB r00I O Y ! I w Z U � / i3 Z (n W o r NSW BUILDING � Z- z z � ' FIN FL FL = 201.25' z Z -i p Z 3 ` wo- 0 (n z r z Q Q O = z o oAkJj rx z < � bH r = L Z� l F lY ooZ l = OLu a= 1 w %'' — ' = U v I r- 1a >-W r -� - W W InJ _ WJ J MAINTAINED LAWN _ _ -3 O r W 40 r51 icer SWALE - 8iTE PLAN AP"�191l , --- --- - -- -- -- -- -- -- -- -- -- -- -- -- -- ------ ---------- -- --- - AGN.iVAr 0 z EXISTING ROW OF PINE co ALONG STREET a r w a ui � � Q NEN PLAN71NG SCHEDULE o SYMBOL DESCRIPTION SIZE (WHEN PLANTED) OTY. vJ Q RM RED MAPLE 6' - 7' 2 O f AJ ANDORRA JUNIPER 8' 56 LL` 15r _ 1 w 14J HETZ JUNIPER 18' - 24' 8 1'' " . ' C "� Z Z Q EBB EUONYMUS BURNING BUSH 18' - 24' 12 0 RA ROSENTHAL ARBORVITAE 3' - 4' 4 PFD PINK FLOWERING DOGWOOD 6' - 7' 1 (- =3 Q a m j � FL FAIRVIEW LINDEN 6' - 7' 2 Q 1Y INTERMEDIA YEW 4' 39 w -J MFP MIXED FLOWERING., PERRENIALS 15' - 18' 8 zCD < LANDSCAPING PLAN 2393 SCALE:i"R30'-O" TRUE NORTH PLAN NORTH L104 121a2r2903 07:44:06 AM N -w N co NOTES _ w� w i � V q 1. EXISTING SITE BOUNDARIES ARE TAKENui FROM A PLAN PREPARED FOR: a SILVER STREET PARTNERSHIP cn AGAWAM MA. BY= HERITAGE SURVEYS, INC. REGISTERED PROFESSIONAL LAND SURVEYORS P.O. BOX I - COLLEGE HIGHWAY SOUTHAMPTON, MA. ECS REALTY, INC. (413) 527-36W DAVID R. 4 DOROTHY M. NORTNUP JOB# 2405-CO 24 BOOK 737q PAGE 158 DWG# 2408AS-4 BOOK 62g0 PAGE 2 PLAN BOOK 231 PAGE 102 DATED SEPTEMBER 4, 1998 PLAN BOOK 231 PAGE 102 2. 5EE L102 FOR SITE UTILITIES INFORMATION 3. SEE 1-103 FOR SITE GRADING INFORMATION cv 4. SEE 1-104 FOR SITE LANDSCAPING INFORMATION o z 'u Y w 5. SEE L105 t L106 FOR SITE DETAILS 3d 6. SEE L107 FOR SITE NOTES w • �� 0 � 0 N ITS d i + 78'-q 1/2" 270' 37'-B 1/2"40 •� + 00� � ----------------- -----------------------------------------------------------------------� —-------------------- ------------ --- END en30' WIDE � �SEWER EASEMENT � GURB \ ti�irwo� en q7l `` + '� -- --r�-- --- --�-- -- -- - 386.50 5 52'09'30'E BIT CURB t o 0 + Y1-----r--------------------- -- -- -- -- -- - -- -- -- -- - - - - - - - - - - - - - - -------------1-25'R it i it END CU r�� 5 AC 5 9' D - -- 5'R O + + , 04 3'-6 -3' BIT GONG PAVING—� �� t NEW EXISTING a 30 to y + SEE 1-105 FOR DET. BIT CURB DIFt=km i + 7 SPACES @ q' 63' �,W Io' V 13 SPACES @ 9' y 117' ' IO' q' 9' q' q' OF TR'��'C PAVING PAVING -, o O ,-n r t , 64 R I� 5'R C ET 51 EW LK W% 4 5'R 3 u i H NDI ED PA KI IN EG L_ GU S E END SIY 25' ! i 40'R SIN F 3 5 1 t 51 F ET CURB OTHERS t END r+ 5q, 78'-AGK l CURB s CK s t Z t � 0 ij} (� ; wl 1 Zit, DAVID C. ROBBINS i i i Z n BOOK 5850 PAGE 477 ! w t �' W Z o CC _ Z Z (� PLAN BOOK 226 PAGE 1 _ + ' �, N L_W BUILDING I L D I N G 12' WIDE ED _ w O W STONE ACCEE.5 t $ o Q Z U Q n 'm FIN FL EL = 201.25' C&P`� w d 0 4 0�ib lzi '� z r i 51 �K i >0 Jy ' — i z SAWCUT PAVING PARCEL 3B ` z} + PAVINGG I, '+ AREA -- 2.60q ACRES — Z /0 CL $ , I 31 BIT CONC PAVING % = w t — BLEND NEW PAVING INTO SEE L105 FOR DET. ` = } r f + EXISTING PAVING 1 nj Li i i �•� t V W w W J `'1� - ► 3' WIDE EROSION CONTROL_ _ _ U STRIP - SEE LIOS FOR DET. — W(o f K3 0 1 r +D 460.70' N 52'09'30" W I 1 w I r 1 co 1 I OLYMPIC MANUFACTURING GROUP, INC. BOOK 8842 PAGE 5q6 ' 51'-r 3/4" 24' Io' 225' 60 90'--6 1/2" Q PLAN BOOK 21q PAGE 32 1 C) I LEXISTING PAVING CO 1 I 1 1 1 r I I I I 1 1 O PARCEL 3A uj AREA = 2.g18 ACRES Z M 0 cr: < z mw (L .] d w z u. Q 517F. PLAN 2393 SCALE:1"-30'-0" TRUE NORTH PL..AN NORTW Liol 12102/2003 07:44:57 AM It t N t t � tl It NOTES tt It tt 1. EXISTING SITE UTILITIES ARE TAKEN FROM A PLAN PREPARED FOR: w SILVER STREET PARTNERSHIP AGAWAM MA. BY= 14ERITAGE SURVEYS, INC. I I REG15TERED PROFESSIONAL LAND SURVEYORS P.O. BOX I - COLLEGE HIGHWAY t• SOUTHAMPTON, MA. (413) 527-36W I I JOB# 240&-gBO724 I I cr. DWG# 240BAS-3 I I N DATED AUGUST 10, Iq% II � 2. SEE LIOI FOR SITE LAYOUT INFORMATION I I r 3. SEE L103 FOR SITE GRADING INFORMATION o 4. SEE L104 FOR SITE LANDSCAPING INFORMATION �I I S. SEE L105 t L106 FOR SITE DETAILS I a w N 6. SEE LI07 FOR SITE NOTES t I [a u O I t EZTs b� t � -4 9 30' LIGHT POLE W/ 1-400 WATT 1 t , a < ~ "C,' z a .� METAL HALIDE "SHOEBOX" STYLE ` EX 514N LIGHT FIXTURE - TYP OF 2 - t EX SA EX SAN SEE LI05 FOR BASE DETAIL MH #4 --- -- ---------- -LMH,#3 I , ►I`1ro� t I I GS-I CB-3 1 Z 3 Q !� T T � 1 1 1 I ® o " " 1 I t I t WW � N I 0.5% " -low 5X o �IO 12 @ OELECT FEED To IGN B � , 1 t j � O � PROVIDE 1 -4" SIGN PROVIDE OWNER IX m i 1140 SANITARY CONDUIT (Q-4' CONDUIT DD/5 TIE-IN SEWER @ 1 TYP OF 1 1• CLEANOUT t I l I s I " o.75x N L 1� 12000.75% t ., t I I _O r t rwq I t NEW OH TEL SERVICE 0 F- U) J I V= t�l l t BY UTIL GO Z V In + g4.00 0 :) 0) r7 � EXIST UTIL W Z M � PRIMARY IC 0 NEW BUILDING � UTIL. POLE Z Z DE4Rs Wo FIN FL EL = 201.25' uG TQ. CE p� I I I NEW OH ELECTRIC C? Q Z Z a 1 UTIL GO - SIDE t SERVICE BY UTIL CO z -1 O 2 (U-4' CONM IT NEW It� 1 W II U {n Z I UTIL I►� t O POLE ` y l �BY 1 UTIL y SEX Al� ` 400 400 400 2 b" FIRE - PROTECTION �- t }- 0 >0 WA TER SER CE t j NEW 6"xl2' WET w z (n LWALL MOUNTED 400 WATT WALL MOUNTED 260 WATT W -I- I TAP _ V 2 METAL HALIDE LIGHT METAL HALIDE LIGHT " DOMESTIC I I I NEW 6" WATER . DETENTION/RETENTION ! FIXTURE - TYP OF 3 FIXTURE - TYP OF 3 WA TER SERVI E l 1 t SERVICE za BASIN #2 � PAD MOUNT - BY 1 � � 3� = 3 1 UTILITY CO PROVIDE 1 r 4 = Q= PRECAST CRETE VAU T l N 1 I " O CL(, 250 I EX 15 STORM - 2 � 25'x4' INFILTRATION � DRAIN - U O= II - V DRAIN - SEE L105 L 1 - SEE � , t - -_ W FOR DETAILS L1 FOR ` l 1 I " -= j _ ix W D AIL I�1 i EX 2 HP GAS - J OUTLET CONTROL RISER + 3'x3' WASHED STONE �-� ti t t l I W -- Q J SEE LI06 FOR w - W DETATL~ - INV OUT EXISTING SPLASH 4PAD SEE l 1 I t LINE = p U 194'60 12" @ 0.5% GAS LINE .- INV I STUB LI05 FOR DETAIL $� @ t I' �EX 129 WATER ~ W c0 lg4.50 --�� rrr�rr r1 1�V Ir � - DETENTION � 5�. W4 I MAIN BAS #I � -- � � . ��ww---- =--==. Grr rr wM �rr rr r- rr rr rr rr - EX 10" SANITARY 1g4.67 OUTLET CONTROL I I SEWER IN 33UT t2" @ RISER #1 - SEE E I DM41 I I 0.' 0 L105 FOR DETAIL I t t I I / 1 t I EX 12" STORM ` t i ty DRAIN Lu < DRAINAGE STRUCTURES U NUMBER TYPE DIA RIM INVERT ELEV FRAME COVER SUMP PIPE SIZE EX I i 0 ELEV HEIGHT ELEV. ELEV. CB-1 CATCH BASIN 48" lgq.25 Ig6.00 E 8" lg8.25 1g3.58 18, co t I t CB-2 ICATCH BASIN 148" 1 lgq.25 1g5.50W 195.33E ISO 1%.25 llq2.5B 8" W 10' E , , I I Ct Q C15-3 ICATCH BASIN W/ DEEP SUMP 60" 1gg.25 194.83W 194.67 5E 180 lg8.25 I 18g.58 10" W 12' SE , , o I IUL LGB-1 LEACHING CATCH BASIN __ 17801 lg3.00 I IBO I 1g2.00 I- I- uj EXISTING DRAINAGE STRUCTURES I ► tit z L Q NUMBER TYPE DIA RIM INVERT ELEV FRAME COVER SUMP PIPE 51ZE #1 D ` r.� ELEV HEIGHT ELEV, ELEV. EX GB # t t t J c EX CB-I EX. CATCH BASIN - Ig5.g8 S 1g2.53 - lgl.58 12" 5 #1 , I I I = M Q EX CB-2 EX. CATCH BASIN Ig5.65 E 1gl.47 NW 1g2.25 - lg0.55 12" E 8" NW } , I I w EX C5-3 EX. CATCH BASIN - Ig5.7q 15 190.24 W 190.54 - 1go.iq 12' 5 12' W EX DM14-1 EX. DRAINAGE MAN HOLE I lg6.16 IS 1g1.11 N 11,012.51 - - 1121 5 12" N t t t w J V EX DMH-2 EX. DRAINAGE MAN HOLE I96.03 5 lg0.38 N IgO.38 NW 190.58 - EX5A 12" 5 12' N EX S I t Z � Q EX DMH-3 EX. DRAINAGE MAN HOLE i97.88 - - - - } I EX SMH-1 EX. SANITARY MAN HOLE Ig6.31 - - t I I 2393 EX 5MH-2 EX. SANITARY MAN HOLE ig6.g0 - - - - UTILITY FLAN , , EX SMH-3 EX. SANITARY MAN HOLE - Ig7.81 -- 5CALE:1"R30`-0" EX SMH-4 EX. SANITARY MAN HOLE Ig7.02 - - - y � � TRUE NORTH PLAN NORTH EX SMH-5 EX. SANITARY MAN HOLE 1g7.74 - - - L102 1210212003 07;45.47 AM N N - OC NOTES 1. EXISTING SITE GRADES ARE TAKEN FROM A PLAN PREPARED FOR, a SILVER STREET PARTNERSHIP p AGAWAM MA. BY= HERITAGE SURVEYS, INC. REGISTERED PROFESSIONAL LAND SURVEYORS P.O. BOX 1 - COLLEGE HIGHWAY SOUTHAMPTON, MA. z (413) 5Z7-3600 JOB# 240B-g80724 DWG# 240BAS-3 DATED AUGUST 10, Iq% 2. SEE L101 FOR SITE LAYOUT INFORMATION co 3. SEE L102 FOR SITE UTILITY INFORMATION c%' - 4. SEE L104 FOR SITE LANDSCAPING INFORMATION O Z Y W S. SEE L105 4 L106 FOR SITE DETAILS w Q N 6. SEE U07 FOR SITE NOTES p [] G�VSftf S J oz� TT RIM-1gq.25 RIM-1gq.25 RIM-I99.25 I ! wrrww�r w r w w w�rrww�+^wr rrw- w www�r r wMw�.w_wrr�ww wr�w w wr ww�w�w r wr rw�rwwrw�w r i � o � ! 1 I lq lqq 75 Iqq 175 1qq 75 Igq 75 iqq o M _ 3 2 2 .50 2 50 INV-lg4.00 I 1 1 201.00 21. - 46zo1. 011 \ / I Z 1 !! 1 rye` I 0 ! ! 1 11 g 1 Z 10 (�j to 10 I! ! I \\ ''; 1 W Z CL I o I _ � ! I \ ,y 1 Z Z � w o ! 1 \ N Eli BUILDING, - + FIN FL EL = 201.25' 3 Z -10 Z w11U V) a a I \ 11. �. z a r ! I10 � 1 IIII25 197.25 r�� j �1g7.25 � - /0/ ' Yl DETENTION/RETENTION BASIN #2 1 1 I 1 �/ ! I I (���Q� �I 1�1 1 � I = n Li 1q7 CL CAPACITY- 5288 c.f. 1 �� �� J1 , 2 } Er 1 _ 0 a; j DETENTION BASIN #1 }LLJ 1g6.50 ! I f 1 r I / / / �202 I ! ! 1 - _.`1,\ \ - 2 RIM�1g3.00 CAPACITY 11,71q c.f. I I 1 r - � � WJ a- INVERT OUT f I / / I 1 [ 1 \ \ �1 - _--1c7_-- °� `--� s I RIM-lg4.00 W w = W-J SPILLWAY EL. !< 1 I I Ig4.50 INVERT IN r 1 ! / I \ \1\ I�\ J / II 1q .J O rlg4.67 1 I I r f�Oti� J ��� �o�dr lq7 ` OU INVERT 1N 4� I I � Ig6.00 .25 ! 1 50 `` 196.50 l l I w 194.50 I I 1 --1q7- _ 1 ' 11 RIM-Ig5.7q 50 INVERT OUT I I I1�16.50 r 1�i6.4q 1g6.47 Ig6.53 - `--�-196- - �\ t1 tu U 1g4.33 I I 1 Ig6 1 lq(o.48 / -1017--1\ \ \ S uj Lu I I I I I I 1 r --200 1 i \ i /00, `\ I CD CO f + LL W BENCH MARK ELEVATION C� W Q 201.26' AT FINISH FLOOR Z m OF EXISTING BUILDING 0 }� ■ co w � vaCJ Q oo w 3:: Lu CL It z co GRAIDE PLAN- 2393 SCALE:10-30'-0" TRUE NORTH PLAN NORTH L103 12/02/2003 07.45:47 AM N pC NOTES 1. EXISTING SITE GRADES ARE TAKEN Lu FROM A PLAN PREPARED FORS Q SILVER STREET PARTNERSHIP AGAWAM MA. BY, HERITAGE SURVEYS, INC. REGISTERED PROFESSIONAL LAND SURVEYORS P.O. BOX I - COLLEGE HIGWWAY z SOUTHAMPTON, MA. (413) 627-36M JOB# 2405-980724 DWG# 240SA5-3 DATED AUGUST 10, I99B 410 2. SEE 1_101 FOR SITE LAYOUT INFORMATION 4N 3. SEE L102 FOR SITE UTILITY INFORMATION 4. SEE L104 FOR SITE LANDSCAPING INFORMATION z lu ❑ S. SEE L106 t L106 FOR SITE DETAILS w u u an 'n 6. SEE L107 FOR SITE NOTES A. T.TTS �Z9 i p 9 cic 2 4 cc m1i 5 RIM-199.25 RIM-199.25 RIM-199.25 I I � /199>I o 0 j ! r I 1g Iqg 75 Igg 75 96� T - 199 75 tg9 75 o r UJ W C4 'lam / 0 r_-j ! ! 1 INV-19 4.00 196.50 I j i J! 2 .50 / 2 .50 2 50 \ °� //l I ! 1 } 201.00 /SL201.17 2 I.1 1 201.00 201 ! !! I 1 ry° �I 0 ! I I W 0 F- U-) " I + �a W E U � 0 g M WZ � n ! �► C-i O NEW BUILDING �01 z Z cn W o yr r-\ C� QZ U Q J 11 I FIN FL EL = 201.25ioo ;; I ZJO Z I !! I ! J j J I r , r , I 1 J Jr I 197.25 / I// 1/ I 1�I I J J t97.25 tg7.25 J3 1 ----'"�-- = O tp §0 >0 0 I I I Jt cam\ _����� ! Z DETENTION/RETENTION BASIN #2 I I 1 I � - CAPACITY- 5268 c.f. I 1 J I 1 k 197 ME ovwat / , ) / z 3: el111 \ t 1 U o= 11\moo \}1 25 1 DETENTION BA51N #1 - __ V W 1g6.50 J J f 1 r I / / / I I J 1 - 11 1\ �\ - RIM-193.00 CAPACITY- 11,719 c.f. _ _ W INVERT OUT I 2 ' J ! ! r- 1 1 \ } - t t - - J SPILLWAY EL. r ! 1 I IR4.50 1 I I l\ 11\\\\� -197--- _f i99- RIM-194.00 W w = W JO INVERT IN 1 \ �� /ol� 19 194.67 I J ► !=__201�; 1 � �� 197 I94 1 = p V I J I I t ���°�' �� 195 1 ~ - u.co INVERT IN I �.00 Ig6.25 1 .50 `� Qe' 41- I 50 196.50 1 y n 194.50 1 I --1g7- �197 l 50 11 RIM-I%.79 I 1 -1u�-_ ow- 196. -- -- INVERT OUT -} J / � 6 -----I%---� ❑ U 1961.50 / / I%.49 1%.47 1%.53 ` \ w 194.33 l J } J / 19b}1 196.48 /�---197- I I vl I 1 1 ! �.•"o��---199- \�-�� 1\ ! g4. \ �► L W � rt \ \ -200-- lool Ile O - ~ J ' `� v l r p 1 �r� W BENCH MARK ELEVATION V W Q 201.25' AT FINISH FLOOR Z OF EXISTING BUILDING F--- - =:) ara m w Lu❑ �: J 0Z W GRADE PLAN 2393 SCALE:16-30-0' TRUE NORTH PLAN NORTH L103 121020M 08:16:53 AM O _N b" HIGH BIT CONC CURB °C q. BIT CONC PAVING (SEE PLANS FOR THICKNE5S) FINISH GRADE 3'-0' 4J a HIT PAVING @ 1.5% t SLOPE F*u FORMED OR 1 1/2' WASHED STONE SAWCUT EDGE 8" THICK GRASSED AREA MAX SLOPE 3 COMP GRAVEL BASE e0 n GRAVEL BASE CURB IDETAIL p ' W SCALE: 1 1/2"=I'-0" WEED FABRIC w H tu tx~ 3/4' WASHED STONE 4" THICK 3'-0" x 3'-0" p u @ 1.5% t SLOPE ITS ID WEED CONTROL FABRIC x ✓ wm Z � 0 EROSION CONTROL STRIP DETAIL- SCALE:3/4"-1'-0" 0 0 •/- F W W o N 9 0 u) LEV- 1g4.50 m C 3 M 3 � 3/4' WASHED DONNSFOUT SPLASH PAD- STONE SCALE:3/4'-I'-0' FILTER FABRIC I o 1 1/2" WASHED I Z STONE 0 Z U to wZ � � o Z z U O 41-0. x 251-0. - SEE L103 Z ZJ0 Z Q w ( U V) z 0 INFILTRATION TRENCH SCALE:3/4'-I'-O' Q n Z 30' DIA ANCHOR BOLTS SET PER = Q U MANUFACTURER'S TEMPLATE 3/4' TOOLED RADIUS TOP 01' SLOPE _ Z 3 EL = 1%.50 0 < t� _tt - U o= I I I I 3 100 YR DETENTION 24' DUCTILE IRON GRATE H-10 — — U+ —� I �EL- 1g6.00 RATED- RIM EL-1g4.00 W — II II — J , irw v J+ �— 4+ GRADE T55 REMOVAL EL 144.00 �— — �c0 1" THICK CLASS 1 "TOP' MIX W P.- ♦ I I + 3 ELEV @BOTTOM = I°I3.00 II II 2' THICK CLASS 1 'BINDER" � 1 m7 MIX- (SEE LI01 FOR w LOCATIONS) _ Z 3/4' WASHED STONE I I I I I I I FILTER FABRIC uj 3/4' ELECT CONDUIT I I I I I I I SIDE 2 - 1' DIA HOLES AT U I l I I I I I I LAYER bxb W2.gxW2.9 0 -4 4 WELDED WIRE FABRIC S' HOPE PIPE @ 5.0% 24" DIA. PVC DRAIN BASIN W/2' DP. I I I I I I I INV OUT - Ig2.58 SUMP AT BOTTOM OF BASIN- EL - 1010.58 co PROVIDE GASKETED cr Q ENDCAP W/ 4' DIA. O I I I I I I I CONTROL ORIFICE COMP BACKF#LL b' THICK BANK RUN GRAVEL Li. 0 OUTLET CONTROL RISER NO . I ! coLIGHT POLE BASE- SCALE.3/4 1 0 a m uu 3:.. SCALE:3/4"=1'-0' o Q uu w BITUMINOUS CONCRETE WAVING DET z CO Q SCALE:3/4'=1'-0" 2393 L105 12/02/2003 08:02:29 AM N AL to a p SEE DRAINAGE STRUCTURE SCHEDULE TYPE 'F' CATCH BASIN FOR FRAME DEPTH, DRAIN PIPE FRAME AND GRATE SET REQUIREMENTS AND RIM, INVERT, 4 SURROUND FRAME C AND COVER ELEVATIONS WITH MORTAR TOP OF BANK EL Igb.50 w 21-ONX2'-0' SOLID CONCRETE BLOCK OR p DETENTION 4 SPILLWAY Q RIM ELEV BRIGK COURSES A5 REQ'D Z u w w EL- 1g6.00 pC TO PROVIDE PROPER RIM IL � � a ELEVATION c� COVER ELEV `��SETTS TUS�TTs _ � ` y Q 750 GAL PRECAST CONG TSS REMOVAL EL- 1g4.50 �. --;.!.;,'y' t ® ® ® © 11 © r�„�'.`, LEACHING BASIN W/ 5' T14K Q a r. .� r!'1 '• •�, COVER W" 4 NON WOVEN DRAINAGE IITI� in FABRIC ELEV @ 12' HDPE PIPE @ 0.75% BOTTOM+ c - ::s;'�; ® ® ® C] © 0 f ,t � E INV OUT- 1g4.50 1g3.00 �' ~ 3/40 - 1 1/2' WASHED STONE V K) �' S S' 5i_�'1 11�j-f-r�.�+1tN / - ••, `�!��.fi"��_f �1} i fy�;+t - .•j^��/a I'-0' b'-b" !'-0' W v N I 0 L0 Z3 3 OUTLET CONTROL RISER No . 2 LEACH I NC CATCH BASIN ID ETA I L 3 LZJ SCALE:3/4'-I'-0' SCALE:1/2'-1'-0' Z O Z U � C� Z o wZ � Z Z (n w O Z U Z _j O ? a w (LU V) O H IZ SEE DRAINAGE STRUCTURE SCHEDULE SEE DRAINAGE STRUCTURE SCHEDULE FOR DIAMETER, FRAME DEPTH, DRAIN FOR DIAMETER, FRAME DEPTH, DRAIN Q PIPE REQUIREMENTS RIM, COVER, INVERT, PIPE REQUIREMENTS RIM, COVER, INVERT, AND SUMP ELEVATIONS AND SUMP ELEVATIONS — �- Z 0 TYPE "F' CATCH BASIN FRAME TYPE 'F' CATCH BASIN FRAME _ Q V A N AND GRATE AS REQ'D - SET AND GRATE AS REQ'D - SET 2 -0 X2 -0 sa 2 -0 X2 -0 AND SURROUND FRAME WITH "a AND MORTAR ROUND FRAME WITH MORTAR = Z� E - Q a= IM E EVA ION RIM ELEVATION = 2 _ U O BRICK COURSES AS REQ'D TO BRICK COURSES AS REQ'D TO PROVIDE PROPER RIM ELEVATION COVER ELEVATION • _ PROVIDE PROPER RIM ELEVATION � .•-ti..-:a_ :�.:. -•sue '" ';"i' - . � Q J .r ' ` + ' • FLEXIBLE BUTYL JOINT SEALANT �` ' '•• - } - FLEXIBLE BUTYL JOINT SEALANT = — J - FTYP3 =. ETI O U _ Q s f rj FIN DRAIN PIPE AS NOTED - SEAL JOINT W/ MORTAR - PROVIDE _ I I i I 'GAS TRAP' TEE W/ TOP END 4 1 CAP AS SHOWN �• .� INV IN EL ~' INVERT OUT ELEVATION Z -t w •sY o t PRECAST CONC CATCH BASIN •'•- PRECAST CONC CATCH BASIN w 'r tu > :'i = DRAIN PIPE AS NOTED - SEAL 4LL •• JOINT W/ MORTAR Q INV IN • + :_- INVERT OUT ELEVATION (f� oz SUMP I ;r SUMP ELEVATION -:' • o '--!� Lu LUNDISTURBED SOIL — — = UNDISTURBED SOIL Z Q i I l I I-I I M I I I I Ico III III-III-III-III -- C Q li�o DIAMETER " ' DIAMETER ' m W w Z Ca Q GAS TRAP CATCH BASIN DETAIL CATCH BASIN DETA I L SCALE:1/2'-1'-0' SCALE:1/2'-I'-0' 2393 L106 12102/2003 08:17:35 AM ZZN O Ul OC SITE NOTES SITE NOTES CONTINUED ABBREVIATIONS SYMBOL LEGEND GENERAL SEE DRAWING L A.F.F. - ABOVE FINISH FLOOR 101 FOR SITE PLAN PLANTING SET PLANT MATERIAL IN PLANTING PIT TO PROPER GRADE AND ALIGNMENT. ALUM. - ALUMINUM O EXISTING CATCH BASIN A SEE DRAWING L102 FOR SITE UTILITIES PLAN SET PLANTS UPRIGHT AND FACED TO GIVE THE BEST APPEARANCE OR APPD. -- APPROVED ■ PROPOSED CATCH BASINAPPROX. --- APPROXIMATE RELATIONSHIP TO EACH OTHER OR ADJACENT STRUCTURES WITH SAME RELATION BIT - BITUMINOUS o EXISTING LEACHING CATCH BASIN TO FINISH GRADE A5 BEFORE TRANSPLANTING. BLDG. - BUILDING SAE DRAWING L103 FOR SITE GRADING PLAN LK. -�--- BLOCK SEE DRAWING L104 FOR SITE LANDSCAPING PLAN NO FILLING WILL BE PERMITTED AROUND TRUNKS AND STEMS OF PLANTINGS. C.B. - CATCH BASIN ��; PROPOSED LEACHING CATCH BASIN CLKG. - CAULKING }�„ BACK FILL PIT WITH PREPARED PLANTING MIXTURE FILLING AND TAMPING C.I. - CAST IRON EXISTING HYDRANT WITH GATE VALVE SEE DRAWING LI05 4 L106 FOR SITE DETAILS - CENTER UNDER AND AROUND ROOT BALL TO FILL IN ALL VOIDS. CR�L - CENTERLINE ASSUMED SOIL BEARING CAPACITY: 4,000 P.S.F. C.O. — CLEANOUT PROPOSED I-Il'DRANT WIT1a GATE VALVE REMOVE OR FOLD UNDER BURLAP OR POLY AND ROPE FROM TOP HALF OF ROOT CLR -- CLEAR FIELD VERIFY EXISTING CONDITIONS PRIOR TO COMMENCING SITE WORK. BALL. GTD. - COATED s PROPOSED POLE MTD LIGHT COL. - COLUMN " AFTER PIT HAS BEEN BACK FILLED 2/3RD5 COMPACT SOIL THEN WATER COMP. -- COMPACTED j PROPOSED GROUND MTD LIGHT FILL 4 BACKFILL FILL AND BACKFILL WILL BE PLACED IN LAYERS NOT EXCEEDING 8 IN DEPTH. r CONC. -- CONCRETE THOROUGHLY, AND ALLOW TO SETTLE AROUND ROOT BALL, COMPLETE BACK CONST. --- CONSTRUCTION Z Ile w � EXISTING FLARED PIPE END W/ RIP-RAP PLUNGE POOL � FILLING FORMING A RING OF SOIL AROUND EDGE OF EACH PLANTING PIT TO CONT. CONTINUOUS fn FILL AND BACKFILL WILL BE COMPACTED TO 95% OF MAXIMUM DENSITY OF . - a Q OPTIMUM MOISTURE CONTENT. HOLD WATER, MULCH AND THOROUGHLY SOAK. WRAP AND/OR STAKE CONTR. -- CONTRACTOR _w PROPOSED FLARED PIPE END W/ RIP-RAP PLUNGE POOL - DESIGNATED TREES G.J. --- CONTROL JOINT CMP --- CORRUGATED METAL PIPE p EXISTING FLARED PIPE END ��SETTS GRAVEL BASE PROVIDE A 6" THICK BANK RUN GRAVEL BASE UNDER CONCRETE APRONS PADS AFTER PLANTING PRUNE BRANCHES OF DECIDUOUS STOCK TO BALANCE LOSS DP - DEEP t, AND BIT. PAVEMENT. GRAVEL WILL BE COMPACTED 95% OF MAXIMUM DENSITY AT OF ROOTS IN SUCH A MANNER AS TO PRESERVE NATURAL CHARACTER DET. - DETAIL OPTIMUM MOISTURE CONTENT. INCREASE THICKNESS TO 24' MIN. AT DOOR PA APPROPRIATE TO PARTICULAR REQUIREMENTS OF THE PLANT. DIA. -- DIAMETER ► PROPOSED FLARED PIPE END n z ON NORTH PAGING WALLS. DIM. - DIMENSION � Q �� REMOVE BROKEN, DAMAGED, AND ASYMMETRICAL BRANCHES AND SUFFICIENT DR. - DDRAIN OWN CD EXISTING CONCRETE CULVERT CONCRETE PADS, SEE FOUNDATION DRAWINGS SI01 THRU 5104 FOR ADDITIONAL CONCRETE PAD OTHER GROWTH TO ENSURE HEALTHY AND SYMMETRICAL GROWTH OF NEW WOOD DWG. -- DRAWING SIDEWALKS LAYOUTS AND DETAILS ON DECIDUOUS STOCK. PRUNE EVERGREENS ONLY TO THE EXTENT OF REMOVING D.I. - DUCTILE IRON ON PROPOSED CONCRETE CULVERT PAD CONCRETE WILL HAVE A COMPRESSIVE STRENGTH OF 4,000 P.S.I. 0 28 BROKEN OR DAMAGED BRANCHES. E ECT. - EACH O EXISTING SANITARY MANHOLE DAYS. ALL SHRUBS AND TREES SHALL BE FREE OF DISEASE AND INSECTS. WILL EQEV• - ELEVATION NOT • PROPOSED SANITARY MANHOLE NOT HAVE ANY BROKEN OR DAMAGED BRANCHES AND WILL BE OF THE BEST p O CONCRETE PADS WILL BE REINFORCED USING I LAYER 6'X6'--W1.4XWI.4 W.W.F. EQUIP. — EQUIPMENT POSSIBLE QUALITY FOR ITS SIZE, SHAPE AND CLASS. EXIST. - EXISTING D 1 EXISTING GATE VALVE REINFORCING MESH. U EC - EXISTING ® O FINE GRADE AND SEED ALL DISTURBED AREAS OF CONSTRUCTION. E.J. - EXPANSION JOINT Cq PROPOSED GATE VALVE I ISOLATE PADS FROM FOUNDATION WALLS AND PIERS USING 1/2' THICK CLOSED EXT. - EXTERIOR W W L !\ CELL POLYETHYLENE FOAM EXPANSION JOINT FILLER. ALL LANDSCAPING BY OWNER FT - FOOT/FEET -- CAPPED PIPE END O N FIN. - FINISH g m U-) PA05 WILL NAVE A FINE BROOM FINISH WITH 3" TROWELED EDGES U.D.N. ALL PLANTINGS MUST BE MAINTAINED AND THAT PORTION OF THE PUBLIC WAY FLR. - FLOOR �*3 CAPPED PIPE END W/ GATE VALVE , ABUTTING THE PARCEL AND INCLUDING THE TREE BELT WILL BE MAINTAINED FTC• - FOOTING " FDN. - FOUNDATION a EXISTING UTILITY POLE 3 PADS WILL HAVE TOOLED CONTROL JOINTS AT A MAXIMUM SPACING OF 5 -D IN A SAFE AND ATTRACTIVE CONDITION BY TH£ OWNER. GA. - GAUGE .� O.G. U.O.N. GAL. - GALLON GALV. - GALVANIZED PROPOSED UTILITY POLE BIT PAVING, BITUMINOUS PAVEMENT WILL BE PLACED IN TWO LAYERS WITH 2" THICK BASE GR. - GRADE CUR55 COURSE OF MASS. STATE D.P.W. CLASS I "BINDER" MIX AND !" THICK TOP MGT. - HEIGHT HANDICAPPED PARKING SPACE N.P.S. - HIGH PRESSURE SODIUM COURSE OF CLASS I "TOP MIX', SEE DETAIL ON LIDS NH p Z - HYDRANT MONITOR WELL Z BITUMINOUS CURB WILL BE MACHINE FORMED U51NG MASS. STATE DPW, IN. - INCH SOIL BORING O --- CLA55 I "DENSE" MIX. SEE CURB DETAIL ON L105 INCL. INCLUDING INFO. - INFORMATION U Lo SPLASH PADS, OVERFLOW SPILLWAY WILL BE 3'-0' WIDE WITH MAX 3 TO 1 SIDE SLOPE AND I.D. - IN51DE DIAMETER ® TRANSFORMER PAD Z U SPILLWAYS LINED WITH A SINGLE LAYER OF 6" RIVERSTONE. INT. — INTERIOR w U Ix , I.P. -- IRON PIPE TREE LINE W Z Ix , O INVPROVIDE CONTINUOUS V-0" WIDE X Be THICK EROSION CONTROL. STRIPS T. - INVERT W Z ( _ ,- USING 1 1/2' WASHED STONE - SEE DETAIL ON L105 L.C.S. - JOINT PROPERTY CATCH BASIN -^----�- �' n LINE Z Z Z U O LG. - LENGTH/LONG U Q Z Q PROVIDE 3'-0'X3'-0" X 8' THICK SPLASH PADS USING 1 1/2' WASHED STONE - LT. - LIGHT ------- EASEMENT LINE Z J 0 SEE 51TE UTILITIES PLAN FOR QUANTITY AND LOCATION - SEE DETAIL ON L105 LIN. - LINEAR - W (L U U) L.P.S. - LOW PRESSURE SODIUM -EL- - EXISTING ELECTRIC SERVICE Z DRAINAGE SEE DRAINAGE STRUCTURE SCHEDULE AND DETAILS FOR ADDITIONAL M.H. - MANHOLE STRUCTURES INFORMATION. DRAINAGE STRUCTURES SHALL BE REINFORCED PRECAST MAN. - MANUAL -----EL---- PROPOSED ELECTRIC SERVICE p. MAT'L - MATERIAL � CONCRETE. MAX. - MAXIMUM --.--E--- EXISTING SITE ELECTRIC Q MED. - MEDIUM DRAINAGE PIPING DRAINAGE PIPE WILL BE SET AT A 0.5% SLOPE U.O.N. MIN. - MINIMUM MISC. - MISCELLANEOUS E PROPOSED SITE ELECTRIC - �-- ROOF DRAINS WILL BE SDR 35 PVC, SEWER PIPE WITH PUSH-ON GASKETED M.R. - MOISTURE RESISTANT - O JOINTS. PROVIDE FITTINGS AND CLEANOUT5 A5 REQ'D. MTD. - MOUNTED --TEL-- EXISTING TELEPHONE LINE - Z 0 N.I.G. - NOT IN CONTRACT , STORM DRAINS WILL BE CORRUGATED SMOOTH WALL POLYETHYLENE SEWER NOM. - NOMINAL TEL PROPOSED TELEPHONE LINE N.T.S. - NOT TO SCALE Z PIPE WITH SPLIT COUPLINGS. PROVIDE FITTINGS AS REQ'D. PROVIDE FLARED NO. - NUMBER ---W- EXISTING WATER LINE } END SECTIONS AS INDICATED ON THE SITE UTILITIES PLAN. OFF. - OFFICE - }Q O.G. - ON CENTER W PROPOSED WATER LINE Z CULVERTS WILL BE CLASS III REINFORCED CONCRETE SEWER PIPE WITH OPNG. -- OPENING - O _ PUSH-ON GASKETED JOINTS. PROVIDE FLARED END SECTIONS AS INDICATED ON OPP. --- OPPOSITE 0-0 ----GAS-- EXISTING GAS LINE ! , 0 THE 51TE UTILITIES PLAN. O.D. - OUTSIDE DIAMETER =V PTD. - PAINTED = = U SANITARY SEWER WILL BE SDR 35 PVC SEWER PIPE WITH PUSH-ON GASKETED PERF. - PERFORATED �—GA5— PROPOSED GAS LINE JOINTS. SET AND BED PIPING IN ACCORDANCE WITH MUNICIPAL D.P.W. PL. - PERPENDICULAR - X w PL. - PLATE -- -SAN- EXISTING SANITARY SEWER LINE -" � = J STANDARDS. PLY. --� PLYWOOD Li - Q P.5.F. - POUNDS PER SQUARE FOOTAN...�.. PROPOSED SANITARY SEWER LINE = J U WATER SERVICE WATER SERVICE WILL BE CLASS 52 DUCTILE IRON PIPE WITH PUSH-ON P.S.I. - POUNDS PER SQUARE INCH I 10 _ 0 GASKETED JOINTS. PROVIDE FITTINGS AND CONCRETE THRUST BLOCKS AS P.T. - PRESSURE TREATED IUS -ST- - EXISTING STORM DRAIN LINE - REQUIRED. REF. -- REFERENCE W n REINF. ---- REINFORCED —ST PROPOSED STORM DRAIN LINE R.C.P. - REINFORCED CONCRETE PIPE REQ.'D - REQUIRED G PROPOSED CULVERT LINE RET. - RETAINING w U REV. - REVISE RD-- PROPOSED ROOF DRAIN LINE Z R.O.W. - RIGHT OF WAY R.O. - ROUGH OPENING . SD. PROPOSED SLOTTED DRAIN LINE coSYMBOL LEGEND SAN. - SANITARY � S.M.H. --- SANITARY MANHOLE _FD— PROPOSED FRENCH DRAIN LINE W SCNED. -- SCHEDULE SECT. - SECTION SEW. -- SEWER ---ID--- PROPOSED INFILTRATION DRAIN LINE SHT. - SHEET �- CONCRETE BLOCK EARTH S - SIMILAR SIMILA -280-- EXISTING CONTOUR LINE U 512. - SQUARE 320--- PROPOSED CONTOUR LINE Q 5T. STL. - STAINLESS STEEL U3 ® BRICK STEEL 5TD. - STANDARD —� DIRECTION OVERLAND WATER FLOW ca 5TO. - STORAGE + 461.0' EXISTING POINT ELEVATION Q CONCRETE STIR. - STRUCTURAL LINE + 461.0' PROPOSED POINT ELEVATION- STRUCTURAL O RIGID INSULATION SYM. - SYMMETRICAL W TEMP. -- TEMPERED 0 Lu • THK. ,-- THICK Z Q GRAVEL 'a"` SECTION INDICATOR oN. - UTN 1 S OTHERWISE NOTED xx�c U.G. - UNDERGROUND J c VERT. - VERTICAL W.W.F. - WELDED WIRE FABRIC - WIDE GRAVEL/R I PRAP w/ — WITH m W WD. - WOOD z �! a Lu Lu zmQ 2386 L107 112=00311:V:30 AM 13 12 11 10 q S 7 (o 2 y 21 6 8 2 I I I I ! I I I I I I 3 H o Lu LIJ Lu 1 = o x I IIIH III Ili 11111111111111111111 x > CV _I . . E . 111 1 T1 1 NJ � o 22 19 18 17 15 7 12 0 NORTH ELEVATION Q � SCALE:3/32"-1'-0" N Q Q C4 J 1 2 3 (o 7 8 q 10 11 12 13 4 1 �7 21 14 14 8 14 10 6 13 2 1 1 1 1 1 r 1 r 1 1 1 1 1 IN I IN I I f 1 I I I ! ( I 1 I 3 O O to oo� IL! ih ` ® O .- o � W W �. � IN 1 L1! > ° 3 3 t E^, � N C=:, C=3 1 N 00 AN _ _ ---- _ Z —r -- -- ------------"--------- ----- ------------- 0 12 7 17 15 Lu INNNN- 0- n 7 16 11 q 5 SOUTH ELEVATION 10 q 5 20 LuO Z i; zul w O 9-1SCALE:3/32"-1'-0" Q Z U Q Z wa0 U z 0 G F E D C a A A S G D E G p a 3 1 f 1 4 1 2 1 8 1 1 1 1 3 1 1 1 4 1 13 1 2 1 8 1 13 >0 z w _ Q . U ------------- _ ?� i NLu tu IWO am W a — U W U 12 6 7 17 15 18 12 6 7 12 w EAST ELEVATION N EST ELEVATION 5 q 5 10 z Z SCALE:3/3214-0" SCALE:3/3204-0" `� co INNNN— Lu LEGN D U 26 GA FACTORY PAINTED STL U OUTLINE OF FDN BELOW GRADE 15 So SPLIT-FACE CONIC BLK Q SHADOWALL WALL PANELS W/ 4' f PSK FACED GLASS FIBER INSUL �IJ ROOF LINE ib CONC FDN WALL cco o C= 24 GA ALUM ZINC ALLOY COATED 3'XT NM DOOR f7 TYP MA50NRY CONTROL JOINT Q STL MR-24 ROOF SYSTEM W/ 6 OF PSK FACED GLASS FIBER INSUL U. WITH SPACER BLOCKS 10 9'-2"Xf0'-1" O.N. DOOR f8 ALUM WINDOW CONTOUR EAVE GUTTER iq ALUM ENTRY WAY Z AND DOWNSPOUT - TYP 11 10'-28X101-1" D.N. DOOR 0 ® CONTOUR GABLE TRIM 12 Q GRADE LINE 20 STEPPED FOOTING C,"D STEEL STAIRS 13 250 WATT WALL MOUNTED METAL 21 141GN SIDE EAVE TRIM m W HALIDE LIGHT FIXTURE 22 6'Xr NM DOOR a J 6 TYP BRACE ROD 14 400 WATT WALL MOUNTED METAL Z co Q HALIDE LIGHT FIXTURE IN 2386 A102