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8322_SITE PLAN- OLYMPIC MFG.- BOWLES ROAD #�32a S i +e �lc� OiSmp� c rnf� . � � �5 �� 1 Application for Site Plan Review Olympic Manufacturing Group ' Proposed Warehouse & Manufacturing Addition 153 Bowles Road Agawam, Massachusetts 1 ' Prepared for. ' Olympic Manufacturing Group P.O. Box 508, 153 Bowles Road Agawam, Massachusetts 01001 Prepared by. ' September 27, 2004 1 _ I 1 Application for Site Plan Review ' Olympic Manufacturing Group Proposed Warehouse & Manufacturing Addition ' 153 Bowles Road Agawam, Massachusetts 1 Prepared for. ' Olympic Manufacturing Group P.O. Box 508, 153 Bowles Road tAgawam, Massachusetts 01001 Prepared by. =� ;u _ASSOCIATED BUILDERS, IN_C. Co ' 4 INDUSTRIAL DRIVE,SOUTH HADLEY.MA 01075 � � � ro rr r*t ' Co cn 5 September 27, 2004 r - 1 ASSOCIATED BUILDERS, INC. 4 INDUSTRIAL DRIVE•SOUTH HADLEY,MA 01075•(413)536.0021 FAX(413)536.0908 ' September 27, 2004 ' Town of Agawam 36 Main Street Agawam, MA 01001 ' Attn: Mr Dominic Urbinati, Building Inspector RE: Application for Site Plan Approval ' Olympic Manufacturing Group; Proposed Building Addition 153 Bowles Road, Agawam, Ma. ' Dear Mr. Urbinati On behalf of Olympic Manufacturing Group, Associated Builders respectfully submits this ' -Application for Site Plan Approval for the proposed construction of an 128,000 square foot building addition to an existing facility located on 153 Bowles Road, Agawam, Ma. We are enclosing the original and (9) copies of the application package which includes the ' following: • Agawam Planning Board Form D Application for Site Plan Approval ' • Storm Drainage Permit Application • Stormwater Management Report, dated September 27, 2004, prepared by Associated ' Builders, Inc. • Planning Board Agawam, Ma. Approval Not Required Plan dated September 20, `04 ' • Existing Conditions Survey plan Dwg#2408OLY3, prepared by Heritage Surveys, Inc., dated 09.17.04 • Site Plans prepared by Associated Builders, Inc.: ' L 1.1- Demolition Plan L2.1- Layout and Materials Plan L3.I- Grading and Utilities Plan { co L4.1 Lighting and Landscaping Plan A_ ' L5.1- Site Details L5.2- Site Details )> 77 ' L5.3- Site Detailsco • Architectural Plans prepared by Associated Builders, Inc.: A2.1-Overall Floor Plan A3.1- Elevations ' A3.2- Elevations P:A878-0LYMPICIpennits�spa\SPR Cov I.tr.doc B' ASSOCIATED BUILDERS, INC. ' September 27, 2004 Mr. Urbinati ' Page 2 ; Please do not hesitate to call me if you need additional information or further assistance. ' Sincerely, Associated Builders, Inc. 1 / Kimberly M. Masiuk, P.E. Project Engineer 1 Attachments ' cc: Olympic Manufacturing Group(1) Project File (2) 1 1 1 1 1 1 ' PA4878-OLYMPICIpermitslspa\SPR Cov Ltr.doc I 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 1. Name of Business OLYMPIC MANUFACTURING GROUP ' Address 153 BOWLES ROAD, AGAWAM, MA.- 01001-3824 Telephone 1-413-789-0252 Fax 1-413-789-1069 2. Name of Applicant/Owner same as above Address Telephone --- -- - Fax_ _--- 3. Name of Engineer/Architect ASSOCIATED BUILDERS, INC.: KIMBERLY'M. MASIUK, P.E. ' Address 4 INDUSTRIAL DRIVE, SOUTH HADLEY, MA 01075 Telephone 1-413-536-0021 Fax 1413-536-0908 ' 4. Please give a brief description of the proposed project: PROPOSED 128,000 SQUARE FOOT WAREHOUSE AND MANUFACTURING ' ADDITION TO AN EXISTING MANUFACTURING FACILITY. ALSO ALL ASSOCIATED SITE IMPROVEMENTS; OFF STREET PARKING, LOADING DOCKS, STORM DRAINAGE AND LANDSCAPING. 1 Revised R114103 P A4878-0 LYMP10permits\spa\application.doc ' STORM 1i 3 ) `ALIQNS 1 fo the 'Town of Agawam, Department of Public Works: ' The undersigned being (lie ENGINEER REPRESENTING THE OWNER of the ro erl located � p p v (eg: Owner, Lessee,Tenant, Intended Purchaser, etc.) it 153 BOWLES ROAD AGAWAM, MA PROVIDE BEST STORM WATER MANAGEMENT PRACTICES ASSOCIATED WITH ' does hereby request a permit to (eg: Connect to, Alter, Increase Runoff to, or increase Impervious Cover of an' PROPOSED BUILDING ADDITION: CONNECT TO, INCREASE RUNOFF TO AND INCREASE IMPERIOUS COVER ' area draining to) 153 BOWLES ROAD AND THE EXISTING FACILITIES 3 storm drain, water course, channel or detention facility at LOCATED IN THE AGAWAM REGIONAL INDUSTRIAL PARK ' I. A plan of the properly showing accurately all storm drains, water courses, channels or detention facilities now existing is attached hereunto its Exhibit "A". (Submit in Duplicate) flans and specifications covering any work proposed, includin*soil erosion and sedimentation coiitrol, to be performed under this permit is attached hereunto as Exhibit '13". (Submit in Duplicate) ' 3. Calculations deterntini 1 exisling and proposed storm water rtmolT, ca mcity ofexisdn� facilities impacted by the planned work ai the design of detention facilities are attached �tereunto as Exhibit "C". (Submit in Duplicate) ' 1. The name ail address of the engineer or firm who prepared the calculation, design plans and specifications covered by this permit is: ' KIMBERLY M. MASIUK, P.E. ; ASSOCIATED BUILDERS, INC. 1-413-536-0021 5, The name and address of the person or firm who will perflorm the work covered by this permit is: ' ASSOCIATED BUILDERS, INC. 4 INDUSTRIAL DRIVE, SOUTH HADLEY, MA 01075 1-413-536-0021 FAX 1-413-536-0908' IN CONS1Q13RA'TION Olt -1-11E QUA 'C,� 1NG Ql- THIS U111MIT 11113 UNURSIGNEU AGREES: I. To furnish any addilional information relating to the installation of use of(lie storm drain for which this ' permit is sought as may be requested by the Superintendent. 2. To Accept and abide by all (lie provisions of Section 175-1 througgh 175-59 inclusive of Ilse Ordinances of the Town of Agawam and of all other pertinent ordinance or regulations that may be adopted in (lie future. 1 3. '110 operate and maintain any storm drain and detention facilities, as may be required its It condition of the Sturm drainage pertmit ill an efficient manner at all tunes, and at no expense to the 'Town. 4. To cooperate a( all limes with the Superinlentlent of Public Works and his represen(atives in their inspection of storm drains, and any maintenance thereof. ' 5. To notify the Superintendent of Public Works immediately in the event of any accident negligence, or other occurrence Ihat occasions discllarge to the storm drain of finy wastes or process wnters not covered by this permit or allowed by Scetion 175 of the Ordinance of the'Town of Agawam. ' 6. I'o indemnify the Town from loss or dainal a (lint may directly or indirectly be occasioned by the installation of the storm drain and reinted facility or connection. APPLICANT: S DATE: ADDRESS: ASSCkIATED BU DERS, INC. ' 4 INDUSTRIAL DRIVE, SOUTH HADLEY, MA 01075 CONDITIONS Or PERMIT: ' APPLICATION APPROVED AND PERMIT GRANTED PERMIT NO. DATE: SIGNED: SUPERJNTENDENT P:14878-OLYMPI Clperm itslslormwater14878-stormdra i nageperm it.doc 1 Stormwater Management Report ' Olympic Manufacturing Group Proposed Warehouse & Manufacturing Addition 153 Bowies Road Agawam, Massachusetts I Prepared for. ' Olympic Manufacturing Group P.O. Box 508, 153 Bowles Road Agawam, Massachusetts 01001 1 Prepared by. 1 ASSOCIATED_BUILDERS, INC. ' 41NDUSTRIAL DRR/E,SOUTH HADLEY,MA 01079 ' September 27, 2004 A q� WA Q a'�SS�ON�LEN 1 Table of Contents ' Project Overview....................... .Page 1 ..................................................................................... ' Existing Conditions.........................................................................................................Page 1 ProposedConditions.......................................................................................................Page 2 ' Drainage Analysis...........................................................................................................Page 3 StormwaterManagement...............................................................................................Page 4 ' Summary.........................................................................................................................Page 5 ' List of Figures ' Figure 1: Site Location Map Figure 2: Existing Drainage Areas Figure 3:Proposed Drainage Areas ' Appendices Appendix A:NRCS Soil Survey Data ' Appendix B:Hydrologic Calculations Appendix C:Hydraulic Calculations Appendix D:Drainage Calculation Supporting Documents ' Appendix E: Site Plans prepared by Associated Builders,dated 4-27-04 (attached via separate cover) 1 1 1 ' P:14878-OLYMPICIengineeringldr-ainagclTOC.doc ' Olympic Manufacturing Group Soormwater Management Report 153 Bowles Road,Agawam,MA September 27, 2004 ----...--••-•----•— Project Overview ' Olympic Manufacturing Group is proposing to expand their existing facility located in the Agawam Industrial Park on 153 Bowles Road in Agawam, Massachusetts. The project ' will include construction of a 128,400 square foot Manufacturing and Warehouse facility, associated paved areas, utility services, landscaping and a stormwater management system. ' This report details the proposed stormwater management system and describes the methodologies used to design the system and how the proposed system will balance existing and proposed peak flow rates for the 2, 10 and 100-year storm frequencies, ' provide groundwater recharge and treat stormwater to improve its quality. ' Existing Conditions The property is approximately 15 acres in size and is located within the Agawam Industrial Park, formerly Bowels Airport, see Figure 1 —Site Location Map. The facility ' is surrounded by other businesses. Specifically,the site is bounded by Bowles Road on the west, another one of Olympic Manufacturing's facilities to the north,an abutting business to the south and an existing drainage swale along the east edge of the property. ' The northern portion of the site contains Olympic Manufacturing's existing facility with associated parking and loading areas and a detention basin. The southern portion of the ' site is undeveloped land that Olympic Manufacturing recently acquired, enabling them to propose a building addition on the south side of their existing facility. For the purpose of this analysis we will consider the Project Area to be the±9 acres of undeveloped land to ' the south of the existing facility where work is proposed. Currently,this area consists of lawn with woods scattered throughout. There is also a gravel road which bisects the property and follows an existing municipal water line. ' In general,the Project Area,is a depression and slopes down from Bowles Road,the edge of the existing facility parking and loading areas and the abutting southern facility, southeast,towards the existing eastern drainage swale. It is our understanding that the ' eastern drainage swale, which is located in the Town of Agawam Drainage Easement,was created in conjunction with the Agawam Industrial Park Master Plan and its purpose is to collect stormwater runoff from the surrounding businesses in the Park and channel it to a ' common detention basin. As a result of this,a bordering vegetated wetland, as delineated by Bay State Environmental in 2004, has formed at the southern most corner of the ' property. According to the USGS Soil Survey for Hampden County, Massachusetts (as shown in Appendix A),the site soils are MeA, Merrimac sandy loam with 0 to 3 percent slopes ' which are typically deep, excessively drained soils and are in the soil hydrologic group A. On site test pits were consistent with the Soil Survey and revealed sandy loams and gravelly sands with an estimated high groundwater elevation equal to 189.0'. ' Under existing conditions, stormwater from the Project Area sheet flows overland into the eastern drainage swale and is carried south to the Park's shared detention basin. 1 Page 1 of 5 �11C¢MIATCfl 1711tl RHO¢ IIJf` C:\Wq}plyiopC1D[nna6C Rtpart.doc 1 ' Olympic Manufacturing Group Stormwater Management Report 153 Bowles Road,Agawam,MA September 27, 2004 Stormwater from the existing facility has two pathways,one to the eastern drainage swale ' and one to a drainage swale located along the edge of Bowles Road in front of the existing facility. The Bowles'Road swale flows northeast and crosses under Bowles Road and flows to other Park detention areas. Detailed information regarding the existing facility t stormwater routing has not been provided or included in this analysis due to the fact that the proposed project will not alter the existing facility drainage paths or divides. The Project Area and drainage divides are shown in Figure 2--Existing Conditions Drainage t Map. ' Proposed Conditions The proposed project will include construction of a 128,400 square foot Manufacturing ' and Warehouse facility with associated paved parking and loading areas,utility connections, a stormwater management system and landscaping. The proposed stormwater management system will balance stormwater flows for Existing and Proposed ' Conditions for the 2, 10 and t00-year storm frequencies,treat stormwater to improve quality and provide recharge to groundwater. ' Under proposed conditions, stormwater will still flow to the existing eastern drainage swale. However, stormwater will be routed in an alternative manner. Stormwater in the northern proposed parking area will be collected in catch basins and piped into the proposed detention basin along Bowles Road. The Bowles Road basin has a piped connection to the proposed southern basin. The southern basin is designed with an outlet structure consisting of a manhole with various staged openings and an emergency ' overflow grate to balance pre-and post-development peak flow rates for the 2, 10 and 100 years storm events. Stormwater flowing through the outlet structure is then piped to the existing eastern drainage swale. Stormwater from the majority of the proposed building ' roof is collected via interior roof drains and piped into the Bowles Road basin. A small portion of the back side of the building is collected with gutters and downspouts piped directly to the eastern drainage Swale. The design does not propose to detain stormwater ' from this area, on site, based on the information provided by the Town of Agawam Department of Public Works which concludes that undeveloped areas, proposed to be developed,within the Agawam Industrial Park are allowed to 25%of the lot to be impervious without providing detention due to the fact that there is an existing shared detention basin for the Industrial Park located downstream. Therefore,the proposed design allows stormwater from approximately 7%of the undeveloped lot to flow directly into the existing swale. The fu1125%credit was not utilized at this time to afford Olympic Manufacturing the option of adding some more impervious surfaces in the Project Area at a later date without requiring additional detention. Lastly, runoff from the paved parking ' and loading areas sheet flows south and exits the curbed paved area via curb cuts where it flows into the proposed southern basin. The above described drainage areas are shown on Figure 3, the Proposed Conditions Drainage Map. Page 2 of 5 �AOOM`IA MA R111!REDO INN` C:k--rtWympk\Dm-V Rep-_d- ' Olympic Manufacturing Group Stormwater Management Report 153 Bowles Road,Agawam, MA September 27, 2004 ' Drainage Analysis A hydrologic analysis was performed for Existing and Proposed Conditions for the 2, 10 ' and 100-year storm frequencies,based on drainage areas previously described and shown in Figures 2 and 3. Two design points were provided; one at the southern corner of the property for stormwater flowing to the eastern swale from the entire Project Area except ' for the allowable impervious area not required to be detained onsite given the downstream shared Industrial Park basin. This area was treated as a separate design point for comparison of pre- and post-construction peals flow rates. Rainfall volumes used for ' this analysis were based on the Natural Resources Conservation Service (MRCS)Type Ill, 24-hour storm event for Hampden County and were 3", 4.5" and 6.6" for the 2, 10 and 100-year storm events respectively. Runoff coefficients were determined using ' NRCS Technical Release 55 (TR-55)methodology as provided in HydroCAD. Time of concentration was determined using the Curve Number Lag method. In areas where the calculations yielded a time of concentration less than 5 minutes, a minimum time of ' concentration equal to 5 minutes was utilized. The HydroCAD model is based on the NRCS Technical Release 20 (TR-20) Model with reach routing by the Dynamic Storage method to consider the tail water conditions associated with the two basins connected via ' an equilibrium pipe. The calculations are provided in Appendix B of this report. A summary of the anticipated peak flow rates (in cubic feet per second) and detention basin elevations for the existing and proposed conditions for the 2, 10 and 100-year storm ' frequencies are provided below: ' Year 2 10 1 ea Year 00 Year ExistingPro osed Existing Proposed Existing Proposed ' Flow to Eastern Swale(excludes 0.1 0.2 0.8 0.8 3.9 3.8 ' prorated area Flow from Park, Prorated - 0.2 - 1.8 - 5.2 ' Impervious Area Southern Basin _ 192 9' - 193.5' - 194.0' ' Elevation Bowles Road _ 193.0' - 193.8' - 195.1' ' Basin Elevation ' Based on the calculations, it appears that peak flow rates for the Existing and Proposed Conditions will, essentially, be balanced. There is an anticipated slight increase in peak flow rates for the 2 year storm. However, to prevent potential clogging, a minimum size ' outlet of 4" was used. Page 3of5 ASSOCIATED BUILDERS,INC. P:14979-OLYMP[Ctmgincc 4\drairwe�Dra4uge RVon.doc ' Olympic Manufacturing Group Stormwater Management Report 153 Bowles Road,Agawam,MA September 27, 2004 ' Proposed pipes for the storm drain collection system have been designed for the l0-year storm frequency based on peak flow rates determined using the Rational Method and pipe sizing using Manning's Equation with the exception of the basin equilibrium pipe which ' was determined through HydroCad and the pipe from the outlet structure to the eastern swale which was sized using Manning's Equation to carry 100 year storm flow from the basin. Figure 4—Pipe Sizing Watersheds illustrates drainage areas used for pipe sizing. ' Appendix D contains the corresponding Hydraulic calculations. Stormwater Management ' The proposed stormwater management system has been designed to provide long-term protection of surrounding natural resources by controlling stormwater discharges,treating stormwater to improve the quality and providing groundwater recharge. ' The proposed detention basin is equipped with a staged outlet control structure to attenuate peak flow rates and maintain existing peak flow rates under proposed conditions ' for the 2, 10 and 100-year storm events. In addition the bottom of the proposed southern basin is slightly below the basin outlet to provide groundwater recharge. ' Stormwater will be treated to improve quality by being routed through a series of structures such as hooded catch basins with deep sumps and a series of extended ' detention basins. This will aid in the removal of suspended solids and gas and oil products. In paved areas where catch basin collection could not be incorporated due to physical constraints (i.e. elevation), sheet flow to curb cut locations has been provided to ' focus flow and associated potential sediments and petroleum products to specific locations to allow controlled cleanup. Operation and maintenance of the proposed stormwater management system is a key element to its functionality. Therefore,we are recommending that the following stormwater nest management practices be utilized and maintained by the site contractor, ' for temporary construction controls, and the Owner for perpetual best management practices: ' • Detention Basin- Inspect stormwater basins twice annually, in the spring and fall, for cracking or erosion of side slopes, embankments, and accumulated sediment. Necessary sediment removal, earth repair, and/or reseeding will be performed immediately upon identification. Mow twice annually, once in the spring and again in the fall. ' • Catch Basins- Clean all catch basins twice annually (spring and fall)to remove accumulated sand, sediment, and floatable products or as needed based on use. ' • Sweeping- Perform sweeping of paved areas twice annually at a minimum. Page 4 of 5 ��cenruYch nn ncao cur CAWwklnlym*MT&iaWRq*rt&K r ' Olympic Manufacturing Group Stormwater Management Report 153 Bowles Road,Agawam,MA September 27, 2004 1 • Dumpster Inspection- Routinely inspect all dumpster and compactor locations for ' spills. Remove all trash litter from the enclosure and dispose of properly. • Siltation Fencing and Hay bales - Sediment barriers will be placed to trap ' sediment transported by runoff before it reaches the drainage system or leaves the construction site. They shall be embedded in the existing ground to minimize undercutting by runoff and shall remain in place until the area has been stabilized. ' Inspect after each significant storm event and replace and/or reset as necessary. • Catch Basin Protection -Newly constructed and existing catch basins will be ' protected with hay bale barriers(where appropriate)or silt sacks throughout construction. Inspect after each significant storm event and replace and/or reset as ' necessary. • Construction Entrance-A temporary crushed-stone construction entrance/exit ' will be constructed to prevent tracking of sediments. Inspect weekly throughout construction and repair as necessary. ' • Diversion Channels - Utilize channels to temporarily collect runoff from construction areas and discharge to either sedimentation basins or protected catch basin inlets. ' • Temporary Sediment Basins- These excavations and/or bermed stormwater detention structures will retain runoff for a sufficient period of time to allow suspended soil particles to settle out prior to discharge during construction. • Slope Stabilization- Vegetative slope stabilization will be used to minimize ' erosion on slopes of 3:1 or flatter and erosion control mats will be provided on slopes steeper than 3:1. ' • Rip Rap—Rip rap shall be provided at each pipe outlet and curb cut outlet to prevent erosion and aid in the removal of solids. Inspect rip rap twice annually (spring and fall). Remove accumulated sediment and debris, repair erosion and ' reset rip rap if necessary. Summary The project has been thoughtfully planned to meet the project goals while mitigating ' potential impacts to the surrounding environment. A stormwater management system has been incorporated into the design which will balance existing and proposed peak flow rates for the 2, 10 and I00-year storms, treat stormwater to improve quality and provide ' groundwater recharge. 1 Page S of S �Acerwarcno11nncpc iur C:1Workblyc*\D-iruWRap-dx i lu i tul f ..;- it ' • '"t• N� } i l r' .1 7j�' �f t� Vk ' /; L Pet6tding,Hil r 31 ; L -John On' C o n r/' T 1�: o•, �'J. °' ,' � • a sT Cn . .. VI ran .... Y j I 6r.--I'' I ger rut '?" h tx T__ Al m4 Mrytl it I T 0it it La () 75 9 7, J, .2t A y10 IDJ -,-N '"Unt P. N7 6 3 r t J U ASSOCIATED BUILDERS, INC. Figure 1: Site Location Map OLYMPIC MANUFACTURING GROUP 4 INDUSTRIAL DRIVE,SOUTH HADLEY,MA 01075 PROPOSED WAREHOUSE 4 MANUFACTURING ADDITION Agmuorn, Nm5cxhu5ctts PHONE(413)536-0021 FAX(413)536-0908 AB Project Not 4876 EMAIL:abuilders@abuilders.com Project Location: MAP REF.:LISGS TOPO SURVEY,1958 153 Bowles Road SCALE: n.t.s. I DATE: 09.27.04 Springfield, Nassochusetts 7 ,2 59 -mukv-s0lid W. Itv, 1P Ir '0 < v-y/ /A (D CL > > A > > > (A 6 ell ,u",4 0 r CO L4 co 7 -h -h is rY r -Y 4 T o' ri V Tf,ly VI 4 auk-- n"Xjr L Y), �V_ T 73 L2 R Z; Z� > ;u 70 M x L> a -uu z u > to O M N 01 > A Lo z x M 70 L> M > > z z M 0> _j M n c fn z 0 z > 0 > 70 70 70> M M >rri > > M M z EXISTING CONDITIONS DRAINAGE MAP REVISIONS rn Dh rn r ASSOCIATED BUILDERS, INC. 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"•1 "'-"�a- xP.nl t���p ,,��. —.�r,,,--•.-'r19r.,.�,----.-..__.�....----•�_.__%; 1 i w C ILI z — 1e �;i 7r�a I da �� •/ 2 I l to �i �'x. u 1 �� �'•� t � l n I � � 70 • � N D a M z u 70 c m o z '0 D (� m D n c co Z D a N_ D Z 70 y REVISIONS PIPE SIZING WATERSHEDS MARK DATE Rw DESCRIP7FON "n m s ASSOCIATED BUILDERS, INC. r M $ OLYMPIC MANUFACTURING GROUP Proposed Addition /B 4 INDUSTRIAL DRIVE,SOUTH HADLEY,MA 01075 m m 153 Bowles Road PHONE(413)53RO21 FAX(413)53R908 p Agawam,MA 01001-0508 EMAIL:abullders@abullders.com t Appendix A ' NRCS Soil Survey Data Wa MaB. (Joins sheet 32 HAMPDEN COUNTY, MASSACHUSETTS, 38 ) MeB Wn8 WnE N �> 'a P►�: r: F MeAkA 1 c t3 Mdl eA lu Aga4wam i` err �. �' f f .�. r' ,i NB 5 ab r F t ` r Xi1 �e .ail . a "• a w-�: hYts �c� !'��3� 'F�r � ~ y.�M�:, `J�r� 'tr r � MeB th�•t STi `4. ��� •?'.�K 1Y� ee p, l i� MeA �e � � � B ✓'. r !6 i� � k � ����� � �aB � cam- � x• Nye r •�.. 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T +�}'S4� ,'r�r`u r. +•�' �.�i1. �•hyi + ,'k �yytr: fir;. 1 -~••,�t��(�.�•'�' )� y��a�r,i•.w �t n'"fi ' •:�� ..,y,� w. � -�'ITse _4FiK.M�xk d''a:��� j sAti may` ��• t.c� ;3 r;y"MC•` ..� ti` 'a.•r.+w.se.�.•►. :w..��let.�i .,_. •�ri _ . • I._� t't' 285 000 FEET 34 SOIL, SURVEY ' upper part of the subsoil is thick and friable, reddish This soil is well suited to trees, and most of the acreage brown silt loam 16 inches thick; the lower part, to a depth is wooded. Productivity is high. Important tree species of 60 inches, is very firm, reddish brown silty clay loam. are northern red oak, eastern white pine, and sugar ' Permeability is moderate in the upper part of the sub- maple. soil and moderately slow in the lower part. Available This soil is limited for urban uses and sanitary waste water capacity is low. A perched water table is in the disposal facilities because of slope, the brief seasonal high lower part of the subsoil for brief periods in winter and water table, large stones, and the moderately slow ' early spring. Growth of roots is restricted to a depth of permeability of the lower part of the subsoil. Capability about 20 inches by the very firm hardpan. Reaction subclass VIIs. ranges from extremely acid to very strongly acid. MeA--Merrimac sandy loam, 0 to 3 percent slopes. Included with this soil in mapping are areas, generally This nearly level soil is deep and somewhat excessively ' smaller than 3 acres, Wethersfield and Ludlow soils. In- drained. It is on stream terraces and outwash terraces. eluded soils make up about 20 percent of this map unit. Slopes are smooth and 50 to 200 feet long. Areas range This soil has poor potential for farming and openland from 5 to 80 acres in size and are irregular in shape. ' wildlife habitat, good potential for woodland, and fair In a typical profile in a wooded area that was once cul- potential for woodland wildlife habitat. It has poor poten- tivated, the surface layer is friable, brown sandy loam tial for most urban uses, for most sanitary waste disposal about 7 inches thick. The upper part of the subsoil is fria- facilities,and for wetland wildlife habitat. ble, brown sandy loam 8 inches thick; the lower part is ' This soil is not suited to cultivated crops, hay, or friable, yellowish brown gravelly sandy loam 11 inches pasture because of the stones on the surface. thick. The substratum, to a depth of 60 inches, is loose, This soil is well suited to trees, and most of the acreage single grained, yellowish brown gravelly sand. ' is wooded. Productivity is high. Important tree species Permeability is moderately rapid or rapid in the subsoil are northern red oak, eastern white pine, and sugar and rapid in the substratum. Available water capacity is maple. moderate. Roots grow into the loose substratum. Reaction This soil is limited for most urban uses and most sani- is extremely acid to strongly acid. ' tary waste disposal facilities by large stones, the Included with this soil in mapping are areas, generally moderately slow permeability of the lower part of the smaller than 3 acres, of Hinckley-and Sudbury soils. Also subsoil, and the brief seasonal high water table. Capabili- included are a few small areas of soils similar to Mer- ty subclass V IIs. rimac soils that have reddish brown colors in the profile t McD—Meckesville extremely stony loam, 15 to 25 and soils that have a fine sandy loam surface layer. In- percent slopes. This moderately steep soil is deep and eluded soils make up about 20 percent of this map unit. well drained. It is on the sides of drumlins, drumloidal Most of the acreage of this soil has been farmed. Some ' hills, and ridges. Slopes are.smooth and convex and are of this acreage has reverted to, or has been planted to, commonly 100 to 300 feet long. Areas range from 10 to 40 trees and much of the acreage is now in homesites. acres in size and are irregular in shape. Stones are scat- This soil has good potential for farming and woodland tered 5 to 20 feet apart on the surface. and fair potential for openland and woodland wildlife ' In a typical profile in a wooded area, the surface layer habitat. It has good potential for most urban uses. It has is friable, dark brown loam about 4 inches thick. The poor potential for most sanitary waste disposal facilities upper part of the subsoil is friable, reddish brown silt and wetland wildlife habitat. ' loam 14 inches thick, the lower part, to a depth of 60 This soil is well suited to cultivated crops, and good inches, is very firm, reddish brown silty clay loam. tilth is easily maintained in cultivated areas. Droughtiness Permeability is moderate in the upper part of the sub- is a management concern. The hazard of erosion is slight. soil and moderately slow -in the lower part. Available Mixing crop residue and animal manure into the plow ' water capacity is low. A perched water_table is in the layer improves tilth and increases organic matter content. lower part of the subsoil for brief periods in winter and Water management is necessary in places. early in spring. Growth of roots is restricted to a depth of This soil is well suited to hay and pasture. Proper about 18 inches by the very firm hardpan. Reaction stocking rates, deferred grazing, and pasture rotation ' ranges from extremely acid to very strongly acid. help to maintain desirable species of pasture plants. Included with this soil in mapping are areas, generally This soil is suited to trees. Productivity is moderate. smaller than 3 acres, of Wethersfield and Ludlow soils. Important tree species are eastern white pine, northern ' Included soils make up about 20 percent of this map unit. red oak, and sugar maple. This soil has poor potential for farming and openland This soil has few limitations for most urban uses. It is wildlife habitat, good potential for woodland, and fair limited for most sanitary waste disposal facilities by the potential for woodland wildlife habitat. It has poor poten- rapid permeability of the substraum. Capability subclass ' tial for urban uses, sanitary waste disposal facilities, and Ils. wetland wildlife habitat. MeB---Merrimac sandy loam, 3 to 8 percent slopes. This soil is not suited to cultivated crops, hay, oi- This gently sloping soil is deep and somewhat excessively pasture because of the stones on the surface. drained. It is on stream terraces and outwash terraces. 1 HAMPDEN COUNTY, MASSACHUSETTS, CENTRAL PART 35 ' Slopes are smooth and convex and are commonly 50 to gravelly sandy loam 9 inches thick. The substratum, to a 400 feet long. Areas range from 10 to 150 acres in size depth of 60 inches, is loose, single grained, yellowish and are irregular in shape. brown gravelly sand. ' In a typical profile in a cultivated area, the surface Permeability is moderately rapid or rapid in the subsoil layer is friable, brown sandy loam about 7 inches thick. and rapid in the substratum. Available water capacity is The upper part of the subsoil is friable, brown sandy loam moderate. Roots grow into the loose substratum. Reaction 7 inches thick; the lower part is friable, yellowish brown is extremely acid to strongly acid. ' gravelly sandy loam 10 inches thick. The substratum, to a Included with this soil in mapping are areas, generally depth of 60 inches, is loose, single grained, yellowish smaller than 3 acres, of Hinckley and Sudbury soils. Also brown gravelly sand. included are a few small areas of soils similar to Mer- ' Permeability is moderately rapid or rapid in the subsoil rimac soils that have reddish brown colors and soils that and rapid in the substratum. Available water capacity is have a fine sandy loam surface layer. Included soils make moderate. Roots grow into the loose substratum. Reaction up about 20 percent of this map unit. is extremely acid to strongly acid. Most of the acreage of this soil has been farmed. Much ' Included with this soil in mapping are areas, generally of it has reverted to, or has been planted to, trees. Some smaller than 3 acres, of Hinckley and Sudbury soils. Also acreage of this soil is in homesites. included are a few small areas of soils similar to Mer- This soil has fair potential for farming and openland ' rimac soils that have reddish brown colors and soils that and woodland wildlife habitat and good potential for have a fine sandy loam surface layer. Included soils make woodland. It has fair potential for most urban uses. It has up about 20 percent of this map unit. poor potential for most sanitary waste disposal facilities Most of the acreage of this soil has been farmed. Some and wetland wildlife habitat. of this acreage has reverted to, or has been planted to, This soil is suited to cultivated crops. Good tilth is easi- trees and much of the acreage is now in homesites. ly maintained in cultivated areas. Erosion and droughti- This soil has good potential for farming and woodland ness are major problems of management. The hazard of and fair potential for openland and woodland wildlife erosion is moderately severe. When this soil is cropped, ' habitat. It has good potential for most urban use. It has striperopping, minimum tillage, use of cover crops, and in- poor potential for most sanitary waste disposal facilities corporating grasses and legumes in the cropping system and wetland wildlife habitat. reduce the amount of runoff and control erosion. Mixing ' This soil is suited to cultivated crops. Good tilth is easi- crop residue and animal manure into the plow layer im- ly maintained in cultivated areas. Droughtiness is i a s proves tilth and increases organic matter content. Water problem of management. The hazard of erosion moderate. When this soil is cropped, striperopping, management is necessary in places. This soil is suited to hay and pasture. Proper stocking minimum tillage, use of cover crops, and incorporating grasses and legumes in the cropping system reduce the rates, deferred grazing, and pasture rotation help to amount of runoff and control erosion. Mixing crop residue maintain desirable species of pasture plants. and animal manure into the plow layer improves tilth, and This soil is suited to trees_ Productivity is moderate. ' increases organic matter content. Water management is Important tree species are eastern white pine, red oak, necessary in places. and sugar maple. This soil is suited to hay and pasture. Proper stocking This soil is limited for most urban uses and most sani- ' rates, deferred grazing, and pasture rotation help to tary waste disposal facilities by slope or the rapid maintain species of desirable pasture plants. permeability of the substratum. Capability subclass IIIe. This soil is suited to trees. Productivity is moderate. MeD—Merrimac sandy loam, 15 to 25 percent slopes. Important tree species are eastern white pine, red oak, This moderately steep and rolling soil is deep and ' and sugar maple. somewhat excessively drained. It is on stream terraces This soil has few limitations for most urban uses. It is and outwash terraces. Slopes are convex and are com- limited by slope for some buildings. It is limited for most monly 50 to 300 feet long. Areas range from 5 to 60 acres sanitary waste disposal facilities by the rapid permeabili- in size and are irregular in shape. ty of the substratum. Capability subclass IIs. In a typical profile in a wooded area, the surface layer MeC—Merrimac sandy loam, 8 to 15 percent slopes. is friable, brown sandy loam about 5 inches thick. The This moderately sloping and rolling soil is deep and upper part of the subsoil is friable, brown sandy loam 7 ' somewhat exessively drained. It is on stream terraces and inches thick; the lower part is friable, yellowish brown outwash terraces. Slopes are smooth and convex and are gravelly sandy loam 8 inches thick. The substratum, to a commonly 50 to 300 feet long. Areas range from 10 to 75 depth of 60 inches, is loose, single grained, yellowish acres in size and are irregular in shape. brown gravelly sand. ' In a typical profile in a cultivated area, the surface Permeability is moderately rapid or rapid in the subsoil layer is friable, brown sandy loam about 6 inches thick. and rapid in the substratum. Available water capacity is The upper part of the subsoil is friable, brown sandy loam moderate. Roots grow into the loose substratum. Reaction ' 7 inches thick; the lower part is friable, yellowish brown is extremely acid to strongly acid. ' Appendix B Hydrologic Calculations 1 1 EX1 PR2 PRE PR3 1 Sheetflow o Eastern Loadin Docks Building Roof Eastern Roof Area S ale ' Southern Basin West Basin Flow Summation DP1 DP2 ' Existing Flow Proposed Flow Summation Summation 1 1 Subcat Reach an Lln}C Drainage Diagram for Drain Caics ' Prepared by Associated Builders, Inc. 9/27/2004 HydroCAM 7.00 s!n 002310 01986-2003 Applied Microcomputer Systems 1 Drain Calcs Type II! 24-hr 2 yr Rainfap=3.00" Prepared by Associated Builders, Inc. Page 2 HydroCADO 7.00 sln 002310 © 1986-2003 Applied Microcomputer Systems _ 9/27/2004 Time span=2.00-25.00 hrs, dt=0.03 hrs, 768 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method ' Subcatchment EX1: Sheetflow to Eastern Swale Runoff Area=405,215 sf Runoff Depth=0.05" Flow Length=1,000' Tc=64.6 min CN=47 Runoff=0.05 cfs 0.035 of ' Subcatchment PRI: Building Roof Runoff Area=183,512 sf Runoff Depth=1.45" Tc=5.0 min CN=83 Runoff=7.34 cfs 0.508 of Subcatchment PR2: Loading Docks Runoff Area=125,183 sf Runoff Depth=1.74" Tc=5.0 min CN=87 Runoff=6.03 cfs 0.416 of Subcatchment PR3: Eastern Roof Area Runoff Area=96,520 sf Runoff Depth=0.25" Tc=5.0 min CN=57 Runoff=0.23 cfs 0.045 of Reach DPI: Existing Flow Summation Inflow=0.05 cfs 0.035 of Outflow=0.05 cfs 0.035 of Reach DP2: Proposed Flow Summation Inflow=0.24 cfs 0.222 of Outflow=0.24 cfs 0.222 of Reach DP3: Flow Summation Inflow=0.23 cfs 0.045 of Outflow=0.23 cfs 0.045 of Pond 6P: Southern Basin Peak Elev=192.90' Storage=30,077 cf Inflow=10.76 cfs 0.881 of Outflow=0.24 cfs 0.222 of ' Pond 7P: West Basin Peak Elev=192.97' Storage=2,153 cf Inflow=7.34 cfs 0.508 of 18.0"x 285.0'Culvert Outflow=5.25 cfs 0.464 of ' Total Runoff Area= 18.605 ac Runoff Volume = 1.005 of Average Runoff Depth = 0.65" t 1 I 1 t Drain Calcs Type 111 24-hr 2 yr Rainfall=3.00" Prepared by Associated Builders, Inc. Page 3 HydroCADO 7.00 sln 002310 01986-2003 Applied Microcomputer Systems 9/27/2004 ' Subcatchment EX1: Sheetflow to Eastern Swale Runoff = 0.05 cfs @ 16.16 hrs, Volume= . 0.035 af, Depth= 0.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Type III 24-hr 2 yr Rainfall=3.00" ' Area_(sf) CN Description 306,782 39 >75% Grass cover, Good, HSG A ' 13,219 30 Woods, Good, HSG A 12,211 98 Paved parking & roofs 73,003 76 Gravel roads HSG A ' 405,215 47 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) Iftlsec) (cfs) 64.6 1,000 0.0140 0.3 LagICN Method, overland flow Subcatchment EXIT: Sheetflow to Eastern Swale 1 O RunoN t 0.055 0.05 as Type III 24-hr 2 yr c 0.05 Rainfall=3.00" ' 0.045 004 Runoff Area=405,215 sf ", 0.035 Runoff Volume=0.035 of t Runoff Depth=0.05" 0.03 �. LL U25 Flow Length=1 ,000' 0.02 Tc=64.6 min ' 0.015 CN=47 ` ' 0.01 0.005 ' 0 2 4 6 8 14 12 14 16 18 20 22 24 Time (hours) ' Drain Calcs Type 11124-hr 2 yr Rainfall=3.00" Prepared by Associated Builders, Inc. Page 4 HydroCAD®7.00 sln 002310 O 1986-2003 Applied Microcomputer Systems 9/27/2004 Subcatchment PR1: Building Roof ' Runoff = 7.34 cfs @ 12.08 hrs, Volume= 0.508 af, Depth= 1.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Type III 24-hr 2 yr Rainfall=3.00" _ Area (so CN Description _ 45,782 39 >75% Grass cover, Good, HSG A 9,000 98 Basin area filled with water 29,730 98 Paved area 99,000 98 Roof ' 183,512 83 Weighted Average Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, Minimum Allowable Subcatchment PR1: Building Roof g O Runoff i.sa ds Type III 24-hr 2 yr Rainfall=3.00" 1 6 Runoff Area=183,512 sf 5 Runoff Volume=0.508 of ' Runoff Depth=1.45" 0 4 Tc=5.0 min ' 3 CN=83 2 2 4 6 6 10 12 14 16 16 20 22 24 Time (hours) 1 ' Drain Calcs Type 11124-hr 2 yr Rainfall=3.00" Prepared by Associated Builders, Inc. Page 5 H droCAD®7.00 sln 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Subcatchment PR2: Loading Docks Runoff = 6.03 cfs @ 12.08 hrs, Volume= 0.416 af, Depth= 1.74" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Type III 24-hr 2 yr Rainfall=3.00" ' Area (so CN Description 23,076 39 >75% Grass cover, Good, HSG A ' 46,000 98 Basin Area Filled with Water 56,107 98 Roof 125,183 87 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Allowable Subcatchment PR2: Loading Docks �RunoK smcq ' 6 Type III 24-hr 2 yr Rainfall=3.00" 6 Runoff Area=125,183 sf ' 4 Runoff Volume=0.416 of Runoff Depth=1.74" 3 Tc=5.0 min CN=87 ' 2 ' 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) 1 1 ' Drain Cates Type 11124-hr 2 yr Rainfall=3.00" Prepared by Associated Builders, Inc. Page 6 H droCAD®7.00 sln 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Subcatchment PR3: Eastern Roof Area ' Runoff = 0.23 cfs @ 12.31 hrs, Volume= 0.045 af, Depth= 0.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Type III 24-hr 2 yr Rainfall=3.00" Area (so CN Description 66,370 39 >75% Grass cover, Good, HSG A ' 750 98 Paved Area 29,400 98 Roof 96,520 57 Weighted Average ' Tc length Slope Velocity Capacity Description (min) (feet) (fYft) ftlsec) (cfs) ' 5.0 Direct Entry, Minimum Allowable Subcatchment PR3. Eastern Roof Area ' 0.26 0.25 O Runoff 0.24 O 23 a: ' 0.23 Type III 24-hr 2 yr 0.22 0.21 Rainfall=3.00" 0.2 ' 0.18 0.1 Runoff Area=96,520 sf 0.16 Runoff Volume=0.045 of 0.14 Runoff Depth=0.25" 0.13 0.1 LL 0.11 ' Tc=5.0 min ' 0" CN=57 0.08 a.oa 0.07 0.06 0.05 0.04 0.03 / 0.02 0.01 ' o 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) 1 1 ' Drain Ca1cs Type/1/ 24-hr 2 yr Rainfall=3.00" Prepared by Associated Builders, Inc. Page 7 HydroCADO 7.00 sln 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Reach DP1: Existing Flow Summation [40] Hint: Not Described (Outflow=Inflow) ' Inflow Area = 9.302 ac, Inflow Depth = 0.05" for 2 yr event Inflow = 0.05 cfs @ 16.16 hrs, Volume= 0.035 of Outflow = 0.05 cfs @ 16.16 hrs, Volume= 0.035 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Star-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs ' Reach DP1: Existing Flow Summation ' ■ Inflow e.osas 6 outflow o.os5 Inflow Area=9.302 ac 005d; ' 0.05 0.045 1 / 0.04 � n 0.035 ' 3 0.03 � o / 0.025 ' 0.02 0.015 0.01 0.005 / 0 ' 2 4 6 a 10 12 14 16 18 20 22 24 Time (hours) 1 1 I i 1 Drain Calcs Type Ill 24-hr 2 yr Rainfall=3.00" Prepared by Associated Builders, Inc. Page 8 HydroCAD®7.00 sln 002310 © 1986-2003 Applied Microcomputer Systems __ 9/27/2004 ' Reach DP2: Proposed Flow Summation [40] Hint: Not Described (Outflow=Inflow) ' Inflow Area = 7.087 ac, Inflow Depth = 0.38" for 2 yr event Inflow = 0.24 cfs @ 19.48 hrs, Volume= 0.222 of ' Outflow = 0.24 cfs @ 19.48 hrs, Volume= 0.222 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs ' Reach DP2: Proposed Flow Summation ' s Inflow 0.24 ds 0 Oulflow 0.26 0.24 Inflow Area=7.087 ac °2i� , 0.22 f 0.2 O 0.18 0.16 0.14 / o / LL 0.12 0.1 ' 0.08 0.06 ' 4.04 0.02 0 ' 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) 1 1 Drain Calcs Type 11124-hr 2 yr Rainfall=3.00" Prepared by Associated Builders, Inc. Page 9 HydroCACO 7.00 sln 002310_© 1986;2003 Applied Microcomputer Systems. 9/27/2004 ' Reach DP3: Flow Summation This area has not been combined with proposed flow. It is our understanding that the Town of Agawam ' will allow 25%of the lot area to be impervious without having to mitigate peak flow rates for the increased runoff on site. This is due to the fact that this project is part of the master plan for the entire industrial Park. 1 [40] Hint: Not Described (Outflow=Inflow) ' Inflow Area = 2.216 ac, Inflow Depth = 0.25" for 2 yr event Inflow 0.23 cfs @ 12.31 hrs, Volume= 0.045 of Outflow = 0.23 cfs @ 12.31 hrs, Volume= 0.045 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Reach DP3: Flow Summation t 0.26 ■ Inflow v-rs ds 19 outflow 0.24 023Cft Inflow Area=2.216 ac 0.22 ' 0.2 / 0.18 0.16 0.14 / 0 0.12 I, ' a 0.1 0.08 ' 0.06 0.04 0.02 ' 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) I i I 1 1 Drain Calcs Type Nl 24-hr 2 yr Rainfall=3.00" Prepared by Associated Builders, Inc. Page 10 HydroCADD 7.00 sln 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Pond 6P: Southern Basin Inflow Area = 7.087 ac, Inflow Depth = 1.49" for 2 yr event ' Inflow _ 10.76 cfs @ 12.10 hrs, Volume= 0.881 of Outflow 0.24 cfs @ 19.48 hrs, Volume= 0.222 af, Atten= 98%, Lag= 443.1 min Primary = 0.24 cfs @ 19.48 hrs, Volume= 0.222 of ' Routing by Dyn-Stor-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Peak Elev= 192.90'@ 19.48 hrs Surf.Area= 22,395 sf Storage= 30,077 cf ' Plug-Flow detention time=467.9 min calculated for 0.222 of(25% of inflow) Center-of-Mass det. time=326.0 min ( 1,160.6 - 834.6 ) # Invert Avail.Storage Storage Description ' 1 190.00, 140,009 cf Custom Stage Data (Prismatic�isted below Elevation Surf.Area Inc.Store Cum.Store ' feet (sc�-ft-ft)__ (cubic-feel)- (cubic-feet) 190.00 0 T 0 �0 191.00 2,652 1,326 1,326 ' 192.00 17,931 10,292 11,618 193.00 22,864 20,398 32,015 194.00 46,800 34,832 66,847 ' 195.00 99,524 73,162 140,009 # Routing Invert Outlet Devices _ 1 Primary 192.40' 4.0" Vert. Orifice/Grate C= 0.600 ' 2 Primary 192.90' 4.0"Vert. Orifice/Grate C= 0.600 3 Primary 193.40' 2.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 ' Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.24 cfs @ 19.48 hrs HW=192.90' TW=0.00' (Dynamic Tailwater) =OrificelGrate (Orifice Controls 0.24 cfs @ 2.8 fps) 2=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.2 fps) 3=Broad Crested Rectangular Weir( Controls 0.00 cfs) 1 1 ' Drain Calcs Type Ill 24-hr 2 yr Rainfall=3.00" Prepared by Associated Builders, Inc. Page 11 HydroCAD®7.00 sin 002310 © 1986-2003 Applied Microcomputer Systems _ 9/27/2004 ' Pond 6P: Southern Basin ■ Inflow 12 10.76ds 10 Primary 11 Inflow Area=7.087 ac 10 Peak Elev=192.90' 9 Storage=30,077 cf 8 _0 6 LL 5 4 j 3 o.ze as 0 2 4 6 8 10 12 14 16 18 20 22 24 ' Time (hours) 1 1 1 1 1 ' Drain Caics Type 11124-hr 2 yr Rainfall=3.00" Prepared by Associated Builders, Inc. Page 12 HydroCADO 7.00 sln 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Pond 7P: West Basin ' Inflow Area 4.213 ac, Inflow Depth = 1.45" for 2 yr event Inflow 7.34 cfs @ 12.08 hrs, Volume= 0.508 of Outflow = 5.25 cfs @ 12.13 hrs, Volume= 0.464 af, Atten= 28%, Lag= 3.3 min Primary = 5.25 cfs @ 12.13 hrs, Volume= 0.464 of ' Routing by Dyn-Stor-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Peak Elev= 192.97'@ 12.16 hrs Surf.Area= 3,355 sf Storage= 2,153 cf ' Plug-Flow detention time=54.6 min calculated for 0.464 of(91% of inflow) Center-of-Mass det. time=12.0 min ( 847.1 - 835.1 ) # Invert Avail.Storage Storage Description 1 191.50, 41,452 cf Custom Stage Data (Prismatic�isted below Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) _ (cubic-feet) 191.50 0 0 0 192.00 663 166 166 ' 193.00 3,445 2,054 2,220 194.00 6,089 4,767 6,987 195.00 8,650 7,370 14,356 ' 196.00 12,442 10,546 24,902 197.00 20,658 16,550 41,452 # Routing Invert Outlet Devices ' 1 Primary 191.50' 18.0" x 285.0' long Culvert RCP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 190.00' S= 0.0053'P n= 0.011 Cc= 0.900 ' Primary OutFlow Max=4.99 cfs @ 12.13 hrs HW=192.95' TW=192.00' (Dynamic Tailwater) t1=Culvert (Barrel Controls 4.99 cfs @ 3.6 fps) 1 1 1 1 ' Drain Calcs Type III 24-hr 2 yr Rainfall=3.00" Prepared by Associated Builders, Inc. Page 13 HydroCAD®7.00 sln 002310 O 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Pond 7P: West Basin ' In inflow 8 T ds ©Primary 7r a Inflow Area=4.213 ac r Peak Elev=192.97' 6' 5-25 ds Storage=2,153 cf 5 / 18.011 x 285.0' Culvert ' 0 4 LL 3 r 2 1 0 2 4 6 8 10 12 14 16 18 20 22 24 rTime (hours) 1 1 1 1 1 1 r 1 ' Drain Calcs Type Ill 24-hr 10 yr Rainfall=4.50" Prepared by Associated Builders, Inc. Page 14 HydroCADO 7.00 s1n 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Time span=2.00-25.00 hrs, dt=0.03 hrs, 768 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Star-Ind method - Pond routing by Dyn-Stor-Ind method ' Subcatchment EX1: Sheetflow to Eastern Swale Runoff Area=405,215 sf Runoff Depth=0.37" Flow Length=1,000' Tc=64.6 min CN=47 Runoff=0.76 cfs 0.287 of Subcatchment PR1: Building Roof Runoff Area=183,512 sf Runoff Depth=2.73" Tc=5.0 min CN=83 Runoff=13.83 cfs 0.957 of Subcatchment PR2: Loading Docks Runoff Area=125,183 sf Runoff Depth=3.10" Tc=5.0 min CN=87 Runoff=10.60 cfs 0.742 of Subcatchment PR3: Eastern Roof Area Runoff Area=96,520 sf Runoff Depth=0.85" Tc=5.0 min CN=57 Runoff=1.79 cfs 0.157 of ' Reach DP1: Existing Flow Summation Inflow=0.76 cfs 0.287 of Outflow=0.76 cfs 0.287 of Reach DP2: Proposed Flow Summation Inflow=0.79 cfs 0.683 of Outflow=0.79 cfs 0.683 of ' Reach DP3: Flow Summation Inflow=1.79 cfs 0.157 of Outflow=1.79 cfs 0.157 of ' Pond 6P: Southern Basin Peak Elev=193.48' Storage=48,633 cf Inflow=17.04 cfs 1.620 of Outflow=0.79 cfs 0.683 of ' Pond 7P: West Basin Peak Elev=193.80' Storage=6,052 cf lnflow=13.83 cfs 0.957 of 18.0" x 285.0'Culvert Outflow=6.48 cfs 0.878 of ' Total Runoff Area = 18.605 ac Runoff Volume = 2.143 of Average Runoff Depth = 1.38" 1 1 1 1 1 Drain Catcs Type 11124-hr 10 yr Rainfall=4.50" Prepared by Associated Builders, Inc. Page 15 H dy roCA_DO 7.00 s/n 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Subcatchment EX1: Sheetflow to Eastern Swale Runoff = 0.76 cfs @ 13.27 hrs, Volume= 0.287 af, Depth= 0.37" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sq CN Description 306,782 39 >75% Grass cover, Good, HSG A 13,219 30 Woods, Good, HSG A 12,211 98 Paved parking & roofs 73,003 76 Gravel roads, HSG A 405,215 47 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (fUsec) (cfs) ^ . ' 64.6 1,000 0.0140 0.3 Lag/CN Method, overland flow Subcatchment EX1: Sheetflow to Eastern Swale 0. 4.65 0 Runoff 1 0.75 076 Type III 24-hr 10 yr 00. 7 Rainfall=4.50" ' 0.6 Runoff Area=405,215 sf 0.55 unoff Volume=0.287 of ' �. Q.4.55 ` ", Runoff Depth=0.37" ° 0.4low Length=1 ,000' W ' Q.35 0.3 Tc=64.6 min 0.25 C N=47 A, ✓f✓ ' 0.1515 f 0.1 ' 0.05 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) 1 1 1 ' Drain Calcs Type 11124-hr 90 yr RainfaN=4,50" Prepared by Associated Builders, Inc. Page 16 H droCAD®7.00 sln 002310 O 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Subcatchment PR1: Building Roof Runoff = 13,83 cfs @ 12.08 hrs, Volume= 0.957 af, Depth= 2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Type III 24-hr 10 yr Rainfall=4.50" ' Area (so CN Description 45,782 39 >75% Grass cover, Good, HSG A 9,000 98 Basin area filled with water 29,730 98 Paved area 99,000 98 Roof 183,512 83 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) _ ' 5.0 Direct Entry, Minimum Allowable Subcatchment PR1: Building Roof 15 0 Runaft 13Bids 14 Type III 24-hr 10 yr 13 12 Rainfall=4.50" ' 11 Runoff Area=183,512 sf Runoff Volume=0.957 of ' m9 B Runoff Depth=2.73" 7 Tc=5.0 min CN=83 5 4 1 2 0 2 4 fi B 10 12 14 16 1B 20 22 24 Time (hours) 1 Drain Calcs Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Associated Builders, Inc. Page 17 HydroCAD®7.00 sln 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Subcatchment PR2: Loading Docks ' Runoff = 10.60 cfs @ 12.07 hrs, Volume= 0.742 af, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Type III 24-hr 10 yr Rainfall=4.50" ' Area (sf) CN Description 23,076 39 >75% Grass cover, Good, HSG A ' 46,000 98 Basin Area Filled with Water 56,107 98 Roof 125,183 87 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Allowable Subcatchment PR2: Loading Docks ' ❑Runatf 41 106ods ' 10 Type Ill 24-hr 10 yr 9 Rainfall=4.50" ' Runoff Area=125,183 sf 7 Runoff Volume=0.742 of 6 Runoff Depth=3.10" ' a Tc=5.0 m i n 5 4 CN=87 ' 3 ' 2 4 6 8 10 12 14 16 18 24 22 24 Time (hours) 1 1 1 ' 1 ' Drain Calcs Type 111 24-hr 90 yr Rainfall=4.50" Prepared by Associated Builders, Inc. Page 18 HydroCAD®7.00 sln 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Subcatchment PR3: Eastern Roof Area Runoff = 1.79 cfs @ 12.09 hrs, Volume= 0.157 af, Depth= 0.85" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Type III 24-hr 10 yr Rainfall=4.50" ' Area (sf) CN Description 66,370 39 >75% Grass cover, Good, HSG A ' 750 98 Paved Area 29,400 98 Roof 96,520 57 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) Mtsec) (cfs) ' 5.0 Direct Entry, Minimum Allowable Subcatchment PR3: Eastern Roof Area ' 2 fl Runoff 1.79 ds ' Type III 24-hr 10 yr Rainfall=4.50" ' Runoff Area=96,520 sf Runoff Volume=0.157 of Runoff Depth=0.85" Tc=5.0 min CN=57 1 0 ' 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) 1 1 1 1 ' Drain Calcs Type 11124-hr 10 yr Rainfall=4.50" Prepared by Associated Builders, Inc. Page 19 HydroCADO 7.00 sln 002310 O 1986-2003 Applied Microcomputer Systems 9/27/2004 Reach DP1: Existing Flow Summation [40] Hint: Not Described (Outflow=Inflow) ' Inflow Area = 9.302 ac, Inflow Depth = 0.37" for 10 yr event Inflow - 0.76 cfs @ 13.27 hrs, Volume= 0.287 of Outflow = 0.76 cfs @ 13.27 hrs, Volume= 0.287 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Star-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs ' Reach DP1: Existing Flow Summation ' 0.85 Inflow ono„, 0.76 da .® 0.8 076°' Inflow Area=9.302 ac ' 0.75 0.7 0.65 0.6 ' 0.55 0.5 +" 0.45 0 0.4 LL 0.35 y: 0.3 ' 0.25 0.2 f� 0.15 ' 0.1 0.05 0 ' 2 4 6 8 10 12 14 16 18 20 22 24 Time {hours} 1 1 1 1 1 ' Drain Calcs Type fff 24-hr 10 yr Rainfaff=4.50" Prepared by Associated Builders, Inc. Page 20 HydroCADO 7.00 sln 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Reach DP2: Proposed Flow Summation [40] Hint: Not Described (Outflow=Inflow) ' Inflow Area = 7.087 ac, Inflow Depth = 1.16" for 10 yr event Inflow = 0.79 cfs @ 15.94 hrs, Volume= 0.683 of ' Outflow = 0.79 cfs @ 15.94 hrs, Volume= 0.683 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Reach DP2: Proposed Flow Summation ' FM-1 n—fl o—w 0.85 0.79ds I®dUmoW 0.8 Inflow Area=7.087 ac 079Cft ' 0.75 0.7 0.65 ' 0.6 0.55 //�/ 0.5 S.' 0.45 2 0.4 0.35 / ' 0.2525 � 0.2 0"5 ' 0.1 0.05 0 ' 2 4 6 B 10 12 14 16 1B 20 22 24 Time (hours) 1 1 1 1 1 ' Drain Calcs Type 11124-hr 10 yr Rainfall=4.50" Prepared by Associated Builders, Inc. Page 21 HydroCADO 7.00 sln 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Reach DP3: Flow Summation This area has not been combined with proposed flow. It is our understanding that the Town of Agawam ' will allow 25%of the lot area to be impervious without having to mitigate peak flow rates for the increased runoff on site. This is due to the fact that this project is part of the master plan for the entire Industrial Park. [401 Hint: Not Described (Outflow=Inflow) Inflow Area = 2.216 ac, Inflow Depth = 0.85" for 10 yr event Inflow 1.79 cfs @ 12.09 hrs, Volume= 0.157 of Outflow = 1.79 cfs @ 12.09 hrs, Volume= 0.157 af, Atten= 0%, Lag= 0.0 min ' Routing by Dyn-Stor-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Reach DP3: Flow Summation 1 2 ■ Inflow a outflow Inflow Area=2.216 ac LL 1 / 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) 1 1 1 Drain Calcs Type 1// 24-hr 10 yr Rainfall=4.50" ' Prepared by Associated Builders, Inc. Page 22 HydroCADO 7.00 sln 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Pond 6P: Southern Basin Inflow Area = 7.087 ac, Inflow Depth = 2.74" for 10 yr event ' Inflow _ 17.04 cfs @ 12.08 hrs, Volume= 1.620 of Outflow 0.79 cfs @ 15.94 hrs, Volume= 0.683 af, Atten= 95%, Lag= 231.7 min Primary = 0.79 cfs @ 15.94 hrs, Volume= 0.683 of Routing by Dyn-Stor-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Peak Elev= 193.48'@ 15.94 hrs Surf.Area= 34,283 sf Storage= 48,633 of ' Plug-Flow detention time=414.7 min calculated for 0.683 of(42% of inflow) Center-of-Mass det. time=283.1 min ( 1,108.0 -824.9 ) # Invert _Avail.Storage Storage Description ' 1 190.00, 140,009 cf Custom Stage Data (Prismatic�isted below Elevation Surf.Area Inc.Store Cum.Store ' feet s -ft cubic-feet cubic-feet 190.00 0 0 0 191.00 2,652 1,326 1,326 192.00 17,931 10,292 11,618 193.00 22,864 20,398 32,015 194.00 46,800 34,832 66,847 ' 195.00 99,524 73,162 140,009 # _Routing _ Invert Outlet Devices 1 Primary 192.40' 4.0" Vert. Orifice/Grate C= 0.600 ' 2 Primary 192,90' 4.0" Vert. Orifice/Grate C= 0.600 3 Primary 193.40' 2.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.79 cfs @ 15.94 hrs HW=193.48' TW=0.00' (Dynamic Tailwater) ' 1=Orifice/Grate (Orifice Controls 0.40 cfs @ 4.6 fps) 2=Orifice/Grate (Orifice Controls 0.27 cfs @ 3.1 fps) 3=Broad-Crested Rectangular Weir(Weir Controls 0.12 cfs @ 0.8 fps) 1 1 1 1 1 Drain Calcs Type 11124-hr 10 yr Rainfall=4.50" ' Prepared by Associated Builders, Inc. Page 23 HydroCAD®7.00 sln 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Pond 6P: Southern Basin ' ■19 Inflow n.a cd Primary 18 17 Inflow Area=7.087 ac 6 15 Peak Elegy=193.48' 14 1 Storage=48,633 cf ' 12 a 11 = 10 9 " 8 ' 4 2 / �� 0 2 4 6 8 10 12 14 16 18 20 22 24 ' Time lhours) 1 1 1 1 1 1 ' Drain Calcs Type 11124-hr 10 yr Rainfall=4.50" Prepared by Associated Builders, Inc. Page 24 HydroCAD®7.00 s/n 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Pond 7P: West Basin Inflow Area = 4.213 ac, Inflow Depth = 2.73" for 10 yr event Inflow _ 13.83 cfs @ 12.08 hrs, Volume= 0.957 of Outflow 6.48 cfs @ 12.14 hrs, Volume= 0.878 af, Atten= 53%, Lag= 3.9 min Primary = 6.48 cfs @ 12.14 hrs, Volume= 0.878 of ' Routing by Dyn-Stor-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Peak Elev= 193.80'@ 12.27 hrs Surf.Area= 5,570 sf Storage= 6,052 cf ' Plug-Flow detention time=67.3 min calculated for 0.878 of(92% of inflow) Center-of-Mass det. time=25.5 min ( 842.4 -816.9 ) # Invert Avail.Storage Storage Description ' 1 191,50' 41,452 cf Custom Stage Data (Prismatic isted below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) _ (cubic-feet) 191.50 0 0 0 192.00 663 166 166 ' 193.00 3,445 2,054 2,220 194.00 6,089 4,767 6,987 195.00 8,650 7,370 14.356 ' 196.00 12,442 10,546 24,902 197.00 20,658 16,550 41,452 #_ Routing Invert Outlet Devices _ 1 Primary 191.50' 18.0" x 285.0' long Culvert RCP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 190.00' S= 0.0053'P n= 0.011 Cc= 0.900 ' Primary OutFlow Max=6.24 cfs @ 12.14 hrs HW=193.68' TW=192.63' (Dynamic Tailwater) t1=Culvert (Barrel Controls 6.24 cfs @ 3.5 fps) 1 1 1 Drain Calcs Type/1/ 24-hr 10 yr Rainfall=4.50" Prepared by Associated Builders, Inc. Page 25 HydroCAD®7.00 s1n 002310 ©_1986-2003 Applied Microcomputer Systems 9/27/2004 ' Pond 7P: West Basin ' ■ Inflow 15 17 aS ds ©Primary 14 Inflow Area=4.213 ac 13C12 Peak Elev=193.80' 11 Storage=6,052 cf 10 18.091 x 285.0' Culvert 8 s48Cft U. 6 ' 4 4 3 0 2 4 6 8 10 12 14 16 18 20 22 24 ' Time (hours) 1 1 1 1 1 1 r Drain Calcs Type 111 24-hr 100 yr Rainfall=6.60" ' Prepared by Associated Builders, Inc. Page 26 HydroCAD®7.00 sln 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Time span=2.00-25.00 hrs, dt=0.03 hrs, 768 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method ' Subcatchment EX1: Sheetflow to Eastern Swale Runoff Area=405,215 sf Runoff Depth=1.20" Flow Length=1,000' Tc=64.6 min CN=47 Runoff=3.87 cfs 0.933 of Subcatchment PRI: Building Roof Runoff Area=183,512 sf Runoff Depth=4.65" Tc=5.0 min CN=83 Runoff=23.24 cfs 1.633 of 1 Subcatchment PR2: Loading Docks Runoff Area=125,183 sf Runoff Depth=5.09" Tc=5.0 min CN=87 Runoff=17.03 cfs 1.220 of ' Subcatchment PR3: Eastern Roof Area Runoff Area=96,520 sf Runoff Depth=2.05" Tc=5.0 min CN=57 Runoff=5.17 cfs 0.379 of ' Reach DPI: Existing Flow Summation Inflow=3.87 cfs 0.933 of Outflow=3.87 cfs 0.933 of ' Reach DP2: Proposed Flow Summation Inflow=3.81 cfs 1.731 of Outflow=3.81 cfs 1.731 of ' Reach DP3: Flow Summation Inflow=5.17 cfs 0.379 of Outflow=5.17 cfs 0.379 of ' Pond 6P: Southern Basin Peak EIev=194.00' Storage=67,209 cf Inflow=23.88 cfs 2.761 of Outflow=3.81 cfs 1.731 of ' Pond 7P: West Basin Peak EIev=195.07' Storage=15,142 cf Inflow=23.24 cfs 1.633 of 18.0"x 285.0'Culvert Outflow=7.72 cfs 1.541 of ' Total Runoff Area = 18.605 ac Runoff Volume = 4.165 of Average Runoff Depth = 2.69" ' Drain Calcs Type Ill 24-hr 100 yr Rainfall=6.60" Prepared by Associated Builders, Inc. Page 27 HydroCADO 7.00 sln 002310 01986-2003 Applied Microcomputer Systems 9/27/2004 ' Subcatchment EX1: Sheetflow to Eastern Swale Runoff = 3.87 cfs @ 13.02 hrs, Volume= 0.933 af, Depth= 1.20" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Type III 24-hr 100 yr Rainfall=6.60" ' Area (sf) CN Description 306,782 39 >75% Grass cover, Good, HSG A ' 13,219 30 Woods, Good, HSG A 12,211 98 Paved parking & roofs 73,003 76 Gravel roads, HSG A ' 405,215 47 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) sec) (cfs) _ 1 64.6 1,000 0.0140 0.3 Lag/CN Method, overland flow Subcatchment EX1: Sheetflow to Eastern Swale C7 RunoH Q 3.87 ds Type III 24-hr 100 yr Rainfall=6.60" ' 3 Runoff Area=405,215 sf Runoff Volume=0.933 of ' Runoff Depth=1.20" 2 Flow Length=1 ,000' ' Tc=64.6 m i n CN=47 1 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) 1 Drain Calcs Type III 24-hr 100 yr Rainfall=6.60" ' Prepared by Associated Builders, Inc. Page 28 H droCAD®7.00 s/n 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Subcatchment PR1: Building Roof Runoff = 23.24 cfs @ 12.07 hrs, Volume= 1.633 af, Depth= 4.65" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Type III 24-hr 100 yr Rainfall=6.60" ' Area sf) CN Description 45,782 39 >75% Grass cover, Good, HSG A ' 9,000 98 Basin area filled with water 29,730 98 Paved area 99,000 98 Roof 183,512 83 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) _ ' 5.0 Direct Entry, Minimum Allowable Subcatchment PR1: Building Roof 26 Runof( 25 ' 24 23 24 ds 22 ' Type III 24-hr 100 yr 20 Rainfall=6.60" ' 1 16 Runoff Area=183,512 sf 16 Runoff Volume=1 .633 of ' 15 14 Runoff Depth=4.65" 13 ° 12 Tc=5.0 min u. 11 ' 19 CN=83 8 7 ' 5 5 f 4 3 2 1 ' 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) 1 1 1 Drain Calcs Type !ll 24-hr 100 yr Rainfall=6.60" ' Prepared by Associated Builders, Inc. Page 29 HydroCAD®7.00 sln 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Subcatchment PR2: Loading Docks Runoff = 17.03 cfs @ 12.07 hrs, Volume= 1.220 af, Depth= 5.09" 1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Type III 24-hr 100 yr Rainfall=6.60" ' Area (sf CN Description 23,076 39 >75% Grass cover, Good, HSG A ' 46,000 98 Basin Area Filled with Water 56 107 98 Roof 125,183 87 Weighted Average ' Tc Length Slope Velocity Capacity Description min feet ftlft) (ft/sec) (cfs 5.0 Direct Entry, Minimum Allowable ' Subcatchment PR2: Loading Docks 19 0 Runaif 18 IT ds ' 17 Type III 24-hr 100 yr 16 15 Rainfall=6.60" 13 Runoff Area=125,183 sf ' 12 Runoff Volume=1 .220 of 11 10 Runoff Depth=5.09" ' 09 8 Tc=5.0 m i n 6 CN=87 5 ' 4 1 9 .✓ a 2 4 6 a 10 12 14 16 18 20 22 24 Time (hours) 1 1 Drain Ca1cs Type Ill 24-hr 100 yr Rainfall=6.60" 1 Prepared by Associated Builders, Inc. Page 30 HydroCAD®7.00 sh1002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Subcatchment PR3: Eastern Roof Area Runoff = 5.17 cfs @ 12.08 hrs, Volume= 0.379 af, Depth= 2.05" 1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Type III 24-hr 100 yr Rainfall=6.60" ' Area (sf) CN Description 66,370 39 >75% Grass cover, Good, HSG A ' 750 98 Paved Area 29,400 98 Roof 96,520 57 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) 5.0 Direct Entry, Minimum Allowable ' Subcatchment PR3: Eastern Roof Area ' 0 Runoff 5.1 ds ' 5 Type III 24-hr 100 yr Rainfall=6.60" 4 Runoff Area=96,520 sf 1 Runoff Volume=0.379 of 3 Runoff Depth=2.05" ' Tc=5.0 min 2 CN=57 1 0 ' 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) Drain Calcs Type 111 24-hr 100 yr Rainfall=6.60" ' Prepared by Associated Builders, Inc. Page 31 HydroCAD®7.00 s/n 002310 O 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Reach DP1: Existing Flow Summation [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 9.302 ac, Inflow Depth = 1.20" for 100 yr event Inflow = 3.87 cfs @ 13.02 hrs, Volume= 0.933 of ' Outflow = 3.87 cfs @ 13.02 hrs, Volume= 0.933 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Star-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs ' Reach DPI: Existing Flow Summation ' ■ Inflow 3A7 as 113 Outflow 4 3.87"' Inflow Area=9.302 ac ,r ' 3 y / 1 2 LL 1 � i �f 4 ' 2 4 6 8 10 12 14 16 18 20 22 24 Time {hours} 1 1 1 Drain CaICs Type/1/ 24-hr 100 yr Rainfall=6.60" ' Prepared by Associated Builders, Inc. Page 32 HydroCAD®7.00 s1n 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 Reach DP2: Proposed Flow Summation [40] Hint: Not Described {Outflow=Inflow} Inflow Area = 7.087 ac, Inflow Depth = 2.93" for 100 yr event Inflow = 3.81 cfs @ 13.31 hrs, Volume= 1.731 of ' Outflow - 3.81 cfs @ 13.31 hrs, Volume= 1.731 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs ' Reach DP2: Proposed Flow Summation ' I ■ Inflow 3_61 ds 18 outflow 4 181ds Inflow Area=-7.087 ac 3 9 p U 1 LL 2 0 2 4 6 8 10 12 14 16 18 20 22 24 ' Time (hours) 1 1 Drain Calcs Type 11124-hr 100 yr Rainfall=6.60" ' Prepared by Associated Builders, Inc. Page 33 HydroCADO 7.00 sln 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Reach DP3: Flow Summation This area has not been combined with proposed flow. It is our understanding that the Town of Agawam ' will allow 25%of the lot area to be impervious without having to mitigate peak flow rates for the increased runoff on site. This is due to the fact that this project is part of the master plan for the entire Industrial Park. ' [40] Hint: Not Described (Outflow=Inflow) ' Inflow Area 2.216 ac, Inflow Depth = 2.05" for 100 yr event Inflow 5.17 cfs @ 12.08 hrs, Volume= 0.379 of Outflow = 5.17 cfs @ 12.08 hrs, Volume= 0.379 af, Atten= 0%, Lag= 0.0 min ' Routing by Dyn-Stor-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Reach DP3: Flow Summation . Innow s.irds a Outflow 5 57 Inflow Area=2.216 ac ' 4 � 3 o / 1 LL 2 / 1 2 4 6 8 10 12 14 16 18 20 22 24 Time (hours) 1 Drain Calcs Type Ill 24-hr 100 yr Rainfall=6.60" ' Prepared by Associated Buiiders, Inc. Page 34 HydroCADO 7.00 s/n 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Pond 6P: Southern Basin Inflow Area = 7.087 ac, Inflow Depth = 4.68" for 100 yr event ' Inflow _ 23.88 cfs @ 12.08 hrs, Volume= 2.761 of Outflow 3.81 cfs @ 13.31 hrs, Volume= 1.731 af, Atten= 84%, Lag= 73.9 min Primary = 3.81 cfs @ 13.31 hrs, Volume= 1.731 of ' Routing by Dyn-Stor-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Peak Elev= 194.00'@ 13.31 hrs Surf.Area= 47,061 sf Storage= 67,209 cf ' Plug-Flow detention time=290.2 min calculated for 1.729 of(63% of inflow) Center-of-Mass det. time=181.9 min ( 995.3 -813.4 ) # Invert _Avail.Storage Storage Description ' 1 190.00, 140,009 cf Custom Stage Data (Prismatic�isted below Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 190.00 0 0 0 191.00 2,652 1,326 1,326 ' 192.00 17,931 10,292 11,618 193.00 22,864 20,398 32,015 194.00 46,800 34,832 66,847 195.00 99,524 73,162 140,009 ' # Routinq Invert Outlet Devices 1 Primary 192.40' 4.0"Vert. Orifice/Grate C= 0.600 ' 2 Primary 192.90' 4.0"Vert. Orifice/Grate C= 0.600 3 Primary 193.40' 2.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 ' Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=3.81 cfs @ 13.31 hrs, HW=i 94.00' TW=0.00' (Dynamic Taiiwater) ' 1=OrifcelGrate (Orifice Controls 0.50 cfs @ 5.8 fps) 2=OrificelGrate (Orifice Controls 0.41 cfs @ 4.7 fps) 3=Broad-Crested Rectangular Weir(Weir Controls 2.90 cfs @ 2.4 fps) 1 Drain Calcs Type III 24-hr 100 yr Rainfall=6.60" ' Prepared by Associated Builders, Inc. Page 35 HydroCADQ 7.00 sln 002310.0198E-2003 Applied Microcomputer Systems^� - 9/27/2004 ' Pond 6P: Southern Basin ' ■ Inflow 26 1Cl Primary 24 Inflow Area=7.087 ac 22 , Peak Elev 'f 94.00 20 18 Storage=67,209 cf 1412 LL 1D 8 ' 6 3.81 ds 4' /ZZZZ-400////1//////2 0 2 4 6 8 10 12 14 16 18 20 22 24 ' Time (hours) 1 1 1 1 1 Drain Calcs Type 11124-hr 100 yr Rainfall=6.60" ' Prepared by Associated Builders, Inc. Page 36 HydroCAD®7.00 sln 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 Pond 7P: West Basin Inflow Area = 4.213 ac, Inflow Depth = 4.65" for 100 yr event ' Inflow _ 23.24 cfs @ 12.07 hrs, Volume= 1.633 of Outflow 7.72 cfs @ 12.21 hrs, Volume= 1.541 af, Atten= 67%, Lag= 8.4 min Primary = 7.72 cfs @ 12.21 hrs, Volume= 1.541 of ' Routing by Dyn-Stor-Ind method, Time Span= 2.00-25.01 hrs, dt= 0.03 hrs Peak Elev= 195.07'@ 12.37 hrs Surf.Area= 8,933 sf Storage= 15,142 cf ' Plug-Flow detention time=60.2 min calculated for 1.539 of(94% of inflow) Center-of-Mass det. time=29.9 min ( 831.6 - 801.7 ) # Invert Avail.Storage Storage Description ' 1 191.50' 41,452 cf Custom Stage Data (Prismatic�isted below Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic-feet 191.50 0 0 0 192.00 663 166 166 193.00 3,445 2,054 2,220 194.00 6,089 4,767 6,987 195.00 8,650 7,370 14,356 196.00 12,442 10,546 24,902 197.00 20,658 16,550 41,452 # Routing Invert Outlet Devices ' 1 Primary 191.50' 18.0" x 285.0' long Culvert RCP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 190.00' S= 0.0053 T n= 0.011 Cc= 0.900 ' Primary OutFlow Max=7.60 cfs @ 12.21 hrs HW=194.98' TW=193.42' (Dynamic Tailwater) t1=Culvert (Barrel Controls 7.60 cfs @ 4.3 fps) 1 1 1 1 1 1 Drain Cates Type 11124-hr 100 yr Rainfall=6.60" ' Prepared by Associated Builders, Inc. Page 37 HydroCAD®7.00 s/n 002310 © 1986-2003 Applied Microcomputer Systems 9/27/2004 ' Pond 7P: West Basin ' 26 ■ Inflpw 23.2�ds O Primary 24 Inflow Area=4.213 ac ' 22 Peak Elev-=195.07' 20 18 Storage=15,142 cf 16 18.019 x 285.0' Culvert u 14 / 0 12 / ' LL 10 s 712 ds ' 6 4 ' 2 0 2 4 6 a 10 12 14 16 18 20 22 24 Time (hours) 1 1 1 1 1 Appendix C Hydraulic Calculations ASSOCIATED BUILDERS,INC Olympic Manfacturing Drainage Calculations 4 Industrial Drive,South Hadley,Massachusetts 010 Project: Bowles Road 10 Year Storm Agawam, MA 9127104 AREA C C x A SUM TIME i' ,.rr DESIGN CAPACITY DESCRIPTION (AC.) C x A OF Q V n PIPE SLOPE a.O full V full CONIC fps SIZE 'R^31s ftls C82(Pipe P1) 0.23 0.95 0.22 0.22 5.0 6.2 1.3 „•<,. 3.1 0.011 12 0.0050 3.0 3.8 ff CB1 (Pipe P2) 0.60 0.95 0.57 0.79 5.0 6.2 4.9 4.5 0.011 15 0.0050 5.4 4.4 .a Pipe P4(Sized via Hyrdocad) W 0.011 18 Back Bldg 0.70 0.95 0.67 0.67 5.0 6.2 4a`.E ;; 4.2 0.011 15 0.0050 5.4 4.4 Pipe from West Basin(P6&P7) Flow from H drocad 100 r . 3.9 0.011 15 0.0050 5.4 4.4 PIPFCAI(S.xlc Page 1 � Appendix D mom ' Drainage Calculations Supporting Documents 1 Appendix B2:'SCS Rainfall Distributions (continued) IA IA f} x III ,,�' , � , •� Rainfall J ,r Distribution Type I Type IA ! ` .� r'T! © Type 11 Type Ili I I M IIi � III d ' Rainfall data sources This section lists the most current 24-hour rainfall data Commerce,National Weather Service,NOAA Atlas 2. 1 published by the National Weather Service(NWS)for Silver Spring,MD. various parts of the country.Because NWS Technical Paper 40(TP-40)is out of print,the 24-hour rainfall Alaska maps for areas east of the 105th meridian are included Miller,John F. 1911,Probable maximum precipitation ' here as figures B-3 through B-8.For the area generally and rainfall-frequency data for Alaska for areas to 400 west of the 105th meridian,TP-40 has been superseded square miles,durations to 24 hours and return periods by NOAA Atlas 2,the Precipitation-Frequency Atlas of from 1 to 100 years.U.S.Dept.of Commerce,Weather ' the Western United States,published by the National Bur,Tech.Pap.No.47.Washington,DC.fig p. Ocean and Atmospheric Administration. Hawaii East of 105th meridian Weather Bureau. 1962.Rainfall-frequency atlas of the Hershfield,D.M. 1961.Rainfall frequency atlas of the Hawaiian Islands for areas to 200 square miles,dura- United States for durations from 30 minutes to 24 tions to 24 hours and return periods from 1 to 100 hours and return periods from 1 to 100 years.U.S. years.U.S.Dept.Commerce,Weather Bur.Tech.Pap. Dept.Commerce,Weather Bur.Tech. Pap.No.40. No.43.Washington,DC.60 p. ' Washington,DC. 165 p. Puerto Rico and Virgin Islands West of 105th meridian Weather Bureau. 1961.Generalized estimates of prob- ' Miller,J.F.,R.H.Frederick,and R.J.Tracey. 1973. able maximum precipitation and rainfall-frequency Precipitation-frequency atlas of the Western United data for Puerto Rico and Virgin Islands for areas to 400 States.Vol.I Montana;Vol.11,Wyoming;Vol III,Colo- Square miles,durations to 24 hours,and return periods rado;Vol.IV,New Mexico;Vol V,Idaho;Vol.VI,Utah; from 1 to 100 years.U.S. Dept.Commerce,Weather ' Vol.VII,Nevada;Vol.VIII,Arizona;Vol. IX,Washing- Bur.Tech.Pap.No.42.Washington,DC.94 P. ton;Vol.X,Oregon;Vol,XI,California U.S.Dept:.of i I ' This appendix reprinted from S.C.S.TR-55,revised 1986. 136 HydroCAD Technical Reference Appendix B4: Rainfall Depth Maps U.S.DEPARTMENT OF AGRICULTURE NATURAL RESOURCES CONSERVATION SERVICE 46 2-year,24-hr rainfall (Lches) 20 2.0 -"F. —N 7 (ISE N LA-? AL is 5.0 Par- 2.0 3.0 6.0 2S 5.5 5.0 — Rw0*1 W-Nm W unk .0 5.0 6.0 5.5 410 6 e m uo ewr so ' �. �� Awn Equal At"Projouio^ U.S.DEPARTMENT OF AGRICULTURE NATURAL RESOURCES CONSERVATION SERVICE 5-year,24-hour rairtfaU ' ` 1� 3 2.6 i 1 3 0 S 7 Tj 4 r USE PICA 43 X ' J �_ J1�1 ��-`.l- �'�. � � Ti'.;ry Fes. 4ct'r' _ , 1_J, 4 7 1 6,6 L f 8.5 3S 4.6 5 7A ez ————— Rakda W041ne bO LWA 5. AmW w4me jdep.*,i j 6 5 0 ' ` 6 1,1. Abv EqW A,"PmpKfion This appendix reprinted from S.C.S.TR-55,revised 1986. HydroCAD Technical Reference 137 ' Appendix B4: Rainfall Depth Maps continued PP P P (continued) ' U.S.DEPARTMENT OF AGRICULTURE NATURAL RESOURCES CONSERVATION SERVICE 10-year,24-hour rainfall(inches) —3.5 "(''1AI!,11�AA jUAAV9 t I B 35 �K � 4 5 L, ,K`i 6 RaYfa1"sn-lne 9 6 E �_ $ ----- RairfaR eoir,e lull rrrt 6��. 7 $ Atws Eguai Aria PmOcWn- — ' U.S.DEPARTMENT OF AGRICULTURE NATURAL RESOURCES CONSERVATION SERVICE 25-year,24-hour rainfall ci—h,-) ! z 35 35 4 ICE i'�1 }f 8.5 IJ 1 �''j!l/��� r�� r "�, ���1 y�rl. `t, ",rir1 a., c' '`• s^r � !� 1 1 ,��4f�r �_- \1,R��"-Tf.)•� '.S lfcJj r'= { 11 7 _ 14 IX Tl`Z 10 RaINelsWsw 14 - 11 - ,t ....Ra1Ns1 a Ik,e hsA urA � ——�Rarfa m-la,a Idevrevianl •I 8 10 g ano 1 . Abm EquW Ares Prgec W This appendix reprinted from S.C.S.TR-55, revised 1986. ' 138 HydroCAD Technical Reference � t R "'WIN oil on. ENV a� 1r 1 12FE ... �9■.� ♦ �1r� �w�!p� �s r �am ; Allis.'+fit'+e` - .yd�r r i_ rRw'r�r. 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Donald Gallerani Subject: Site Plan - Olympic Mfg. - Bowles Road Date: November 17, 2004 The proposal by Olympic Mfg. To construct a 128,000 square foot building in the Industrial Park will have no impact on pedestrian or traffic safety. However, their driveway should be wide enough to accommodate the turning radius of tractor trailer units measuring 53 feet plus. They must also be in compliance with the Town Ordinance regarding Handicapped Parking spaces. rn 44�vk lef l :17, •'I: �d Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 tic Tel. 413-786-0400 Fax 413-786-9927 PLANNING BOARD `7 z ZA �c October 5, 2004 N rn Robert Murphy Olympic Manufacturing Group 153 Bowles Road Agawam, MA 01001 Dear Mr. Murphy: This letter supersedes and clarifies the previous letter sent to Olympic Manufacturing Group dated October 5, 2004. At its duly called meeting held on September 30, 2004, the Agawam Planning Board voted to approve the Site Plan entitled "Proposed 128,400 SF Warehouse & Manufacturing Addition" Olympic Manufacturing Group, 153 Bowles Road, Agawam, Massachusetts, prepared by Associated Builders,Inc. and dated 9-27-04. The Board's vote to approve this plan was conditional upon review of the Agawam Engineering Department. If you have any questions, please contact this office at 786-0400, extension 283. Sincerely, /� tiC.J. , Dennis B. Hopkins, Chairman AGAWAM PLANNING BOARD DBH/DSD:pre cc: Building Inspector Engineering Dept. Associated Builders Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 SATED Ma Tel. 413-786-0400 Fax 413-786-9927 M PLANNING BOARD t r- yV T October 5, 2004 F Olympic Manufacturing Group 153 Bowles Road Agawam, MA 01001 To Whom It May Concern: At its duly called meeting held on September 30, 2004, the Agawam Planning Board voted to approve the Site Plan entitled "Proposed 128,400 SF Warehouse & Manufacturing Addition" Olympic Manufacturing Group, 153 Bowles Road, Agawam, Massachusetts, prepared by Associated Builders, Inc. and dated 9-27-04. The Board's vote to approve this plan was conditional upon review of the professional staff of the Town of Agawam. If you have any questions,please contact this office at 786-0400, extension 283. Sincerely, zsSb Dennis B. Hopkins, Chairman AGAWAM PLANNING BOARD DBH/DSD:pre cc: Building Inspector Engineering Dept. Associated Builders Town Clerk, File o�� 9 Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 Tel. 413-786-0400 Fax 413-786-9927 MEMO . TO: Engineering Dept., Police Dept., Ire FROM: Planning Board SUBJECT: Site Plan - Agawam Silver, LLC - Silver Street DATE: September 30, 2004 Please review and comment on the attached Site Plan for Agawam Silver LLC, on Silver Street as soon as possible. Thank you. DSD:pre P, Michael R. Mercadante Fire Inspector .Agawam Fire Degar e t Date: 4 a MEMO TO; Engineering Dept., Police Dept., Fire Dept. FROM: Planning Board SUBJECT: Site Plan -Olympic Mfg. - Bowles Road DATE: September 30; 2004 Please review and comment on the attached Site Plan for Olympic Mfg. on Bowles Road as soon as possible. Thank you. DSD:pre t i 4 1 4 I 11 1 II � 1 . 1 i CD4 �P_ lose LOS LOG � '2iox # DOCUM ENT# PAGE# 1 i y . t f; 11 r 4 . S ti • - L 4