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8846_SITE PLAN - 311 SHOEMAKER LN. - TJA SOLARsil e�l P)CI li 311 Shop-ry)a`e�' LP, TJA S6l0,K Town of Agawam Planning Board 36 Main Street, Agawam, Massachusetts 01001.1801 Tel. 413-726.9737 Fax 413.786-9927 September 21, 2018 TJA Solar 150 John Vertente Boulevard New Bedford, Massachusetts 02745 To Whom It May Concern: At its duly called meeting on September 20, 2018, the Agawam Planning Board voted to approve the site plan entitled "Site 'Development Plans for Shoemaker Lane Solar Project Agawam, Massachusetts" prepared by Atlantic Design Engineers, Inc. dated November 3, 2017 and revised on July 25, 2018 with the following conditions: • The attached Agawam Fire Department comments dated September 19, 2018. • The attached Engineering Department comments dated September 6, 2018. If you have any questions, please contact this office at 413-786-0400=extension 8245. Sincerely, AO� e f1l Mark<R. Paleologopoulos, Chairman Agawam Planning Board r� cc: Atlantic Design Engineers,, Inc. Timothy Zielinski Building -Inspector En i eering Department VF'ile #8846 City Clerk AGAW&M FIRE DEPA#rMENT 800 MAIN STREET, AGAWAM, MA 01001 TELEPHONE (413) 786-0657 FAX (413) 786-1241 ALAN SIROIS, CHIEF OF DEPARTMENT afdchief@agawam.ma.us FRANK MATUSZCZAK , DEPUTY CHIEF afddeputy@agawam.ma.us JACOB N. G. DUSHANE, FIRE INSPECTOR afdinsp@agawam.ma.us DAN LIZOTTE, TRAINING OFFICER afdtraining@agawam.ma.us September 19, 2018 Plan Review For: TJA 'Solar 311 Shoemaker Lane Agawam, Ma 01001 Dated: - Prepared by Atlantic Design Engineers, Inc. Planning Board Members; I have spoken with Mr. Tabaczynski about the plan submitted before you for the proposed revised Solar Project. As discussed at the team meeting on December 12, 2017 access to the site is our primary concern. A secondary concern is the availability of gate access to the site. These concerns were addressed by Mr. Tabaczynski with a phone conversation today. These revised plans continue to follow what was discussed at that team meeting and our phone conversation. With the addition of a third area containing solar panels it was agreed to have one (1)Knox box with three (3) keys in it, at the main gate. Also discussed was the area around the sites. Fifteen (15) feet around each site is more than adequate for access in firefighting operations. Therefor: As I have stated previously, we are working with the designers, about our concerns on this project and it has fire department approval. If there are any questions please contact this office. Fire prevention is everyone's responsibility. Lt. Jacob N.G. Dushane Fire Inspector afdinsp@a2awam.ma.us (413) 786-0657 EXT 8883 Department of Public Works 1000 Suffield Street • Agawamy 11 A 01001 Tel (413) 8210600 • Fax (413) 8210631 Christopher J. Golbe e Superintendent MEMORANDUM To: Planning Board CC: File From; Engineering Division Date: September 6,:.2018 Subject: Site Plan — TJA Solar— 311 Shoemaker Lane Per your request, we have reviewed the revised Site Plans, dated July 25 2018, prepared by Atlantic Design En&eers for the TJA Solar project site located at 311 Shoemaker Lane. Based on our review, the Engineering Division recommends approval of this project. Engineering reserves the right to make additional comments as new: information is submitted. If you have any questions, please do not hesitate to contact this division. Sincerely, Z* e�c ?, 4 rg Michael F. Albro, P.E. Assistant Town Engineer S:\.SP\619 SOLAx MOI&Cr - m SxorNurm k_\mean os:p3momgdoc Michelle C. Chase, P.E. Town Engineer AGAV40M FIRE DEPA MENT 800 MAIN STREET, AGAWAM, MA 01001 TELEPHONE (41'3) 786-0657 FAX (413) 786-1241 ALAN SIROIS CHIEF OF DEPARTMENT afdchef@agawarnma.us FRANK MATUSZCZAK , DEPUTY CHIEF afddeputy@agawam.ma.us dAcoB N. G. DUSHANE, FIRE INSPECTOR afdinsp@agawam.ma.us DAN"UZOTTE, TRAINING OFFICER afdtraining@agawam.ma.us September 19, 2018: Plan Review For: TJA Solar 311 Shoemaker Lane Agawam, Ma 01001 Dated: - Prepared by Atlantic Design Engineers, Inc: Planning Board Members; I have spoken with ,Mr. Tabaczynski about the plan submitted before you for the proposed revised Solar Project. As discussed at the team meeting on December 12, 2017 access to the site is our primary concern. A secondary concern is the availability of gate access to the site. These concerns were addressed by Mr. Tabaczynskiwith a phone conversation today. These revised plans continue to follow what was discussed at that team meeting and our phone conversation. With the addition of a third area containing solar panels it was agreed to have one (1) Knox box with three (3) keys in it, at the main gate. Also discussed was the area around the sites. Fifteen (15) feet around each site is more than adequate for access in firefighting operations. Therefor: As I have stated previously, we are working with the designers about our concerns on this project and it has fire department approval. If there are any questions please contact office. Fire prevention is everyone's responsibility. Lt._Jacob N.G. Dushane Fire Inspector afdinspC& awam.ma.us (413) 786-0657 EXT 8883 AGAW*M FIRE DEPAWMENT 800 MAIN STREET, AGAWAM, MA 01001 TELEPHONE (413) 786-0657 FAX (413) 786-1241 ALAN SIRO IS, CHIEF OF DEPARTMENT afdchief@agawam.ma.us FRANK MATUSZCZAK ,],DEPUTY CHIEF afddeputy@agawam.ma.us JACOB N. G. DUSHANE, FIRE INSPECTOR afdinsp@agawam.ma.us DAN LIZOTTE, TRAINING OFFICER afdtraining@agawam.lna.us August 30, 2018 Plan Review For. TJA Solar 311 Shoemaker Lane Agawam, Ma 01001 Dated: July 25, 2018 Prepared by Atlantic Design Engineers, Inc. Planning Board Members; I have reviewed the plan submitted before you for the proposed revised Solar Project. As discussed at the team meeting on December 12, 2017 access to the site is our primary' concern. A secondary concern is the availability of gate access to the site. These concerns were addressed by the presentation team that was present at the team meeting. The team stated that they could alter the design to meet our needs. These revised plans continue to follow what was discussed at that team meeting. With the addition of a third area containing solar panels access would also need to be provided. Therefor: Please add a Knox box to the newly proposed northern solar panel site (as it is not indicated on the plans as it is in the others.) Also please ensure there is enough distance and material to support a vehicle (pick-up truck) around the solar sites. As I have stated previously, we are working with the designers about our concerns on this project and it has a conditional fire department approval If there are any questions please contact this office. Fire prevention is everyone's responsibility. Lt. Jacob N.G. Dushane Fire Inspector afdinsp� aagawam.ma. us (413) 786-0657 EXT 9883 E C1 4d)Atlantic- DEStGN ENGINEERS, INC. Summary of Plan Revisions Shoemaker Lane Solar Project 311 Shoemaker Lane- Agawam, MA August 30, 2018 The following is a summary of the site plan changes resulting from the Conservation Commission review and approval process: 1.) Additional isolated and bordering vegetated wetland areas were added to the plan based upon the results of the Conservation Commission's on site review by their peer review consultant. 2.) The stream running` through the site was determined by the Conservation Commission to be perennial, resulting in a 200-foot Riverfront Area delineation on each side of the stream. 3.) The access road leading from Shoemaker Lane to the solar arrays was relocated to avoid the new wetland areas. 4) A 25-foot no touch zonewasestablished adjacent to all bordering vegetated wetlands on the site, 5.) The solar arrays north and south of the existing gas easement were reconfigured and reduced to avoid the new 'wetlands, the Riverfront Area, and the 25-foot;no touch zone. 6.) Panels from the reduced southern array closest to the golf course were relocated to a third, smaller solar array in the northern corner of the site, providing a greater buffer to the course. 7.) The property lines are revised to avoid the new wetland areas and to coincide with the property line shown on the Form A plan recently endorsed by the Planning Board. 8.) The stormwater system was revised to reflect the new site layout and to satisfy comments from the DEP. (DPW signoff on new stormwater and site plans was received on 819118.) P.D. Box 1051 Sandwich, MA 025`63 (508) 888-9282 • FAX 888-5859 email: ade@atlanticcompanies.com www.atlanticcompanies.com Department of Public Works 1000 Suffield Street * Agawam,'MA 01001 Tel (413) 8210600 Fax (413) 8210631 Christopher J. Golba Superintendent MEMORANDUM To: Planning Board CC: File From: Engineering Division Date: September C, 2018' Subject: Site Plan — TJA Solar — 311 Shoemaker Lane Per your request, we have reviewed the revised site Plans, dated July 25 2018, prepared by Atlantic Design Engineers for the TJA Solar project site located at 311 'Shoemaker Lane. Based on our review, the ;Engineering Division recommends approval of this project. Engineering reserves the right to make additional comments ,as new: information is submitted. if you have any questions, please do not hesitate to contact this division. Sincerely, Michael F. Albro,_P.E. Assistant Town Engineer 5:\SP\619 SOLAR PROJECT -311 SHORM.AKER k a\rrWw 05?brA= J&c /A IA cantn:7-1 Michelle C. Chase, P.E. Town Engineer Town of Agawam Interoffice Memorandum To: Engineering Dept., CC: Building Inspector From: Planning Board Date: 8/20/18 Subject: Revised Site Plan - Fire Dept., Police Dept., TJA Solar - 311 Shoemaker Lane Please review and comment on the attached Revised Site Plan for the TJA-Solar project at 311 Shoemaker Lane prior to the Board's September 6th meeting. The plan was revised during the Conservation Commission approval process. prk FROIN THE DESK OF... You2; NAME TITLE TOWN OF AGAWAM 36 MAIN ST AGAWAM, MA 01001 Email address Here 413-786-0400 X Extension Fax:413-786-9927 1i DESIGN ENGINEERS, INC. August 16, 2018 Town of Agawam Planning Board 36 Main Street Agawam, MA 0100'1 RE. TJA Solar Shoemaker Lane Solar Project 311 Shoemaker Lane —Agawam, MA Dear Board Members: P n ENGINEERS & ENVIRONMENTAL SCIENTISTS , Aw In accordance with the conditions of your 2/20/18 Site Plan Approval of the above -listed project, we are providing four full-size and four 1 l X 17 copies of revised Site Plans, dated 7125/18 which were recently approved by the Conservation Commission. Please call us at (508) 888-9282 if you should have any questions. Sincerely, ATLANTI DESIG INFERS, INC. Richard J. T baczynski, P.E. Vice -President RJT/rp CC. TJA Solar Attorney Joseph M. Pacella Town Clerk AUG 2 0 2018 AGAWAM PLANNING BOARD P. O. Box 1051 Sandwich, MA 02563 (508) 888-9282 - FAX:888-5859 email: ade@atlanticcompanies.com www.atlanticcompanies.com Town of Agawam Planning Board 36 Main Street, Agawam, Massachusetts 01001.1801 Tel. 413.726-9737Fax 413-786-9927 February 20, 2018 TJA Solar 150 John Vertente Boulevard New Bedford, Massachusetts 02745 To Whom It May Concern At its duly called meeting on February 15, 2018, the Agawam Planning Board voted to approve the site plan entitled "Site Development Plans for Shoemaker Lane Solar Project Agawam, Massachusetts" prepared by Atlantic Design Engineers, Inc. dated November 3, 2017 and revised on February 8, 2018 with the following conditions; • All professional, staff comments to be addressed. • Any potential site plan revisions to be submitted to the Planning Board for review following the Notice of Intent filing with the Conservation Commission. If you have any questions, please contact this office at 413-786-0400 extension 8245. Sincerely, Mark R. Paleologopoulos, Chairman; Agawam Planning Board cc: Atlantic Design Engineers, Inc. Timothy Zielinski Building Inspector Engineering t/file Town Clerk -I N TOWNOFAGAWAM Department of Public Works 1000 Suffield 'Street Tel (413) 8210600 Christopher I Golba Agawam, MA 01001 Fax (413) 8210631 Superintendent MEMORANDUM To: Planning Board l Goner ation Commission CC: File From: Engineering Division Date: February 14, 2018 Subject Site Plan- TJA Solar — 311 Shoemaker Lane Per your request, wt have reviewed the Site Plan entitled "'TJA Solar — Site Development Plans ;— Shoemaker Lane for Solar Project— 311 Shoemaker, Agawam, MA Prepared for: TJA Solar, 150 John Vertente Boulevard, New Bedford, MA, Prepared by: Atlantic Design Engineer, Inc, P.O. Box 1051, Sandwich, MA 02563; Scale: 1" `= 50' Revised: February 8, 2018," and we recommend approval of the plans. Engineering reserves the right to make additional comments as new information is submitted. If you have any questions, please do not hesitate to contact this division. Sincerely, K Michael F. Albro, P.E. Assistant Town Engineer i- Michelle C.-Chase, P.E. Town Engineer •VA i�40 tTown of Agawam To: Engineering Dept., Police Dept., Fire Dept., ADA Committee CC From: Planning Board Date: 219/18 Subject: 311 Shoemaker Revised Plan Please review and comment on the attached revised Site Plan for TJA Solar at 311 Shoemaker Lane prior to the Planning Board's February 15, 2018 meeting. Thank you, MASamb FROM THE DESK OF... YOUR NAME TITLE TOWN OF AGAWAM 36'MAIN ST' AGAWAM, MA 01001 Email address Here 413-786-0400 X Extension Fax: -413-786-9927 0 0 AXitlantic- DESIGN ENGINEERS, INC. February 8, 2018 Marc Strange Planning & Community Development Director Agawam Planning Board Office of Planning & Community Development 36Main Street Agawam, MA-01001 FE__2 0 93 2�1n- r 't% y t4 ., a RE Updated Response to comments received as part of Site Plan Review TJA;Solar - Shoemaker Lane Solar Project Agawam, MA ADE Project #2930.'01 Dear Mr. Stranger Atlantic Design Engineers, Inc. is in receipt of comment letters received from various departments as part of the Site Plan Review process. The comment' letters received are as follows • Agawam Police Department — Dated December 19, 2017 • Agawam Fire Department— Dated January 2, 2018 • Agawam Department ofPub] ic Works Engineering Division — Dated January 3, 2018 • Agawam Department of Public Works Engineering Division — Dated January 30, 2018 • Agawam Office of Planning & Community Development — Dated January 18, 2018 The Site Plans and Stormwater Report Addendum, both revised -dated 2/8J18 have been updated as outlined below to address these comments. For clarity, the comments are listed below in italics and our responses are in bold text, Agawam Police Department —December 19, 2017 "After; reviewing the plans and visiting 311 Shoemaker Lane I have several concerns .regarding the site. My understanding is the site will be over 2, 600 feet from Shoemaker Lane. I would require the area where the solar panels will he placed be completely fenced in so no recreational vehicles or potential hunters could gain entry. The builders presented during the team, meeting the area will be fenced in but it should be a stipulation for approval." Both solar arrays will be surrounded by a 7-foot high chain link fence with secure access gates and will restrict access to maintenance personnel only. The fence layout and gate locations are shown on the site plans. A Knox Box will also be provided at the gates to the P.O. Box-1051 Sandwich, MA<02553 (508) 888-9282 • FAX 888-5859 email: ade@atlanticcompanies.com www,atlanticcom panies.com A)Alanflt Agawam Planning Board Updated Response to Comments' Shoemaker Lane Solar Project Agawam, MA February 8, 2018 — Page 2 facility for emergency access. The Site Plans and Site Details have been updated to reflect these changes. "Once the project is complete there should be minimal effect to vehicle, pedestrian or bicycle traffic on Shoemaker Lane. However, during construction the driveway to the project is in an area with a "blind curve " in the roadway. There are some safety concerns if there are multiple tractor, trailer units coming and going from the area during the project. I suggested to the contractor a detail officer with a police cruiser would minimize my safety; concerns. The of cer would be able to safely enter and exit vehicles from the site. - The project, will implement appropriate traffic control measures as needed throughout construction, including a detail officer, to ensure vehicular/pedestrian safety. This will be coordinated with the Agawam Police Department. A note has been added to the plans to reflect this. Agawam Fire Department - January 2, 2018 I have reviewed the plan submitted before you for the proposed Solar Project. As discussed at the team meeting on December 12 2017 access to the site is our primary concern. A secondary concern is the availability ofgate accesstothe site. These concerns were addressed by the presentation team that was present at the team meeting. The team stated that they could alter the design to meet our needs. Therefore: I have no concerns about this project and it has a conditional fare department approval. As discussed at the Team Meeting, the site plans provide for a 15' wide access road to the solar arrays and the plans have been revised to provide a minimum of 15 feet between the proposed fence and the closest adjacent interior panel. A.Knox Box will also be provided at the gates to the facility for emergency access. The Site Plans and Site Details have been updated to reflect these changes. Agawam Del2artment of Public Works Engineering Division — Januga 3 2018 1. Please provide a temporary construction tracking pad entrance to the site. See attached details for recommendation. The site details incorporate a temporary construction tracking pad entrance that meets the City of Agawam Construction Standards Detail. 2. Coordination with Tennessee Gas Company is required for all work near the existing gas easement. All work near the gas easement will be coordinated with Tennessee Gas Company. A note specifically requiring coordination has been added to the site plans. r 4d)AHanrec, Agawam Planning Board Updated Response to Comments Shoemaker Lane Solar Project Agawam, MA February 8, 2018 — Page 3 3. Engineering defers any comments regarding turning movements for emergency vehicles to thefire department. Refer to Fire Department comments listed above. Also refer to Agawam Office of Planning & Community Development comments below. 4. For approval of the installation of the proposed silt fence, please contact Engineering Division before work can begin. A note has been added to the Erosion Control Notes on Sheet 7 requiring proper notification to the Agawam Engineering Division for pre -inspection of erosion controls prior to the start of work. 5. If the stream crossing culvert on Philo Brook is being replaced, all of the Massachusetts culvert standards must be met. The project does not include replacement of the existing culvert. The culvert will be protected during construction by the use of steel plating at the crossing as needed. A note has been added to the plans to reflect this. 6. Please provide test pit information at the proposed detention pond areas and show the seasonal high ground water elevation in relation to the bottom of the proposed detention ponds. The bottom of the ponds should be a minimum of 2 feet above seasonal high groundwater elevation. A note has been added to Sheets 3-6 stating that prior to construction, test pits at basin locations are to be performed by a licensed soil evaluator to determine estimated seasonal high groundwater (ESHGW). If the ESHGW elevation observed at the time of the test pits differs from what is shown on the plans, contractor shall contact design engineer for possible design; modification. Contractor is responsible for notifying the Agawam Department of Public Works Engineering Division at least 48 hours in advance of performing test pits. 7. The elevation of the top of the detention pondsshall have a minimum of one foot freeboard above the emergency spillway elevation. All slopes shall have a maximum pitch of 3;1. The site plans and stermwater calculations have been revised to provide one foot freeboard above the 104-year storm elevation. The maximum pitch in all basins is 3:1. A table has been added to Sheet 7 for clarity. 8. The rainfall events used in HydroCAD for the 2-, 10-, 25, and 100 years storms should be updated based on the most current rainfall events recorded on the NOAA Precipitation Frequency Data Server- (litips llhd.yc.nils.nozaa. gov/Irdsc/pfdsl). The most recent rainfall data referenced above has been downloaded from NOAA and has been implemented into the HydroCAD model. The drainage design calculations and site plans have been updated as required to accommodate the increased rainfall amounts. An Addendum to the Stormwater Report has been provided. , )Abntic Agawam Planning Board Updated Response to Comments Shoemaker Lane Solar Project —Agawam, MA February 8, 2018 — Page 4 9. The site details show culvert pipes, underneath the overflow spillways of the proposed detention basins. The locations and inverts of these pipes should be shown on the site plans. The locations and inverts have been added to the site plans. 10. The developer shall verify that the proposed grass, swales leading to the rain garden and detention ponds can accommodate the s tormwater volumes without being compromised. There should be a minimum of one (1) foot of freeboard between the top of swale and the peak stormwater elevation of the 100 year storm event by adding appropriate grade elevations to the site plan or site details. Calculations have been provided demonstrating that the proposed swales will provide one foot of freeboard between the top of swale and peak stormwater elevation of the ;10- year storm event per Massachusetts Stormwater Policy Handbook (please see follow up letter dated January 30, 2018 below for additional clarification). Additional information has been added to the site plans and/or site details. 11. As per volume 2 of the Massachusetts Stormwater Policy Handbook, grassed channels (swales) must have a minimum, residence time of nine (9) minutes for the storm event associated with the Water Quality Volume. Some of the channels shown on the plans appear to be too short to achieve this requirement. The Developer shall verify that all grass channels for which they are claiming TSS removal credit are designed in accordance with the Massachusetts Stormwater Handbook Calculations have been provided demonstrating that the proposed swales have a minimum residence time of 9 minutes for the Water Quality Storm, in accordance with the Massachusetts Stormwater Policy Handbook. Additional information has been added to the site plans and/or details. 12. The HydroCAD custom stage data storage for Pond 2PA lists a -surface area of 14,085 SFfor elevation 149 and a surface area of 1,847 SF for elevation 150. This appears to be a typo when inputting the data, please correct and update. The corrected surface area (18,547 SF) for elevation 150 has` been: implemented and the HydroCAD model has been updated. An Addendum to the Stormwater Report has been provided. 13. The Operations and Maintenance Plan does not include a;mowing schedule for the grassed channels, sediment forebays or detention ponds. See City Code 175-52=B. The Operations and Maintenance Plan has been updated in the Stormwater Addendum to include the maintenance outlined in City Code 175-52-B(2). This includes a mowing schedule. Agawam Department of Public Works Engineering Division — January 30 2018 6a. The Agawam City Ordinance does require one (I) foot of separation hetween the bottom of a detention pond and seasonal high ground water, provided that no infiltration is proposed. 1VAtbnfic Agawam Planning Board Updated Response to Comments Shoemaker Lane Solar Project Agawam, MA February,8, 2018 Page S However, according to the design of the proposed detention basins, by the inverts of the outlet culverts will be higher than the bottom elevation of the ponds; in some cases, as much as six (6) inches. This design might result in a pool of water within the ponds during times of seasonal high ground water. Engineering is asking if this was intentional or if this water is meant to infiltration out, If there will be a permanent pool in the ponds, it could lead to mosquito breeding. If the water is supposed to infiltrate out, there must be two (2) feet of separation between the pond bottom and seasonal high ground water.. The outlet pipe elevations for each detention basin has been revised as required to match the corresponding bottom of pond elevations to eliminate the potential for ponding. The site plans and site details have been revised to reflect this change. Separation from seasonal high ground water will be determined once test pits are complete. If test pit results warrant revisions, design changes will conform to applicable requirements. 6b. The above proposed note is acceptable to the Engineering Division. The note should be clearly displayed on sheets 3 through 6. Please refer to Commeat/Response #6 above for additional information/clarification. 8. Engineering has reviewed the precipitation frequency data you submitted and determined that is the most current data. Please refer to Comment/Response #8 above for additional information/clarification. 10. Engineering has double-checked the design standards within the Massachusetts Stormwater Handbook for grassed channels. A minimum one (])foot of freeboard needs to be provided for the 10 year storm event, not the 100 year event. However, a grassed channel is also required to have -a minimum residence time of nine (9) minutes for the storm event associated with the Water Quality Volume in order to achieve a TSS'removal rate of 50%. Some of the channels shown on the site plans appear to be too short to achieve this requirement. Channel flow was not been included in the HydroCAD calculations. Engineering has not been able to verify that the grass channels for which TSS removal credit has been claimed are designed in accordance with the Massachusetts Stormwater Handbook. Engineering highly recommends the,swale be constructed in a manner that will sustain large rainfall events without being compromised. Please refer to Comment/Response #10 above for additional information/clarification Agawam Office of Planning & Community Development — Janua 18 2018 Outstanding issues are listed below Curb cut widths and radii are not clearly defined on theplan. Please note that the Fire Department requires a turning radius of, at least, 42 feet for their tower vehicles. Curb cut widths and radii have been better -defined and labeled on the site plans. Please also refer to Comment/Responses to Fire Department Letter. 4DAtlantic Agawam Planning Board Updated Response to Comments Shoemaker Lane: Solar Project — Agawam, MA February 8, 2018 — Page 6' No lightingplan provided. _Will -the access road be lit? Willthe solarfacilities have lighting?" Please update. There is no lighting proposed as part of the project. What is the plan for snow removal for the access road and the points of entry and access to the solar panels in case of emergency? Snow will be plowed to the sides of the access road and away from the gates ensuring adequate: access. Proponent to submit an application for a Notice of Intent with the Conservation Commission. Please also see Engineering comments. A Notice of Intent application will be tiled with the Agawam Conservation Commission. If you have any questions, please do not hesitate to call me at (508) 888-9282. Sincerely, ATLANTIC DESICAN ENGINEERS, INC ReichRichard'rczynski, P.E. ard Vice President cc TJA Solar Halladay Farm Trust Agawam DPW/Engineering Division 4d)Atk3ntic' DESIGN' ENGINEERS, INC. Letter a, f Transmittal To Mark A. Strange, Director Date; 2/8/18 Planning and Development City of Agawam 36 Main Street Agawam, MA 01001 We are -sending you: Enclosed Via: Project #: 2930.01 Project: Shoemaker Lane Under separate cover Direct from printer _Taxi Messenger _,Mail Solar Project The following items: Prints _Sepias -Tracings ✓ Reports Shop Drawings —Original Drawings TMylar Linen —Specifications _ Samples _ Other Description (10) Updated Response to Comments Letter - Prepared by Atlantic Design Engineers, Inc. Dated 218118 (10) Full Size Site Development Plans (Sheets 1-7) - Prepared by Atlantic Design Engineers, Inc. - Revised 2/8/18 (10) Hall Size Planting flan Prepared by MLC Landscape Design - Dated 2/7118 (1) Copy of Stortnwater Report Addendum 1 - Prepared by Atlantic Design Engineers, Inc. - Dated 2/8/18 Remarks: Please note - we have provided one (1) copy of the revised Site Development Plans, Stormwater Report Addendum 1;and the updated Response to Comments Letter to the Agawam DPW - Engineering: Division. Signed: Ricqao J. Ta a Ski,:P.E. copy to: rR E C. E NOV' ISF D` P.D. Box 1051 -�3 a 2018 Sandwich, MA,02563 (508) 888-9282 . FAX 888-5859 k� . email: ade@atlanticcompanies.com.�'`£�►� www.atlanticcompanies.com L,NTZANNG' aOARd � � U o 0 C Q U+� 4!? 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SITE PLAN — 311 Shoemaker Lane— TJA Solar 2 6:30 PM -- PUBLIC HEARING — definitive Plan— Ace Precision Way —Suffield Street 3. SITE PLAN - 218 Shoemaker Lane — Motion Carriers 4. DISCUSSION —Allison Lane - Tirone 5. APPROVAL OF MINUTES —December 7, 2017 6. Correspondences A)Aitiantic- DESIGN ENGINEERS,_ INC. February 1, 2018 Marc Strange Planning & Community Development Director Agawam Planning Board Office of Planning & Community Development 36 Main Street Agawam, MA 01001 RE: Response to comments received as part of Site Plan Review TJA Solar - Shoemaker Lane Solar Project Agawam, ALL ADE Project #2930. 01 Dear Mr. Strange': Atlantic Design Engineers, Inc. is in receipt of comment letters received from various departments as part of the Site Plan Review process. The comment letters received are as follows: • Agawam Police Department — Dated December 19, 2017 • Agawam Fire Department — Dated January 2, 2018; • Agawam Department of Public Works Engineering Division —Dated January 3, 2018 • Agawam Department of Public Works Engineering Division— Dated January 30, 20I8 • Agawam Office of Planning & Community Development— Dated January 18, 2018 The site plans will be revised as outlined below to address these comments. For clarity, the comments are listed below in italics with our responses in bold text. Agawam Police Department— December'19, 2017 `:After reviewing the plans and visiting 311 Shoemaker Lane I have several concerns regarding the site. My understanding is the site will be over 2, 600 feet from Shoemaker Lane. I would require the area where the solar panels will be placed be completely fenced in so ,no recreational vehicles ;or potential hunters could gain entry. The builders presented during the team meeting the area will be fenced in but it should be a stipulation for approval. Both solar arrays will be surrounded by a 7-foot high chain link fence with secure access gates and will restrict access to maintenance personnel only. The fence layout and gate locations are shown on the site plans. A Knox Box will also be provided at the gates to the P.Q. Box 1051 Sandwich, MA 02563 (508) 888-9282 • FAX 888-5859 email: ade@atlanticcompanies.com www.atlanticcompanies.com 0 0 AkrifiC! Agawam Planning Board Response to Comments Shoemaker Lane Solar Project — Agawam, MA February 1, 2018 — Page 2 facility for emergency access. The Site Plans and Site Details will be updated to reflect these changes. "Once the project is complete there should be minimal effect to vehicle, pedestrian or bicycle traffic on Shoemaker Lane. However, during construction the driveway to the project is in an area with a "blind curve " in the roadway. There are some safety concerns if there are multiple tractor trailer units coming and going from the area during the project. I suggested to the contractor a detail officer with a police cruiser would minimize my safety concerns. The officer would be able to safely enter and exit vehicles from the site. " The project will implement appropriate traffic control measures as needed throughout construction, including a detail officer, to ensure vehicular/pedestrian safety. This will be coordinated with the Agawam Police Department. Agawam Fire Department;- January 2, 2018 I have reviewed the plan submitted before you for the proposed Solar Project. As discussed at the team meeting on December 12 2017 access to the site is our primary concern. A secondary concern is the availability of gate access to the site. These concerns were addressed by the presentation team that was present at the team meeting. The team stated that they could alter the design to meet our needs. Therefor: I have no concerns about this project and it has a conditional fare department approval. As discussed at the Team Meeting, the site plans provide for a 15' wide access road to the solar arrays and the plans will be revised to provide a minimum of 15 feet between the proposed fence and the closest adjacent interior panel. A Knox Box will also be provided at the gates to the facility for emergency access. The Site Plans and Site Details will be updated to reflect these changes. Agawam Department of Public Works Engineering Division— January 3, 2018 1. Please provide a temporary construction tracking pad entrance to the site. See attached details for recommendation. The site details will include a temporary construction tracking pad entrance that meets the Town of Agawam Construction Standards Detail. 2 Coordination with TennesseeGasCompany; is required for all work near the existing gas easement. All work near the gas easement will be coordinated with Tennessee Gas Company. A note specifically requiring coordination will be added to the site plans. Zzimnf'c Agawam Planning Board Response to Comments Shoemaker Lane Solar Project —Agawam, MA February 1, 2018 — Page 3 3. Engineering defers any comments regarding turning movements for emergency vehicles to the fire department. Refer to Fire Department comments listed above. Also refer to Agawam Office of Planning & Community Development comments below. 4. For approval of the installation of the proposed silt fence, please contact Engineering Division; before work can begin. A note will be added to the Erosion Control Notes on Sheet'? requiring proper notification to the Agawam Engineering Division for pre -inspection of erosion controls prior to the start of work. 5. ff the stream crossing culvert on Philo Brook is being replaced, all of the Massachusetts culvert standards must be meta The project does not include replacement of the existing culvert.: The culvert will be protected during construction by the use of steel plating at the crossing as needed. 6. Please provide test pit information at the proposed detention pond areas and show the seasonal high ground water elevation in relation to the bottom of the proposed detention ponds. The bottom of the ponds should be a, minimum of 2 feet above seasonal high groundwater elevation. A note will be added to Sheets 3-6 stating that prior to construction, test pits at basin locations are to be performed by a licensed soil evaluator to determine estimated seasonal high groundwater (ESHGW). If the ESHGW elevation observed at the time of the test pits differs from what is shown on the plans, contractor shall contact design engineer for possible design modification. Contractor is responsible for notifying the Agawam Department of Public Works Engineering Division at least 48 hours in advance of performing test pits. 7. The elevation of the top of the detention ponds shall have;a minimum of one foot freeboard above the emergency spillway elevation. All slopes shall have a:maximum pitch of 3:1 The site plans and stormwater calculations will be revised to provide one foot freeboard above the emergency spillway elevation. The maximum pitch in all basins is 3:1. 8, The rainfall events used in HydroCAD for the 2-, 10-, 25 , and 100-years storms should be updated based on the most current rainfall events recorded on the NOAA Precipitation Frequency Data Server thttps:11hdsc.nws.noaa.goti/hdscl &sl). The most recent rainfall data referenced above has been downloaded from NOAA and will be implemented into the HydroCAD model. The drainage design calculations and site plans will be updated as required to accommodate the increased rainfall amounts. A revised stormwater report will be provided. 9. The site details show culvert pipes underneath the overflow spillways of the proposed detention basins. The locations and inverts of these pipes should be shown on the site plans. AflanhC' Agawam Planning Board Response to Comments Shoemaker Lane Solar Project --Agawam, MA February 1, 2018— Page 4 The locations and inverts will be added to the site plans. 10. The developer shall verify that the proposed grass swales leading to the rain garden and detention ponds can accommodate the stormwater volumes without being compromised. There should be a minimum of one (I) foot of freeboard between the top of swale and the peak stormwater elevation of the I00=year storm event by adding appropriate grade elevations to the site plan or site details. Calculations will be provided demonstrating that the proposed swales will provide one foot of freeboard between the top of swale and peak stormwater elevation of the 10-year storm event per Massachusetts Stormwater Policy Handbook (please see follow up letter dated January 30,2018 below for additional clarification). Additional information will be added to the site plans and/or site details. IL As per volume 2of the .Massachusetts Stormwater Policy Handbook, grassed channels (swales) must have a minimum residence time of nine (9) minutes far the storm event associated with the Water Quality Volume. Some of the channels shown on the plans appear to be too short to achieve this requirement. The Developer shall verify that all grass channels for which they are claiming TSS removal credit are designed in accordance with the, Massachusetts Stormwater Handbook. Additional information demonstrating that the proposed swales being included in the TSS calculations are designed in accordance with the Massachusetts Stormwater Policy Handbook for storm event associated with the Water Quality Volume. 12. The HydroCAD custom stage data storage for Pond 2PA lists a surface area of 16,085 SF for elevation 149 and a surface area of 1,847 SF for elevation 150. This appears to be a typo when inputting the data, please correct and update. The corrected surface area (18,547 SF) for elevation 150 will be implemented and the HydroCAD model will be updated. A revised Stormwater Report will be provided. 13. The OperationsandMaintenance Plan does not include a mowing schedule for the grassed channels, sedimentforebays or detention ponds. See Town Code 175-52-B. The Operations and Maintenance Plan will be updated to include the maintenance outlined in Town Code 175-52-B. This will include a mowing schedule. Agawam Department of Public Works Engineering Division — January 30, 2018 6a. The Agawam Town Ordinance does require one (I) foot ;of separation between the bottom of a detention pond and seasonal high ground water, provided that no infiltration is proposed. However, according to the design of the proposed detention basins, by the inverts of the outlet culverts will be higher than the bottom elevation of the ponds; in some cases, as much as six (6) inches. This design might result in a pool of water within the ponds during times of seasonal high ground water._ Engineering is asking if this was; intentional or if this water is meant to infiltration out. If there willbea permanent pool in the ponds, it could lead to Aitk3ntic Agawam Planning Board Response to Comments Shoemaker Lane Solar Project —Agawam, NIA February 1, 2018 — Page 5 mosquito breeding. _If the water is supposed to infiltrate out, there must be two (2) feet of separation between the pond bottom and seasonal high ground water. The outlet pipe elevations for each detention basin will be revised as required to match the corresponding bottom of pond elevations to eliminate the potential for pending. The site plans and site details will be revised to reflect this change. Separation from seasonal high ground water will be determined once test pits ;are complete. If test pit results warrant revisions, design changes will conforms to applicable requirements. 6b. The above proposed note is acceptable to the Engineering Division. The note should be clearly displayed on sheets 3 through b. Please refer to Comment/Response #6 above for additional informationfclarification. 8. Engineering has reviewed the precipitation frequency data you submitted and determined that is the most current data. Please refer to Comment/Response #8 above for additional information/clarification. 10. Engineering, has double-checked the design standards within the Massachusetts Stormwater Hundhookfor grassed channels. A minimum one (])foot of freeboard needs to be provided for the 10 year storm event, not the 100 year event. However, a grassed channel is also required to have a minimum residence time of nine (9) minutes for the storm event associated with the Water Quality Volume in order to achieve a TSS'removal rate of 50%. Some of the channels shown on the site plans appear to be too short to achieve this requirement. Channel flow was not been included in the HydroCAD calculations. Engineering has not been able to verify that the grass channels for which TSS removal credit has-been claimed are designed in accordance with the Massachusetts Stormwater Handbook, Engineering highly recommends the,swale be constructed in a manner that will sustain large rainfall events without tieing compromised. Please refer to Comment/Response-#10 above for additional information/clarification A swam Office of Planning & Community Development -- January 18, 2018 Outstanding issues are listed below Curb cut widths and radii are not clearly defined on the plan. Please note that the Fire Department requires a turning radius of, at least, 42 feet for their tower vehicles, Curb cut widths and radii will be clearly defined and labeled on the site plans. Please also refer to Comment/Responses to Fire Department Letter. No lightingplan provided. Will the access road be lit? Will the solar facilities have lighting?' Please update. There is no lighting proposed as part of the project. What is the plan for snow removal for the access road and the points of entry and access to the solar panels in case of emergency? 0 0 Liwnw Agawam Planning Board Response to Comments Shoemaker Lane Solar Project —Agawam, AM February 1, 2018 — Page b Snow will be plowed to the sides of the access road and away from the gates ensuring adequate access. Proponent to submit an application for a Notice oflntent with the Conservation Commission. Please also see Engineering comments. ANotice of Intent application will be filed with the Agawam' Conservation Commission. if you have any questions, please do not hesitate to call me at (508) 888-9282. Sincerely, ATLANTIC DESIGN ENGINEERS, INC. ichard . Ta aczynski, P.E. Vice President cc: TJA Solar Halladay Farm Trust Amanda Boissonneault From Marc Strange Sent: Thursday, February 01, 2018 152 PM To: Steven Grasso; Jake Dushane; Michelle Chase Cc: Amanda Boissonneault Subject: FW: Site Plan Review --Shoemaker Lane Solar Project Attachments: Response to Comments_Shoemaker Lane Solar 2-1-18pdf FYI From: Rich Tabaczynski(maHto:rtab(datlanticcompanies.comI Sent: Thursday, February-1, 2018 1,37 PM To Marc Strange Cc: Pamela Kerr; Amanda Boissonneault; Timothy Vautour; Joseph M. Pacella; sthomas@atlanticcompanies.com; Greg O'Brien Subject: RE: Site Plan Review --Shoemaker Lane Solar Project Marc, Attached please find a response fetter to all of the comment letters/memos received so far. We will bring copies to the meeting tonight. Richard J. Tabaczynski, P.E. Vice President' Atlantic Design Engineers, Inc. PO Box;1051 Sandwich, MA-02563 P: (509) 888-9292 ext. '14 F: (508) 888-5859 C: (508) 274-1712 www.atianticcompanies.com Facebook I Linkedin I Google Plus From: Marc Strange [mailto:MStrange@agaawam.ma:usj Sent: Thursday, January 18, 2018 9:41 AM To: 'Rich Tabaczynski' <rtab@atlanticcompanies.com> Cc: Pamela Kerr <PKerr a awam.ma.us>; Amanda Boissonneault <ABoissonneault@agawam.ma.us Subject: Site Plan Review --Shoemaker Lane Solar Project Rich, Attached here is the Planning Department's review of the proposed solar project at 31'1 Shoemaker Lane. Please note: • Curb cut widths and radii are not clearly defined on the plan. Please note that the Fire Department requires`a turning radius of, at least, 42 feet for their tower vehicles. • No lighting plan is provided. Will the access road be lit? Will the solar facilities have lighting? Please update. • What is the plan for snow removal for the access road and the points of access to the solar panels in cases of maintenance and/or emergency? • An application for a Notice of'Intent -with the Conservation Commission is required. Please feel free to call with questions or comments. Marc A. Strange, Director Planning & Development Town of Agawam 36 Main Street Agawam, MA 01001 (413) 726-9738 Confidentiality/Public Record Statement. under Massachusetts Law, any email created or received by an employee of The Town of Agawam is considered a public record. All email correspondence is subject to the requirements of M.G.L. Chapter 66. This email may contain confidential and privileged material for the sole use of the intended recipient. Any review or distribution by others is strictly prohibited. If you are not the intended recipient please contact the sender and delete all copies. 2 TOWN OF AGAWA Department of Public Works, 1000 Suffield Street * Agawam, MA 01001 Tel (413) 8210600 • Fax (413) 8210631 Christopher J. Golba; • Superintendent MEMORANDUM To Atlantic Design Engineers, Inc. CC File From: Engineering Division Date: January 30, 2018 Subject: Site Plan — TJA Solar — 311 Shoemaker Lane In response to your email dated January 23, 2018 concerning the proposed 'TJA Solarproject at 311 Shoemaker Lane, Engineering submits the following answers to your comments: 6a) "Separation from seasonal high groundwater at detention pond areas. The letter indicates a minimum of 2 feet separation is required at detention ponds. Current Stormwater Policy does not require a minimum separation for detention basins so long as infiltration/exfrltration is not proposed. I have also reviewed the Town Code and Chapter 175 - Water & Sewers references detention basin design as requiring only one foot of separation. Please confirm the minimum separation for detention ponds that do not provide infiltration- and do not count exfitration as part of stormwater design/modeling. " The Agawam Town Ordinance does require one (1) foot of separation between the bottom of a detention pond and ;seasonal high ground water, provided that no infiltration is proposed. However, according to the design of the proposed detention basins, by the inverts of the outlet culverts will be higher than the bottom elevation of the ponds; in some cases, as much as six (6) inches. This design might result in a pool of water within the ponds' during times of seasonal high ground water. Engineering is asking if this was intentional or if this water is meant to infiltration out. If there will be a permanent pool in the ponds, it could lead to mosquito breeding. If the water is supposed to infiltrate out, there must be two (2) feet of separation between the pond bottom and seasonal high ground water. 6b) "Requirement for Test Pits. The developer intends to perform test pits as mentioned in the comment letter, Due to the time of year and anticipated sequence of construction activities, performing test pits at this time is somewhat impractical. In lieu of performing test pits now, would you be= amenable to adding notes to the plan at each basin location that would read as follows: "Prior to construction, a test pit is to be performed by a licensed soil evaluator to determine estimated seasonal high groundwater (ESHGW). If the ESHGW elevation observed at the time of the test pit differs from what is shown on the plans, contractor shall contact design engineer for passible design modification. Contractor is responsible for noting the Agawam Department of Public Works Engineering Division at least 48 hours in advance of performing test pits. " I can certainly revise this language to incorporate any specific requirement you may have. This would allow us to move ,,forward with review while still requiring test pits to ensure the design meets applicable standards. The above proposed note is acceptable to the Engineering Division. The note should be clearly displayed on sheets 3 through 6. S) Revised rainfall event data. I have downloaded the latest rates for the project address as provided by the NOAA Precipitation Frequency Data Server. I have attached the excel file provided by NOAA for reference. Please confirm this is the correct data to incorporate into HydroCAD. Engineering has reviewed the precipitation frequency data you submitted and determined that is the most current data. 10-) Conveyance capacity of grassed swales/Freeboard required The letter indicates a minimum of one foot of freeboard be provided from top of Swale to the peak elevation of the 100 year storm event. Current stormwater policy states grassed swales/channels are to be designed to convey rainfall generated by the 2-year and 111 year storm events. I have reviewed Town Code, Chapter 175 and did not find any reference to a design standard for grassed swales which requires them to be designed to convey the rainfall generated by the 100 year storm event. Is the intent to provide one foot of freeboard from the top of swale to the peak elevation of the 10-year storm event? Please confirm the design requirement. Engineering has double-checked the design standards within the Massachusetts Stormwater Handbook for grassed channels. A minimum one (1) foot of freeboard needs to be provided for the 10-year storm event, not the 100-year event. However, -a grassed channel is also required to have a minimum residence time of nine (9) minutes for the storm event associated with the Water Quality Volume in order to achieve a TSS removal rate of 50%. Some of the channels shown on the site plans appear to be too short to achieve this requirement. Channel flow was not been included in the HydroCAD calculations.- Engineering has not been able to verify that the grass channels for which TSS,removal credit has been claimed are designed in accordance with the Massachusetts Stormwater Handbook. Engineering -highly recommends the swale be constructed in a manner that will sustain large rainfall events without being compromised. Engineering reserves the right to make additional comments as new information is submitted. If you have any questions, please do not hesitate to contact this division. Sincerely, G� Vladimir Caceres Civil Engineer Michael F. Albro, P.E. Assistant Town Engineer -, z //, /' z -'.' Michelle C. Case, P.E. Town Engineer S:\SP\619 SOLAR PROJHCC -311 SHOF.MAKER:lme\mano.02.doc 0 0 Vladimir Caceres From: Michelle Chase Sent: Friday, January 26, 2018 4:34PM To Michael Albro; Vladimir Caceres Cc: eking@atlanticcompanies.com Subject: FW: Plan Revisions- Site Plan - TJA Solar - 218;Shoemaker Lane Attachments: 1-3-18 Engineering Dept. comments.pdf, NOAA Rainfall Data MA -Agawam 01-22-18 csv Vladimir and Mike, Please review the comments below on 'Monday so that Chris can make the necessary revisions to get approval for Thursday's meeting. Let me know if you need to discuss any outstanding issues or concerns. Thanks! Michelle C. Chase, P.E. Town Engineer : 413-821-%25 413-821-0631 Agawam Engineering Division 1000 Suffield Street Agawam, MA 01001 ,xww;aeawam:ma: is Please consider the environment before printing this email From: Chris Icing Imailto:] Sent: Tuesday, January 23, 2018°10:14 AM To: Vladimir Caceres<VCaceres@agawam.ma.us> Cc: Michelle Chase <MChase a awam,ma.us>; Michael Albro <MAlbro@agawam,ma.us>; 'Rich Tabaczynski' <rtab@atlanticcompanies.com> Subject: Plan Revisions- Site Plan - TJA Solar -,218 Shoemaker Lane Good morning. I am revising the plans for the above referenced project in an effort to address comments received from the Department of Public Works as part of Site Plan Review in a letter dated January 3, 2018. (Attached for reference). After reviewing the comment letter I have a couple of questions and was hoping to get clarification/confirmation. ti Comment 6: Separation from seasonal high groundwater at detention pond areas. The letter indicates a minimum of 2 feet separation is required at detention ponds. Current 5tormwater Policy does not require a minimum separation for detention basins so long as infiltration/exfiltration is not proposed. I have also reviewed the Town Code and Chapter 175 - Water & Sewers references detention basin design as requiring only one foot of separation. Please confirm the minimum separation for detention ponds that do not provide infiltration and do not count exfiltration as part of stormwater design/modeling. Comment 6: Requirement for Test Pits. The developer intends to perform test pits as mentioned in the comment letter. Due to the time of year and anticipated sequence of construction activities, performing test pits at this time is somewhat impractical. In lieu of performing test pits now, would you be amenable tootling notes to the plan at each basin location that would read as follows: "Prior to construction, a test pit is to be performed by a licensed soil evaluator to determine estimated seasonal high groundwater (ESHGW). if the ESHGW elevation observed at the time of the test pit differs from what is shown on the plans, contractor shall contact design engineer for possible design modification. Contractor is responsible for notifying the Agawam Department of Public Works Engineering Division at least 48 hours in advance of performing test pits." I can certainly revise this language to incorporate any specific requirement you may have. This would allow us to move forward with review while still requiring test pits to ensure the design meets applicable; standards. omment 8 evised rainfall event data. I have downloaded the latest rates for the project address as provided by the NOAA Precipitation Frequency Data Server. I have attached the excel file provided "by NOAA for reference. Please confirm this is the correct data to incorporate into HydroCAD. Comment 10: Conveyance capacity of grassed swales/Freeboard required. The letter indicates a minimum of one foot of freeboard be provided from top of swale to the peak elevation of the 100- year storm event. Current stormwater policy states grassed swales/channels are to be designed to convey rainfall generated by the 2-year and i�-yearstorm events. I have reviewed Town Code, Chapter 175 and did not find any reference to a design standard for grassed swales which requires them to be designed to convey the rainfall generated by the 100 year storm event. Is the intent to provide one foot of freeboard from the top of swale to the peak elevation of the 10-year storm event? Please confirm the design requirement If you have any questions or comments please feel free to contact me directly. Thank you for your time and attention. Chris Christopher King 4DAtlantic Design Fnaineers, Inc. P.O. Box 1051 Sandwich, Massachusetts 02563 P: (508) 888-9282 Ext 26 M:(508) 292-3910' F: (508) 888-5859 www.atianticcomnanies.com Facebook I Linkedin Point precipitation frequency estimates (inches) NOAA Atlas 14 Volume 10 Version 2 Data type: Precipitation depth Time series type: Partial duration Project area: Northeastern States Location w Massachu: USA Station Name: -- Latitude: 420444 Longitude:-72.6466 Elevation (USGS): 170.77 ft PRECIPITATION FREQUENCY ESTIMATES by duration 1 2 5 10 25 50 100 200 500 1000 5-min: 0.342 0.41 0.523 0.616 0.745 0.844 0.943 1.06 1.22 134 10-min: 0.484 0.581 0.741 0.873 1.06 1.2 1.34 1.51 173 19 15-min: 0.569 0.684 0.872 1.03 1.24 141 1.57 1.77 2.04 224 30-min: 0.768 0.926 1.18 1-.4 1.69 1.92 2.14 2.42 2.78 3.06 60-min: 0.967 1.17 1.5 1.77 2,14 2.43 2.72 3.06 3.52 3.87 2-hr: 1.24 1.49 1.9 2.24 27 3.06 3.42 39 454 5.03 3-hr: 1.43 1.71 2.19 2.58 3.11 3.53 394 4.54 5.32 5.92 6-hr. 1.79 2.17 2.79 3.31 4.02 4.58 5.13 5.98 7.1 7.95 12-h r: 2.19 2.7 3.54 4.24 5.2 5.94 6.69 7.88 9.46 10.7 24-hr: 2.56 3.21 4.29 5.18 6.4 7.35 8.29 9.89 12 13.6 2-day: 2.89 3.67 4.95 6.01 7.46 859 9.71 11.7 14.3 163 3-day: 3.16 4.01 541 6.57 8.16 9.39 10.6 128 15.7 18 4-day: 3.4 4.31 5.81 7.04 835 10.1 11.4 13.7 16.8 19.2 7-day: 4.08 5.11 6.8 8.2 10.1 11.6 13.1 15.7 19.1 21.7 10-day: 4.74 5.84 7.63 9.11 112 12.7 143 17 20.5 23.2, 20-day; 6.83 7.98 9.87 11.4 13.6 15.3 169 194 22.7 25.3 30-day: 8.59 9.77 11.7 13.3 15.5 17.2 18.9 21.2 24.2 26.4 45-day: 10.8 12 14 15.7 17.9 19.7 21.5' 23.4 26' 27.9 60-day: 12.6` 13.9 16; 17.7 20.1, 21.9 23.7 25.4 27.6 29.3 Date/time (GMT): Mon Jan 22 20:37:34 2018 py R u nTi m e : 0.0945119857788 • Town of Agawam 36 Main Street; Agawam, Massachusetts 01001-18011 Tel. 413-786-0400 Fax 413-786-9927 January 18, 2018 The January 18, 2018 Agawam Planning Board meeting has been canceled due to lack of a quorum. The next regularly scheduled Planning Board meeting will be on February 1, 2018.` Per Order of Mark R. Paleologopoulos, Chairman Agawam Planning Board MRP:prk 0 0 FrIETITITI• •` . "I 36 Main Street Agawam, Massachusetts 01001-1837 Tel. 413-786-0400 Fax 413-786-9927 January 11, 2018 The Agawam Planning Board will hold a meeting as follows: DATE: Thursday, January 18, 2018 TIME: 630 PM LOCATION: Agawam Public Library 750 Cooper Street Agawam, MA 01001 AGENDA 1. SITE PLAN — 311 Shoemaker Lane- TJA Solar 2. DISCUSSION — Allison Lane - Tirone 3. APPROVAL OF MINUTES —December 7, 2017 4. Correspondences 0 0 TOWN OF AGAWA Office of Planning & Community Development 36 Main Street, Agawam, MA 01001 mstrange@agawam.ma.us SITE PLAN REVIEW PROJECT Shoemaker Lane Solar Project FILE NUMBER 8846 MEETING DATE: January 18 2018 APPLICANT INFORMATION 1. Name of Business: TJA Solar Address: 150 John Vertente Blvd., New Bedford, MA 02745 2 Owner: Timothy Zielinski/Halladay Farm Trust Address: 218 Shoemaker Lane, Agawam, MA 0100 Telephone: 3. Engineer: Atlantic Design Engineers, Inc. Address: P.O. Box 1051, Sandwich, MA 02563 Telephoner (508) 888-9282 PLAN REVIEW Description of Site & Protect: 4.9MW commercial, ground -mounted solar photovoltaic facility covering 60.6 acres of land. Title Block Street Addr. Applicant's Name & A+ddr. Scale Name of Pre aver of Plan): OK Scale: 1 150 feet Topography of Site & Adjacent; Lands: The property slopes down from the property's entry point on Shoemaker Lane to the proposed location of the solar installation. However, the footprint of the installation is relatively flat with elevations consistently between 145 & 150. The property elevation is around 175 at the access point on Shoemaker Lane. Provision for Traffic Flow (180-131C1131 fd1)r All curb cuts <must -be clearly defined with widths and radii noted on the plan. Radii must meet Town standards. Parking lot and site traffic flow must be clearly noted with signs or other methods if it is to be maintained as a one-way. Review: Curb cut widths and radii are not clearly defined on the plan. Please note that the Fire Department requires a turning radius of, at least, 42 feet for their tower vehicles. Parking Areas & Loading Areas (180-131Ci131fel): N/A Drainage :(180-13[C][31l#1): The plan must be submitted to the Department of Public Works for input prior to Planning Board review. Public Utilities (Sewer, WaterGas,Electri JA180 13Lg[31(2l): Please see Engineering comments LandseauingJScreening and Buffers (180-13{Cl1311hl):<All landscaped; areas are to be designated on the plan. These areas are to specify species type and size. Also, 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 tree belt shall be maintained in a safe and attractive condition by the owner of the parcel. Review:: The plan shows deer -resistant "green giant"arborvitae along the southeastern boundary of the project, which abuts Crestview Country Club. Sign Location (180-131C11311i1): Details on elevation must be shown. Review: The plan proposes a 36" x 36" project sign with the site/project name and address, the solar company contact information, and 24-hour emergency contact information near the access road intersection with Shoemaker Lane. OK. Exterior Lighting (180-131C] 131 1w: A lighting contour plan is required with type of lighting, cut sheets, and specifications. All lighting must be shielded. Review: No lighting plan provided. Will the access road be lit? Will the solar facilities have lighting? Please update. Renderin or Elevations (including. -all mechanical faefflix support items originating from or terminating on the building exterior) (180-13IC)131ik1): Colors and textures must be provided. Review: Each panel is 12.8' long but only takes up 11.2' of space due to their tilt. Each row of panels will be separated by l 1.1'. Each panel is elevated 6 2' at its highest point and 2.5' at its lowest point. OK. Location & Characteristics of Proposed Screening, Fencing., or Other Buffers (1SO- 13[C1131L0: 1n addition to the green -giant arborvitae proposed along the southeastern boundary of the project, each of the two installations will be enclosed with chain link fences. OK. 0 Dumpster Location: Dumpster must be fenced, screened and gated. Review: N/A Snow StoragElemoval: What is the plan for snow removal for the access road and the points of entry and access to the solar panels in case of emergency? Location of Wetlands, Streams, Drainage Swales, and Areas Sublect to Floodia (180-13 [Cl Mf mb: Proponent to submit an apptication far a Notice of Intent with the Conservation Commission. Please also see Engineering comments. Hours of Operation: N/A Americans with Disabilities (ADA) Considerations: NIA Endangered Species Habitat: N/A Other Comments or Concerns: N/A 36 Main Street Agawam, Massachusetts 01001-1837 Tel. 413-786-0400 Fax 413-786-9927 December 26, 2017 The Agawam Planning Board will hold a meeting as follows: DATE: Thursday, January 4, 2018 TIME 6:30 PM LOCATION: Agawam Public Library 750 Cooper Street Agawam, MA 01001 AGENDA 1. SITE PLAN — 311 Shoemaker Lane — TJA Solar 2. DISCUSSION — Allison Lane - Tirone 3. APPROVAL OF MINUTES —December 7, 2017 4. Correspondences _ �A u 1U Ufa c tc Can c�� Department of Public Forks 1000 Suffield Street • Agawam, MA 01001 Tel (413) 8210600 9 Fax (413) 8210631 Christopher J. iGolba e Superintendent MEMORANDUM To: Planning Board / Conservation Commission CC: File From: Engineering Division Date: January 3, 2018 Subject: Site Plan — TJA Solar — 218 Shoemaker Lane Per your request, we have reviewed the Site Plan entitled "TJA Solar — Site Development Plans —Shoemaker Lane for Solar Project — 218 Shoemaker, Agawam, MA; Prepared for: TJA Solar, 150 John Vertente Boulevard, New Bedford, MA; Prepared by: Atlantic Design Engineer, Inc, P.O. Box 1051, Sandwich, MA 02563; Scale: 1 150'; Dated: November 3, 2017," and we have the following comments: 1. Please provide a temporary construction tracking pad entrance to the site. See attached details for recommendation 2. Coordination with Tennessee Gas Company is required for all work near the existing gas easement. 3. Engineering defers any comments ;regarding turning movements for emergency vehicles to the fire department. 4. For approval of the installation of the proposed silt fence, please contact Engineering Division before work can begin. 5. If the stream crossing culvert on Philo Brook is being replaced, all of the Massachusetts culvert standards must'be met. 6. Please provide test pit information at the proposed detention pond areas and show the seasonal high ground water elevation in relation to the bottom of the proposed detention ponds. The bottom of the ponds should be a minimum of 2 feet above seasonal high groundwater elevation. 7. The elevation of the top of the detention ponds shall have a minimum of one foot of freeboard above the emergency spillway elevation. All slopes shall have a maximum pitch of 3: 1. 8. The rainfall events used in HydroCAD for the 2-, on the most current rainfall events recorded (https:/)hdsc.nws.noaa.gov/hdsc/Pfds/). 10-, 25- and 100-year storms should be updated based ,n the NOAA Precipitation Frequency Data Server 9. The site details show culvert pipes underneath the overflow spillways of the proposed detention basins. The locations and inverts of these pipes should be shown on the site plans. 10. The Developer shall verify that the proposed grass swales leading to the rain garden and detention ponds can accommodate the stormwater volumes without being compromised. 'There should be a minimum of one (1) foot of freeboard between the top of swale and the peak stormwater elevation of the 100-year storm event by adding appropriate grade elevations to the site plans or site details. 11. As per Volume 2 of the Massachusetts Stormwater Handbook, grassed channels (swales) must have a minimum residence time of nine (9) minutes for the storm event associated with the Water Quality Volume. Some of the channels shown on the site plans appear to be too short to achieve this requirement. The Developer shall verify that all grass channels for which they are claiming TSS removal credit are designed in accordance with the Massachusetts Stormwater Handbook. 12. The;HydroCAD custom stage data storage for Pond 2PA lists a surface area of 16,085 SF for elevation 149 and a surface area of 1,847 SF for elevation 150. This appears to be atypo when inputting the data, please correct and update. 13. The Operations and Maintenance Plan does not include a .mowing schedule for the grassed channels, sediment forebays or detention ponds. See Town Code 175-52-B Engineering reserves the right to make additional continents as new information is submitted. If you have any questions, please do not hesitate to contact this division. Sincerely, Vladimir Caceres Civil Engineer S:\SP\621 TJA SOLAR:- 218 SHOV NA1BR Ivs memo 01,doc. Michael F. Albro, P.E. Assistant Town Engineer Michelle C.-Chase, P.E. Town Engineer 1-3/4" TO 3" ANGULAR CRUSHED STONE GEOTEXTILE (OPTIONAL) Y rt me,µ31 15' MINIMUM f I I 1 SECTION A -A 50' MINIMUM • a` Nr A v.• . _ a r �.•. LID r er +�.. r ti + •r "*'!_ i :.� ,+. F . L.. Lnoic MAINTAIN SIDEWALK THROUGH ENTRANCE (IF PRESENT) NOTES: - 1. EACH SITE ENTRANCE IS TO HAVE A TEMPORARY CONSTRUCTION ENTRANCE. 2. STONE IS TO BE 1-3/4'+ TO 3"` ANGULAR CRUSHED STONE, 3. ANY SEDIMENT TRACKED INTO THE ROADWAY NEEDS TO BE CLEANED IMEADEITLY. 4. ADDITIONAL STONE IS TO :BE ADDED TO THE PAD AS NEEDED TO MAINTAIN THE ORIGINAL DEPTH. 5. ANY SIDEWALK' DAMAGED DURING CONSTRUCTION MUST BE REPLACED AT THE CONTRACTOR S/DEVELOPERS'EXPENSE. 6. SIDEWALK MUST REMAIN PASSABLE, IF THE SIDEWALK BECOMES UNSAFE OR IMPASSABLE, A TEMPORARY SIDEWALK/ SIDEWALK DETOUR MUST BE PROVIDED. TEMPORARY CONSTRUCTION _ENTRANCE N.T.S DRAWN BY: JGD PROJECT SHT. DAME Siff. NO. DATE: 3/5/2007 TOWN OF AGAWAM TEMPORARY CONSTRUCTION ES-1 DWG. NO.: t CONSTRUCTION STANDARDS ENTRANCE kI APPROVED BY. MCC Town of Agawam, MA . 0 Page 1 of 1 Town of Agawam, MA Wednesday, January3, .2or8 Chapter 175. Water and Sewers Article V 1. Protection From Damage and Maintenance § 175-52. Maintenance of surface storm drainage easements [Amended 5-1$-20o6 by TOR-2oo6-2] A. General requirements. The owner of land on which is Located a surface storm drainage easement shall not cause or permit the same to become clogged or any water flow into or through the same to be impeded by debris, siltation, vegetation (in excess of what is needed to control erosion), the placement of any structure or otherwise; nor shall the owner cause or permit any condition to exist, such as loss of suitable ground cover, which would contribute to the erosion or siltation of the drainage channel. Any continuing violation of this section after reasonable 'notice from the Superintendent shall entitle the Town to enter onto the easement torepair or correct the offending condition and bill the costs thereof to the owner. B. Detention ponds; maintenance requirements. Detention ponds within easements to the Town of Agawam require minor maintenance to be performed by the property owner on a regular basis. (1) Remove clogs to the outlet structure caused by leaves, branches, grass clippings, or other debris. (z) All grassed areas must be mowed a minimum of two times per year (spring and fall) to reduce weed growth. If areas become bare, they must be reseeded to sustain vegetative cover. (3) Detention ponds and swales may not be filled in or altered such that the intended design and functioning of the drainage system is impaired. (4) Landscaping, fences, or other utilities or structures may not be placed so that access to the detention pond or drainage structures is impaired. (5) The area surrounding the fenced detention area is to be maintained and kept landscaped or grassed. https:flecode360.com/print/AG1 041 ?guid=6567543 1 /3/2018 AGAW46M FIRE DEPAPaTMENT 800 MAIN STREET, AGAWAM, MA 01001 TELEPHONE (413) 786-0657 FAX (413) 786-1241 ALAN SIROIS, CHIEF OF DEPARTMENT afdchief@agawam.ma.us BERNARD J. CALM, DEPUTY CHIEF afddeputy@agawam.ma.us JACOB N. G. DUSHANE, FIRE INSPECTOR afdinsp@agawam.ma.us FRANK MATUSZCZAK, TRAINING OFFICER afdtraining@agawam.ma.us January 2, 2018 Plan Review For: TJA Solar 311 Shoemaker lane Agawam, Ma 01001 Dated: No Date Prepared by Atlantic Design Engineers, Inc. Planning Board Members, I have reviewed the plan submitted before you for the proposed Solar Project. As discussed at the team meetingon December 12, 2017 access to the site is our primary concern. A secondary concern is the availability of gate access to the site. These concerns were addressed by the presentation team that was present at the team meeting. The team stated that they could alter the design to meet our needs. Therefor: I'have no concerns about this project and it has a conditional fire department approval. If there are any questions please contact this office. Fire prevention is everyone's responsibility. Lt. Jacob N.G. Dushane Fire Inspector aMinsp9aaawam.ma.us (413) 786-0657 EXT'8883 LI L� To: Planning Board From: Sgt. Steve Grasso Date: December 19,.2017 Re: Site Plan TJA-Solar-311 Shoemaker Lane After reviewing the plans and visiting 311 Shoemaker Lane I have several concerns regarding the site. My understanding is the site will be over 2,600 feet from Shoemaker Lane! I would require the area where the solar panels will be placed be completely fenced in so no recreational vehicles or potential hunters could gain entry. The builders presented during the team meeting the area will be fenced in but it should be a stipulation for approval. Once the project is complete there should be minimal effect to vehicle, pedestrian or bicycle traffic on Shoemaker Lane. However, during construction the driveway to the project is in an area with a "blind curve" in the roadway. There are some safety concerns if there are multiple tractor trailer units coming and going from the area during the project. I suggested to the contractor a detail officer with a police cruiser would minimize my safety concerns. The officer would be able to safely enter and exit vehicles from the site. 0 Town of Agawam Interoffice Memorandud To: Engineering Dept., Police Dept., Fire Dept., ADA Committee CC; From: Planning Board Date 12/19/17 Subject: Site Plan - 311 Shoemaker Lane - TJA Solar Please review and comment on the Site Plan for TJA Solar at 311 Shoemaker Lane that you reviewed at the last Team Meeting prior to the Planning Board's January 41" meeting. Thank you. FROM THE DESK OF... YOUR NAME TITLE Tom OF PAGA,wAM 36 MAIN ST AGAWAM, MA 01001 Email address Here 413-786-0400 X Extension Fax:413-786-9927 36 Main Street Agawam, Massachusetts 01001-1837 Tel. 413-786-0400 Fax 413-786-9927 TO: Mayor Richard A. Cohen, Attorney Patrick Toney, Town Solicitor; Alan Sirois, Fire Chief; Jake Dushane, Fire Inspector; Police Chief Gillis; Sgt. Steven Grasso, Safety Officer; Chris Golba, DPW Superintendent; John Decker, Deputy Superintendent Erik Wight, Building Inspector; Michelle Chase, Town Engineer Kathleen Auer, Health Director; Frank Mazzei, ADA Committee FROM: Marc Strange, Director Office of Planning & Community Development DATE December 5 2017 RE: Team Meeting AGENDA Tuesday, December 12, 2017 100 PM Agawam DPW Meeting Room 1000 Suffield Street Agawam, MA 01001 I . SITE PLAN— TJA Solar — 218 Shoemaker Lane �rn Q Q � 5 z -s lei l 1-4 CL v NA � 1 2 .� Q . LAri v ny Q rj N e [b c�K N 4d)AHantics AESTON ENGINEERS, INC. November 3, 2017 Agawam Inspection Services 1000 Suffield Street Agawam, MA 01001 RE. Application for ,Site Plan Review Approval TJA Solar 311 Shoemaker Lane, Agawam AL4 (Parcel 2) ADE Project t#2930.01 To Whom It May Concern: On behalf of the applicant, TJA Solar, Atlantic Design Engineers (Atlantic) is submitting 10 copies of the enclosed Form D and 10 copies of the enclosed Site Plan for a 5.0 MW ground mounted solar facility at the 311 Shoemaker Lane property, (Parcel 2) currently owned by Timothy Zielinski, Trustee of the Halladay Farm Trust. Also attached is correspondence from Attorney Pacella related to this submittal. The Site Plan, dated 1`1/3/17,_has been prepared by Atlantic Design Engineers, Inc:. in accordance with the Agawam Zoning Ordinance Section 180 —13 through Section 180 -16 Also, in accordance with the Town of Agawam Permitting Guidebook dated October 2008, we will provide hard copies and a digital copy of the Site Plan and the Stormwater Report (by Atlantic Design Engineers, Inc. dated 11/3/17), to the Agawam Engineering Departmentfor their review. If you have any questions or require further information, please do not hesitate to contact me at (508) 888-9282. Sincerely, ATLANTIC DESIGN ENGINEERS, INC. Richard T Ta aczynski, P.E. Vice President cc. TJA Solar Halladay Farm Trust P.O. Box.1051 Sandwich, MA 02563 (508) 888-9282 • FAX 888-5859 email: ade@atlanticcompanies.com www.atianticcomp@nies.com LJ 1380 Main Street, Suite 202 Springfield, Massachusetts 011"03 Tel.: 413-374-6746 Fax: 413-735-1772 JOSEPH M. PACELLA josephPacella0vahoo.opin November 3, 2017 Agawam Inspection Services 1000 Suffield Street Agawam, MA 01001 RE LETTER OFEXPLANATION Application for Site Plan Review Approval TJA Solar 311 Shoemaker Lane, Agawam, MA (Parcel 2) ADE Aroject #2930.01 To Whom It May Concern: So that the record will be clear, I am writing this letter of explanation on behalf of the applicant, TJA Solar, to detail in advance of any decision made thereon as to why the above - mentioned application was filedbefore the preliminary site plan review meeting and on agriculturally zoned land. It is our genuine hope that viewing this application in the full light of all incumbent circumstances may avoid the time and expense of litigation for all parties involved, including the towns taxpayers. Despite receiving the project plans on time for its preliminary review which was scheduled on October 24, said review was arbitrarily delayed for three weeks until November 10 for no reason other than what now appears to be an attempt to write, file and seep approval of a new Draconian solar bylaw which restricts solar in more ways than previously sought and defeated. under TRO — 201.7-10. As such, to ,protect its right to file under the present land use regulations, the applicant has been forced to expedite the filing of its application. It is, therefore, a growing concern of both the owner and application that the Town of Agawam, through all of its facets, is doing everything possible in this election season to frustrate all development of solar energy systems in order to cower to the public pressure of one wealthy golf course owner and a very small number of indirectly interested homeowners whose - not in my backyard - approach to solar energy, is exactly what the legislative exception for solar in Chapter 40A, Section 3 was intended to outlaw. For many months prior to considering the subject property and continuing to date, TJA Solar has diligently sought out industrial zoned land within the Town of Agawam for a solar farm by obtaining leads from all facets of town government, many commercial realtors and numerous property owners; all to no avail TJA Solar's efforts to find a location have confirmed, what now appears to have been common knowledge among town officials;' that there is no available industrial zoned land upon which to build a solar farm of any viable size in the Town of Experience, Ethics, and Excellence In Action November 3 2017 Page 2 Agawam. Town officials have since repeatedly and publically acknowledged to the media and at town meetings that solar is effectively prohibited when restricted to industrial zoned property. Although, the town's master plan has long since called for increasing the amount of Industrial zoned land in the town, Agawam has for many years simply failed to expand the industrial zoned land footprint through an overlay or otherwise. In fact, one City Councilor even remarked at a recent meeting that "maybe we should look at the master plan and think about this" before failing to ever do so and unanimously voting to deny a zone change on the subject property, which is uniquely both contiguous to an existing industrial zoned property and of a significant size. Converse to arguments in favor of a new solar bylaw, several members of Town government have regularly voiced their desire for a solar moratorium after a public utility withdrew its application for a solar farm on agricultural zoned land due to nothing more than public pressure. The applicant was asked to file for the zone change in order to avoid the City Council having to rule that solar was permitted in agricultural zoned land through c. 40A, section 3, which would have upset the homeowners at the other proposed site. The owner of the subject property requested the zone change in good faith, while believing all along that it could have filed under present zoning as agricultural land under c. 40A, section 3. Prior to the City Council meeting on the subject property, the applicant was asked to attend the Legislative Committee which opted instead to meet in a closed session and not to hear anything from the applicant before voting to give the zone change a negative recommendation. The City Council refused to seek a legal opinion on spot zoning and councilors simply guessed that there "might be some other argument" that it was spot zoning in its decision. Knowing that this is an unreasonable restriction, <several members of the City Council have again sought to approve one or more bylaws which restrict solar only to industrial zones, despite repeated admissions by City Councilors that this would effectively stop any solar development in Agawam. This sentiment has been echoed by City Councilors both in the media and at its meeting, who already voted down a motion to prevent solar from Agricultural property.' One or more City Councilors have been quoted as saying that without such a bylaw solar cannot be restricted from other zones in Agawam. This course of conduct by Agawam officials clearly violates the purpose and intent of c. 40A, section 3, which states that "[nlo zoning ordinance or by-law shall prohibit or unreasonably regulate the installation of solar energy systems or the building of structures that facilitate the collection of solar energy, except where necessary to protect the public health, safety or welfare." It is our genuine hope that the Town will now review this application in good faith as it stands, having been filed prior to any solar ordinance being passed in the Town of Agawam. If you have any questions or require further information, please do not hesitate to contact me. ' Multiple councilors stated, as recording in the,miuutes of October 2, 2017, that any restriction of solar to industrial zoned properties would "only effectively erases it from the Town of Agawam ...that Agricultural should have options ...[as] [t]here is no industrial property left so amending this ordinance to only have it in industrial effectively says no solar in town." 1-1 November,, 2017 Page 3 Very +truly yours, y Joseph` 1t�;f Paceila CC: TJA. Solar Halladay Farm Trust TOWN OF AGAWAM, MAS SACHUSETTS Agplication for Site Plan Approval Please complete the following form and return it and ten (1'0) copies of the Site Plan to: Agawam inspection Services 1000 Suffield Street Agawam, MA 01001 November 3, 20 17 1 _ Name of Business T'JA Solar Address 150 John Vertente Blvd., New Bedford MA 02745 Phone # 774 573-5726 Fax # (508) 207-1147email tvautou.r@ta-solar.net Halladay Farm Trust 2. Name of Applicant/Owner Timothy Zielinski, Trustee Address 218 Shoemaker Lane, Agawam, MA 01001-3617 Phone 4 (413) 246.7311 Fax # email timzie@aoi.com 3. Name of Engineer/Architect Atlantic Desi En eers Inc. Address P.O. Box 1051. Sandwich, MA 02563 Phone # f508, 888.9282_ Fax # _(508) 888-5859 email rtab@atlantiecompanies.com 4. Please give a brief description of the proposed project: 4.9. MW ground mounted solar photovoltaic facility on 60.6 acres of land at 311 Shoemaker Lane, Agawam, MA, portion of Assessor Parcel 9, Block 1, Map G4 (Parcel ID #G4-1-9). 4d)Atlantic'- DESIGN ENGINEERS. INC. Letter of Transmittal To:. Mark A. Strange, Director Planning and Development Town of Agawam Date: 11/30/17 Project #: 2930.01 Project: Shoemaker Lane 36 Main Street Solar Project Agawam, MA 01001 We are sending yow. Enclosed Via: Under separate cover _Direct from printer Taxi Messenger [Mail The following items: Prints Sepias _Tracings Reports Shop Drawings _Original Drawings _Mylar _ Linen _Specifications _ Samples — Other Description: (4) Pall Size Site Development Plans (Sheets 1-7) —Dated 11/3/17 Remarks: Signed:- Richard J. Tabaczynski, P.E. Copy to: P.O. Box 1051 Sandwich, MA 02563 (509) 988-9282 • FAX 988-5859 email: ade@atlanticcompanies.com www.atianticcompanies.com Ntitlantic 6 0 DESIGN ENGINEERS. INC. November 3, 2017 Agawam Inspection Services 1000 ,Suffield Street Agawam, MA 01001 RE Application for Site Plana Review Approval TJA Solar 31.1 Shoemaker Lane, Agawmr>; AL4 (Parcel 2) ADE.Project #2930.01 To Whom It May Concern: On behalf of the applicant, TJA Solar, Atlantic Design Engineers (Atlantic) is submitting 10 copies of the enclosed Form D and 10 copies of the enclosed Site Plan for a,5.0 MW ground mounted solar facility at the 311 Shoemaker Lane property, (Parcel 2) currently owned by Timothy Zielinski, Trustee of the Halladay Farm 'Trust. Also attached is correspondence from Attorney Pacella related to this submittal. The Site Plan, dated 11/3/17, has been prepared by Atlantic Design Engineers, Inc. in accordance with the Agawam Zoning Ordinance Section 180 —13 through Section 180 —16. Also, in accordance with the Town of Agawam Permitting Guidebook dated October 2008, we will provide hard copies and a digital copy of the Site Plan and the Stormwater Report (by Atlantic Design Engineers, Inc. dated 11/3117), to the Agawam Engineering Department for their review. If you have any questions or require further information, please do not hesitate to contact me at (508) 888-9282. Sincerely, ATLANTIC DESIGN ENGINEERS, INC. Richard T. Ta aczynski, P.E. Vice President cc. TJA Solar Halladay Faun Trust P.O. Box 1051 Sandwich, MA 02563 (5a8) 888-9282 • FAX 888-5859 email: ade@,atlanticcompanies.com www.atianticcompanies.com 0 . 0 1380 Main Street, Suite 202 Springfield, Massachusetts 01103 Tel.: 4I3-374-6746 Fax: 413-735-1772 30SEPH M. PACELLA ose h acella ahoo.eom November 3, 2017 Agawam Inspection Services 1000 Suffield Street Agawam, MA 01001 RE LETTER OF EXPLANATION Application for Site Plata Review Approval TJA Solar 31-1 Shoemaker Lane, Agawam, AL4 (Parcel 2) ADE Project #2930. 0-1 To Whom It May Concern: So that the record will be clear, I am writing this letter of explanation on behalf of the applicant, TJA Solar, to detail in advance of any decision made thereon as to why the above - mentioned application was filed before the preliminary site plan review meeting and on agriculturally zoned land. It is our genuine hope that viewing this application in the fulllight of all incumbent circumstances may avoid the time and expense of litigation for all parties involved, including the town's taxpayers. Despite receiving the project plans on time for its preliminary review which was scheduled on October 24a', said review was arbitrarily delayed for three weeks until November 14' for no reason other than what now appears to be an attempt to write, file and seek approval of a new Draconian solar bylaw which restricts solar in more ways than previously sought and defeated under TRO --- 2017-10. As such, to protect its right to file under the ;present land use regulations, the applicant has been forced to expedite the filing of its application. It is, therefore, a growing concern of both the owner and application that the Town of Agawam, through all of its facets, is doing everything possible in this election season to frustrate all development of solar energy systems in order to cower to the public pressure of one wealthy golf course owner and a very small number of indirectly interested homeowners whose - not in my backyard - approach to solar energy, is exactly what the legislative exception for solar in Chapter 40A, Section was, intended to outlaw. For many months prior to considering the subject property and continuing to date, TJA Solar has diligently sought out industrial zoned land within the Town of Agawam for a solar farm by obtaining leads from all facets of town government, many commercial realtors and numerous property owners; all to no avail. TJA Solar's efforts to find a location have confirmed, what now appears to have been common knowledge among town officials; that there is no available industrial zoned land upon which to build a solar farm of any viable size in the Town of :Experience, Ethics, and Excellence In Action A 0 November 3, 2017 Page 2 Agawam. Town officials have since repeatedly and publically acknowledged to the media and ;at town meetings that solar is effectively prohibited when restricted to industrial zoned property. Although, the town's master plan has long since called for increasing the amount of Industrial zoned land m the town, Agawam has for many years simply failed to expand the industrial zoned Iand footprint through an overlay or otherwise. In fact, one City Councilor even remarked at a recent meeting that "maybe we should look at the master plan and think about this" before failing to ever do so and unanimously voting to deny a zone change on the subject property, which is uniquely both contiguous to an existing industrial zoned property and of a significant size. Converse to arguments in favor of a new solar bylaw, several members of Town government have regularly voiced their desire for a solar moratorium after public utility withdrew its application for a solar farm on agricultural zoned land due to nothing more than public pressure. The applicant was asked to file for the zone change in order to avoid the City Council having to rule that solar was permitted in agricultural zoned land through c. 40A, section 3, which would have upset the homeowners at the other proposed site. The owner of the subject property requested the zone change in good faith, while believing all along that it could have filled under present zoning as agricultural land under c. 40A, section 3. Prior to the City Council meeting on the subject property, the applicant was asked to attend the Legislative Committee which opted instead to meet in a closed session and not to hear anything from the applicant before voting to give the zone change a negative recommendation. The City Council refused to seek a legal opinion on spot zoning and councilors simply guessed that there "might be some other argument" that it was spot zoning in its decision. Knowing that this is an: unreasonable restriction, several members of the City Council have again sought to approve one or more bylaws which restrict solar only to industrial zones, despite repeated admissions by City Councilors that this would effectively stop any solar development in Agawam. This sentiment has been echoed by City Councilors both in the media and at its meeting, who already voted down a motion to prevent solar from Agricultural property.' One or more City Councilors have been quoted as saying that without such a bylaw solar cannot be restricted from other zones in Agawam. This course of conduct by Agawam officials <clearly violates the purpose and intent of c. 40A, section 3, which states that "[n]o zoning ordinance or by-law shall prohibit or unreasonably regulate the installation of solar energy systems or the building of structures that facilitate the collection of solar energy, except where necessary to protect the public health, safety or welfare." It is our genuinehope that the Town will now review this application in good faith as it stands, having been filed prior to any solar ordinance being passed in the Town of Agawam. If you have any questions or require further information, please do not hesitate to contact me. ' Multiple councilors stated, as recording in the minutes of October 2, 2017, that any restriction of solar to "industrial zoned properties would "only effectively erases it ftom the Town of Agawam ...that Agricultural should have options ...[as] [thhere is no industrial property left so amending this ordinance to only have it in industrial effectively says no solar in town." 11 r� November , 2017 Now3 CC TSA:SoIar Haiiaday Farm Trust Very truly yours, ;t 4 V ,Pacelia TOWN OF AGAWAM, MASSACHUSETTS Application for Site Plan Appraal Please complete the following form and return it and ten (10) copies of the Site Plan to: Agawam Inspection Services 1000 Suffield Street Agawam, MA 01001 November 3, 20 17 1. Name of Business TJA Solar Address 150 John Vertente Blvd. New Bedford MA 02745 Phone 4 (774) 573-5726 Fax # (508)207-1147 email tvautour@tja-solar.net Halladay Farm Trust 2. Name of Applicant/Owner Timothy Zielinski, Trustee Address 218;Shoemaker Lane, Agawam, MA 01001-3617 Phone-#(413) 246-7311 Fax # email timzie@aol.corn 3. Name of Engineer/Architect Atlantic Design Engineers, Inc. Address P.O. Box 1051, Sandwich-, MA 02563 Phone #' 508 -888-9282 Fax # 508 8 8-5859 email rtab@attanticcompanies.eotn 4. Please give a brief description of the proposed project: 4.9 MW ground mounted solar photovoltaic facility on 60.6 acres of land at 311 Shoemaker Lane, .Agawam, MA, portion of Assessor Parcel 9, Block 1 Map +G4 (Parcel 1D #G4-1-9). Town of Agawam Planning Board 36 Main Street, Agawam, Massachusetts 01001-1801 Tel, 413.726.9737 Fax 413.786-9927 February 20, 2018 TJA Solar 150'John Vertente Boulevard New Bedford, Massachusetts 02745 To Whom It May Concern At its duly called meeting on February 15, 2018, the Agawam Planning Board voted to approve the site plan entitled "Site Development Plans for Shoemaker Lane Solar Project Agawam, Massachusetts prepared by Atlantic Design Engineers, Inc. dated November 3, 2017 and revised on February 8, 2018 with the following conditions: • All, professional staff comments to be addressed. • Any potential site plan revisions to be submitted to the Planning Board for review following the Notice of Intent filing with the Conservation Commission. If you have any questions, please contact this office at 413-786-0400 extension 8245. Sincerely, '0,011 Mark R. Paleologopoulos, Chairman Agawam Planning Board cc Atlantic Design Engineers, Inc. Timothy Zielinski Building Inspector Engineering Vfile Town Clerk q ,:0 1 ADAitlantit DESIGN ENGINEERS INC. ' Stormwater,Addendum 1 for Shoemaker Lane Solar Project At 311 Shoemaker Lane Agawam, Massachusetts ' Prepared for: TJA Solar 150 John Vertente Boulevard New Bedford, Massachusetts 02745 Prepared by: Atlantic Design Engineers, Inc. P.O. Box 1051 Sandwich, Massachusetts 02563 February 8, 2018 Atlantic Project No. 293001 ffo��k ME 91 I '1. V . f U L J 1 �3�1. r a I tD[lhlanfic' TABLE OF CONTENTS ' I. INTRODUCTION IL SUMMARY OF REVISIONS Stormwater Addendum 1 Shoemaker Lane Solar Project Agawam, MA 01001 February 8, ,2018 APPENDICES A. Pre- and Post -Development HydroCAD Stormwater Analysis- I IT Revision B. Groundwater Recharge Calculations - IST Revision C. Water Quality Volume Calculations I IT Revision D. TSS Calculations- 1ST Revision ' E. Swale Capacity Calculations F. HydraulicResidence Time Calculations G. Long Term Operation and Maintenance Plan- 1ST Revision UNDER SEPARATE COVER Copy of plans entitled"Site Development Plans for Shoemaker Lane Solar Project Agawam Massachusetts" (Sheets 1 -7) prepared by Atlantic Design Engineers, inc., Revised date 2/8J20 1 8 Page Stormwater Addendum 1 4)Atiantic- Shoemaker Lane Solar Project Agawam, MA 01001 February 8, 2018 I. INTRODUCTION ' This addendum to the 11 /3/2417 Stormwater Drainage Analysis for the Proposed Shoemaker Lane Solar Project in Agawam has been prepared to address the comments received from the Agawam Engineering Division during the Site Plan Review process. IL SUMMARY OF REVISIONS The following is a summary of the revisions made since the last submittal. They are as follows: a The most recent rainfall data has been downloaded from the NOAA Precipitation Frequency Data Server and implemented into the HydroCAD model. Revised Pre/Post Development rates and volumes have been provided, demonstrating compliance. • TSS Calculations have been revised to exclude swales that do not provide the required hydraulic residence time per Massachusetts Stormwater Policy Handbook. a Water Quality calculations have been revised to account for Estimated Seasonal High Ground Water. ' a Groundwater Recharge calculations have been revised to account for Estimated Seasonal High Ground Water. a Swale Capacity calculations have been provided. a Hydraulic Residence Time: calculations for the grass channels included as part of TSS Removal calculations have been provided. a The mowing schedule as outlined in Chapter 175-52-B(2) of the Agawam Code has been added to the Long Term Operations and' Maintenance: Plan. Revised Peak Rate: Attenuation (Standard 2) Pre- and Post -Development Stormwater calculations were revised for the 2„ 10, 25 and 100- year,. Type III storm events based on the above referenced rainfall data. A comparison of the Pre- vs. Post -Development peak runoff rates for each storm event at the existing wetland is summarized in the tables below: Storm Event Pre-Develo ment Post -Development 2-year 51.52 cfs 41.52 cfs 10- ear 120,77 efs 106.37 cfs 25- ear 167.06 cfs 149.73 cfs 100- ear 240.59 efs 219.09 cfs Page 2 I 4)Atiantic' ri G I r'11 F 1 Stormwater Addendum l Shoemaker Lane Solar Project - Agawam, MA 01001 February S, 2018 'T,✓ ��G ` fi �,L.ili! iPi/'',�lF/l' sT_4. .. WMOEM Storm Event ere -Development Post-Develo ment 2-year 6.41 cfs 4.48 cfs 10- ear 16.31 cfs 11.42 cfs 25- ear 23.05 cfs 16.18 cfs 100- ear 33.87 cfs 24.04 cfs Storm Event Pre Develo meat Post -Development 2- ear 1.20 cfs 0.51 cfs 10- ear 3.14 cfs 1.37 cfs 25- ear 4.47 cfs 1.90 cfs 100- ear 6.61 cfs 2.76 cfs As shown in the tables, the peak rates for ,sormwater runoff generated under Post Development condition will be equal to or less than the peak, rates generated under Pre - Development conditions for the all storm events. Complete runoff calculations for the 2, 10, 25, and I00-year Type III storm events including cover, soils types and times of concentration paths for the Pre -Development conditions and Post -Development conditions are provided. Please refer to Appendix A for reference. Revised Groundwater Recharge (Standard 3) The revised groundwater recharge volume required for the proposed impervious ,surfaces is calculated by the following formula: Rv=(F)(Armp) Rv = Required Recharge Volume F=Target Depth Factor: 0.25 inch for C sods Amp`= Proposed Impervious Area R,= 709 cf The Static Method has been used to size the recharge BMPs. The proposed stormwater BMPs will recharge approximately 8,564 cf. As a result, it is our opinion that Standard 3 has been met. Please refer to Appendix B for reference. Page 3 Stormwater Addendum 1 4d),itlantic- Shoemaker Lane Solar Projeet Agawam, MA 01001 February 8, 2018 Revised Water Quality (Standard 4) Water Quality Treatment Volume The required water quality treatment volume is calculated as follows: VwQ = (DwQ*(Aimp) VwQ =Required Water Quality Volume DwQ = Water Quality Depth; 0.5'' ArMP = Area of Impervious The required 'Water Quality Volume has been; calculated to handle the first 0.5 inch of runoff from the impervious surfaces. The sediment forebays has been sized to provide the required Water Quality Volume. The site consists of 34,050 SF of impervious area (gravel roadways and miscellaneous infrastructure). The required Water Quality Volume is as follows: VWQ = (0.5 in/ 1 2in/ft) *(32,177 SF) VWQ =1,419 CF ' This required Water Quality Volume is provided within the sediment forebays, which have a combined volume of :K579 cf. Please refer to Appendix C for reference. ' TSS Removal The proposed storrnwater management system has been designed to provide from 73% to 95% TSS removal for all discharge areas in 'Design Point 1 prior to discharge to the ' wetlands. In order to evaluate the overall effectiveness of the water quality BMPs, an overall weighted average of TSS removal for the entire area in Design Point 1 has been calculated. The weighted TSS average for all discharge areas in Design Point 1 is 84.4%. The proposed stormwater management system provides from 73% to 86% TSS removal for all discharge areas in Design Point 2. The weighted TSS average for all discharge areas in Design Point 2 is 83.3%. Additionally, 86%o TSS removal is being provided for the discharge area in Design Point 3. As a result, it is our opinion that Standard 4 has been met. Please refer to Appendix D for reference. Page 4 1 A)Alantit Stormwater Addendum 1 Shoemaker Lane Solar Project Agawam, MA 01001 February 8, 208 Swale Capacity The proposed swales will provide one foot of freeboard between the top of swale and peak stormwater elevation of the 10-year storm event per Massachusetts Stormwater Policy Handbook Volume 2. In addition, the swale design will sustain the 100-year rainfall event without being compromised. The site plans and details have been revised accordingly. Please refer to Appendix E for reference. Hydraulic Residence Time The proposed swales included as part of the TSS Removal calculations will provide a minimum hydraulic residence time of 9 minutes per Massachusetts Stormwater Policy Handbook Volume 2. The site plans and details have been revised accordingly. Please refer to Appendix F for reference. Long Term Operation and Maintenance Plan Per Chapter 175-52-B(2) of the Agawam Code, the following has been added to the Long Term Operation and MaintenancePlan- "All grassed areas must be mowed a minimum of two times per year (spring and fall)' to reduce weed growth. If areas become bare, they must be reseeded to sustain vegetative cover." Page 5 a nm x 1 1 1 APPENDIX A Pre- and Post -Development HydroCAD Stormwater Analysis -114 Revision Pre -Development 1 k 3R 3S DP3- Northwesterly Contributing Area to property corner Northwesterly property corner e- 2R Contnbutmg Area to Southwest Wetlands DP2- Southwest Wetlands L Subcat Reach on Link L DP1- Stream/Wetland at Souteast Property Line Area to Netland 2930.01-R1-PRE Type 11124-hr 2-yrRalnfall=3.21" Prepared by Microsoft Printed 2/7/2018 HydroCADO 10.00-19 sin 00480 © 2016 HydroCAD Software Solutions LLC Page 2 Time span=1.00-36.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing byStor-Ind+Trans method - Pond routing by Star -Ind method Subcatchment1S: Contributing Area to Runoff Area=3,946,538 sf 0.00% Impervious Runoff Depth=1.22" Flow Length=3 945' Tc=55.7 min CN=77 Runoff=51.52 cfs 400 887 cf Subcatchment2S: Contributing Area to Runoff Area=319,974 sf 0.00% Impervious Runoff Depth=1.04" Flow Length=330' Tc=149 min CN=74 Runoff=6.41 cfs 27,841 cf Subcatchment3S: Contributing Area to Runoff Area=71,003 sf 0.00% Impervious Runoff Depth=099" Flow Length=344' Tc=19.4 min CN=7,3 Runoff=1.20 cfs 5,853 cf Reach 1R:.DPI- Stream/Wetlandat 5outeastProperty Line Inflow=51.52 cfs 400,887 cf Outflow=51.52 cfs 400,887 cf Reach 2R: DP2-Southwest Wetlands lnflow=6.41 cfs 27841 cf Outflow=6.41 cfs 27.841 cf Reach 3R: DP3- Northwesterly property corner Inflow=1.20 cfs 5,853 cf Outflow=1.20 cfs 5,853 cf Total Runoff Area = 4,337,515 sf Runoff Volume = 434,582 cf Average Runoff Depth =1.20 100.00% Pervious = 4,337,515 sf 0.00% Impervious = 0 sf 1-1 2930.01-R1-PRE Type 11124-hr 2-yr Rainfall=3.21" Prepared by Microsoft Printed 2/7/2018 HydroCAM 10.00-19 s/n 00480 G 2016 HydroCAD-Software Solutions LLC Page 3 Summary for Subcatchment 1S: Contributing Area to Stream & Wetland Runoff 51.52 cfs @12.81 hrs, Volume= 400,887 cf, Depth= 1.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr'Rainfall=3.21" Areas CN Description 1,224,382 73 Woods, Fair, HSG C 2,213,772 74 >75% Grass cover, Good, HSG C 508,384 96 Gravel surface 3,946,538 77 Weighted Average 3,946,538 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) T 12.7 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00"` 43.0 3895` 0.0088 1.51 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 55.7 3,945 Total Summary for Subcatchment 2S: Contributing Area to Southwest Wetlands Runoff = 6.41 cfs @ 12.22 hrs, Volume= 27,841 of, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36 00 hrs, dt= 0.01 hrs Type III 24=hr 2-yr Rainfall=3.21" Area (sf) CN Description 87,394 73 Woods, Fair, HSG C 232,580 74 >75% Grass cover, Good, HSG C 319,974 74 Weighted Average 319,974 100.00% Pervious Area To Length (min) (feet) Slope- (ftlft) Velocity (fusee) Capacity Description (cfs) 11.2 50 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 3.7 280 0.0061 1.26 Shallow Concentrated Flow, Unoaved Kv=16.1 fps 14.9 330 Total Summary for Subcatchment'3S: Contributing Area to Northwesterly property comer Runoff = 1.20 cfs @ 12.29 hrs, Volume= 5,853 cf, Depth= 0.99" Runoff by SCS"TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs,_dt= 0.01 hrs Type III 24-hr 2-yr Rai nfall=3.21" 2930.01-R1-PRE Type Ill 24-hr 2-yr Rainfall=3.21 " Prepared by Microsoft Printed 2/7/2018 �- HydroCADO 10.00-19 sIn 00480 © 2016 HydroCAD Software Solutions LLC _ Pape 4 Area (sf) _ CN Description 71,003 73 Woods Fair, HSG C - 71,003 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min` feet ftlft) (ft/sec) (cfs 16.8 50 0.0100 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 2.6 294 0.0136 1.88 Shallow Concentrated Flow, U n saved Kv= 16.1 fos 19.4 344 Total Summary for Reach 1R: DP1- Stream/Wetland at Souteast Property Line Inflow Area 3,946538 sf, 0.00% Impervious, Inflow Depth = 122" for 2-yrevent Inflow 51.52 cfs:@ 12.81 hrs, Volume 400,887 of Outflow = 51.52 cfs @ 12.81 hrs, Volume 400,887 cf, Atten= 0%, Lag= 0.0 min Routing byStor-Ind+Trans method, TimerSpan= 1.00-36.00 hrs, dt= 0.01 hrs Summary for Reach 2R: DP2- Southwest Wetlands Inflow Area 319974 sf, 0.00% Impervious, Inflow Depth 1.04" for 2-yr event Inflow = 6.41 cfs @ 12.22 hrs, Volume 27,841 cf Outflow 6.41 cfs @ 12.22 hrs, Volume= 27841 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Summary for Reach 3R DP3- Northwesterly property corner Inflow Area 71,003 sf, 0.00% Imperious, Inflow Depth = 0.99" for 2-yrevent Inflow 1.20 cfs @ 12.29 hrs, Volume 5,853 cf ' Outflow 1.20 cfs @ 12.29 hrs, Volume= 5,853 cf, Men 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time:Span= 1.00-36.00 hrs, dt= 0.01 hrs 1 11 1 H L H 2930.01-R1-PRE Type If124-hr 10-yr RarnfaN=5.18" Prepared by Microsoft Printed 2/7l2018 H droCAD®10.00-19 s/n 00480 020116 H droCAD Software Solutions LLC Pgge 5 Time span=1.00.36.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method Pond routing by Stor-Ind method Subcatchmentl S: Contributing Area to Runoff Area=3,946,538 sf0.00% Impervious Runoff Depth=2.77" Flow Length=3,946' Tc=55.7 min CN=77' Runoff=120.77`cfs 912,399 of Subcatchment2S: Contributing Area to Runoff Area=319,974 sf 0.00°/4 Impervious Runoff Depth=2.51" Flow Length=330' Tc=14.9 min CN=74 Runoff=1631 cfs 66,892 cf Subcatchment3S: Contributing Area to Runoff Area=71,003 sf 0.00% Impervious Runoff Depth=2.42" Flow Length=344' Tc=19.4 min CN=73 Runoff=3.14 efs 14,333 of Reach 1 R: DP1- StreamlWetland at Souteast Property Line Inflow=120.77 cfs 912,399 cf Outflow=120.77 cfs 912,399 cf Reach 2R: DP2- Southwest Wetlands Inflow=16 31 cfs ±66,892 cf Outflow=16.31 cfs 66,892 cf Reach 3R: DP3- Northwesterly property comer Inflow=3.14 cfs 14,333 cf Outflow=3.14 cfs 14,333 of Total Runoff Area = 4,337,515 sf Runoff Volume = 993,625 cf Average Runoff Depth = 2.75 1;00.00% Pervious'= 4,337,515 sf 0.00% Impervious = 0 sf ' 2930 01-R1-PRE Type III 24-hr 10-yr Rarnfag=5.18" Prepared by Microsoft Printed 2/7/2018 H droCAM 10.00-19 s/n D0480 ©2016 H droCAD'Software-Solutions LLC Pa e 6 Summary for Subcatchment 1S: Contributing Area to Stream $ Wetland Runoff 120.77 cfs @ 12.75 hrs, Volume 912,399 cf, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=5.18" Area (sf) CN Description 1,224,382 73 Woods, Fair, HSG G 2,213,772 74 >75% Grass cover, Good, HSG C " 508,384 96 Gravel surface 3,946,538 77 Weighted Average 3,946 538 100,00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftff{) (ftlsec) (cfs) 12.7 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 300" 43.0 3,895 0.0088 1.51 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 55.7 3945 Total Summary for Subcatchment 2S: Contributing Area to Southwest Wetlands Runoff 16.31 cfs @ 12.20 hrs, Volume 66892 cf, Depth= 2.51 Runoff by SCS TR-20 method, UH=SCS, Weighted'-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type 111 24-hr 10-yr Rainfall=5.18" Areas CN Description 87,394 73 Woods, Fair, HSG C 232,580 74 >75% Grass cover, Good, HSG C _ 319,974 74 Weighted Average 319,974 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ftlft) (ft/sec) (cfs 11.2 50 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 3.7 280 0.0061 1.26 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 14.9 330 Total Summary for Subcatchment 3S: Contributing Area to Northwesterly property corner Runoff 3.14 cfs @ 12.27 hrs, Volume 14,333 cf, Depth= 2.42 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type l 11 24-hr 10-yr Rainfall=5.18" 1 2930.01-R1-PRE Type 11124-hr 1 Q yr Rainfall=5. f 8" Prepared by Microsoft Printed 2/7/2018 H droCADO 10.00-1`9 s/n 00480 0 2016 H droCAD Software Solutions LLC Pa e 7 Area (sf) CN Description 71,003 73 Woods Fair HSG C 71,003 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (mine (feet) (ft/ft) (ft/sec)(cfs) 16.8 50 0.0100 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 300" 2.6 294 0.0136 1.88 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 19.4 344 Total Summary for Reach 1R: DP1- StreamNVetland at Souteast Property Line Inflow Area 3,946,538 sf, 0.00% Impervious, Inflow Depth = 2.77' for 10-yr event' Inflow _ 120.77 cfs @ 12.75 hrs, Volume= 912399 cf Outflow - 120.77 cfs @ 12.75 hrs, Volume= 912,399 cf, Atten= 0%, Lag= 0.0 min Routing byStor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Summary for Reach 2R DP2- Southwest Wetlands Inflow Area 319,974 sf, 0.00% Imperious, Inflow Depth = 2.51" for 10-yr event Inflow 16.31 cfs @ 12.20 hrs, Volume= 66892 cf Outflow _ 16.31 cfs @ 12.20 hrs, Volume= 66,892 cf, Atten='0%, Lag= 0.0 min 1 Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Summary for Reach 3R:: DP3- Northwesterly property: corner Inflow Area 71,003 sf, 0.00% Imperious, Inflow Depth = 2.42" for 10-yr event Inflow = 3.14 cfs @ 12.27 hrs, Volume= 14,333 cf Outflow _ 3.14 cfs @ 12.27 hrs, Volume= 14,333 cf, Atten='0%, Lag= 0.0' min Routing by'Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs u H d ril u F 293001-RI-PRE Type fu 24-hr 25-yr Rainfaff=6.40" Prepared by Microsoft Printed 2/7/2018 H droCAD010.00=19 s/n+00480 ©2016 H droCAD`Software Solutions LLC Page 8 Time span=1.00-36.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCSTR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans-method - Pond routing by Stor-Ind method SubcatchmentlS: Contributing Area to Runoff Area=3,946,538 f 0.00% Impervious Runoff Depth=3.83 Flow Length=3 945' Tc=55.7 min CN=77 Runoff=167.06 cfs 1,259 825 cf Subcatchment2S: Contributing Area to Runoff Area=319,974 sf 0.00% Impervious Runoff Depth=3.52 Flow Length=330' Tc=14 9 min CN=74 Runoff=23 05 cfs 93,967 cf Subcatchment3S: Contributing Area to Runoff Area=71,003 sf 0 00% Impervious Runoff Depth=3.42" Flow Length=344' Tc=19.4 min CN=73 Runoff=4.47 cfs 20,256 cf Reach 1R: DPI- StrearnMetlandat Souteast Property Line Reach 2R: DP2- Southwest Wetlands Reach 3R: DP3- Northwesterly property corner Inflow=167.06 cfs 1,259,825-cf Outflow=167.06 cfs 1,259,825 cf Inflow=23'.05 cfs 93,967 cf Outflow=23.05 cfs 93,967 cf Inflow=4.47 cfs 20256 cf Outflow=4.47 cfs 20,256 cf Total Runoff Area = 4,337,515 sf Runoff Volume = 1,374,047 cf Average Runoff Depth = 3.80" 100.00% Pervious = 4,337,515 sf 0'.00% Impervious = 0 sf 2930.01-R1-PRE Type /// 24-hr 25 yrRainfall=6.40" Prepared by Microsoft Printed 217/2018 H droCAD®`10.00-19 sln 00480 CO 2016 H droCAD Software Solutions LLC Page 9 Summary for Subcatchment 1S: Contributing Area to Stream & Wetland i ■ Runoff = 167.06;cfs @ 12.75 hrs, Volume= 1,259,825 cf, Depth= 3.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.40" Areas CN Description 1,224,382 2,213,772 73 Woods, Fair, HSG C 74 >75% Grass cover, Good, HSG C _ 508,384 96 Gravel surface 3,946,538 77 Weighted Average 3,946,538 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) 12.7 50 (ft/ft) (ft/sec) (c%) _ 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 43.0 3,895 0.0088 1.51 Shallow Concentrated Flow, Unpaved Kv='16.1 fps _ 55.7 3,945 Total Summary for Subcatchment 2S: Contributing Area to Southwest Wetlands Runoff = 23.05;cfs @ 12.20 hrs, Volume= 93,967 cf, Depth= 3.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.40" Area (sf) CN Description _ 87,394 73 Woods, Fair, HSG C 232,580 74 >75% Grass cover, Good HSG C' 319,974 74 Weighted Average 319,974 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftift) (ftlsec) (cfs) 1`1.2 50 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 3.7 280 0.0061 1.26 Shallow Concentrated Flow, - Unpaved Kv= 16.1 fps 14.9 330 Total Summary for Subcatchment 3S: Contributing Area to Northwesterly property corner Runoff - 4.47 efs @ 12.27 hrs, Volume= 20,256 cf, Depth= 3.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36 00 hrs, dt= 0.01 hrs TypeIII24-hr 25 yr Rainfall=6.40" L 11 2930.01-R1-PRE Type ili 24-hr 25-yrRainfaii=6.40" Prepared by Microsoft Printed 2i7i2018 H droCA[l@ 10.00-19 s/n 00480 02016 H droCAD Software Solutions LLC Page 10 Area (sf) _ CN Description _ 71,003 73 Woods Fair HSG C. 71,003 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 16.850 0.0100 0.05 Sheet Flow, Woods; Light underbrush n= 0.400 P2=;3.00" 2.6 294 0.0136 1.88 Shallow Concentrated Flow, Unrsaved Kv= 16.1 fos 19.4 344 Total Summary for Reach 1 R: DP1- Stream/Wetland at Souteast Property Line Inflow Area 3,946,538 sf, 0.00% Impervious, Inflow Depth = 3.83" for 25-yr event Inflow 167.06 cfs @ 12.75 hrs, Volume 1,259825 cf Outflow 167.06 cfs @ 12.75 hrs, Volume 1,259825 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Summary for Reach 2R: DP2- Southwest Wetlands Inflow Area 319,974 sf, 0.00% Impervious, Inflow Depth = 3.52" for 25-yr event Inflow = 23.05 cfs @ 12.20 hrs, Volume 93,967 cf Outflow 23.05 cfs @ 12.20 hrs, Volume= 93,967 cf, Atten= 0%, Lag= 0.0 min Routing by'Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Summary for Reach 3R: DP3- Northwesterly property corner Inflow Area 71,003 sf, 0.00% Impervious, Inflow Depth = 3.42" for 25-yr event Inflow = 4.47 cfs @ 12.27 hrs, Volume= 20,256 cf Outflow 4.47 cfs @ 12.27 hrs, Volume 20256 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0A1 hrs 1 1 P 1.1 I 0 P 1 2930.01 Al -PRE Type 11124-hr I00-yr Rainfali=8. 29" Prepared by Microsoft Printed 2l712018 H droCAM 10.00-19 s/n 00480 02016 H droCAD Software Solutions LLC Page 11 Time span=1.00-36.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-tnd+Trans method Pond routing by Stor-Ind method SubcatchmentIS: Contributing Area to Runoff Area=3,946,538sf 0.00% Impervious Runoff Depth=5.54" Flow Length=3,945' Tr-=55.7 min CN=77 Runoff=240.59 cfs 1,822,324 cf Subcatchment2S Contributing Area to Runoff Area=319,974 sf 0.00% Impervious Runoff Depth=5.19" Flow Length=330' Tc=14.9 min CN=74 Runoff=33.87;cfs 138,278 of Subcatchment3S: Contributing Area to Runoff Area=71,003ssf 0.00% Impervious Runoff Depth=5.07" Flow Length=344' Tc=19.4 min CN=73 Runoff=6.61 cfs 29,985 cf Reach 1 R: DP1- Stream/Wetland at Souteast Property Line Reach 2R: DP2- Southwest Wetlands Reach 3R: DP3- Northwesterly property corner lnflow=240.59 cfs 1,822,324 cf Outflow=240.59 cfs 1,822,324 cf Inflow=33.87 cfs 138,278 cf Outflow=33.87`cfs 138,278 cf Inflow=6.61 cfs 29,985 cf Outflow=6.61 cfs 29,985 cf Total Runoff Area = 4,337,515 sf Runoff Volume = 1,990,588 of Average Runoff Depth = 5.51" 100.00% Pervious 4,337 515 sf 0.00% Impervious = O sf 2930.01-RI-PRE Type ,11124-hr I00 yr Rainfall=8.29" Prepared by Microsoft Printed 2/7/2018 H droCAD®10.00-19 s/n 00480 02016 H droCAD Software Solutions LLC Page 12 Summary for Subcatchment 1S: Contributing Area to Stream & Wetland Runoff 240.59 cfs @ 12.75 hrs, Volume= 1,822,324 cf, Depth= 5.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.29" Area (sf) CN Description 1,224,382 73 Woods, Fair, HSG C 2,213,772 74 >75% Grass cover, Good, HSG C 508,384 96 Gravel surface 3,946,538 77 Weighted Average 3,946,538 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ftfft ftlsec cfs 1 12.7 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2=-3.00" 43.0 3,895 OA088 1.51 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 55.7 3,945 _ Total Summary for Subcatchment 2S: Contributing Area to Southwest Wetlands Runoff - 33.87 cfs @ 12.20 hrs, Volume= 138,278 cf, Depth= 5.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type Ill 24-hr 100=yr Rainfall=8.29" Area (sD CN Description 87,394 73 Woods, Fair, HSG C 232,580 74 >75% Grass cover, Good, HSG C 319,974 74 Weighted Average 319,974 100.00% Pervious Area 1 Tc Length {min' (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 11.2 50 0.0100 0.07Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 3.7 280 0.0061 1.26 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 14.9 330 Total Summary for Subcatchment 3S: Contributing Area to Northwesterly property corner Runoff 6.61 cfs @ 12.26 hrs, Volume= 29985 cf, Depth= 5.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1 00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.29" I 11 2930 01-R1-PRE Type 11124-hr 100-yrRainfall=8.29" Prepared by Microsoft Printed 21712018 H droCADXD 10.00-19 s/n 00480 © 2016 H droCAD Software: Solutions LLC Eggg 13 Area (sfl CN Description 71003— _73_ Woods, Fair, HSG C--- 71,003 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft) (fVsec) (cfs 16.8 50 0.0100 0.05 Shoot Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 2.6 294 0.0136 1.88 Shallow Concentrated Flow, Unpaved Kv-- 16.1 fps 19.4 344 Total Summary for Reach IR: DPI- Strearn/Wetland atSouteast Property Line Inflow Area = 3,946,538 sf, 0.00% Impervious, Inflow Depth = 5.54" for 100-yr event Inflow - 240,59 efs @ 12.75 hrs, Volume= 1,822,324 of Outflow 240.59 cfs @ 12.75 hrs, Volume= 1,822,324 cf, Atten=.0%, Lag= 0.0 min Roasting by;5tor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Summary for Reach 2R. DP2—Southwest Wetlands Inflow Area = 319,974 sf, 0.00% Impervious, Inflow Depth = 5.19"for 100=yrevent Inflow 33.87 cfs @ 12.20 firs, Volume= 138,278 cf Outflow - 33.87 cfs @ 12.20 hrs, Volume= 138,278 cf, Aden= 0%, Lag= 0.0 min Routing by Stor-Intl+Trans;method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Summary for Reach 3R. 0123- Northwesterly property corner Inflow Area 71,003 sf, 0.00%o;Impervious, Inflow Depth = 5.07 for 100-yr event Inflow _ 6.61 cfs @ 12.26 hrs, Volume= 29,985 cf Outflow 6.61 cfs @ 12.26 hrs, Volume= 29,985 cf, _Atten= 0%, Lag= 0.0 min Routing by <Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs C r Post -Development h 1 3S emaining Area Contributing to Northwesterly Property corner 3Sa ❑3R L A<ntributing Area to Pond SPa DP3- Northwesterly Detention Basin property comer 2Sa ZS /tHlbuting Area:to ond 2Pa Remain ng Area Pa Contri uting to SouthwesL Wetlands terition Basin 2Sb ' F R 2*1.th buting Area to Pond 2Pb DP2-Southwes� Pb Wetlands Detention Basin subcat Reach an Link 1Sb Contributing Area Pond 1 Pb Pb ISC Detention a Contributina Area to " !. _ 9 Sd Detention Ba Contributing " Alp Area to Pond 1Pd Detention 7Sa An buting Area to Rain Garden Rain Garden 1S R aining Area Co 'bating to Stream S Welland s DP1- StrearnMetland of Souteast Property Line n L C 0 2930.01-RI-POST Type 1/124-hr 2-yr Rainfall=3.21" Prepared by Microsoft, Printed 2/8/2018 t droCAD010.00-1'9 s/n 00480 0 2016 HydroCAD Software Solutions LLC Page 2 Time span=1.00-36.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method Pond routing by Stor-Ind method SubcatchmentlS: Remaining Area Runoff Area=2,743,127sf 0.00 Impervious Runoff Depth=104" Flow Length=3,445' Tc-53.6 min CN=74 Runoff=30.51 cfs 238,683 cf SubcatchmentlSa: Contributing Area to Rurwoff Area=431,374,st 0.32% impervious Runoff Depth=1.10" Flow Length=1,253' Tc=2'1.9 min CN=75 Runoff=7.89 cfs 39,568 cf SubcatchmentlSb: Contributing Area to Runoff Area=405,979 sf 0.73% Impervious Runoff Depth=1.10" Flow Length=756' Tc=15`8 min CN=75 Runoff=8.48 cfs 37,239 cf Subcatchmentl Sc: Contributing Area to Runoff Area=133,595 sf 1.01 % Impervious Runoff Depth=1.04" Flow Length=604' Tc=27.1 min UI Adjusted CN=74 Runoff=2.10 cfs 11,624 cf Subcatchment I Sd: Contributing Area to Runoff Area=232,157sf 0.59% Impervious RunoffDepth=1.04 Flow Length=489' Tc=12.4 min CN=74 Runoff=4.99 cfs 20,200 cf Subcatchment2S: Remaining Area Runoff Area=193,432`sf 00011/6 Impervious Runoff Depth=1.04" Flow Length=216' Tc=10.1 min CN=74 Runoff=4.47 cfs '16,831 cf Subcatchment2Sa: Contributing Area to Runoff Area=46,996 sf 0.15% Impervious- Runoff Depth=1.04" Flow Length=162' Tc=9.7 min CN=74 Runoff=1.10 cfs 4,089 cf Subcatchment2Sb: Contributing Area to Runoff Area=77,241 sf 0.34%Impervious Runoff Depth=1.04" Flow Length=192' Tc=10.3 min CN=74 Runoff=1.77 cfs 6,721 cf Subcatchment3S: RemainingArea Runoff Area=22,944 sf 0.00% Impervious Runoff Depth=0.99" Flow Length=152' Tc=13.2 min CN=73 Runoff=0.45 cfs 1,891 cf Subcatchment3Sa: Contributing Area to Runoff Area=50,670 sf 0.33% Impervious Runoff Depth=1.04'' Flow Length=198' Tc=10.0 min CN=74 Runoff=1.17 cfs 4,409 cf Reach 1 R: DPI- StreamlWetlandat,Souteast Property Line Inflow=41.52 cfs 332,821 cf Outflow=41.52 cfs 332,821 cf Reach 2R: DP2- Southwest Wetlands Inflow=4.48 cfs 23,756-cf Outflow=4.48 cfs 23,756 cf Reach 3R: DP3- Northwesterly property corner Inflow=0 51 cfs 7,487 cf Outflow=051 cfs 7,487 cf Pond 1 Pa: Rain Garden Peak Elev=15239' Storage=10,269 of inflow=7.89 cfs 39,568 cf Discarded=0.06 cfs 4,771 cf Primary=6.12 cfs 28,370;cf Outflow=6.18 cfs 33,141 cf Pond 1Pb: Detention Basin Peak_Elev=146.21' Storage=4,522 cf Inflow=8.48 cfs 37,239 cf Outflow=750 cfs 37,207 cf Pond 1Pc: Detention Basin Peak,Elev=144.36' Storage=2,451 cf Inflow=2.10 cfs 11,624 cf Outflow=1.65 cfs "11,245 cf 2930A1-RI -POST Prepared by Microsoft Type /// 24-hr 2-yr Rainfall=3 21 " Printed 2/8/2018 P'aae 3 Pond 1Pd: Detention Basin Peak Elev=143.37' Storage=7,710 cf Inflow=4.99 cfs 20,200 cf Outflow=1.54 cfs 17,316 of Pond 212a: Detention Basin Peak Elev=149.16' Storage=2,638 cf Inflow =1.10 cfs; 4,089 cf Outflow=0.05 cfs 2,776 cf Pond 2Pb: Detention Basin Peak flee=148.19' Storage=4569 cf Inflow=1.77 cfs 6,721 cf Outflow=007 cfs 4,149 cf Pond 3Pa: Detention Basin Peak Elev=151.30' ;Storage=2,460 cf Inflow=1.17 cfs 4,409 cf Outflow=0.14 cfs 15,596 cf Total Runoff Area = 4,337,515 sf Runoff Volume = 381,256 cf Average Runoff Depth = 1.05" 99 83% Pervious = 4,329,937-sf 0.17% Impervious = 7,578 sf fl 1 L H 2930.01-RI-POST Type III 24-hr 2-yr Rainfall=3.21" Prepared by Microsoft Printed 2/8/2018 H droCAD®'10.00-19 s/m00480 0 2016 H droCAD Software Solutions LLC PaCIdn4 Summary for Subcatchment,1S Remaining Area Contributing to Stream & Wetland Runoff = 30.51 cfs @ 12.80 hrs, Volume= 238,683 cf, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.21 Area (sf) CN Description 812,604 73 Woods, Fair, HSG C 1,868027 74 >75% Grass cover, Good, HSG C 58,598 96 Gravel surface 3,898 96 New Gravel surface; HSG C 2,743,127 74 Weighted Average 2,743,127 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 16.8 50 0.0100 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 36.8 3,395 0.0091 1.54 Shallow Concentrated flow, Unpaved Kv=16.1 fps 536 3445 Total Summary for Subcatchment 18a: Contributing Area to Rain Garden Runoff 7.89 cfs @ 12.33 hrs, Volume= 39568 cf Depth= 1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=1.00-36.00 hrs, dt= 0.01 hrs Type M 24-hr 2-yr Rainfall=3.21" Area (sf) CN Description 129227 73 Woods, Fair, HSG C 278,993 74 >75% Grass cover, Good, HSG C 7,800 96 Gravel surface 13,968 96 New Gravel surface, HSG C 1,386 98 Paved parking, HSG C 431,374 75 Weighted Average- 429988 99.68% Pervious Area 1,386 0.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/fI) (ft/sec) (cfs) 12.7 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 9.2 1,203 0.0182 2.17 Shallow Concentrated Flow, Unpaved Kv= 16.1 'fps 21.9 1,253 Total 1 2930.01-RI-POST Type IU 24-hr 2-yr Rainfall=3.2 I" Prepared by Microsoft Printed 2/8/2018 H droCADV 10.00-19 sin 00480 02016 H droCAD Software Solutions LLC Page 5 Summery for Subcatchment 1Sb: Contributing Area to Pond 1Pb Runoff = 8,48 cfs @ 12.23 hrs, Volume= 37,239 cf, Depth= 1.10" Runoff bySCSTR-20 method, UH=SCS, Weighted-CN, Time Span= 1 00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.21" Area (sf) CN Description 392,269 74 >75% Grass cover, Good, HSG C 10,742 96 New Gravel surface,,HSG C 2,328 98 Solar Footings_Unconnected roofs, HSG C 640 98 Transformer Pad Unconnected roofs HSG C 405,979 75 Weighted Average 403,011 99.27% Pervious Area 2,968 0.73% Impervious Area 2,968 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) 8.5 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 7.3 706 0.0099 1.60 Shallow Concentrated Flow, - Unpaved Kv=16.1 fps_ 15.8 756 Total Summary for Subcatchment 1Sc: Contributing Area to Pond 1Pc Runoff = 2.10 cfs @ 12.41 hrs, Volume= 11,624 cf, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36 00 hrs„dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.21" Area (sf) CN Ado Description 130,482 74 >75% Grass cover, Good, HSG C 1762 96 New Gravel surface, HSG C 711 98 Solar Footings_Unconnected roofs, HSG C 640 98 Transformer Pad Unconnected roofs HSG C 133,595 75 74 Weighted Average, UI Adjusted 132,244 9899% Pervious Area 1,351 1.01 % impervious Area 1,351 100.00% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec' cfs 21.3 50 0.0020 0.04 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00 5.8 554 0.0099 1.60 Shallow Concentrated Flow, _ Unpaved Kv= 16.1 fps 27.1 604 Total 2930A1-RI-POST Type III 24-hr 2-yr Rainfaff=3.21" Prepared by Microsoft Printed 2/8/2018 HydroCAD@ 10.00-19 stn 00480 @ 2016 HydroCAD Software Solutions LLC paae'6 Summary for Subcatchment 1 Sd: Contributing Area to Pond 1 Pd Runoff - 4.99 cfs @ 12.18 hrs, Volume 20,200 cf, Depth= 1.04 Runoff key-SGS TR-20 method, UH=SCS, Weighted-CN, Time Span=1 00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.21 Areas CN Description 230,783 74 >75% Grass cover, Good, HSG C *` 1,374 98 Solar Footings Unconnected roofs, HSG C _ 232,15774 Weighted Average 230,783 99.41 % Pervious Area 1,374 0.59% Impervious Area 1,374 100.00% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ftftlsec cfs 8.5 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 300" 3.9 439 0.0136 1.88 Shallow Concentrated Flow, _ Unpaved Kv= 16.1 fps 124 489 Total - - - - — - Summary for Subcatchment 2S: Remaining Area Contributing to Southwest Wetlands Runoff = 4.47 cfs @ 12.15 hrs, Volume= 16831 cf, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.21" Area (M CN Description 66,127 73 Woods, Fair, HSG C 127,305 74 >75% Grass cover, Good HSG C 193,432 74 Weighted Average 193,432 100.00% Pervious Area Tc (min) Length (feet) Slope (ftlft) Velocity (ft/sec) Capacity Description (cfs) 8.5 50' 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 16 166 0.0120 1.76` Shallow Concentrated Flow, Un'gaved Kv= 16.1 fos 101 216 Total Summary for Subcatchment 2Sa: Contributing Area to Pond 2Pa IRunoff 1.10 cfs @ 12.15 hrs, Volume= 4,089 cf, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-yr Rainfall=3.21" 1 2930.01-RI-POST Type 111`24-hr 2-yr Rainfall=3.21 " Prepared by Microsoft Printed 2/812018 HydroCAD9"10.00-19 s/n 00480 0 2016 HydroCAD Software Solutions_LLC Page 7 Area (sf) CN Description 46,924 74 _ >75% Grass cover, Good, HSG C - 72 98 Solar Footings Unconnected roofs HSG C 46,996 74 Weighted Average- 46,924 99.85% Pervious Area 72 0.15%a Impervious Area 72 100.00% Unconnected Tc Length (min) (feet) Slope (ftlft) Velocity (ftlsec) Capacity Description (cfs) 8.5 50 0.0200 0.10 Sheet Flow, _ Grass: Dense n= 0.240 P2= 3.00" 1.2 112 0.0089 1.52 Shallow` Concentrated Flow, Unpaved Kv=16.1 fqs 9.7 162 Total Summary for Subcatchment 2Sb: Contributing Area to Pond 2Pb ® Runoff = 1.77 cfs @ 12.15 hrs, Volume= 6,721 cf, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 001 hrs Type III 24-hr 2-yr Rainfall=3.21" Area (sf) CN Description 76,980 74 >75% Grass cover, Good, HSG C 261 98 Solar Footings Unconnected roofs, HSG C 77,241 74 Weighted Average 76,980 99.66% Pervious Area 261 0.34% Impervious Area 261 100.00%o Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (fV t) (ft/sec) (cfs) r 8.5 50 - 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.8 142 0.0070 1.35 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 10.3 192 Total Summary for Subcatchment 3S Remaining Area Contributing to Northwesterly property corner Runoff = 0.45 cfs @ 12.19 hrs, Volume= 1,891 cf, Depth= 0.99" Runoff bySCS TR-20 method, UH=SCS, Weighted-CN, Time Span=1.00-36 00 hrs,;dt= 0.01 hrs Type III 24-hr 2-yrRainfall=3.21" 2930.01-RI-POST Prepared by Microsoft r HvdroCADS 10.00-19 s/n Type /// 24-hr 2-yr Rainfall=3.21" Printed 2/8/2018 LLC ' Areas CN Description 12,754 10,190 73 Woods, Fair, HSG C 74 >75% Grass cover, Good, HSG C 22944 73 Weighted Average 22944 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ftft/sec cfs 12.7 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2=;3.00" 0.5 102 0.03903.18 Shallow Concentrated Flow, Unpaved Kv=-16.1 fps r 13.2 152 Total - Summary' for Subcatchment 3Sa: Contributing Area to Pond 3Pa Runoff = 1.17 cfs @ 12.15 hrs, Volume= 4,409 cf, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs TypeIII24-hr 2-yr Rainfall=3.21" Area (sf) CN Description 50,504 74 >75% Grass cover, Good, HSG C * 166 98 Solar Footings Unconnected roofs, HSG C 50,670 74 Weighted Average 50,504 99.67% Pervious Area 166 0.33% Impervious Area 166 100.00% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft; fusee cfs 8.5 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 15 148 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 10.0 198 Total Summary for Reach 1R: DP1- StreamMetiand at Souteast Property YLine Inflow Area = 3,946232 sf, 0.18% Impervious, Inflow Depth > 1.01" for 2-yr event Inflow = 41.52 cfs @ 12.68 hrs, Volume= 332821 cf Outflow = 41.52 cfs @ 12.68 hrs, Volume= 332821 cf, Atten= 0%, Lag= 0.0 min Routing byStor-Ind+Trans method, Time Span'= 1.00-36.00 hrs, dt= 0.01 hrs 2930.01-111-POST Prepared by Microsoft HvdroCADO10.00-19 sin Type_I// 24-hr 2-yr Rainfall=3.21" Printed 2/8/2018 Summary for Reach 2R: DP2- Southwest Wetlands Inflow Area = 317669 sf, 0.10% Impervious, Inflow Depth > 0.90" for 2-yr event Inflow - 4.48 cfs @ 12.15 hrs, Volume 23,756 cf Outflow 4.48 cfs @ 12.15 hrs, Volume 23,756 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-3600 hrs, dt= 0.01 hrs Summary for Reach 3R DP3 Northwesterly property corner Inflow Area 73,614 sf, 0.23% Impervious, Inflow Depth > 1.22" for 2-yr event Inflow 0.51 cfs @ 12.21 hrs, Volume= 7,487 cf Outflow = 0.51 cfs @ 12.21 hrs, Volume= 7,487 cf, Atten= 0%, Lag= 0.0 min Routing by Stor--Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 'hrs Summary for Pond 1 Pa: Rain Garden Inflow Area 431,374 sf, 0.32% Impervious, Inflow Depth = 1.10" for 2-yr event Inflow 7.89 cfs @ 12.33 hrs, Volume= 39,568 cf` Outflow - 6.18 cfs @ 12.52 hrs, Volume 33,141 cf, Atten= 22%, Lag=11.4 min Discarded 0.06 cfs @ 12.52 hrs, Volume 4,771 cf Primary 6.12 efs @ 12.52 hrs, Volume= 28,370 ef' Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak'Elev= 152.39' @ 12.52 hrs SurfArea= 9,004 sf Storage= 10,269 cf Plug -Flow detention time= 176.1 min calculated for 33,131 cf (84% of inflow) Center -of -Mass det, time= 105.7 min ( 979.1 - 873.4 ) VolumeInvert Avail.Stora a Storage Description #1 151.00' 16,172 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 151.00 5,780 5620 0 0 5,780 152.00 8,087 588.0` 6,901 6,901 8,228 153.00 10,508 613.0 9,271 16,172 10,691 Device Routing Invert Outlet Devices #1 Primary 152.20' 30.0' long x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 151.00' 0.270 inlhr-Exfiltration over Wetted area l C 11 2930.01-R1-POST Type H/ 24-hr 2-yr Rainfall=3.2f " Prepared by Microsoft Printed 2/8/2018 HydroCAM 10.00-19 s/n 00480 ©2016 HydroCAD SoftwareSolutions LLC Paae 10 Discarded OutFlow Max=0.06 cfs @ 12.52 hrs HW=152 39' (Free Discharge) -2=Exftltration (ExfiItration Controls 0.06 cfs) rimary Outflow Max=6.11 cfs @ 12.52 hrs HW=152.39' (Free Discharge) 1=Broad-Crested Rectangular Weir(Weir Controls 6.11 ofs @ 1.05-fps) Summary for Pond 1 Pb: Detention Basin Inflow Area 405979 sf, 0.73% Impervious, Inflow Depth = 1.10" for 2-yr event Inflow - 8.48 efs @ 12.23 hrs, Volume= 37,239 cf Outflow 7.50 cfs @ 12.32 hrs, Volume= 37,207 cf, Atten 11 %, Lag= 5.5 min Primary 7.50 efs @ 12.32 hrs, Volume= 37,207 cf Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 146.21' @ 12.32 hrs Surf.Area=19,702 sf Storage= 4,522 of Plug -Flow detention time 34.4 min calculated for 37,196 cf (100% of inflow)` Center -of -Mass det. time= 34.1 min ( 901.8 - 867.7 ) Volume Invert Avail.Stora a Storage Description #1 145.50' 674 cf Custom Stage Data-(irregular)Listed below (Resale) #2 145.50' 1,084 cf Custom Stage Data (Irregular)Listed below (Recalc) 01 146 00' qn _r;nq rf r uctnm S6ana r1 to flrran�Jarll ic4ori hAlnw 1Ranalrl' 22,261 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet s -ff feet (cubic -feet) cubic -feet. s -ft 145.50 903 224.0 0 0 903 146.00 1,849 2490 674 674 1,851 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 145.50 1,379 409.0 0 0 1,379 146.00 3,066 434.0 1,084 1,084 3,069 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area 146.00 147.00 11408' 853.0 0 31,227 967.0 20,503 0 11,408' 20,503 27944 Device Routing Invert Outlet Devices #1 Primary 146.00' 15.0' long x 4.0' breadth Broad -Crested Rectangular Weir X 2.00 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2..66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Primary 145.50' 4.0" Round Culvert X'2.00 L= 20.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 145.50' 1 145.30' S= 0.0100'/' Cc= 0.900 n` 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf 2930.01-R7 -POST Type 11124-hr 2-yr Rainfalf=3.21 " Prepared by Microsoft Printed 2/8/2018 H droCAIM 14.00-19 sin 00480 ©20% H droCAD Software Solutions LLC Pa a 11 rimary OutFlow Max=7.50 cfs @ 12.32 hrs HW=146.21' (Free Discharge) 1=Broad-Crested Rectangular Weir(Weir Controls 6.98 cfs @ 1.10 fps) 2=Culvert (Barrel Controls 0.52 cfs @ 2.97 fps) Summary for Pond 1 Pic: Detention Basin Inflow Area 133,595 sf, 1.01'% Impervious, Inflow Depth = 1.04" for 2-yr event Inflow 2.10 cfs @ 12.41 hrs, Volume 11,624 cf Outflow 1.65 cfs @ 12.62 hrs, Volume= 11,245 cf, Atten= 21%0, Lag= 12.7 min Primary = 1.65 cfs @ 12.62 hrs, Volume= 11,245 cf Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs PeakElev= 144.36' @ 12.62 hrs Surf,Area= 7,136 sf Storage='2,451 cf Plug -Flow detention time 116.0 min calculated for 11,245 cf (97% of inflow) Center -of -Mass det. time= 98.1 min ( 979.6 - 881.4 ) Volume Invert Avail.Storage Storage Description #1 144.00' 7,365 cf Custom Stage Data (Irregular)Listed below (Recalc) - Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet s -ft feet cubic -feet cubic -feet, s -ft 144.00 6,597 385.0 0 0 6,597 145.00 8,161 446.0 7,365 7,365 10,652 Device _ Routing Invert Outlet Devices #1 Primary 144.20' 10.0' long x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2,68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 ;2.79 2.88 3.07 3.32 #2 Primary 144,00' 4.0" Round Culvert L= 20.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet 1 Outlet Invert= 144.00'/ 143.80' S= 0.0100 'J' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf Primary OutFlow Max=1.65 cfs @ 12.62 hrs HW=144.36' (Free Discharge) =Broad -Crested Rectangular Weir (Weir Controls 1.48 cfs @ 0.94 fps) 2 1 =Culvert (Barrel Controls 0.17 cfs @ 2.28 fps) Summary for Pond 1Pd: Detention Basin Inflow Area = 232,157 sf, 0.59% Impervious, Inflow Depth = 1.04" for 2-yr event Inflow = 4.99 cfs @ 12.18 hrs, Volume 20,200 cf Outflow = 1.54 cfs @ 12.64 hrs, Volume 17,316 cf, Atten= 69%, Lag= 27.2 min Primary 1.54 cfs @ 12.64 hrs, Volume W,3% cf Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs,:dt= 0.01 hrs H I 2930.01-RI-POST Type U/ 24-hr 2 yr Rainfall=3.21 " Prepared by Microsoft Printed 2/8/2018 Hyd roCAD010.00-19 s1n 00480 Q 2016 HydreCAD Software Solutions LLC _ Pace 1_2 Peak Elev= 14337' @ 12.64 hrs Surf.Area= 21,132 sf Storage= 7,710 cf Plug -Flow detention time 289.9 min calculated for 17,311 cf (86% of inflow) Center -of -Mass det. time= 225.6 min (1,093.5 - 867.8 ) .� Volume Invert Avail.Stora a Stara a Description #1 143.00' 21,388 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation SurfArea Perim. IncStore Cum.Store Wet.Area feet s -ft feet cubic -feet cubic -feet s -ft 143.00 20,412 6460 0 0 20,412 144.00 22,380 665.0 21,388 21,388 22,500 Device Routing Invert outlet Devices #1 Primary 143.30' 30.0' long x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2,76 2.79 2.88 3.07 3.32 #2 Primary 143.00' 4.0" Round Culvert L= 20.9 CPP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 143.00' 1142,80' S= 0,0100 'P Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf trimary-OutFlow Max=1.53 cfs @ 12.64 hrs HW=143.37' (Free Discharge) 1=Broad-Crested Rectangular Weir(Weir Controls 1.36 cfs @ 0.63 fps) 2=Culvert (Barrel Controls 0.18 efs @ 2.29 fps) Summary for Pond 2Pa: Detention Basin Inflow Area = 46,996 sf, 0.15% Impervious, Inflow Depth = 1.04" for 2-yr event Inflow = 1.10 cfs @ 12.15 hrs, Volume 4,089 cf outflow = 0.05 cfs @16.84 hrs, Volume= 2,776 cf, Atten=`96%, Lag= 281.5 min Primary 0.05 cfs @ 16.84 hrs, Volume= 2,776 cf Routing by Stor--Ind method, Time Span= 1.00-36.00 his, dt= 0.01 hrs Peak Elev= 149.16' @ 16.84 hrs SurfArea= 16,472 sf Storage= 2,638 cf Plug -Flow detention time 563.1 min calculated for 2,776 cf (68% of inflow); Center -of -Mass det. time= 455.0 min"( 1,320.3 - 865.3 ) Volume Invert Avail.Stora a Storage Description #1 149.00' 17301 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 149.00 16,085 603.0 0 0 16,0B5 150.00 18,547 628.0 17,301 17,301 18,610 r__ 2930.01-RI-POST Type Ill 24-hr 2-yr Rainfall=3.21 " Prepared by Microsoft Printed 2/8/2018 lydroCAD010.00-19 s/n 00480 ©2016 HydroCAD Software Solutions LLC Page 13 Device Routing invert Outlet Devices #1 Primary 149.40' 20.0' Jong x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 254 2.69 2.68 2.67 '2.67 2.65 266 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Primary 149.00' 4.0" Round Culvert L= 15.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 149.00' / 148.85' S= 0.0100 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf` rimary OutFlow Max=0.05 cfs @ 16.84 hrs HW=149.16' (Free Discharge) 1=13road-Crested Rectangular Weir( Controls 0.00 cfs) 2=Culvert (Barrel Controls 0.05 cfs @ 1.70 fps) Summary for Pond 2Pb: Detention Basin Inflow Area = 77,241 sf, 0.34% Impervious, Inflow Depth = 1.04" for 2-yr event Inflow - 1.77 cfs @ 12.15 hrs, Volume= 6,721 cf Outflow 0.07 cfs @ 17.62 hrs, Volume= 4,149 cf, Atten= 96%, Lag= 328.2 min Primary 0.07 cfs @ 17.62 hrs, Volume= 4,149 cf Routing byStor-Ind method, Time Span= 1.00-36.00 hrs, dt=.0.01 hrs Peak 'Elev=148.19' @ 17`.62 hrs SurfArea= 23,823 sf Storage= 4,569 cf Plug -Flow detention time 608.4 min calculated for 4,149 cf;(62% of inflow) Center -of -Mass det. time= 490.4 min ( 1,356.3 - 865.9 ) Volume Invert Avail.Stora a Storage Description #1 148.00' 24,805 cf Custom Stage Data (irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) - (cubic -feet)_ (s(I-ft) 148.00 23,214 791.0 0 0 23,214 149.00 26,431 817.0 24,805 24805 26,637 Device Routing Invert Outlet Devices _ #1 Primary 148.40' 15 Head (feet) g x 4.0' breadth Broad -Crested Rectangular Weir et) 0.20 0.40 '0.60 '0,80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 266 266' 2.68 2.722.73 2.76 2.79 2.88 3.07 3.32 #2 Primary 14800' 40" Round Culvert L= 15.0' CPP end -section conforming to fill, Ke= 0500 Inlet / Outlet Invert= 148.00' / 147,85' S= 0.0100 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf TnmaryOutFlow Max=0.07 cfs @ 17.62 hrs HW=148.19' (Free Discharge) =Broad -Crested Rectangular Weir( Controls 0.00 cfs) 2 Culvert (Barrel Controls 0.07 cfs @ 1.84 fps) 1 w, 2930.01-RI-POST Type 11124-hr 2-yr Rainfall=3. 21- Prepared by Microsoft Printed 2/8/2018 1 HydroCADQ' 10.00-19 sin 0Ei480 92016 HydroCAD Software; Solutions LLC _ Paae 14 Summary for Pond 3Pa: Detention Basin Inflow Area = 50,670 sf, 0 33% Impervious, Inflow Depth = 1 04" for 2-yr event Inflow = 1.17 cfs @ 12.15 hrs, Volume 4409=cf Outflow = 0.14 cfs @ 13.51 hrs, Volume= 5596 cf, Atten= 88%, Lag= 81.4 min Primary = 0.14 efs @ 13.51 hrs, Volume= 5,596 cf Routing by Stor-Ind method, Time Span= 1.00 36.00 hrs, dt= 0.01 hrs Starting Elev 151.20' Surf.Area= 8,472 sf Storage= 1,638 cf Peak Elev= 151.30' @ 13.51 hrs Surf.Area= 8,746 sf Storage= 2,460 cf (822 cf above start) Plug -Flow detention time= 354.7 min calculated for 3,958 of (90% of inflow) Center -of -Mass det. time= 91.7 min ( 957.3 - 865.6 ) Volume Invert Avail.Storage Storage Description #1 151.00, 21,247 cf Custom Stage Data (irregular)Listed below (Recalc) Elevation SurfArea Perim. Inc.Store Cum.Store Wet.Area 151.00 7,912 359.0 0 0 7,912` 152.00 10,904 4380 9,368 9,368 12,938 153.00 12,881 480.0 11,879 21,247 16,041 Device Routing Invert Outlet Devices #1 Prima 152.40' 6.0' long 4. ' h Broad -Crested . ry o g x 4 breach;Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Primary 151.00' 4.0" Round Culvert L= 25.0' CPP, end -section conforming to fill, Ke= 0.500' Inlet / Outlet Invert= 151.00' / 150.75' S= 0.0100'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf IaryOutFlow Max=0.14 cfs @ 13.51 hrs HW=151.30' (Free Discharge) ^Broad -Crested Rectangular Weir( Controls 0.00 cfs) Culvert (Barrel Controls 0.14 cfs @ 2.21 fps) r, 1 1 u 1 1_I 1 1 2930.01-R1-POST Type 11124-hr 10-yr Rainfall=5.18" Prepared by Microsoft Printed 2/8/2018 HydroCADO 10.00-19 sln 00480 02016 HydroCAD Software Solutions LLC Pace 15 Time span=1.00-36.00 hrs, dt=0.01 hrs, 3501 points Runoff 'by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing byStor-Ind+Trans method Pond routing by Stor-Ind method SubcatchmentlS: Remaining Area Runoff Area=2,743,127 sf 0.00% Impervious Runoff Depth=2.51" Flow Length=3,445' Tc=53.6'min CN=74 Runoff=77.24 cfs 573,463 of SubcatchmentlSa: Contributing Area to Runoff Area=431,374 sf 0 32%Impervious Runoff Depth=2.60" Flow Length=1,253' Tc=21 9 min CN=75 Runoff=19.48 cfs 93,322 cf Subcatchment 1 Sb: Contributing Area to Runoff Area=405,979'sf 0.73%Impervious Runoff Depth=2.60" Flow Length=756' Tc=15.8 min CN=75, Runoff=20.94 cfs 87,828 cf SubcatchmentlSc: Contributing Area to Runoff Area= 133,595 sf 1.01% Impervious Runoff Depth=2.51" Flow Length=604' Tc=27.1 min UI Adjusted CN=74 Runoff=5.32 cfs 27,929 cf Subcatchment 1 Sd: Contributing Area to Runoff Area=232,157 sf 0.59% Impervious Runoff Depth=2.51" Flow Length=489' Tc=124 min CN=74 Runoff=12.67 cfs 48,533 cf Subcatchment2S: Remaining Area Runoff Area=193,432'sf 0.00% Impervious Runoff Depth=2.51" Flow Length=216' Tc=10.1 min CN=74 RunofF11.32 cfs 40,438 cf Subcatchment2Sa: Contributing Area to Runoff Area=46,996 sf 0,15% lmpervious Runoff Depth=2.51" Flow Length=162' Tc=9.7 min CN=74 Runoff=2.79 cfs 9,825 cf Subeatchment2Sb: Contributing Area to Runoff Area=77,241 sf 0.34% Impervious Runoff Depth=2.51" Flow Length=192' Tc=10.3 min CN=74 Runotf=4.49 cfs 16,148 cf Subcatchment3S: Remaining Area Runoff Area=22,944 sf 0.00% Impervious Runoff ]epth=2.42" Flow Length=152' Tc=13.2 min CN=73 Runoff=1.18 cfs 4,632 cf Subcatchment3Sa: Contributing Area to Runoff Area=50,670 sf 0.33% Impervious Runoff Depth=2.51 Flow Length=198' Tc=10.0 min CN=74 Runoff=2.98 cfs l O,593 cf Reach 1R:DP1-StreamlWetiandat Souteast Property Line Inflow=106.37 cfs 816,121 cf Outflow=106.37 cfs 816,121 cf Reach 2R DP2- Southwest Wetlands Inflow=11.42 cfs 60,767 cf Outflow=11.42 cfs 60,767 cf Reach 3R:_DP3- Northwesterly property corner Inflow=137 cfs 16,292 cf Outflow=1.37 cfs 16,292 cf Pond 1 Pa: Rain Garden Peak Elev=152.60' Storage=12,156 cf Inflow=19.48 cfs 93,322;cf Discarded=0.06 cfs 5,086 cf Primary=19.14cfs 81,782 cfOutflow=19 20 cfs 86,867 of Pond 1 Pb: Detention Basin Peak Elev=146.39' Storage=7,514 of Inflow=20 94 cfs 87,828 cf Outflow=19.42 cfs 87,793 cf Pond 1 Pc: Detention Basin Peak Elev=144.53' Storage=3,721 cf Inflow=5.32 cfs 27,929 cf Outflow=496 cfs 27,537 cf 2930.01-R1-POST Type /H 24-hr 10-yr Rainfall=5. 7 8" Prepared by Microsoft Printed 2/8/2018 Hyd roCAD@) 10. 00-19 s/n 00480 © 2016 HydroCAD:Software Solutions LLC Paoe 16 Pond 1Pd: Detention Basin Peak Elev=143.56' Storage=11,656 cf Inflow=12.67 cfs 48,533 cf Outflow=9`66 cfs 45,545 cf Pond 2Pa; Detention Basin Peak 'Elev=149.35' Storage=5846 cf Inflow=2.79 cfs 9,825 cf Outflow=0.17 cfs 8,034 cf Pond 2Pb: Detention Basin Peak Elev=148.42' Storage=9,993 cf lnflow=4.49 cfs 16,148 cf Outflow=029 cfs 12,295 cf Pond 3Pa: Detention Basin Peak Elev=151.68' Storage=6,013 cf Inflow=2.98 cfs 10,593 cf Outflow=0.24cfs11,660 cf Total Runoff Area 4,337,5115 sf Runoff Volume = 9 2,710 of Average Runoff Depth = 2.53" 99.83% Pervious = 4,329,937 sf 0,17%n Impervious = 7,578 sf 2930.01-R7 -POST Type III 24-hr 10-yr-Rainfall=5.18" Prepared by Microsoft Printed 2/8/2018 HydroCAD® 10.00-19 sln`00480 © 2016 HydroCAD Software Solutions LLC Paae 17 Summaryfor Subcatchment IS: Remaining Area Contributing to Stream & Wetland g_ 9 Runoff = 77.24 cfs @ 12.74 hrs, Volume 573,463 cf, Depth= 2.51" Runoff by SCS TR-20 method, UN=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=5.18" Areas CN Description 812604 733 Woods, Fair, HSG C ' 1,868,027 74 >75%Grass cover, Good, HSG C 58,598 96 Gravel surface 3,898 96 New Gravel surface, HSG C _ 2,743,127 74 Weighted Average 2,743,127 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ftlft ft/sec cis 16.8 50 0.0100 0.05 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3,00" 36.8 3,395 0.0091 1.54 ShallowConcentratedFlow, Unpaved Kv= 16.1 fps 53.6 3,445 Total 1 Summary for Subcatchment 1Sa: Contributing Area to Rain Garden Runoff = 19.48 cfs @ 12.31 hrs, Volume 93,322 cf, Depth= 2.60 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type 111 24-hr 10-yr Rainfall=5.18 Area (sf) CN Description 129,227 73 Woods, Fair, HSG C 278993 74 >75% Grass cover, Good, HSG C 7,800 96 Gravel surface 13,968 96 New Gravel surface, HSG C 1,386 98 Paved parking, HSG C 431,374 75 Weighted Average 429,988 99.68% Pervious Area 1,386 0.32% Impervious Area Tc Length (min) (feet) Slope (ft/ft) Velocity tft/sec) Capacity Description (cfs) 12.7 50 _ 0.0200 0.07 Sheet Flow, Woods: Light underbrush n=<0.400 P2= 3.00" 9.2 1,203 0.0182 2.17 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 21.9 1,253 Total 2930.01-R1-POST Type I1124-hr 10-yr Rainfall=5.18 Prepared by Microsoft Printed 21812018 HydroCAD®'10.00-19 s/n00480 © 2016 HvdroCAD Software Solutions LLC Page 18 Summaryfor Subca chment IS : Contributing Area toP Pond Pb IRunoff = 20,94 cfs @ 12.22 hrs, Volume= 87,828 cf, Depth= 2.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=5.18" Area (s CN Description 392,269 74 >75% Grass cover, Good, HSG C` * 10,742 96 New Gravel surface, HSG C * 2,328 98 Solar Footings —Unconnected roofs, HSG C * 640 98 Transformer Pad Unconnected roofs, HSG C 405,979 75 Weighted Average _ 403,011 99.27% Pervious Area 2,968 0.73% Impervious Area 2,968 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (Wsec) (cfs) _ 8.5 50 0.0200 0.10 Sheet Flow, Grass. Dense n= 0.240 P2= 3.00" 7.3 706 00099 1.60 Shallow Concentrated flow, Unpaved Kv= 16.1 fps r 15.8 756 Total Summary for Subcatchment 1Sc: Contributing Area to Pond 1Pc Runoff = 5.32 cfs @ 12.38hrs, Volume= 27929 cf, Depth= 2.51" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs,;dt= 0.01 hrs Type Ill 24-hr 10-yr Rainfall=5.18" _Area (sf) 130,482 CN Adi Description 74 >75% Grass cover, Good, HSG C * 1,762 96 New Gravel surface, HSG C * 711 98 Solar Footings_Unconnected roofs, HSG C ' 640 98 Transformer Pad Unconnected roofs, HSG C 133,595 75 74 Weighted Average, UI Adjusted 132,244 98.99% Pervious Area 1,351 1.01%Impervious Area 1,351 100.00% Unconnected Tc Length Slope Velocity Capacity Description min feet) (fY-A) (ftfsec) (cfs 21.3 50 0.0020 0.04 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 5.8 554 00099 1.60 Shallow' Concentrated Flow, Unpaved Kv= 16.1 fps 271 604 Total 1 ri L k h L 2930.01-RI-POST Type Ill 24-hr 10-yr Rainfall=5.18" Prepared by Microsoft Printed 2/8/2018 H draCAD®'1000-19 s/n p0480 @ 2016 HydroCAD Software SolutionsLLG „ Paae 19 Summary for Subcatchment 1Sd: Contributing Area to Pond 1Pd Runoff 12.67 cfs @ 12.17 hrs, Volume= 48,533 cf, Depth= 2.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=518" Areas CN Description 230,783 74 >75% Grass cover, Good, HSG C: * 1,374 98 Solar Footings Unconnected roofs, HSG C 232,157 74 Weighted Average 230,783 99.41 % Pervious Area 1,374 0.59% Impervious Area 1,374 100.00% Unconnected Tc Length Slope Velocity Capacity Description 8.5 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00 3.9 439 0.0136 1,88 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 12.4 489 Total Summary for Subcatchment 2S: Remaining Area Contributing to Southwest Wetlands Runoff 11.32 cfs @ 12.14 hrs, Volume= 40,438 cf, Depth= 2.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=5.18" Area (sf) CN Description 66,127 73 Woods, Fair, HSG C 127,305 74 >75% Grass cover, Good, HSG C 193,432 74 Weighted Average 193,432 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ftlft fusee cfs 8.5 50 0,0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.6 166 0,0120 1.76 Shallow Concentrated Flow, Unpaved Kv= 16.1 fos 10.1 216Total Summary for Subcatchment 2Sa: Contributing Area to Pond 2Pa IRunoff 2.79 cfs @' 12.14 hrs, Volume= 9,825 cf, Depth= 2.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36 00 hrs, dt= 0.01 hrs Type 111 24-hr 10-yr Rainfall=5.18" 1 2930.01-111-POST Type N 24-hr 10-yr Rainfall=5.18" Prepared by Microsoft Printed 2/8/2018 HydroCAD0'1_0.00-19 sin00480 02016 HydroCADSoftware Solutions LLC Pace 20 Areas CN Description 46,924 74 >75% Grass cover, Good, HSG C * 72 98 Solar Footings Unconnected roofs, HSG C 46,996 74 Weighted Average 46924 99.85% Pervious Area 72 0.15% Impervious Area 72 100.00% Unconnected Tc Length Slope Velocity Capacity Description Amin) (feet) (ftlft) (ft/sec) (cfs) 8.5 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.2 112 0.0089 1.52 Shallow Concentrated' Flow, Unpaved Kv= 16.1 fps - 9J 162 Total Summary for Subcatchment 2Sb: Contributing Area to Pond 2Pb 1 Runoff = 4.49cfs @ 12.15 hrs, Volume= 16,148 cf, Depth= 2.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type -III 24-hr 10-yr Rai nfall=5.18" Area M CN Description 76,980 74 >75% Grass cover, Good, HSG C * 261 98 Solar Footings Unconnected roofs, HSG C 77241 74 Weighted Average 76,980 99.66% Pervious Area 261 0.34% Impervious Area= 261 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet)' (ft/ft) (ft/sec) (cfs) 8.5 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.8 142 0.0070 1.35 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps _ 10.3 192 Total Summary for Subcatchment 3S: Remaining Area Contributing to Northwesterly property comer Runoff 1.18+cfs @ 12.19 hrs, Voiume= 4,632 of, Depth= 2.42 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=5.18" u C 2930.01-R1-POST Type 11124-hr 10-yr Rainfall=5.18" Prepared by Microsoft Printed 21812018 H droCAE)0 10.00-19 s/n 00480 02016 H droCAD Software Solutions LLC Pa .e 21 Areas CN Description 12754 73 Woods, Fair, HSG C 10,190 74 >75%'Grass cover, Good HSG C 22,944 73 Weighted Average 22,944 100.00% Pervious Area Tc Length (min) (feet) Slope Lft/M Velocity (fvsec) Capacity Description (cfs) 12.7 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n=0.400 P2=:3.00" 0.5 102 0.0390 3.18 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 13.2 152 Total Summary for Subcatchment-3Sa: Contributing Area to Pond 3Pa ® Runoff _ 298 cfs @ 12.14 hrs, Volume= 10593 cf, Depth= 2.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00.36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=5.18" Areas _ CN Description 50504 74 >75% Grass cover, Good, HSG C * 166 98- Solar Footings Unconnected roofs, HSG C 50670 74 Weighted Average 50,504 99.67% Pervious Area 166 0.33% Impervious Area 166 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min (feet) (ftlft) (#t/sec) (cfs) 8.5 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.5' 148 0.0100 1`.61 Shallow Concentrated Flow, - Unpaved Kv= 16.1 fps _. 10.0 198 Total Summary for Reach 1R; DP1-.StreamMetland at:Souteast Property Line Inflow Area 3,946 232 sf, 0.18% Impervious, Inflow Depth > 2 48" for 10-yr event Inflow 106.37 cfs,@ 12.57 hrs, Volume 816,121 cf Outflow 106.37 cfs @ 12.57 hrs, Volume=. 816,121 cf, Atten= 0%, Lag= 0.0 min Routing by Star-lnd+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs U U 2930.01-111=POST Type 11124-hr 70-yrRainfall=5..18" Prepared by Microsoft Printed 2181201 B HydroCAD010.00-1'9 s/n 00480 020116 HydroCAD Software Solutions LLC Pale 22 Summary for Reach 2R: DP2-Southwest Wetlands Inflow Area = 317,669 sf, 0.10%Impervious, Inflow Depth > 2.30" for 10-yrevent Inflow = 11.42 cfs @ 12.15 hrs, Volume= 60,767 cf Outflow 11.42 cfs @ 12.15 hrs, Volume= 60,767 cf, Atten= 0%, Lag= 0.0 min Routing byStor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Summary for Reach 3R DP3- Northwesterly property corner Inflow Area = 73,614 sf, 0.23% Impervious, Inflow Depth > 2.66" for 10-yr event Inflow 1.37 cfs @ 12.19 hrs, Volume= 16,292 cf ' Outflow 1.37 cfs @ 12.19 hrs, Volume= 16,292 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 100-36.00 hrs, dt= 0.01 hrs Summary for Pond 1Pa: Rain Garden Inflow Area = 431,374 sf, 0.32% Impervious, Inflow Depth = 2.60" far 10-yr event Inflow = 19.48 cfs @ 12.31 hrs, Volume= 93,322 cf Outflow 19.20 cfs @ 12.34 hrs, Volume= 86,867 cf, Atten= 1%, Lag= 2.3 min Discarded 0.06 cfs @ 12.34 hrs, Volume= 5,086 cf Primary 19.14 cfs @ 12.34 hrs, Volume= 81,782 cf Routing byStor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev=`152.60' @ 12.34 hrs Surf.Area= 9,497 sf Storage= 12,156 cf Plug -Plow detention time 81.5 min calculated for 86,843 cf (93% of inflow) Center -of -Mass det. time.= 45.7 min ( 893.6 - 847.9 ) Volume Invert AvailStorage _ Storage Description _ #1 151.00, 16,172 cf Custom Stage Data (irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area 151.00 5,780 562.0 0 0 5,780 152.00 8,087 588.0 6,901 6901 8,228 153.00 10,508 613.0 9,271 16,172 10,691 Device Routing Invert Outlet Devices #1 Primary 152,20' 30.0' long x 4.0' breadth Broad -Crested RectangularWeir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 151.00' 0.270 inlhr Exfiltration over Wetted area F n 2930.01-R7 -POST Type /// 24-hr 10-yr Rainfall=5.18' Prepared by Microsoft Printed 2/8/2018 H droCAD0 10.00-19 s/n 00480 ©2016 H droGAD:Software Solutions LLC Pa a 23 Qiscarded OutFlow Max=0A6 cfs @ 12.34 hrs HW=152.60' (Free Discharge) 2=Exfiltration (Exflltration Controls"0.06 refs) Primary OutFlow Max=19.14 cfs @ 12.34 hrs HW=152.60' (Free Discharge) 1=Broad-Crested Rectangular Weir(Weir Controls 19.14 cfs @ 1.60 fps) Summary for Pond 1 Pb: Detention Basin Inflow Area = 405,979 sf, 0.73% Impervious, Inflow Depth = 2.60" for 10-yr event Inflow _ 20.94 cfs @ 12.22 hrs, Volume= 87,828 cf Outflow _ 19.42 cfs @ 12.29 hrs, Volume= 87,793 cf, Atten= 7%, Lag= 3.9 min Primary _ 19.42 cfs @ 12.29 hrs, Volume= 87,793 cf Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev=-146.39' @ 12.29 hrs Surf Area= 22,968 sf Storage= 7,514 of Plug -Flow detention time 23.5 min calculated for 87768 cf (100% of inflow)' Center -of -Mass det. time= 23.4 min ( 865.7 - 842.3 ) Volume Invert Avail.Stora a Storage Description #1 145.50' 674 cf Custom Stage Data (Irregular)Listed below (Recalc) #2 145.50' 1,084 of Custom Stage Data (Irregular)Listed below (Recalc) 22261 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet s -ft feet cubic -feet cubic -feet' s -ft 145.50 903 224.0 0 0 903 146.00 1,849 249.0 674 674 1,851 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet -ft feet(cubic-feet) cubic4eet s ft 145.50 1,379 409.0 0 0 1,379 146.00 3,066 434.0' 1,084 1,084 3,069 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area 146.00 11,408 853.0 0 0' 11,408 147.00 31227 967.0 20,503 20,503 27,944 Device Routing Invert Outlet Devices #1 Primary 146.00' 15.0' long x 4.0' breadth Broad -Crested Rectangular Weir X 2.00 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.60 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 266 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #l2 Primary 145.50' 4.0" Round Culvert X 2.00 L= 20.0' 'CPP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 145.50'/ 145.30' S= 0.0100 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf 1 2930.01-R1-POST Type 11124-hr 10-yr Rainfall=5.1 S" Prepared by Microsoft Printed 2/8/2018 H droCAD®10.00-19 s/n 00480 © 2016 H droCAD Software Solutions LLC Page 24 rimary OutFlow Max=19.41 cfs @ 12.29 hrs HW=146.39 (Free Discharge) =Broad -Crested Rectangular Weir(Weir Controls 18.81 cfs @ 1.59 fps) 2 Culvert (Barrel Controls 0.59 cfs @ 3.41 fps) Summary for Pond 1 Pc Detention Basin Inflow Area 133595 sf 1.01 % Impervious, Inflow Depth = 2.51" for 10-yr event Inflow 5.32 cfs @ 12.38 hrs, Volume= 27,929 cf Outflow 4.96 cfs @ 12.48'hrs, Volume= 27,537 cf, Atten= 7%, Lag= 6.2 ruin Primary 4.96 cfs @ 12.48 hrs, Volume= 27,537 cf Routing by Stor--Ind method, Time Span= 1.00-36.00'hrs, dt= 0.01 hrs Peak Elev 144.53' @ 1248 hrs Surf.Area= 7,408 sf Storage= 3,721 cf Plug -Flow detention time 58.3 min calculated for 27,537 cf (99% of inflow) Center -of -Mass det. time= 50.1 min ( 905.3 - 855.3 ) Volume Invert Avail.Storape Storage Description #1 144.00' 7,365 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation SurfArea Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sg-ft) 144.00 6597 385.0 0 - 0 - _ 6,597 145.00 8,161 446.0 7,365 7,365 10,652 Device Routing Invert Outlet Devices #1 Primary 144.20' 10.0' long x 4.0' breadth Broad -Crested Rectangular` Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65_2.66 2.66 2.68 2.72 2.73 '2.76 2.79 288 3.07 3.32 #2 Primary 144.00' 4.0" Round Culvert L=`20.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 144.00' / 143.80' S= 0.0100'/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf trimary OutFlow Max=4.96 cfs @ 1248 hrs HW=144.53' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 4.75 cfs @ 1.43 fps) 2=Culvert (Barrel Controls 0.22 cfs @ 2.47 fps) Summary for Pond 'I Pd: Detention Basin Inflow Area = 232,157 sf 0.59% Impervious, Inflow Depth = 2.51 for 10-yr event Inflow 12.67 cfs @ 12.17 hrs, Volume= 48,533 cf Outflow 9.66 cfs @ 12.29 hrs, Volume= 45,545 cf, Atten=24%o, Lag= 7.2 min Primary 9.66 cfs @ 12.29 hrs, Volume= 45,545 cf Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs,;dt= 0.01 "hrs 2930.01-RI-POST Type /// 24-hr 10-yr Rainfall=5.18" Prepared by Microsoft Printed 2/8/2018 HydroCAND 10.00=19 sin 00480 OO 2M HydroCAD Software Solutions LLC _ Page 25, Peak Elev='143.56' @ 12.29 hrs Surf.Area= 21,496 sf Storage 11,656 cf Plug -Flow detention time= 131.3 min calculated for 45,532 cf (94% of inflow) Center -of -Mass det. time= 98.9 min ( 940.5 - 841.6 ) Volume Invert Avail.Storage Storage Description #1 143.00' 21,388 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf -Area Perim. IncStore Cum.Store Wet.Area feet s -ft feet cubic -feet` cubic -feet s -ft 143.00 20,412 646.0 0 0 20,412 144.00 22,380 6650 21,388 21388 22500 Device Routing Invert Outlet Devices #1 Primary 143.30' 30,0' long x 4,0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 ;2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Primary 143.00' 4.0" Round Culvert L= 20.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 143.00' / 142.80' S= 0.0100 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf trimary OutFlow Max=9.66 cfs @ 12.29 hrs HW=143.56' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 9.44 cfs @ 1.23 fps) 2=Culvert (Barrel Controls 0.22 cfs @ 2.54 fps) Summary for Pond Va. Detention Basin Inflow Area - 46,996 sf 0.15% Impervious, Inflow Depth = 2.51" for 10-yr event Inflow = 2.79 cfs @ 12.14 hrs, Volume 9,825 cf Outflow 0.17 cfs @ 15.04 hrs, Volume= 8,034 cf, Atten= 94%, Lag= 173.9 min Primary 0.17 cfs @ 15.04 hrs, Volume= 8,034 d Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt=`0.01 hrs Peak Elev= 149.35' @ 15.04 hrs Surf.Area= 16,937 sf Storage= 5,846 cf Plug -Flow detention time= 468.4 min calculated for 8,034 cf (82% of inflow) Center -of -Mass det. time= 393.9 min ( 1,233.1 - 839.1 ) Volume Invert Avail.Storage Storage Description #1--149.00' 17,301 cf Custom Stage Data (Irregular)Listed below (Recale) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq=ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 149.00 16,085 603.0 0 0 16,085 150.00 18,547 628.0 17301 17,301 18,610 fl 1-1 2930.01-R1-POST Type !ll 24-hr 10-yr Rainfall=5.18" Prepared by Microsoft Printed 2/8/2018 HydroCAD010.00-19 s/n00480 02016 HvdraCAD Software So lutions LLC Pape 26 Device Routing Invert Outlet Devices #1 Primary 149.40' 20.0' long x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0,40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Primary 149.00' 4.0" Round Culvert L= 15.0' CPP, end -section conforming to fill, Ke= 0.500' Inlet] Outlet Invert= 149.00' 1 148.85' S= 0.0100 '1' Cc= 0.900' n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf rimaryOutFlow Max=0.17 cfs @ 15.04 hrs HW=149.35'' (Free Discharge) =Broad -Crested Rectangular Weir( Controls 0.00 cfs) 2 Culvert (Barrel Controls 0.17 cfs @,2.24 fps) Summary for Pond 2Pb: Detention Basin Inflow Area 77241 sf, 0.34% Impervious, Inflow Depth = 251" for 10-yr event Inflow = 4.413 cfs @ 12.15 hrs, Volume 16,148 cf Outflow 0.29 cfs @ 14.90 hrs, Volume 12,295 cf, Atten= 94%, Lag= 165.1 min Primary 0.29 cfs @ 14.90 hrs, Volume 12,295 cf Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs i Peak Elev= 148.42' @ 14.90 hrs Surf.Area= 24,535 sf Storage= 9,993 cf Plug -Flow detention time= 523.2 min calculated for 12,295 cf (76% of inflow) Center -of -Mass det. time= 435.9 min ( 1,275.6 - 839.7 ) Volume Invert Avail.Stora a Storage Description #1 148.00' 24,805 cf Custom Stage Data (Irregular)listed below (Recalc) Elevation Surf_Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 148.00 23,214 791.0 0 0 23,214 149.00 26,431 8170 24,805 24,805 26,637 Device Routing Invert Outlet Devices #1 Primary 148.40' 15,0' long x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Primary 148.00' 4.0" Round Culvert L= 15.0' CPP, end -section conforming to fill, Ke 0.500 Inlet l Outlet Invert= 148.00' 1 147.85' S= 0 0100 T Cc 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf rimary OutFlow Max=0.28 cfs @ 14.90 hrsHW=148.42' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.09 cfs @ 0.32 fps) 2=Culvert (Barrel Controls ;019 cfs @ 2.27 fps) I U 2930.01-R1-POST Type 11l 24-hr 10-yr Rainfall=5 18" Prepared by Microsoft Printed 2/8/2018 HydroCAM io.00-19 s1n 00480 02016 HydroCAD Software Solutions LLC„ Paae 27 Summary for Pond 3Pa: Detention Basin Inflow Area = 50,670 sf, 0.33% Impervious, Inflow Depth = 2.51 for 10-yr event Inflow 2.98 efs @ 12.14 hrs, Volume 10,593 cf Outflow 0.24 cfs @ 13.95 hrs, Volume 11,660 cf, Atten= 92%, Lag= 108.5 min Primary 0.24 cfs @ 13.95 hrs, Volume 11,660 cf Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs. Starting Bev= 151.20' Surf.Area= 8,472 sf Storage= 1,638 cf Peak Elev 151.68' @ 13.95 hrs Surf.Area= 9,886 sf Storage= 6,013 cf (4,375 cf above start) Plug -Flow detention time= 351.4 min calculated for 10,022 cf (95% of inflow) Center -of -Mass det. time= 219.3 min (1,058.7 - 839.4 ) Volume Invert Avail.Storage Storage Description #1 151.00, 21,247 of Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum Store Wet.Area met) (sq-ft) (feet) (cubic -feet) _ (cubic -feed Ng:its 151.00 7,912 359.0 0 _ 0 7,912 152.00 10,904 438.0 9,368 9,368 12,938 153,00 12,881 480.0 11,879 21,247 16,041 Device Routing Invert Outlet Devices #1 Primary 152.40' 6.0' long x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 ,2.00 2.50 3.00 3.50 4.00 4.50 5,00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2,73 2.76 2.79 2.88 3.07 3.32 #2 Primary 151.00' 4.0" Round Culvert L= 25.0' CPP, end -section conforming to fill, Ke= 0,500 Inlet / Outlet Invert= 151.00' 1150.75' S= 0 0100 'r Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf trimaryoutFlow Max=0.24 ds @ 13.95 hrs HW=151.68' (Free Discharge) =Broad -Crested Rectangular Weir( Controls 0.00 cfs)' it 2=Culvert (Barrel Controls 0.24 cfs @ 2.80 fps) u G 2930 01-Rl-POST Prepared by Microsoft HvdroCAD(010.00-19 s/n Type !ft 24-br 25-yr Rainfall=6.40" Printed 2/8/2018 Time span=1.00-36.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method Pond routing by Stor--Ind method Subcatchment7S: Remaining Area Runoff Area=2,743,127 sf 0.00% Impervious Runoff Depth=3.52" Flow Length=3,445' Tc=53.6'min CN=74 Runoff=109.17 cfs 805572 cf SubcatchmentISa: Contributing Area to Runoff Area=431,374 sf 0.32% Impervious Runoff Depth=3 63" Flow Length=1253' Tc=21.9 min CN=75 Runoff=27.34 cfs 130,329 cf SubcatchmentlSb: Contributing Area to Runoff Area=405,979"sf 0.73% Impervious Runoff Depth=3.63" Flow Length=756' Tc=15.8 min CN=75Runoff=29.36;cfs 122,656 of Subcatchment1Sc: Contributing Area to Runoff Area=133,595sf 1.01% Impervious Runoff Depth=3.52" FlowLength=604' Tc=27.1 min UI Adjusted CN=74 Runoff=7.51 cfs 39233 cf Su bcatchment 1 Sd: Contributing Area to Runoff Area=232,157'sf 0.59% Impervious Runoff Depth=3.52" Flow Length=489' Tc=12.4 rain CN=74 Runoff=17.89 cfs 68,177 cf Subcatchment2S: Remaining Area Runoff Area=193,432 sf 0.00% Impervious Runoff Depth=3.52" Flow Length`216' Tc=10.1 min CN=74 Runoff=15.97 cfs 56 805 cf Subcatchment2Sa: Contributing Area to Runoff Area=46,996`sf 0.15% Impervious Runoff Depth=3.52" Flow Length=162' Tc=9.7 min CN=74 Runoff=3.93 cfs 13,801 cf Subcatchment2Sb: Contributing Area to Runoff Area=77,241 sf 034% Impervious Runoff Depth=3.52" Flow Length=192` Tc=10.3 min CN=74 Runoff=6.34 cfs 22683 cf Subcatchment3S: Remaining Area Runoff Area=22,944 sf 0.00% Impervious Runoff Depth=3.42" Flow Length=152' Tc=13.2 min CN=73 Runoff=1.68 cfs 6545 cf ISubcatchment3Sa: Contributing Area to Runoff Area=50,670 sf 0.33% Impervious Runoff Depth=3.52 Flow Length=198' Tc=10.0 min CN=74 Runoff=4.20 cfs 14,880 of Reach 1R: DPI -Stream/WettandatSouteast Property Line Inflow=149.73cfs 1,150,811 cf Outflow=149.73 cfs 1,150,811 cf Reach 2R: DP2-Southwest Wetlands Inflow=16.18 cfs 87,281 cf f Outflow=16.18 cfs 87281 cf Reach 3R: DP3- Northwesterly property corner Inflow=1.90 cfs 22,356 cf Outflow=1.90 cfs 22,356 of Pond 1 Pa: Rain Garden Peak Elev=152.69' Storage=13,049 cf Inflow=27.34;cfs 130,329 cf Discarded=0.06 cfs 5,257 cf Primary=26.94 cfs 118,609 cf Outflow=27.01 cfs 123,866 cf Pond IPb: 'Detention Basin Peak Elev=146'.49' Storage=9,321 cf Inflow=29.36 cfs 122,656 cf Outflow=27.41 cfs '122,621 cf Pond 'I Pc: Detention Basin Peak Elev=144.62' Storage=4,361 cf Inflow=7.51 cfs 39,233 cf Outflow=7.12 cfs 38,838 cf U 2930.01-R1-POST Type/1/ 24-hr 25 yr Rainfall =6.40" Prepared by Microsoft Printed 2/812018 H droCAD®10.00.19 s/n 00480 ©2016 H droCAD Software Solutions LLC Page Pond 1Pd: Detention Basin Peak Elev=143.64' Storage=13,473 cf Inflow=1789 cfs 68,177 cf Outflow=15.10 cfs 65,170 cf Pond 2Pa: Detention; Basin Peak -Elev=149.44' Storage=7,257 cf Inflow=393 cfs 13801 cf Outflow=0.53 cfs 11,849 cf Pond 213b: Detention Basin Peak Elev=148.48' Storage=11,578 cf Inflow=6 34 cfs 22,683 cf Outflow=1.06 cfs 18,626 cf Pond 3Pa; Detention Basin Peak Eiev=151.94' Storage=8,725 cf Inflow=4.20 cfs 14,880 cf Outflow=0.29 cfs 15,810 cf Total Runoff Area = 4,337,515 sf Runoff 'Volume -=1,280,682 cf Average Runoff Depth = 3.54" 99.83% Pervious = 4,329,937 sf 0.17% Impervious = 7,578 sf P-1 L 1 2930.01-RI-POST Type Ill 24-hr 25-yr Rainfall=6.40" Prepared by Microsoft Printed 2/812018 HydroCAEXD 10.00-19 sIn 0048002016 HydroCAD Software Solutions LLC _ Page 30' Summary for Subcatchment 1S: Remaining Area Contributing to Stream B Wetland Runoff 109.17 cfs @ 12.74 hrs, Volume 805,572 cf, Depth= 3.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=1.00-36.00 hrs,-dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.40" Area (sfl CN Description 812,604 73 Woods, Fair, HSG C 1,868,027 74 >75% Grass cover, Good, HSG C 58,598 96 Gravel surface 2,743,127 74 Weighted Average 2,743,127 100.00% Pervious Area Te Length Slope Velocity Capacity Description min feet ft/ft ft/sec ` cfs 16.8 50 0.0100 0.05 Sheet Flow, Woods; Light underbrush n= 0.400 P2= 3.00" 36.8 3,395 0.0091 1.54 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 53.6 3445 Total Summary for Subcatchment 1Sa: Contributing Area to Rain Garden Runoff 27.34 efs @ 12.213 hrs, Volume= 130,329 cf, Depth= 3 63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-3600 hrs, dt= 0.01 hrs Type Ill 24-hr 25-yr Rainfall=6.40" Area (sf) CN Description 129,227 73 Woods, Fair, HSG C 278993 74 >75% Grass cover, Good, HSG C * 7,800 96 Gravel surface 13,968 96 New Gravel surface, HSG C 1,386 98 Paved parking, HSG C 431,374 75 Weighted Average 429,988 99 68% Pervious Area 1,386 0.32% Impervious Area Te Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 9.2 1,203 0.0182 2.17 Shallow Concentrated Flow, Unpaved Kv=16.1 fqs 21.9 1,253 Total 0 F u L 0 0 293001-R1-POST Type Ili 24-hr 25-yr Rainfall=6.40" Prepared by Microsoft Printed 202018 HydroCAD®10.000-19 sln 00480 © 2016 HydroCAD Software Solutions LLC _ _ Pape 31" Summary for Subcatchment 1Sb: Contributing Area to Pond 1Pb Runoff 29.36 cfs @ 12.22 hrs, Volume= 122656 cf, Depth= 3.63 Runoff by-SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type ,III 24-hr 25-yr Rainfall=6;40" Area (sf) CN Description 392,269 74 >75% Grass cover, Good, HSG C 10,742 96 New Gravel surface, HSG C 2,328 98 Solar Footings_Unconnected roofs, HSG C 640 98 Transformer Pad Unconnected roofs HSG C 405,979 75 Weighted Average 403,011 99.27% Pervious Area 2968 0.73% Impervious Area 2,968 10000% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 8.5 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 7.3 706 0.0099 1.60 Shallow Concentrated Flow, Unpaved Kv= 16.1 fos 15.8 756 Total Summary for Subcatchment 1Sc: Contributing Area to Pond'1Pc Runoff 7.51 cfs @ 12.38 hrs, Volume= 39,233 cf, Depth= 3.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.40" Area (sf) CN Adi Description 130,482 74 >75% Grass cover, Good, HSG C 1,762 96 New Gravel surface, HSG C 711 98 Solar Footings_Unconnected roofs, HSG C 640 98 133,595 75 74 Weighted Average, Ul Adjusted 132,244 98.99% Pervious Area 1,351 1.01 % Impervious Area 1,351 100.00% Unconnected Tc Length Slope Velocity Capacity Description min` feet fttft fusee cfs 21.3 50 0.0020 0.04 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 5.8 554 0.0099 1.60 Shallow Concentrated Flow, Unpaved Kv= 16.1 fos 27.1 604 Total 2930.01-RI-POST Prepared by Micros( ©2016 Type 11124-hr 25-yr Rainfaff=640" Printed 2/8/2018 Summary for Subcatchment 1Sd: Contributing Area to Pond 1Pd Runoff 17.89 cfs @ 12.17 hrs, Volume 68,177 cf, Depth= 3.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.40 Areas CN Desc6 tion 230,783 74 >75% Grass cover, Good, HSG C 1,374 98 Solar Footings Unconnected roofs, HSG C 232157 74 Weighted Average 230,783 99.41 % Pervious Area 1,374 0.59%'Impervious Area 1,374 100.00% Unconnected Ta Length min feet Slope Velocity Capacity Description ftfft ftlsec) (cfs 8.5 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 39 439 0.0136 1.88 Shallow Concentrated Flow, _Unpaved Kv= 16.1 fps 12.4 489 Total Summary for Subcatchment 2S: Remaining Area Contributing to Southwest Wetlands Runoff _ 15.97 cfs @ 12.14 hrs, Volume= 56,805 cf, Depth= 3.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.40" Areas CN Description 66,127' 73 Woods, Fair, HSG C 127,305 74 >75% Grass cover, Good, HSG C 193,432 74 Weighted Average 193,432 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min) (#eet} (ftlft) (ftlsec) (cfs) 8.5 50 0.0200 0.10 Sheet Flow, Grass Dense n= 0.240 P2= 3 00" 1.6 166 0.0120 1.76 Shallow Concentrated Flow, _ Unpaved Kv= 16_.1 lips � 10.1 216 Total Summary for for Subcatchment 2Sa: Contributing Area to Pond 2Pa rY J - Runoff = 3.93<cFs @ 12.14 hrs, Volume= 13801 cf, Depth= 3.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6..40" L 2930.01-R1-POST Type 11124-hr 25 yr Rainfall=6.40" Prepared by Microsoft Printed 2/8/2018 HydroCADO 10.00-19 s/n 00480 OO 2016 HydroCAD Software Solutions LLC Paae 33 Area (sf) ON Descriotion 46924 74 >75%a Grass cover, Good, HSG C 72 98 Solar Footings Unconnected roofs HSG C 46,996 74 Weighted Average 46,924 99 85%a Pervious Area 72 0.15% Impervious Area 72 100.00% Unconnected Tc Length Slope Velocity Capacity Description min. feet ftfft " ftlsec cfs 8.5 60 0,0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 300" 1.2 112 0.0089 1.52 Shallow Concentrated Flow, Unpaved Kv= 16.1 fos 9.7 162 Total Summary for Subcatchment 2Sb; Contributing Area to Pond 2Pb Runoff = 6.34 cfs @ 12.14 hrs, Volume= 22,683 cf, Depth= 3.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25 yr Rainfall=6.40" Area (sfy_ CN Description 76980 74 >75% Grass cover, Good, HSG C 77,241 74 Weighted Average 76,980 99.66% Pervious Area 261 0.34% Impervious Area 261 100.00% Unconnected Te (min) Length (feet) Slope (ftlft) Velocity Capacity (ft/sec) (cfs)- Description 8.5 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.8 142 0.0070 1.35 Shallow Concentrated Flow, �192 Unpaved Kv= 16.1 fps' 10.3 Total 1 Summary for Subcatchment 3S Remaining Area Contributing to Northwesterly property corner Runoff 1,68 cfs>@ 12.18 hrs, Volume 6,545 cf, Depth= 3.42 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-yr Rainfall=6.40" k 2930 01-R7 -POST Type fir! 24-hr 25y' Rainfall=6.40" Prepared by Microsoft Printed 2/8/2018 HydroCAD® 10.00-19 s/n00480 ©2016 ydroCAD Software Solutions LLC Page 34 Area M- CN Description 12,754 73 Woods, Fair, HSG C 10,190 74 >75% Grass cover Good, HSG C 22944 73 Weighted Average 22,944 100,00% Pervious Area Te Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 12.7 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 0.5 102 0.0390 3.18 Shallow Concentrated flow, Unoaved Kv=16.1 fos 13.2 152 Total Summary for Subcatchment 3Sa: Contributing Area to Pond 3Pa Runoff = 4.20 cfs @ 12.14 hrs, Volume 14880 cf Depth= 3.52 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type IN 24-hr 25-yr Rainfall=6.40" Area (sf) CN Descriotion 50504 74 >75% Grass cover, Good, HSG C �166 98 Solar Footings Unconnected roofs; HSG G 60,670 74 Weighted Average 50504 99.67% Pervious Area 166 0.33% Impervious Area 166 100.00% Unconnected Te Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 8.5 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.5 148 0.0100 1.61 Shallow Concentrated Flow, Unoaved Kv= 16.1 fos 10.0 198 Total Summary for Reach 1 R: DP1- Stream/Wetiand at Souteast Property Line Inflow Area = 3,946232 sf, 0.18% Impervious, InflowDepth> 350" for 25-yr event Inflow 149.73 +fs @ 12.57 hrs, Volume 1,150811 cf Outflow = 149.73 cfs @ 12.57 hrs, Volume 1,150,811 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs 2930.01-RI-POST Type/1/ 24-hr 25-yr Rainfall=6.40" Prepared by Microsoft Printed 2/8/2018 H droCAD®10.00-19 s/n 00480 © 2016 H droCAD Software Solutions LLC Page 35 Summary for Reach 2R: DP2- Southwest Wetlands Inflow Area = 317,669 sf, 0.10% Impervious, Inflow Depth > 3.30" for 25-yr event Inflow = 16.18 cfs @ 12.14 hrs, Volume 87,281 of Outflow 16.18 cfs @ 12.14 hrs, Volume 87,281 cf, Atten='0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1 A0-36.00 hrs, dt= 0.01 hrs Summary for Reach 3R: DP3- Northwesterly property corner Inflow Area 73,614sf, 0.23%Impervious, Inflow Depth > 364 for 25-yrevent Inflow 1.90 cfs @ 12.19 hrs, Volume= 22,356 cf Outflow 1.90 cfs @ 12.19 hrs, Volume= 22,356 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Summary for Pond 1 Pa: Rain Garden 1 Inflow Area 431,374 sf, 0.32% Impervious, Inflow Depth = 3.63" for 25-yr event Inflow 27.34 cfs @ 12.29 hrs, Volume 130,329 cf Outflow = 27.01 cfs @ 12.34 hrs, Volume= 123,866 cf, Atten 1 %, Lag= 2.5 rein Discarded 0.06 cfs;@ 12.34 hrs, Volume 5257 cf Primary 26.94 cfs @ 12.34 hrs, Volume= 118,609 cf Routing by Stor-Ind method, Time Span= 1.00.36.00 hrs, dt= 0.01 hrs Peak Elev= 152.69' @ 12.34 hrs Surf.Area= 9,727`sf Storage= 13,049 cf Plug. -Flow detention time= 62.4 min calculated for 123,830 cf (95% of inflow)' Center -of -Mass det. time= 35.4 min ( 873.7 - 838.3 ) Volume Invert Avail.Storaoe . Storage Description #1 151.00' 16,172 cf Custom Stage Data (irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.atore Wet.Area (feet) (sg-ft) (feet) (cubic -feet) (cubic -feet) (sn-ft) 151.00 5,780 562.0 0 0 5,780 152.00 8,087 588.06,901 6,901 8,228 153.00 10,508 613.0 9,271 16,172 10,691 Device Routing Invert Outlet Devices #1 Primary 152,20' 30.0' long x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40' 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 254 2`.69 2:68 2.67 2.67 2.65 2.66 2.66 2.68 2.72' 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 151.00' 0.270 inlhr Exfiltration over Wetted area 1 k 1 C U I h u 2930.01-R1-POST Type 11124-hr 25-yr Rainfall=6.40" Prepared by Microsoft Printed 2/812018 HydroCADO 10.00-19 sln 00480 O 2016 HydroCAD Software Solutions LLC Paae 36 ?Iscarded OutFoow Max=0.06 cfs @ 12.34 hrs HW=152 69' (Free Discharge) 2=Exfiltration (Exfiltration Controls`0.06 cfs) rimary OutFoow Max=26.93 cfs @ 12.34 hrs HW=152 69' (Free Discharge) I=Broad-Crested Rectangular Weir(Weir Controls 26.93 cfs @ 1.83 fps) Summary for Pond 1 Pb: Detention Basin Inflow Area = 405,979 sf, 0.73% Impervious, Inflow Depth = 3.63" for 25-yr event Inflow _ 29.36 cfs @ 12.22 hrs, Volume= 122,656 cf Outflow = 27.41 cfs @ 12.28 hrs, Volume= 122,621 cf, Atten=;7%, Lag= 3.7 min Primary = 27.41 cfs @ 12.28 hrs, Volume= 122,621 cf Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 146.49 @ 12.28 hrs SurfArea= 24,803 sf Storage'= 9,321 cf Plug -Flow detention time= 19.4 min calculated for 122,586 cf (100% of inflow) Center -of -Mass det. time= 19.4 min ( 852.1 - 832.7 ) Volume Invert Avail.Stora e Storage Description #1 145.50' 674 cf Custom Stage Data (Irregular)Listed below (Recalc) #2 145.50' 1,084<cf Custom Stage Data (irregular)Listed below (Recalc)" #3 146.00' 20,603 cf_ Custom Stage Data (Irregular)Listed below (Recale)' 22,261 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 145.50 903 224.0 0 0 903 146.00 1,849 249.0 674 674 1,851 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) r (sq-ft) 145.50 1,379 409.0 _ 0 - 0 - - 1,379 146.00 3,066 434.0 1,084 1,084 3,069 Elevation Surf.Area Perim, Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) . (cubic -feet) (cubic -feet) (sq-ft) 146.00 11,408 853.0 0 0 11,408 147.00 31,227 967.0 20,503 20503 27,944 Device Routing Invert Outlet Devices #1 Primary 146.00' 15 0' long x 4.0' breadth Broad -Crested Rectangular Weir X 2.00 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Primary 145.50' 4.0" Round Culvert X'2.00 L= 20.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet invert= 145.50'/ 145.30' S= 0.0100'T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf 2930.01-RI-POST Prepared by Microsc Type lU 24-hr 25-yr;Rainfaii=6.40" Printed 2/8/2018' rimary OutFlow Max=27.41 efs @ 12.28 hrs HW=146 49' (Free Discharge) 1-Broad-Crested Rectangular Weir (Weir Controls 26.78 cfs @ 1.82 fps) 2=Culvert (Barrel Controls 0.63 cfs @ 3.62 fps) Summary for Pond 1 Pc: Detention Basin Inflow Area = 133,595 sf, 1.01% Impervious, Inflow Depth = 3.52 for 25-yr event Inflow 7.51 eft @ 12.38 hrs, Volume= 39,233 cf Outflow 7.12 cfs @ 12.46 hrs, Volume= 38,838 cf, Atten= 5%, Lag= 5.1 min Primary 7.12 cfs @ 12.46 hrs, Volume= 38,838 cf Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 144.62' @ 12.46 hrs Surf.Area= 7,543 sf Storage= 4,361 cf Plug -Flow detention time= 45.7 min calculated for 38,827 cf (99% of inflow) Center -of -Mass det. time= 39.8 min ( 885.3 845.5 ) Volume Invert Avail.Stora a Storage Description #1 144.00' 7,365 cf Custom Stage Data (irregular)Listed below (Recalc) Elevation Surf.Area Perim. tnc.Store Cum.Store Wet.Area feet s -ft feet cubic -feet cubic -feet. s -ft 144.00 6,597 385.0 0 0 6,597 145.00 8,161 446.07,365 7365 10,652 1 Device Routing Invert Outlet Devices #1 Primary 144,20' 10.0' long x 4.0'breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 266 2.66 2.68 2.72 2.73 2.76 2.79 288 3.07 3.32 #2 Primary 144.00' 4.0 Round Culvert L=.20.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 144.00' / 143.80' S= 0.0100 7' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09.sf 1 L=Broad-Crested maryOutFlowMax=7.12cfs@12,46hrS HW=144.62' (FreeDischarge) Rectangular Weir (Weir 'Controls 6.88 cfs @ 1.65 fps) =Culvert (Barrel Controls 0.24 cfs @ 2.72.fps) Summary for Pond 1 Pd. Detention Basin Inflow Area = 232,157 sf, 0.59% Impervious, Inflow Depth = 3.52"` for 25-yr event Inflow = 17.89 cfs @ 12.17 hrs, Volume= 68,177 cf Outflow - 15.10 cfs @ 12.26 hrs, Volume= 65,170 cf, Atten='16%, Lag= 5.0 min Primary _ 15.10 cfs @ 12.26 hrs, Volume= 65,170 cf Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs P 1 2930.01-RI-POST Type 1N 24-hr 25-yr Rainfall=6.40" Prepared by Microsoft Printed 2/812018 H droCAD& 10.00-19 sln' 00480 02016 H droCAD Software Solutions LLG Doe 38 Peak Elev= 143.64' 12.26 hrs Surf.Area= 21,662 sf Stora e= 13,473 cf @ 9 Plug -Flow detention time= 99.4 min calculated for 65,152 cf (96% of inflow) Center -of -Mass det. time= 75.2 min ( 907.0 - 831.8') Volume Invert Avail.Stora a Storage Description #1 143.00' 21,388 cf Custom Stage Data (irregular)Listed below (Recalc) Elevation Surf -Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) {cubic -feet} _ (cubic -feet) (sq-ft) 143.00 20,412 646.0 0 0 20,412 14400 22,380 665.0 21,388 21,388 22,500 Device Routing Invert Outlet Devices #11 Primary 143.30' 30.0' long x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2,88 3.07 3.32 #2 Primary 143.00' 4.0" Round Culvert L= 20.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet f Outlet Invert= 143.00' 1'142.80' S= 0.0100 T Cc= 0.9m n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf Lrimary OutFlow Max=15.10 cfs @ 12.26 hrs HW=143.64' (Free Discharge) 1=Broad-Crested Rectangular Weir(Weir Controls 14.85 cfs @ 1.45 fps) 2=Culvert (Barrel Controls 024 cfs @ 2,78 fps) Summary for Pond 2Pa; Detention Basin Inflow Area 46996 sf, 0.15% Impervious, Inflow Depth = 352" for 25-yr event Inflow - 3.93 cfs @ 12.14 hrs, Volumes 13,801 of Outflow 0.53 cfs @ 12.88 hrs, Volume= 11,849 cf, Atten= 86%, Lag= 44.4 min Primary - 0.53 cfs @ 12.88 hrs, Volume 11849 cf Routing by`Stor-Ind method, Time Span=1.00-36 00 hrs, dt-- 0.01 hrs Peak,Elev 149.44' @ 12.88 hrs Surf.Area=17,139 sf Storage= 7,257 cf Plug -Flow detention time= 396.4 min calculated for'11,846 cf (86% of inflow) Center -of -Mass det. time= 334.1 min ( 1,163.4 - 829.3 ) Volume Invert Avail.Storage__ Storage Description #1 149.00' 17,301 cf Custom Stage Data (Irregular)Listed below (Recalc) 1 Elevation Surf.Area Perim, lnc.Store Cum.Store Wet.Area (feet) s =ft feet cubic -feet cubic -feet s -ft 149.00 16,085 603.0 0 0 16,085 150.00 18,547 628.0 17301 17,301 18,610 U I 2930.01-R1-POST Prepared by Microsoft 201 Type III24-hr 25-yr Rainfall=6.40" Printed 2/8/2018 Device RoutingL Invert Outlet Devices #1 Primary 149.40' 200' long x 40' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 500 5.50' Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 288 3.07 3.32 #2 Primary 149.00' 4.0" Round Culvert L= 15.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet invert= 149.00' 1148.86' S= 0.0100 '1' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, 'Flow Area= 009 sf FrimaryOutFiow Max=0.53 cfs @ 12.88 hrs HW=149.44' (Free Discharge) 1`Broad-Crested Rectangular Weir (Weir Controls 0.34 cfs @ 0.46 fps) 2 Culvert (Barrel Controls 0.19 cfs;@ 2.24 fps) Summary for Pond 2Pb: Detention Basin Inflow Area 77,241 sf, 0.34% Impervious, Inflow Depth = 3.52" for 25-yr event Inflow = 6.34 cfs @, 12.14 hrs, Volume= 22,683 cf Outflow = 1.06 cfs @ 12.73 hrs, Volume= 18,626 cf, Atten= 83%Lag= 35.4 min Primary = 1.06 cfs @, 12.73 hrs, Volume= 18,626 cf Routing by Stor-Ind method, Time Span= 1.00-3600 hrs, dt= 0.01 hrs Peak Elev` 148.48' @ 12.73 hrs Surf.Area= 24,742 sf Storage= 11,578 cf Plug -Flow detention time= 391.2 min calculated for 18,626`cf (82% of inflow) Center -of -Mass det. time= 318.4 min ( 1,148.3 - 829.9 ) Volume Invert Avail.Storage Storage Descrietion _ #1 148.00' 24,805 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. 1nc.Store Cum.Store Wet.Area feet s -ft feet cubic -feet cubic -feet s -ft 148.00 23,214 791.0 0 0 23,214 149.00 26,431 817.0 24,805 24,805 26,637 Device Routing Invert Outlet Devices #1 Primary 148.40' 15.0' long x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.200.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 =2.00 2.50 3.00 3.50 4.00 4.50 5,00 6.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2,67 2.65 2.66 2.66 2.68 2.72 2,73 2.76 2.79 2.88 3.07 3.32 #2 Primary 148.00' 4.4" Round Culvert L= 15.0' CPR end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 148.00' 1147.85' S= 0.0100 ? Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0 09 sf rimaryOutFlow Max=1.06 cfs @ 12.73 hrs HW=148.48' (Free Discharge) t1 =Broad -Crested Rectangular Weir (Weir Controls 0.85 cfs @ 0.69fps) 2=Culvert (Barrel Controls 0.20 cfs;@ 2.34 fps) L -I C I I h L 2930.01-RI-POST Prepared by M Type 11124-hr 25-yr Rainfall=6.40" Printed 2/812018 H droCAM 10.00-19 sln'00480 00 2016 H droCADSoftware Solutions LLC Pa ( Summary for Pond 3Pa: Detention Basin Inflow Area - 50,670 sf, 0.33% Impervious, Inflow -Depth = 352" for 25-yr event Inflow = 4.20 cfs @ 12.14 hrs, Volume= 14880 cf Outflow = 0.29 cfs @ 14.23 hrs, Volume= 15,810 cf, Atten= 93%, Lag= 125.1 min Primary = 0.29 cfs @ 14.23 hrs, Volume= 15,810 cf Routing by`Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.,01 hrs Starting Elev= 15120' Surf.Area= 8,472 sf Storage= 1,638 cf Peak Elev= 15194' @ 14.23 hrs Surf.Area= 10,713 sf 'Storage= 8,725 cf (7,087 cf above start) Plug -Flow detention time= 398.2 min calculated for 14,172 of (95% of inflow) Center -of -Mass det. time= 291.0 min ( 1,120.6 - 829.6 ) Volume Invert Avail.Stora" a Storage Description #1 151.00' 21,247 cf Custom Stage Data(irregular)t.isted below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet s -ft feet cubic -feet cubic -feet s -ft 151.00 7,912 359.0 0 0 7,912 152.00 10,904 4380 9,368 9,368 12,938 153.00 12,881 4800 11,879 21,247 16,041 Device Routin Invert Outlet Devices #1 Primary 152.40' 6.0' long x 4.0' breadth Broad-CrestedRectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Primary 151.00' 4.0" Round Culvert L= 25.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 151.00'/ 150.75' S= 0.0100 ? Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf rimary OutFlow Max=0.29 cfs @ 14.23 hrs HW=151.94'' (Free Discharge) Ll=Broad-Crested Rectangular Weir( Controls 0.00 cfs') 2=Culvert (Barrel Controls 0.29 cfs @ 3.36 fps) 1 u 1 11 I 2930.01-RI-POST Type 11I 24-hr 100 yr Rainfall=8.29" Prepared by Microsoft Printed 2/812018 H droCAD& 10.00-19 sln 00480 ©2016 H droCAD Software Solutions LLC Paae 41 Time span=1.00-36.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method Pond routing by Stor-Ind method Subcatchment 1S Remaining Area Runoff Area=2,743,127 sf 0.00% Impervious Runoff Depth=5.19" Flow Length=3,445' Tc=53.6 min CN=74 Runoff=160.59 cfs 1,185,453 cf Subcatchment ISa: Contributing Area to Runoff Area=431,374 sf 0.32% Impervious; Runoff Depth=5 30" Flow Length=1,253' Tc=21.9 min CN=75 Runoff=39.90 cfs 190,671 cf Subcatchment 1 Sb: Contributing Area to Runoff Area=405,979 sf 0.73% Impervious Runoff Depth=530" Flow Length=756' Tc=15.8 min CN=75 Runoff=42.82 cfs 179,446 0 SubcatchmentlSc: Contributing Area to Runoff Area=133,595 sf 1.01% Impervious Runoff Depth=5.19" Flow Length=604' Tc=27.1 min UI Adjusted CN=74 Runoff=11.03 cfs 57,734 cf Subcatchment 1S& Contributing Area to Runoff Area=232,157 sf 0.59% Impervious Runoff Depth=5.19" Flow Length=489` Tc=12.4 min CN=74 Runoff=26.28 cfs 100,328 cf Subcatchment2S: Remaining Area Runoff Area=193,432 sf 0.00% lmpervious Runoff Depth=5.19" Flow Length=216' Tc=10.1 min CN=74 Runoff=23.44 cfs 83,592 cf Subcatchment2Sa: Contributing Area to Runoff Area=46,996 sf 0.15% Impervious Runoff Depth=5.19" Flow Length=162' Tc=9.7 min CN=74 Runoff=5.77' cfs 20,309 cf Subcatchment2Sb: Contributing Area to Runoff Area=77,241 sf 0.34% Impervious Runoff Depth=5.19" Flow Length=192' Tc=10.3'min CN=74 Runoff=9.31 cfs 33,380 cf Subcatchment3S: Retraining Area Runoff Area=22,944 sf 0.00% impervious Runoff Depth=5.07" Flow Length=152' Tc=13.2 min CN=73 Runoff=2.48 cfs 9,690 cf Subcatchment3Sa: Contributing Area to Runoff Area=50,670 sf 0.33% lmpervious Runoff Depth =5.19" Flow Length=198' Tc=10.0 min CN=74 Runoff=6.16 cfs 21,897 cf Reach 1R: DP1-Stream/WetlandatSouteast Property Line Reach 2R: D132- Southwest Wetlands Reach 3R: DP3- Northwesterly property corner Inflow=219 09 cfs 1,698,2111 of Outflow=219.09 cfs 1,698,211;cf Inflow=24.04 cfs 130,910 cf Outflow=24.04 cfs 130,910:d Inflow=2.76 cfs 32,150 cf Outflow=2.76 cfs 32,150 cf Pond 1Pa: Rain Garden Peak Elev=152.82' Storage=14,321 cf Inflow=39.90 cfs 190,671 cf Discarded=0.06 cfs 5,488 cf Primary=39.37 cfs 178,710 cf Outflow=39.43 cfs 184,198 cf Pond 1Pb: Detention Basin Peak Elev=146.62' Storage=12094 cf Inflow=42.82 cfs 179,446 cf Outflow=40.09 cfs 179,411 cf Pond 1 Pc: Detention Basin Peak Elev=144.73' Storage=5,258 cf Inflow=11.03 cfs 57,734 cf Outflow=10.59 cfs 57,336 cf Ll ' 2930.01-R9 -POST Type 11124-hr 100-yr Rainfall=8.29" Prepared by Microsoft Printed 2/8/2018 H droCAM 10.00-19 sln00480 02016 H droCAD Software Solutions LLC pAge 42 Pond 1 Pd: Detention Basin Peak Elev=143.74' Storage=15,730 cf Inflow=26.28 cfs 100,328 cf Outflow=23.12 cfs 97,301 cf Pond 212a:-Detention Basin Peak Elev=149.52' Storage=8,754 cf Inflow=5.77 cfs 20,309 of OuMow=2.29 cfs 18,234 cf 1 Pond 2Pb: Detention Basin Peak Elegy=14860' Storage=14,525 cf Inflow=9.31 cfs 33,380 cf Outflow=3.46 efs 29,084 cf Pond Wei:, Detention Basin Peak Elegy=152.36' Storage=13,367 of Inflow=6.16 cfs 21,897 cf Outflow=0.36 cfs 22,460 of Total Runoff Area = 4,337,515 sf Runoff Volume= 1,882,499 cf Average Runoff Depth = 5.21" 99 83% Pervious= 4 329,937 sf 0.17% Impervious = 7,578 sf H I L G r- 2930.01-R1-POST Type ill 24-hr 100 yr Rain€aft=8.29" Prepared by Microsoft Printed 2/8/2018 H droCADO 10.00-19 sln00480 02016 H droCAD Software Solutions LLC Paw 43 Summary for'Subcatchment 1S: Remaining Area Contributing to Stream & Wetland Runoff = 160.69 cfs @ 12.69 firs, Volume= 1,185453 cf, Depth= 5.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type Ill 24-hr 100-yr Rainfall=8.29 Area (sf) CN Description 812,604 73 Woods, Fair, HSG C 1,868,02774 >75% Grass cover, Good, HSG C 58598 96 Gravel surface C 2,743127 74 Weighted Average 2,743,127 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft " ft/sec cfs 16.8 50 0.0100 0.05 Sheet flow, Woods: Light underbrush n= 0.400 P2= 3.00" 36.8 3,395 0.0091 1.54 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 536 3,445 Total Summary for Subcatchment 1Sa: Contributing Area to Rain Garden Runoff = 39.90`cfs @ 12.29 hrs, Volume 190,671 cf, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type Ill 24-hr 100-yr Rainfall=8.29" Area (sf) CN Description 129,227 73 Woods, Fair, HSG C 278,993 74 >75% Grass cover, Good, HSG C 7,800 96 Gravel surface 13,968 96 New Gravel surface, HSG C 431,374 75 Weighted Average 429988 99.68% Pervious Area 1,386 0.32%6 impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 12.7 58 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 9.2 1,203 0.0182 2.17 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 21.9 1,253 Total u 2930.01-RI-POST Prepared by Microsoft a HvdroCAE)@ 10.00-19 sln Type III 24-hr 100-yr Rainfal1=8.29" Printed 2/8/2018 Summary for Subeatchment 1Sb: Contributing Area to Pond 1Pb IRunoff = 42.82 cfs @ 12.21 hrs, Volume= 179,446 cf, Depth= 5.30 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 001 hrs Type III 24-hr 100-yr Rainfalh8.29 Area (sf) CN Description 392,269 74 >75% Grass cover, Good, HSG C 10,742 96 New Gravel surface, HSG C 2,328 98 Solar Footings_Unoon nected roofs, HSG C 640 98 Transformer Pad Unconnected roofs HSG C' 405,979 75 Weighted Average 403,011 99.27% Pervious Area 2,968 0.73%Impervious Area 2,968 100.00% Unconnected ® Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 85 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 300" 7.3 706 0.0099 1.60 Shallow Concentrated Flow, Kv=_16.1 _fps _ 15.8 756 Total _ _Unpaved Summary for Subcatchment 1Sc: Contributing Area to Pond 1Pc: Runoff = 11.03 cfs @ 12.37 hrs, Volume= 57,734 cf, Depth= 5.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8 29" Area (sf) CN Ado Description_ ' 130,482 74 >75% Grass cover, Good, HSG C 1,762 96 New Gravel surface, HSG C 711 98 Solar Footings_Unconnected roofs; HSG C *� 640 98 Transformer Pad Unconnected roofs, HSG C' 133,595 75 74 Weighted Average„UI Adjusted 132,244 98.99% Pervious Area 1,351 1.01 % Impervious Area 1,351 100.00% Unconnected Te Length {min) _ tfeet} Slope _ (ft/ft Velocity Capacity [description QYse_c) (cfs) 21.3 50 0.0020 0.04 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 5.8 554 0,0099 1.60 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 27:1 604 Total 2930.01-111-POST Type 11124-hr 100-yr Rainfall=8.29" Prepared by Microsoft Printed 218/2018 HydroGADO 10.00-1-19`s/n 00480 © 2016,HYdroCAD Software Solutions LLC Page 45 Summary for Subcatchment1Sd: Contributing but'ng Area o Pond 1Pd Runoff = 26.28 cfs @ 12.17 hrs, Volume 100,328 cf, Depth= 5.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.29" Area (sf) CN Description 230,783 74 >75% Grass cover, Good, HSG-C 1,37498 Solar Footings ,Unconnected roofs, HSG C 232,157 74 Weighted Average 230,783 99.41%a Pervious Area 1,374 0.59% Impervious Area 1,374 100.00% Unconnected Tc Length Slope Velocity Capacity Description _(min) (feet) (Rift) (ft/sec) (cfs) 8.5 50 _ 0,0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 39 439 0.0136 1.88 Shallow Concentrated Flow, _ Unpaved Kv= 16.1 fps 12.4 489 Total rSummary for Subcatchment 2S: Remaining Area Contributing to Southwest Wetlands Runoff = 23.44 cfs @ 12.14 hrs, Volume= 83,592 cf, Depth= 5.19" Runoff by SCS TR-20 method„ UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs dt= 0.01 hrs Type Ill 24-hr 104-yr Rainfall=8 29" Area < s CN Description 66,127 73 Woods, Fair, HSG -C 1271305 74 >75% Grass cover, Good, HSG-C 193432 74 Weighted Average 193,432 100.00% Pervious Area Tc Length Slope Velocity Capacity Description mini (feet) (ft/ft) (ft/sec) (cfs) _ 8.5 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.6 166 0.0120 1.76 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 10.1 216 Total Summary for Subcatchment 2Sa: Contributing Area to Pond 2Pa Runoff = 5.77 cfs @ 12.13 hrs, Volume= 20,309 cf, Depth= 5.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-3600 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.29" i L 2930.01-R1-POST Type 11124-hr 100-yr Rainfa11=8.29" Prepared by Microsoft Printed 2/8/2018 HydroCADO) 10.00-19 sJn00480 ©2016 HydroCAD Software Solutions LLC Page 46 Area (sf) CN Description 46,924 74 r >75% Grass cover, Good, HSG C 72 98 Solar Footings Unconnected roofs, HSG C - - — — — - 46,996 74 Weighted Average 46924 99.85% Pervious Area 72 0.15% Impervious Area 72 100.00% Unconnected Tc min Length feet Slope ftlft ` Velocity ft/sec Capacity Description cfs 8.5 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 1.2 112 0.0089 1.52 Shallow Concentrated Flow, UnDaved Kv= 16.1 fDs 9.7 162 Total Summary for Subcatchment 2Sb: Contributing Area to Pond 2Pb ® Runoff = 9.31 cfs @ 12.14-hrs, Volume= 33380 cf, Depth= 5.19" Runoff by SCS TR-20 method, ,UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.29" Areas CN Description 76,980 74 >75% Grass cover, Good, HSG C 261 98 Solar Footings Unconnected roofs, HSG C 77,241 74 Weighted Average 76,980 99.66% Pervious Area 261 0.34% Impervious Area 261 100.00% Unconnected Tc Length (min) (feet) Slope Velocity Capacity Description (ftlft)' (ft/sec) (cfs) 8.5 50 0.0200 0.10 Sheet Flow, Grasse Dense n= 0.240 P2= 3.00" 1.8 142 0.0070 1.35 Shallow Concentrated Flow, p v= 16.fps Unpaved 1 K _ , 10.3 192 Total Summery for Subcatchment 3S Remaining Area Contributing to Northwesterly property corner Runoff = 2.48 cfs @ 12.18 hrs, Volume 9,690 cf, Depth 5,07 Runoff by SCS;TR-20 method,,UH=SCS, Weighted-CN, Time Span=1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr I00-yr Rainfall=8.29" r 2930.01-RI-POST Type III 24-hr 100-yr Rainfall=8.29" Prepared by Microsoft Printed 218/2018' H droCAEM 10,04-19 sln00480 ©2016 >i droCAD Software Solutions LLC Page 4 Area'(sf) CN Description 12754 73 Woods, Fair, HSG C 10190 74 >75% Grass covers Good, HSG C — — — — — — — — — — — — 22944 73 Weighted Average 22,944 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min: feet ft/ft) (ft/sec) (cfs 12.7 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.00" 0.5 102 0.0390 3.18 Shallow Concentrated Flow, Unoaved Kv=16.1.fos 132 152 Total Summary for Subcatchment 3Sa: Contributing Area to Pond 3Pa Runoff = 6.16 cfs;@ 12.14 hrs, Volume 21,897'cf, Depth= 5.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=8.29" Area (sf) CN Description 50504 74 >75% Grass cover, Good, HSG C 16698 Solar Footings Unconnected roofs HSG C — 50,670 74 Weighted Average 50504' 99.67% Pervious Area 166 0.33% Impervious Area 166 100.00% Unconnected Tc Length Slope Velocity Capacity Description _ min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3,00" 1.5 148 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fos 10.0 198 Total Summary for Reach 1R DPI- StreamMetland at Souteast Property Line Inflow Area = 3,946,232 sf, 0.18% Impervious, Inflow Depth > 6.16" for 100-yr event Inflow = 219.09 cfs @ 12.56 hrs, Volume 1,698,211 cf Outflow = 219.09 dfs @; 12.56hrs, Volume= 1,698,211 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span=`1.00-36.00 hrs, dt= 0.01 hrs r 2930.01-RI-POST Prepared by Microsc Type ill 24-hr 100-yr Rainfall=8. 29" Printed 2/872018 Summary for Reach 2R: DP2 Southwest Wetlands Inflow Area = 317,669 sf, 0.10% Impervious, lnflow Depth > 4 95" for 100-yr event Inflow = 24.04 cfs @ 12.15 hrs, Volume 130910 cf Outflow = 24.04 cfs @ 12.15 hrs, Volume 130,910 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-3600 hrs, dt= 0.01 hrs Summary for Reach 3R: DP3- Northwesterly property corner Inflow Area = 73,614 sf, 0.23% Impervious; Inflow Depth > 5.24" for 100-yr event Inflow = 2.76 cfs @ 12.18 hrs, Volume 32,150 cf Outflow 2.76 cfs @ 12.18 hrs, Volume 32,150 cf, Atten= 0%, Lag= 0.0 min Routing byStor-Ind+Trans method, Time Span= 1.00-3600 hrs, dt= 0.01 hrs 1 Summary for Pond 1Pa: Rain Garden Inflow Area= 431,374 sf, 0.32% Impervious, Inflow Depth = 6.30" for 100-yr event Inflow = 39.90 cfs @ 12.29 hrs, Volume= 190,671 cf Outflow = 39.43 cfs @ 12.33 hrs, Volume= 184,198 cf, Atten= 1 %, Lag= 2.1 min Discarded = 0.06 cfs @ 12.33 hrs, Volume= 5,488 cf Primary = 39.37 cfs @ 12.33 hrs, Volume= 178,710 cf Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev=152.82` @ 1233 hrs 5urf.Area= 10,049 sf Storage= 14,321 cf Plug -Flow detention time= 46.8'min calculated for 184,198 cf (97% of inflow) Center -of -Mass det. time= 27.2 min ( 854.7 - 827.4 ) ® Volume Invert A_vail.Storage Storage Description _ #1 151.00, 16,172 cf Custom Stage Data (Irregular)Listed below (Recale) Elevation Surf.Area Perim. Inc.Store Gum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 151.00 5,780 562.0 0 0 5,780 152.00 8,087 588.0 6,901 6,901 8,228 153.00 10,508 613.0 9,271 16,172 10,691 Device Routing #1 Primary Invert Outlet Devices 152.20' 300' long x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.802.00 2.50 3.00 3.50 4.00 4.50 500 5.50 Coef. (English) 2.54 2.69 2.68 2.67 2.67 2,65 2.66 2.66 2.38 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Discarded 151.00' 0.270 inlhrExfiltration over Wetted area H 2930.01-RI-POST Type 11124-hr 100-yr Rainfall=8.29" Prepared by Microsoft Printed 2/8/2018 H dy roCAD®10.00-19 s/n 00480 @ 2016 HydroCAD Software Solutions LLC _ _ _ Page 49 Qiscarded OutFlow Max=0.06 cfs @ 12.33 hrs HW=152.82' (Free Discharge) 2=Exfiltration (Exfrltration Controls 0.06 cfs) rimary OutFlow-Max=39.36 cfs @ 12.33 hrs HW=152.82' (Free Discharge) 1=Broad-Crested; Rectangular Weir (Weir Controls 39.36 ds; @ 2.12 fps) Summary for Pond 1Pb: Detention Basin Inflow Area = 405,979 sf, 0.73% Impervious, Inflow Depth = 5.30" for 100-yr event Inflow 42.82 cfs @ 12.21 hrs, Volume= 179,446 cf Outflow = 40.09 cfs;@ 12.27 hrs, Volume= 179,411 cf, Atten= 6%, Lag= 3.7 min Primary 40.09 cfs @ 12.27 hrs, Volume 179,411 cf Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elea= 146 62' @ 12.27 hrs Surf.Area= 27,465sf Storage= 12,094 of Plug -Flow detention time-- 15.7 min calculated for 179,360 cf (100% of inflow) Center -of -Mass det. time= 15.7 min ( 837.5 - 821.8 ) Volume Invert Avaii.Storage Storage Description #1 145.50' 674 of Custom Stage Data (Irregullar)Usted below (Recalc) #2 145.50' 1,084 cf Custom Stage Data (irregular)Listed below (Recalc) #3 146.00' 20.503 of Custom Stage Data(Irreaulartisted below (Recalcl 22,261 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft)' 145.50 903 224.0 0 0 903 14600 1,849 2490 674 674 1851 1 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft 145.50 1,379 409.0 0 0 1,379 146.00 3,066 434.0 1084 1,084 3,069 Elevation Surf.Area Perim, lnc.Store Cum.Store Wet.Area - (feet)_ (sq-ft) (feet) (cubic -feet) _ _ (cubic -feet) n s -ft 146.00 11,408 853.0 0 0 11,408 147.00 31,227 967.0 20,503 20,503 27,944 Device Routing Invert Outlet Devices #1 Primary 146,00' 15.0' long x 4.0' breadth Broad -Crested Rectangular Weir X 2.00 Head (feet) 0.20 0.40 0.60 0.80 100 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2,76 2.79 2.88 3.07 3.32 #2 Primary 145.50' 4.0" Round Culvert X 2.00 L= 20.0' CPR end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 145.50' l 145.30' S= 0.0100'/' Cc= 0.900" n= 0.013 Corrugated PE, smooth interior, Flow Area= 009 sf 1 2930.01-RI-POST Type 111 24-hr 100-yr Rainfall=8.29" Prepared by Microsoft Printed 2/8/2018 ' H'' droCAD®'10.00-19 s/n00480 02016 H droCAD Software Solutions LLC Page 60 rimary OutFlow -Max=40.07 cfs @ 12.27 hrs HW=146.62' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 39.39 cfs @ 2,12 fps) 2=Culvert (Barrel Controls 0.68 cfs @ 3.88 fps) Summary for Pond 1 Pc: Detention Basin Inflow Area 133595 sf, 1.01 % Impervious, Inflow Depth = 5.19" for 100-yr event Inflow 11.03 cfs @ 12.37 hrs, Volume 57,734 of Outflow T 10.59 cfs @ 12.45 hrs, Volume= 57,336 cf, Atten= 4%, Lag= 4.2 min Primary 10.59 cfs @ 12.45 hrs, Volume 57,336 cf Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 144.73' @ 12.45 hrs Surf,Area='7,730 sf Storage= a,258 cf Plug -Flow detention time= 35.4 min calculated for 57,336<ef (99% of inflow) Center -of -Mass det. time= 31.1 min ( 865.5 - 834.4 ) Volume Invert Avail.Stora a Storage Description 41 14400' 7,365 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation SurfArea Perim, Inc.Store Cum.Store V+et.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) _ (sq -ft) 144.00 6,597 385.0 0 0 6,597 145.00 8,161 446.07,365 7,365 10,652 Device Routing_ Invert Outlet Devices #1 Primary 144.20' 10.0' long x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 ' 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2,68 2,67 2.67 2.65 2.66 2.66 2:68 2,72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Primary 144.00' 4.0" Round Culvert L= 20.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 144.00'/ 143.80' S= 0.0100'1' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf Lrimary OutFiow ,Max=10.59 efs @ 12.45 hrs HW=144.73' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 10.33 cfs @ 1.93 fps) 2=Culvert (Barrel Controls 0.26-cfs @ 3`.03 fps) Summary for Pond 1 Pd: Detention Basin Inflow Area 232,157 sf, 0.59% Impervious, Inflow Depth = 5.19 for 100-yr event Inflow = 26.28 cfs @ 12.17 hrs, Volume= 100,328 cf Outflow 23.12 cfs @ 12.24 hrs, Volume 97,301 cf, Atten= 12%, Lag= 4.2 min Primary 23.12 cfs @ 12.24 hrs, Volume= 97,301 cf Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs 2930.01-R1-POST Type -11124-hr 100.yr Rainfall=8.29" Prepared by Microsoft Printed 2/8/2018 HydroCADO 10.00-19 s/n 00480 OO 2016 HydroCAD Software; Solutions LLC _ _ _ _ Pie 51 Peak Elev 143.74' @ 12.24 hrs SurF.Area= 21,868 sf Storage 15,730 cf Plug -Flow detention time= 74.4 min calculated for 97,301 cf (97% of inflow) Center -of -Mass dot. time= 56.9 min ( 877.6 - 820.8 ) Volume Invert Avail.Stora a Storage Descri Lion #1 143.00'21388 cf Custom Stage Data ,(irregular)Listed below (Recalc) Elevation Surr.Area Perim, Inc.Store Cum.Store Wet.Area 143.00 20,412 646.0 144.00 22,380 665.0 0 0 20,412 21,388 21,388 22500 _Device Routing Invert Outlet Devices #1 Primary 143.30' 30.0' long x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5,00 5.50 Goof. (English) 2.38 2.54 2.69 2.68 2.67 2.67 ;2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 #2 Primary 143.00' 40" Round Culvert L= 20.0' CPP, end -section conforming to fill, Ke 0.500 Inlet/ Outlet Invert= 143.00' f 142.80' S= 0.0100`'T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf trimaryOutFlow Max=23.12 cfs @ 12.24 hrs HW=143.74' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 22.85 cfs @ 1.71 fps) 2=Culvert (Barrel Controls 0.27 cfs @ 3.05 fps)' Summary for Pond 2Pa Detention Basin Inflow Area 46996 sf, 0.15% Impervious, Inflow Depth = 5.19" for 100-yr event Inflow - 5.77 efs @ 12.13 hrs, Volume= 20309 cf Outflow _ 2.29>cfs @ 12.44 hrs, Volume= 18,234 cf, Atten= 60%, Lag= 18.2 min Primary = 2.29 cfs @ 12.44 hrs, Volume= 18234 cf Routing byStor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01' hrs Peak Elev'= 149.52' @ 12.44 hrs Surf.Area= 17,353 sf Storage= 8,754 cf Plug -Flow detention time= 291.2 min calculated for 18229 cf (90% of inflow) Center -of -Mass det. time= 242.1 min ( 1,060.3 - 818.3 ) Volume Invert Avall.Storage Storage Description #1 149.00' 17,301 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim'. Inc.Store Cum.Store Wet.Area feet s =ft' (feet), cubic -feet cubic -feet s -ft 149.00 16,085 603.0 0 0 16,085 150.00 18,547 628.0 17,301 17,301 18610 1 2930.01-R1-POST Type 11124-hr 100-yrRainfal1=8.29" Prepared by Microsoft Printed 21812018 HydroCADd 10.00-19 s/n 00480 02016 HydroCAD Software Solutions !_LG Page 52 ® Device Routing Invert Outlet Devices #1 Primary 149.40' 20.0' long x 4.0' breadth Broad -Crested RectangularWeir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 266 2.66 ' 2.68 2.72 2.73 2.76 2.79 288 3.07 3.32 #2 Primary 149.00' 4.0" Round Culvert L= 15.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 149.00' 1148.85' S= 0.0100'1' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, flow Area= 0.09sf Lrimary OutFlow Max=2.29 cfs @ 12.44 hrs HW=149.52' (Free Discharge) 1_Broad-Crested Rectangular Weir(Weir Controls 2.07 cfs @ 0.84 fps) 2 Culvert (Barrel Controls 0.22 cfs @ 2.49 fps)' Summary for Pond 2Pb: Detention Basin Inflow Area 77,241 sf, 0.34% Impervious, Inflow Depth = 5.19" for 100-yrevent Inflow 9.31 cfs;@ 12.14 hrs, Volume=33380 cf Outflow = 3.46 cfs @ 12.48 hrs, Volume= 29,084 cf, Atten= 63%, Lag= 20.0 min Primary 3.46 cfs @ 12.48 hrs, Volume= 29,094 cf Routing by Stor-Ind method, Time Span= 1.00.36.00 hrs, dt= 0A1 hrs Peak Elev= 148.60' @ 12.48 hrs Surf.Area='25,123 sf Storage= 14,525 cf Plug -Flow detention time= 282.5 min calculated for 29,075 of (87%o of inflow) Center -of -Mass det. time= 224.6 min ( 1,043.4 - 818.8 ) Volume Invert Avail.Stora e Storage Description #1 148.00' 24,805 cf Custom Stage Data (irregular)Listed below (Recalc) ' Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet s -ft feet cubic -feet cubic -feet s "-ft 148.00 23,214 791.0 0 0 23,214 149.00 26,431 817.0 24,805 24,805 26,637 Device Routing Invert Outlet Devices Al Primary 148.40' 15.0' long x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2,50 3.00 3.50 4.00 4.50 5.00 5.50 1 Coef. (English) 2.38 254 2.69 2.68 2.67 2.67 265 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3>07 3.32 #2 primary 14800' 4.0" Round Culvert L=15.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 148.00' 1147.85' S= 0.0100 T Cc= 0.900' n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf trimary OutFlow Max=3.46 cfs @ 12.48 hrs HW=148.60' (Free Discharge) 1_Broad-Crested Rectangular Weir (Weir Controls 3.22 cfs @ 1.07 fps) 2=Culvert (Barrel Controls 0.24 cfs @ 2.76 fps) 2930.01-R1-POST Type 11124-hr 1011 yr Rainfall=8.29" Prepared by Microsoft Printed 2/8J2018 H droCAD0 10.00-19 s/n 00480 02016 H droCAD Software Solutions LLCPage 53 Summary for Pond 3Pa: Detention Basin Inflow Area = 50,670 sf, 0.33% Impervious, Inflow Depth = 5.19 for 100-yr event Inflow 6.16 cfs @' 12.14 hrs, Volume= 21,897 of Outflow 0.36 cfs @ 14.75 hrs, Volume= 22,460 cf, Atten= 94%, Lag= 156.5`min Primary 0.36 cfs @ 14.75 hrs, Volume= 22,460 cf Routing by Stor-Ind method, Time Span= 1.00-36.00'hrs, dt= 0.01 hrs Starting Elev= 151.20' Surf.Area= 8,472 sf Storage= 1,638 cf ' Peak Elev= 152.36' @ 14.75 hrs Surf.Area= 11,588 sf Storage 13,367 cf (11,729 cf above start) Plug -Flow detention time= 471.2 min calculated for 20,822 cf (95% of inflow) Center -of -Mass det. time= 381.4min ( 1,199.9 - 818.5 ) Volume Invert Avail.Storage Storage Description _ 41 151.00, 21,247 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. IncStore Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ftl 151.00 7,912 359.0 0 0 7,912 152.00 10,904 438.0 9,368 9,368 12,938 153.00 12,881 480.0 11,879 21,247 16,041 Device Routing Invert Outlet Devices #1 Primary 152.40' 6.0' long x 4.0' breadth Broad -Crested Rectangular"Weir Head (feet) 0.20 0`.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 _2 88 3.07 3.32 #2 Primary 151.00' 4.0" Round Culvert L= 25.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert-- 151.00' 1150,75' S= 0.0100 'P Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.09 sf VrimaryOutFlow Max=0.36 cfs @ 14.75 hrs HW=152.36' (Free Discharge) =Broad-Crested Rectangular Weir( Controls 0.00 cfs) 2=Culvert (Barrel Controls 0.36 cfs @ 4.09 fps) L P, P 7 1 E 5 j E APPENDIX B Groundwater Recharge Calculations -11 Revision L k F Shoemaker Lane Solar Project Agawam, MA Job# 2930.01 Revised 2/8/2018 Required Recharge Volume Design Engineer: Atlantic Design Engineers, IncJob 2930 01 No.: Project Name: Shoemaker Lane Solar Project Calc'dCMt( Bv: Location: Agawam, MA- Dater 2/812018 The groundwater recharge volume is required for the proposed impervious surfaces; We consider gravel driveways to be impervious surface in this calculations conservative approach. Rv = (F) (Aimp) Rv = Required Recharge Volume Almp= Impervious Area on site F = Target Depth Factor: 0.25 inch for C soils Total proposed impervious area = 34,050'sf Required Recharge Volume (Rv) = 34,050 'r0.25"' (1112)= 709 cf Recharge Volume Provided Rain Garden 1Pa Volume Provided in Basin below outlet 8,564 cf within Rain Garden-1 Pa (see HydroC Dappendix) Total Required Recharge Volume on Site= 709 of Total Recharge Volume Provided on the Site= 8,564 cf 1 of 1 L' FJ I Fil APPENDILL Water Quality Volume Calculations —1st Revision Shoemaker Lane Solar Project Agawam NIA Joti# 2930:01 Revised 2ft3 OM Water Quality Calulation Sheet Design Engineer. Atlantic Design Engineers, Inc Nob: 2930:01 Project Name: Shoemaker Lane Solar Project Calcd CMK By. Location: Agawam,MA Date:. 2/8/2018 The required water quality treatment volume is calculated as follows: Vwq = (Dwq)'(Aimp) Vwq =Required Water Quality Volume Owq =Water Quality Depth 0.6' Aimp=Area of Impervious (less roof area) Subcatchment Area: 1Sa-Rain Garden 1Pa Total Impervious Area for the Subcatchment-- 15,354 sf Water Quality Volume Required (Vwq)= 15,354 " 0,5" ` (1112)= 640 cf Volume Provided= 1,520of within Forebay, Rain Garden 1Pa Subcatchment Area: ISb -Basin 1Pb Total Impervious Area for the Subcatchment-- 13.710 sf Water Quality Volume Required (Vwq)= 13,710 ' 0.5" " (1112)= 571 of Volume Provided= 235 cf within Forebay, Basin-lPb Subcatchment Area: iSc -Basin 1 Pc Total Impervious Area for the Subcatchment-- 3,113 sf Water Quality Volume Required (Vwq)= Volume Provided= 3,113 ' 0.5"' (1112)= 130 cf 347 cf within Forebay, Basin lPc Subcatchment Area: 1 Sid - Basin 1Sd Total Impervious Area for the Subcatchment-- 1,374 sf Water Quality Volume Required (Vwq)= 1,374 ' 0.5" (1112)= 57 cf Subcatchment Area: 25a Basin 2112a Total Impervious Area for the Subcatchment-- 72 sf Water Quality Volume Required (Vwq)= 72 * 0.5" ` (1112)= 3 cf Subcatchment Area:2Sb - Basin 2Pts Total Impervious Area for the Subcatchment-- 261 sf Water Quality Volume Required (Vwq) 261 ' 0:5" " (1112)= 11 cf • Subcatchment Area: 3Sa - Basin 3Pa Total Impervious Area for the Subcatchment-- 166 sf Water Quality Volume Required (Vwq)= 165 " 0.5" ` (1112)= 7 cP Volume Provided= 2,477 cf within Forebay, Basin 3Pa Total Water Quality Volume Requirecim-1 1,419 1 of Total Water Quality Volume Provided=1 4,579 cf Water Quality Volume is met ij I I I I F F I I I I I I I I I n 1 1 n M �rn z v x r k E - - APPENDIX Swale Capacity Calculations P I 0 I-j H p n 11 Sw1 a 1 Sa Swale to 1 Pa Contributing Area to Rain Garden Swale to 1 Pb Contributing Area to Pond 1 Pb Swale to 1 Pc Contributing Area to Pond 1 Pc Sw1 d � 1 Sd Swale to 1 Pd Contributing Area to Pond 1 Pd Sw2b 2Sb Swale to 2Pb Contributing Area to Pond 2Pb Sw3a '' 3Sa Swale to 3Pa Contributing Area to Pond 3Pa Subcat Reach on Llnk F 2930.01 -R1 -SWALE CAPACITY Type 111'24-hr 10-yrRainfa11=5.18" Prepared by Microsoft Printed 21712018 HydroCADO 10.00-19 s1n'00480 Q 2016 HydroCAD Software Solutions LI_C Pago 5 Summary for Reach Swla: Swale to 1Pa Inflow Area 431,374 sf, 0.32% Impervious, Inflow Depth = 2 60 for 10-yr event Inflow 19.48:cfs @ 12.31 hrs, Volume 93,322 cf Outflow 19.07 cfs @ 12.41 hrs, Volume= 93322 cf, Atten 2%, Lag= 6.4 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 4.55 fps, Min. Travel Time= 3.7 min Avg. Velocity = 1.36 fps, Avg. Travel Time=12.3 min Peak Storage= 4,191 cf @ 1235 hrs Average Depth at,Peak -Storage= 0.55' Bank -Full Depth= 1.50' Flow Area=15.8 sf, Capacity= 124.75 cfs 6.00' x 1.50' deep channel, n= 0.030 Short grass Side 'Slope ;Z-value= 3.07 Top Width= 15;00' Length= 1,000:0' Slope= 0.0250 T Inlet Invert= 100.00', Outlet Invert= 75.00' Summary for Reach Sw1 b: Swale to 1 Pb Inflow Area 405979 sf,- 0.73% Impervious, Inflow Depth = 260" for 10-yrevent Inflow - 20.94 cfs @ 12.22 hrs, Volume= 87,828 cf Outflow = 20.83 efs @ 12.26 hrs, Volume= 87,828 cf, Atten= 1 %, Lag= 2.3 min Routing by Stor-Ind*Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 3.27 fps, Min. Travel Time= 1.3 min Avg. Velocity = 1.18 fps, Avg. Travel Time= 35 min Peak+Storage= 1,595 of @ 12.24 hrs - Average Depth at Peak Storage= 1.04' Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity 84.65 efs 3 00' x 2.00' deep channel, n= 0.030 Short grass Side Slope Z-value= 3.0 7' Top Width= 15 00' Length= 250.0' Slope= 0.0076 T Inlet Invert= 99.00', Outlet Invert= 97.13' H [7 2930.01-RI -SWALE CAPACITY Type III 24-hr 10-yr Rainfall=5.18" Prepared by Microsoft Printed 2/7/2018 HydroCAD® 10.00-19 s!n 00480 92016 HydroCAD Software Solutions LLC Page 6 Summary for Reach Swic: Swale to 1Pc Inflow Area = 133,595 sf, 1.01 % Impervious, Inflow Depth = 2.51 for 10-yr event Inflow 5.32 cfs @ 12.38 hrs, Volume= 27,929 of Outflow _ 5.32cfs @ 12.38 hrs, Volume= 27,929:cf, Atten= 0%, Lag= 0.3 min Routing byStor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 4.06 fps, Min. Travel Time 0.2 min Avg. Velocity = 1.52 fps, Avg. Travel Time= 0.4 min Peak Storage= 52 cf @ 12.38 hrs Average Depth at Peak Storage= 0.45' Bank -Full Depth= 1.50' Flow Area= 7.5 sf, Capacity= 58.25 cfs 2.00' x 1 50' deep channel, n= 0.030 Short grass' Side Slope Z-Value= 2.0 'I' Top Width= 8.00' Length= 40 0' Slope= 0.0300 T Inlet Invert= 99.00 , Outlet Invert= 97.80' Summary for Reach Sw1 d: Swale to 1 Pd Inflow Area = 232,157 sf, 0.59% Impervious, Inflow 'Depth = 2 51" for 10-yr event Inflow = 12.67 cfs @ 12.17 hrs, Volume 48,533 cf Outflow 12.59 cfs @ 12.20 his, Volume 48,533 cf, Atten= 1%, Lag= 1.8 min Routing by'Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 3.47 fps, Min. Travel Time= 1.0 min Avg. Velocity ='1.26 fps, Avg. Travel Time= 2.6 min Peak Storage= 726 cf @ 12.19 hrs Average Depth at Peak Storage= 0.94' Bank -Full Depth= 200' Flow Area= 12.0 sf, Capacity= 63.20 cfs 2.00' x 2.00' deep channel, n= 0.030 Short grass Side Slope Z-value= 2.0 'P Top W!dth= 10.00' Length=;200.0' Slope= 0.0100 T Inlet Invert=<99.00', Outlet Invert= 97.00'` 2930.01-111-SWALE CAPACITY Type 11124-hr 10-yr Rainfall=5.18" Prepared by Microsoft Printed 2/7/2018 HydroCADO 10.00-19 sIn 00480 U 2016 HydroCAD Software Solutions LLC _ Page 7 Summary for Reach Sw2b: Swale to 2Pb Inflow Area = 77,241 sf, 0.34% Impervious, Inflow Depth = 2.5 for 10-yr event Inflow 4.49 cfs d1 12.15 hrs, Volume= 16,148 cf Outflow 4.41 cfs @ 12.19"hrs, Volume= 16,148 cf, Atten= 2%, Lag= 3.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 2.48 fps, Min. Travel Time=1.7 min Avg. Velocity = 0.76 fps, Avg. Travel Time= 5.5 min Peak Storage= 446 cf @ '12.17 hrs Average Depth at Peak Storage= 0.46' Bank -Full Depth= 1.50' Flow Area= 9.0 sf, Capacity= 42.38 cfs 3.00' x 1.50' deep channel, n= 0.030 Short grass Side Slope Z-value= 2.0 T Top Width '9.00' Length= 250.0' Slope= 0.0100'1' Inlet invert= 99.00', Outlet Invert= 96.50' Summary for Reach Sw3a: Swale to 3Pa Inflow Area 50,670 sf, 0.33% Impervious, Inflow Depth = 2.51 for 10-yr event Inflow 2.98 cfs @ 12.14"hrs, Volume= 10,593 cf Outflow 2.97 efs @ 12.16 hrs, Volume= 10,593 cf, Atten= 0%, Lag 1.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 2.96 fps, ,Min. Travel Time= 06 min Avg. Velocity = 0.97 fps, Avg. Travel Time= 1.7 min Peak Storage= 100 cf @ 12.15 hrs Average Depth at Peak Storage= 0.37' Bank -Full Depth= 1.50' Flow Area= 7.5 sf, Capacity= 47.56 cfs 2.00' x 1.50' deep channel, n= 0.030 Short grass Side Slope Z-value= 2.0 7' Top Width= 8.00' Length= 100.0' Slope= 0.0200 T Inlet Invert= 99.00', Outlet Invert-- 9700' 2930.01-111-SWALE CAPACITY Type 11124-hr 100-yr Rainfal1=8.29" Prepared by Microsoft Printed 2/7/2018 HydroCAD@ 10.00-19 s/n 00480 O 2016 HydroCAD Software Solutions LLC Page 11 Summary for Reach Sw1 a: Swale to 1 Pa Inflow Area 431,374 sf, 0.32% Impervious, Inflow Depth = 5.30 for 100-yr event Inflow 39.90 cfs @ 12.29 hrs, Volume= 190,671 of Outflow 39.25'efs @ 12.38 hrs, Volume= 190,671 cf, Atten=2%, Lag= 5.5 min ® Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 5.68 fps, Min. Travel Time= 29 min Avg. Velocity = 1.66 fps, Avg, Travel Time= 10.1 min Peak Storage= 6,906 cf @ 12.34 hrs Average Depth at Peak Storage= 0.82' Bank -Full Depth=1,60' Flow Area= 15.8 sf, Capacity= 124.75=cfs 6.00' x 1.50' deep channel, n= 0.030 Short grass Side Slope Z-value= 3.0 ? Top Nidth= 15 00' Length= 1,000 0' Slope= 0.0250 7' Inlet Invert= 100.00', Outlet Invert= 75.00' Summary for Reach Sw1`b: Swale to 1Pb Inflow Area 405,979 sf, 0.73% Impervious, Inflow Depth = 5.30 for 100-yr event Inflow = 42.82 cfs c@ 12.21 hrs, Volume= 179,446 cf Outflow 42.65 cfs @ 12.24 hrs, Volume 179,446 cf, Atten= 0%, Lag= 2.0 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 3.94 fps, Min. Travel Time= 1.1 min Avg. Velocity = 1.41 fps, Avg. Travel Time= 3.0 min Peak Storage= 2,706 cf @ 12.23 hrs Average Depth at Peak Storage= 1.46' Bank -Full Depth= 2.00' Flow Area= 180 sf, Capacity= 84.65 cfs 3.00' x 2.00' deep channel, n= 0.030 Short ,grass Side 'Slope Z-value= 3.0 T Top Width= 15.00' Length= 250.0' Slope= 0.0075 T Inlet Invert= 99.00', Outlet Invert= 97.13' 2930 01-R1-SWALE CAPACITY Type III 24-hr 100-yr Rainfall=6.29" Prepared by Microsoft Printed 2/712018 HydroCADO_10.00-19 s/n 00480 02016 Hy_droCAD Software Solutions LLC Pane 12 Summary for Reach Swlc: Swale to 1Pc Inflow Area 133595 sf, 1.01 % impervious, Inflow Depth = 5.19 for 100-yr event Inflow = 11.03 cfs @ 12.37 hrs, Volume 57,734 cf Outflow = 11.03 cfs @ 12.38 hrs, Volume= 57,734 cf, Atten=;0%a, Lag= 0.2 min Routing by'Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 5.00 fps; Min. Travel Time= 0.1 min Avg. Velocity = 1.83 fps, Avg. Travel Time= 0.4 min Peak Storage= 88 cf @ 12.38 hrs Average Depth at Peak Storage= 0.66' Bank -Full Depth=-1.50' Flow;Area= 7.5 sf, Capacity= 58.25 cfs 2.00' x 1.50' deep channel, n= 0.030 Short grass Side Slope Z-value= 2.0 '1' Top Width= 8.00' Length= 40.0' Slope= 0.0300/' Inlet;Invert= 99.00', Outlet invert= 97.80' Summary for Reach Swld: Swale to 1Pd Inflow Area 232,157 sf, 0.59% Impervious, Inflow depth = 5.19" for 100-yr event Inflow 26.28 cfs @ 12.17 hrs, Volume 100,328 cf Outflow 26.16 cfs @ 12.19 hrs, Volume 100,328 cf, Atten= 0%, Lag= 1.4 min Routing by Stor-Ind+Trans method, Time Span= 1.00-3600 hrs; dt= 0.01 hrs Max. Velocity= 4.20 fps, Min. Travel Time= 0.8 min Avg. Velocity = 1.50 fps, Avg. Travel Time= 2.2 min Peak -Storage= 1,245 cf @ 12.18 hrs Average Depth at Peak Storage= 1.33' Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 63.20 cfs 2.00' x 2,00' deep channel, n= 0.030 Short grass Side Slope Z-value= 2.0 7' Top Width= 10.00' Length= 200.0' Slope= 0.0100'P Inlet Invert=`99.00', Outlet Invert= 97.00' G P 293001-111-SWALE CAPACITY Type 11124-hr 100-yr Rainfall=8.29" Prepared by Microsoft Printed 2/712018 HydroCAD910.00-19 sln 00480 ©2016 HydroCAD SoftwareSalutions !_LC Page 13 Summary for Reach Sw2b: Swale to 2Pb Inflow Area 77,241 sf, 0.34% impervious, Inflow Depth = 5.19 for 100-yr event Inflow 9.31 cfs @ 12.14 hrs, Volume 33,380'cf Outflow 9.19 efs @ 12.18 hrs, Volume 33,380 cf, Atten= 1%, Lag= 2.4 min Routing by Stor-Ind+Trans method, Time'Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity 3.09 fps, Min. Travel Time= 1.3 min Avg. Velocity = 0.93 fps, Avg. Travel Time= 4.5 min Peak Storage= 746 cf @ 12.16 hrs Average Depth at Peak Storage= 0.68' Bank -Full Depth= 1.50' Flow=Area= 9.0 sf, Capacity= 42.38 cfs 3.00` x 1.50' deep channel, n= 0.030 Short grass Side Slope Z-value= 2 0'P Top Width= 9.00' Length= 250.0' Slope= 0.0100 '1' Inlet Invert= 99.00', Outlet Invert= 96 50' Summary for Reach Sw3a: Swale to 313a Inflow Area 50,670 sf, 0.33% Impervious, Inflow Depth = 5 19" for 100-yr event Inflow 6.16 cfs @ 12.14 hrs, Volume. 21,897 cf Outflow 6.15 cfs @ 12.15 hrs, Volume 21897 cf, Atten= 0%, Lag= 0.8 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 3.67 fps, Min. Travel Time= 05 min Avg. Velocity = 1.18 fps, Avg. Travel Time= 1.4min Peak:Storage= 168 of @ 12.14 hrs Average Depth at Peak Storage= 0.54' Bank -Full Depth= 1.50' Flow Area= 7.5 sf, Capacity= 47.56 cfs 2.00' x 1.50' deep channel, n= 0.030 Short grass Side Slope Z-value= 2.0 7' Top Width= 8.00' Length= 100.0' Slope= 0.0200 'f Inlet -Invert= 99.00', Outlet:Invert= 97.00' H n r r r F APPENDIX F Hydraulic Residence Time Calculations Shoemaker Lane Solar Project Agawam, MA Job# 2930.01 Hydraulic Residence Time In Grassed Channels Design Engineer: Atlantic Design Engineers, Inc. Job 2930.01 No.: Project Name: Shoemaker Lane Solar Project Calc'd CMK By: Location: Agawam, MA Dater 218/2018 Per the Massachusetts Stormwater Handbook Volume 2, a 8 minute Hydraulic Residence Time (HRT) is required within a grassed channel for the peak flow associated with the water quality storm event when being included as part of the TSS Removal calculations_ Recommended maximum flow depth is 4 inches. Recommended maximum velocity is one foot per second. We have considered a 1-inch storm event over the entire sub catchment area as a conservative approach. Flow rates for each area have been determined by using'HydroCAD to model a 1 inch storm. Utilizing Mannings Equation for trapazoid channel flow we have the following. Q,,=VA=1.49/n D"3 S"2 W Depth: D = [(Qwq * n) / (1:49 * s112 * W W15 Velocity: V=Q „,QLWD Hydraulic Residence Time: t=l1V Q,,=peak flow for 1-inch water quaility storm event (ft 3/see) V = velocity (ft/sec)' A --flow Area (ft?) = WD W = channel bottom width (ft) D = flow depth (ft) S = slope of channel`(ftlft) n = 0.15 Manning's n used for medium grass t =Hydraulic Residence Time (minutes) Q Swale to Rain Garden (Pond 1A) Qwq ` 0.04 w= s L = 1000 S` = 0.02 D = [(0.04.0:15)1(1.49 * 0.02" * 3)]' D'= O.040 feet or 0.484 inches < 4 inches OK V = 0.165 ftlsec < 1.0 ft/sec OK t = 1t)i minutes '-9 minutes OK 1 at2 t Shoemaker Lane Solar project Agawam, MA Job#'2930.01 Swale to Pond 1 B - (shortest swale considered) Qwq = 0.04 W= 3 L= 250 S = 0.0075 D = [(0 04.0.15)1(1.49' 0.01'n' 3)]3fs D = 0.082 feet or 0.985 inches <-4 inches OK, V = 0.162 f 1sec < 1.0 fusec OK t = 26 minutes >9 minutes OK Swale to Pond i D' Qwq = 0.02 1 L = 200 S = 0.01 D=[(0.02'0.15)1(1.49*0.01"2•3)]3/5 D = 0.063 feet or 0.760 inches < 4 inches OK V = 0.158 ftlsec < 1.0 ftlsec OK €= 21 minutes >9 minutes OK Swale to Pond 2B QWq = 0.01 W= 3 L _= 250 S = 0.01 D=[(0.01'0.15)!(1.49-0.01"*''3)]. D = 0.033 feet or 0.393 inches < 4 inches OK V'= 0.102 Vsec < 1.0 ft/sec OK t = 41 minutes >9 minutes OK- Swale to Pond 3A (peak flow is less than 0.01 ft3/sec. Used 0.01 Misecas conservative approach) Qwq = 0.01 W=2 L = 100 S = 0.02 D = ((0.01 * 0.15)1 (1.49 `0.02"' agars D = 0.034 feet or 0.407 inches < 4 inches OK V = 0.147 fUsec < 1.0 ftlsec OK t = 11 minWles >9 minutes OK 2 of 2 Sw1 a 1 Sa Swale to 1 Pa Contributing Area to Rain Garden Sw1bA N1Sb` Swale to 1 Pb Contributing Area to Pond 1 Pb Sw' cA N Swale to 1 Pc Contributing Area to Pond 1Pc sw1 di i Swale to 1 Pd Contributing Area to Pond 1 Pd Sw2b 2Sb Swale to 2Pb Contributing Area to Pond 2Pb Sw3a 3Sa Swale to 3Pa Contributing Area to Pond 3Pa S4 Reach on Link G 2930 01-R1-SWALES Type /it 24-hr 1 INCH Rainfall=1.00" Prepared by Microsoft Printed 2/7/2018 H droCAL* 10.00-19 s/n 00480 ©2016 H droCAD Software Solutions LLC Pacie 2 Summary for Subcatchment 1Sa: Contributing Area to Rain Garden Runoff = 0.04 cfs @ 14.04 hrs, Volume= 1,089 cf, Depth= 0.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=1.00-36.00 hrs, dt=-0.01 hrs Type III 24-hr 1 INCH Rainfall=1.00" _ Area (sf) CN Description 129,227 73 Woods, Fair, HSG C 278,993 74 >75% Grass cover, Good, HSG C 7,800 96 Gravel surface 13,968 96 New Gravel surface, HSG C 1386 98 Paved parking, HSG C 431,374 75 Weighted Average 429988 9968% Pervious Area 1,386 0.32% Impervious Area Te Length Slope Vek)city Capacity Description min feet ftlft) (ft/sec) (cfs 12.7 50 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3,00" 9.2 1,203 0.0182 2.17 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 21.9 1253 Total Summary for Subcatchment 1Sb: Contributing Area to Pond 1Pb Runoff = 0.04 efs @ 13.92 hrs, Volume 1,025 cf, Depth 0.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 100-36.00 hrs', dt= 0.01 hrs Type III 24-hr 1 INCH Rainfall=1.00" Area (sf) CN Description 392,269 74 >75% Grass cover, Good, HSG C 10,742 96 New Gravel surface; HSG C 2,328 98 Solar Footings Unconnected roofs, HSG C 640 98 Transformer Pad Unconnected roofs. HSG C 405,979 75 Weighted Average 403,011 99.27% Pervious Area 2968 0.73% Impervious Area 2968 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) 8.5 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 7.3 706 0.0099 1.60 Shallow Concentrated Flow, 158 756 Total H 2930.01-RI-SWALES Type 11124-hr 1 INCH Rainfall= 1. 00" Prepared by Microsoftprinted 2/7/2018 H droCAD@ 10.00-19 s/n U0480 02016 H droCAD Software Solutions LLC Pa a 3 Summary for Subcatchment 1Sc: Contributing Area to Pond 1 Pe Runoff 0.01 cfs @' 15.09 hrs, Volume= 258 cf, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1 INCH Rainfall=1.00" Area (sf) CN Adi Description 130,482 74 >75% Grass cover, Good, HSG C 1,762 96 New Gravel surface, HSG`C 711 98 Solar Footings_Unconnected roofs, HSG C 640 98 Transformer Pad Unconnected roofs, HSG C _ 133,595 75 74 Weighted Average, Ul Adjusted 132,244 98.99% Pervious Area 1351 1.01 % Impervious Area 1,351 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) Lftlft) _ (ft/sec) (cfs) _ 21.3 50 0.0020 0.04 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 5.8 554 0.0099 1.60 Shallow Concentrated Flow, UnDaved Kv= 16.1 fps 27.1 604 Total Summary for Subcatchment 1S& Contributing Area to Pond IN Runoff 0.02 cfs @ 14.84 hrs, Volume= 449 cf, Depth 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs TypeIII24-hr 1 INCH Rainfall=1.00" Area (sf) CN Description 230,783 74 >75% Grass cover, Good, HSG C " 1,374 98 Solar Footings Unconnected roofs HSG C 232157 74 Weighted Average 230,783 99.41 % Pervious Area 1,374 0.59% Impervious Area 1374 100.00% Unconnected Te Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ftlsec) (cfs) - 8.5 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 39 439 0.0136 1.88 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 12.4 489 Total 2930.01-R1-SWALES Type f1124-hr 1 INCH Rainfall= 1. 00" Prepared by Microsoft Printed 2/7/2018 HydroCAD010.00-19 s/n 00480 0 2016 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 2Sb: Contributing Area to Pond 2Pb Runoff = 0.01 cfs @ 14.82 hrs, Volume= 149 cf, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36 00 hrs, dt= 0.01 hrs Type III 24-hr 1 INCH Rainfall=1.00" Area (sD CN Description _ 76980 74 >75% Grass cover, Good, HSG C 261 98 Solar Footings Unconnected roofs HSG C 77,241 74 Weighted Average 76,980 99.66% Pervious Area 261 0.34% Impervious Area 261 100.00°10 Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) — 8.5 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3 00" 1.8 142 0.0070 1.35Shallow Concentrated Flow, Unpaved Kv= 16.1 fps _ 10.3 192 Total Summary for Subcatchment 3Sa: Contributing Area to Pond 3Pa Runoff - 0.00 cfs @ 14.81 hrs, Volume 98 of, Depth= 0.02 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 1 INCH Rainfall=1.00" Area (sf) CN Description 50,504 74 >75% Grass cover, Good, HSG C 166' 98 Solar Footings Unconnected roofs HSG C 50,670 74 Weighted Average 50504 99.67% Pervious Area 166 0.33% Impervious Area 166 100.00% Unconnected Tc Length Slope Velocity Capacity Description min feet ft/ft' ft/see cfs 8.5 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 3,00" 1.5 148; 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv=16.1 fps 10.0 198 Total 2930.01-RI-SWALES Prepared by Microsoft HvdroCAM°10.00-19 s/n 00480 © 2016 Type /it 24-hr 1 INCH Rainfall= 1. 00" Printed 2/7/2018 Summary for Reach Sw1 a: Swale to 1 Pa Inflow Area = 431,374 sf, 0.32%Impervious, Inflow Depth = 0.03" for 1 INCH event Inflow 0.04 cfs @ 14.04 hrs, Volume= 1,089 cf Outflow 0.04 cfs @ 15.25 hrs, Volume= 1089 cf, Atten= 1'%0, Lag= 72.4 min Routing by Stor-Ind+Trans,method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 0.68 fps, Min. Travel Time= 24.5 min Avg. Velocity = 0.55 fps, Avg. Travel Time= 30.2 min Peak Storage= 59 of @ 14.84;hrs Average, Depth at Peak Storage= 0.03' Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 89.38 efs 2.00' x 2.00' deep channel, n= 0.030 Short grass Side Slope Z-value= 2.07' Top Width= 10.00' Length= 1,000.0' Slope= 0.0200 7' Inlet Invert= 100.00', Outlet Invert= 80.00' Summary for Reach Sw1b: Swale to 1Pb Inflow Area = 405979 sf, 0.73% Impervious, Inflow Depth = 003" for 1 INCH event Inflow 0.04 cfs @ '13.92 hrs, Volume 1,025 cf Outflow _ 0.04 cfs @ 14.16 hrs, Volume 1,025 cf, Atten= 0%, Lag= 14.2 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 0.47 fps, Min. Travel Time= 8.9 min Avg. Velocity = 0.39 fps, Avg. Travel Time= 10.7 min Peak -Storage= 21 cf @ 14.01 hrs Average Depth at Peak Storage= 0.03' Bank -Full Depth= 2.00' Flow Area= 14.0 sf, Capacity= 77.09 cfs 3.00' x 2.00' deep channel, n= 0.030 Short grass Side Slope Z-value= 2.0 T Top Width= 11.00' Length= 250.0' Slope= 0.0100 'P Inlet Invert=;99.00', Outlet Invert= 96.50' U 11 2930A1-R1-SWALES Type ►It 24-hr 1 INCH Rainfall=7.00" Prepared by Microsoft Printed 2/7/2018 HydroCAD010.00-1'9 s1n 00480 G@2016 HydroCADSoftware <Solutions LLC _ Page 6 Summary for Reach Sw1 c: Swale to 7 Pc Inflow Area 133,595 sf, 1.01% Impervious, Inflow Depth = 0.02 for 1 INCH event Inflow 0.01 cfs @ 15.09 hrs, Volume= 258 cf Outflow 0.01 cfs @ 15.12 hrs, Volume= 258 cf, Atten= 0%, Lag= 2.0 min Routing by Stor-Ind+Trans method, Time Span 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 0.53 fps, Min. Travel Time= 1.3 min Avg. Velocity = 0.53 fps, Avg. Travel Time= 1.3 min Peak Storage= 1 cf @ 1510 hrs' Average Depth at Peak Storage= 0.01' Bank-Ful! Depth= 1.55' Flow Area= 7.9 sf, Capacity= 62.52 cfs 2.00' x 1.55' deep channel, n= 0.030 Short grass Side Slope Z-value= 2.0 7' Top Width= 8.20' Length= 40.0' Slope= 0.0300 T Inlet Invert= 99.00', Outlet Invert= 97 80' Summary for Reach Sw'I d: Swale to 'I Pd Inflow Area 232,157'sf, 0.59% Impervious, Inflow Depth = 002" for 1 INCH event Inflow 0.02 cfs @ 14.84 hrs, Volume= 449 cf Outflow 0.02 cfs @ 15.10 hrs, Volume= 449 cf, Atten 0%, Lag= 15.4 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 0.38 fps, Min. Travel Time= 8.7 min Avg. Velocity = 0.36 fps, Avg. Travel Time= 9.2 min Peak Storage= 9 of @ 1495 hrs Average Depth at Peak Storage= 0,02' Bank -Full Depth= 2.00' Flow Area=12.0 sf, Capacity= 63.20 cfs 2.00' x 2.00' deep channel, n= 0.030 Short grass Side Slope Z-value= 2.07' Top Width= 10.00' Length= 200.0' Slope= 0.0100 T Inlet Invert= 99.00', Outlet Invert= 97.00' 0 11 2930.01-R1-SWAI_ES Prepared by Microsoft HvdroCAD®10,00-19 s/n 0, Type 11124-hr 1 INCH<Rainfall= 1.00" Printed 21712018 Summary for Reach Sw2b: Swale to 2Pb Inflow Area = 77,241 sf, 0.34% Impervious, Inflow Depth = 0.02 for 1 INCH event Inflow 0,01 cfs @ 14.82 hrs, Volume= 149 d Outflow 0.01 cfs @ 15.29 hrs, Volume= 149 cf, Atten 1 %, Lag= 28.4 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 0.30 fps, Min. Travel Time= 13.7 min Avg. Velocity = 0.30 fps, Avg. Travel Time= 13.7 min Peak Storage= 4 cf @ 1506 hrs Average Depth at Peak Storage= 0.01' Bank -Full Depth= 1.55' Flow Area= 7.9 sf, Capacity= 3609 cfs 2.00' x 1.55' deep channel, n= 0.030 Short grass Side Slope Z-value= 2.0 'P Top Width= 8.20' Length= 250.0' Slope= 0.0100 T Inlet Invert= 99.00', Outlet Invert= 96 50' Summary for Reach Sw3a: Swale to 3Pa Inflow Area = 50670 sf, 0.33% Impervious, Inflow Depth = 0.02" for 1 INCH event Inflow 0.00 cfs @ 14.81 hrs, Volume= 98 cf Outflow _ 0.00 cfs @ 14.97 hrs, Volume= 98 cf, Atten= 0%, Lag= 9.4 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 0.43 fps, Min. Travel Time= 3.9 min Avg. Velocity = 0.43 fps, Avg. Travel Time= 3.9 min Peak>Storage= 1 cf @ 1490`hrs Average Depth at Peak Storage= 0.00' Bank -Full Depth='1.55' Flow Area= 7.9 sf, Capacity= 51.05 cfs 200' x 1.55' deep channel, n= 0.030 Short grass Side Slope Z-value= 2.0'1' Tap Width= 8.20' Length= 100.0' Slope= 0.0200 T Inlet Invert= 99.00', Outlet Invert= 9700' 1 1 1 1 1 1 C 1 1 1 1 1 1 1 11 APPEND Long Term Operations and Maintenance Plan —1'* Revision n r, k Shoemaker Lane Solar Project At all Shoemaker Lane, Agawam, MA Post -Construction Long Term Stormwater Operation & Maintenance Plan Revised February 8, 2018 A. GENERAL NOTES 1. Upon completion of construction, the operation and maintenance of all components of the stormwater management system will be the responsibility of the system owner: TJA Solar 150 John Vertente Boulevard New Bedford, Massachusetts'02745 2. The owner/contractor shall file an inspection report with the City of Agawam Conservation Commission following each site inspection as recommended in the Operation & Maintenance (O&M) Schedule. The inspection report shall identify the date of inspection, name, and contact number of responsible party, specific structures inspected, specific maintenance and/or repairs required and general observations. Any deficiencies noted in the inspection report shall be corrected to the City of Agawam Conservation Commission's satisfaction. 3. Disposal of accumulated sediment and hydrocarbons to be in accordance with the applicable local, state, and federal guidelines and regulations. 4. There shall be no illicit discharge of any waste or waste water into the stormwater management system. The maintenance of the facility shall be undertaken in such a manner as to prevent any discharge of waste or waste water into the stormwater management system. Any waste oil or other waste products generated during the maintenance shall be properly disposed of offsite. 5. All grassed areas must be mowed a minimum of two times per year (spring and fall) to reduce weed growth. If areas become bare, they must be reseeded to sustain vegetative cover. k i Shoemaker Lane Solar Project I Post -Construction Long: Term Stormwater Operation & Maintenance Plan W Page Z Revised February 8, 2018 B. STORMWATER SYSTEM/BMPs Erosion Control Barriers: Erosion control barriers (sediment log, haybales, etc.) should be inspected immediately after each run-off producing rainfall event and at least daily during prolonged rainfall. Sediment deposits must be removed when the level of deposition reaches approximately one-half the height of the barrier. Sediment shall be disposed of in a suitable area and protected from erosion by either structural or vegetative means. Grassed Swale with Check -Dams: During construction ;grassed -lined swales shall be inspected immediately after each ran -off producing rainfall event, and at least daily during prolonged rainfall_ After construction, inspect at a minimum of twice a year, or after major storm events (2" or greater). Repair eroded spots immediately after inspection. Additional inspections should be scheduled during the first few months to ensure that the vegetation in the channels is established adequately. Accumulated sediment shall be removed at least once a year or before it exceeds 0.5' in depth, whichever occurs first. Sediment Forebay/Sediment Trap; Inspect monthly at a minimum, or after major storm events (2" or greater) during and after construction for erosion, excessive accumulation of sediment and trash. Repair eroded spots immediately after inspection. Accumulated sediment shall be removed at least once; a year or before it exceeds0.5' in depth, whichever occurs first. Sediment shall be disposed of in a suitable area and protected from erosion by either structural or vegetative means. Stormwater Basins: Inspect after every major storm event (2" or greater) during construction and for the first few months after construction to ensure proper stabilization and function, thereafter inspect at least twice per year during wet weather to ensure the system is draining properly. Check for accumulation of sediment and ponding of water. If ponding water is visible inside the basin for several days after a storm event, notify the engineer for possible remedial measures. Remove sediment as necessary during construction, while the system is dry, and at least every 5 years after construction. I P Shoemaker Lane Solar Project Post -Construction Long Term Stormwater Operation & Maintenance Plan Page 3 Revised February 8, 2018 Rain Gardens: Inspect after every major storm event (2" or greater) during construction and for the first few months after construction to ensure proper stabilization and function, thereafter inspect at least twice per year during wet weather to ensure the bio- retention/rain gardens are draining properly and vegetation is thriving. Check for erosion, invasive, tree growth, clogging and trash, and remove organic matter, weeds, trash and debris as necessary. "Re -seed eroded or barren spots immediately after inspection. Remove sediment as necessary during construction, while dry and at least every five years after construction. L ACCESS GATE— P P P P R 6 P P _ a f a 3.. — a r d -r_ a a v o a P b 3 AWL s 3 W � r a n tl a A s c �s 5 G C o�tl GRAPHIC SCALE 10 20 40 80 43`. TION BASIN 1D DETENTION BASIN 2B - - - - - -- -- - ---- - - - -- - - - - - 99 �71 , 1 (14) b' EASTERN WHITE "PINE (14) 6;NORWAY SPRUCE SILT FENCE / LIMIT OF WORK FEET (14) & GREEN SOLAR FARM EVERGREENS TO BE REDUCED IN SIZE .BORVITAE -l--a a: o-... b. \ \ .Cc n 4 o �. a.. DETENTION BASIN 1C _ w w w .► `� :0 3'IVORY HALO DOGWOOD i • i • + 15-18'HERITAGE RIVER FENCE ACCESS GATE ACCESS ROAD — (4) 5' RHODODENDRON 4' VIBURNUM G- (5) 3' IVORY HALO DOGWOOD 00 O —(15) 18-20' NORWAY SPRUCE 18-20' GREEN GIANT ARBORVITAE WHITE PINE PLANT LIST COMMON NAME LATIN NAME QNTY SIZE TREES HERITAGE RIVER BIRCH BETULA NIGRA'HERITAGE 3 15-18' CLUMP NORWAY SPRUCE PICEA ABTES 15 18' - 20' 14 6 EASTERN WHITE PINE PINUS STROBUS 11 18' - 20' 14 6' GREEN GIANT ARBORVITAE THUJA PLICATA'GREEN GIANT 17 18' - 20' 14 6' SHRUBS ROSEBAY RHODODENDRON RHODODENDRON MAXIMUM 12 5' VIBURNUM VIBURNUM DENTATUM 20 4' - 5' IVORY HALO DOGWOOD CORNUS ALBA'IVORY HALO' 13 3` Landscape Design 3-D Imaging Plymouth, MA 02360 MLCuradossi@GMail.com GMail.com 508 360 5857 www-MI.C,uradossi.com SITE PLAN APPROVAL AGAWAM PLANNING BOARD FtbMc (�7 1 �� I -C--� 61k v 1.0, 1444e SHOEMAKER LANE SOLAR PROJECT 311 Shoemaker Lane Agawam, MA Drafted By: Michael Curado si Last Modified: 02/07/18 Scale 1" = 40'-0" FEB 0 9 cu f Ll 00 I I W& I J, wall, Q 0 0 10 W 1D °r �o No asr S°f °� vi Oo 0 a . � LLJ c Z,n ,. o: om c-i fIi Z NWM ,pa �Wo ~ � z I ,n YF5Sa H Z tza � � w { �-LU Nrw U zt ►L. 902 W rao J gxW 9 _ �� Nam a aoa d do3 Iji O F2NQ Q F1Z. 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S �ill I Ld z Q jrN r =a r � r y u � co Z 04 lit 0 Go its Ill' � � C i 00 LLI liv; n i Qs . �� N N g La ST xw ci _ p- - -- m{o `571 Y street - Hen. ort! Drie187' ; 57 z 00 $od ci ex, A:o a w a m .� Doane Avenue 0000 s r Q. e - ID 157 cee harest j; Lane a' iF r ok' 13r clfo f iriva �W LOCUS 75 SUFFIELD VIUINI I Y MAN 1,s 2,000' LOCUS MAP 1 = 2, 000' RJOVISED: JUM 20 .92018 REVISED. � JMY 53% 2018 REVISED. rf0 OVERALL LOCATION PLAN SCALE: 1" = 250' SITE PLAN APPROVAL. AGRWAM PLANNING BOARD 6PA.Akc ao, doiZ INDEX OF PLANS SHEET NO. TITLE SCALE 1 COVER SHEET 1" = 250'` 2 OVERALL SITE DEVELOPMENT PLAN 1" = 150' 3 SITE DEVELOPMENT PLAN 1" = 50' 4 SITE DEVELOPMENT PLAN i" = 50' 5 SITE DEVELOPMENT PLAN 1" = 50' 6 SITE DEVELOPMENT PLAN 1" = 50' 7 DETAILS PLAN N.T.S. OWNER: TIMOTHY ZIELINSKI, TR H ALLADAY FARM TRUST 218 SHOEMAKER LANE AGA'WAM, MA 01001— 3617 APPLICANT: TJA SOLAR 150 JOHN VERTENTE BOULEVARD NEW BEDFORD, MASSACHUSETTS 02745 ENGINEER: n ic DESIGN ENGINEERS, INC. P.O. (x 1> 51, Sandwi��56�3D 508 888 — 92 AUG 2 0 201a "FOR PERMIT ONLY" AGA AM p'LANNING BOARO FILE: 293001—SITE-R4 Sheet of 1 7 JOB NUMBER 2930.01 __�0,4g)IXASCAK TRLI,5r N �FARN UU)ffZ R1 TR�AIVV 3f-rH 7R Hy ELIZA2 L THr F� A RN FAfM, - A >, rA L f Y TR615 T j9ENE -7 1L Nlf MA R Y 9,L A SCA TRUS T A IVD �4 MAp 64 LOT jL— I ( /- I ( dL L9ENEH)" EZIZASETH TR 7 MAP G_� (OT 2,-- 10 dd r MAP 64, ZOT 1-10 A 4-A OPARCEL 20 EA=64.940 ACRE 00' RIVERFRON 2 T AREA f If AL 4L j 00, DO WCTLAN BUFFER f 14- �TOW OF A �4;AI�M J i T UA,� �4, ,L 0 T 2 - 3 y- _j J ET 5 54 . 61'± N t 7g� I N T _149— V 11- 1L la / mWilm � I &L 11W IL C #WL iL I OPARCIEL Is AREA=37-022 ACRES N AL J I AR L SERUM 11MMIN 50.5±: ZIEZIN5*1 77MOTHY 7R AMP ... . ...... �IAZLADA Y FARM TRUS7 L 4/; 44/51- 64�,_40 N AL liglillml PIP _%._ 100, WETLANDS AV IL j BUFFER OL f Oo P/ LL AIL V r I NIII11WH PROPOSED SOLAR' ARRAY ;NU *5,992 SOLAR PANELS (365W) N (ALL PANELS TO BE NON -REFLECTIVE) TOT. FENCE AREA - +6M was Z p N p f mummommum NNW - do z 100, _F__� 25§.O'± WETLANDS X BUFFER 1W L N\11 1L �l I PIN IL /A/ JIL 11 Mill Lffiffilll ml lilts 11111 in N PROPOSED SOLAR ARRAY ±7.7W SOLAR PANELS (365W) r wl (ALL PANELS TO BE NON -REFLECTIVE) V Jan. FENCE AREA - ±8.11 acres M WilliffilluM 'If J I AL V 7' z [wit 171 \ N N A' il�16�!AR N r §100 k I j — I I — , AL ///X'/ TOTAL PROPOSED SOLAR ARRAY "' N�l k -200' RIVERFRONT AREA *16,200 SOLAR PANELS (355W) Ell (ALL PANELS TO BE NON -REFLECTIVE) j TOT. FENCE AREA — ±17.05 acres Y 'AIL AL . ..... . ..... . ..... 100' WETLANDS Till III/ —�FSrA Hdohvo,� L�d BUFFER Ak -AL �kN -AIL MAP G2, 407 1L AL N will 100' (" ( J 141— #L ALI 1L NbIll W,/, WETLANDS AL) B FER AIL UF JIL X JIL JIL — \ �, -- — — yA// I Ow :H tO SE_� ?INA �0)" 100, j Mik!I�117WETLAN Z_' I J DS BU FFER 11 \, % I '. \ \ \ , \� V\00i § 61 i Y V) co ZONING REQUIREMENTS TOWN OF AGAWAM ZONING BYLAWS; MARCH 7, 2016 AGRICULTURAL DISTRICT REQUIRED P130\,ADED MINIMUM LOT SIZE 20,000 SF 2,828,786 SF MINIMUM LOT FRONTAGE 120 FEET 122.62 FEET MINIMUM YARDS: FRONT YARD 35 FEET(') 1,205± FEETO) SIDE YARD 40 FEET(2) 46.2± FEET(2) REAR YARD 40 FEET(2) 49.4± FEET(2) MAXIMUM BUILDING HEIGHT N A 0) NA (3) MAXIMUM % OF LOT COVERED BY BUILDINGS NA NA (1) BUILDINGS AND SHEL 7ERS FOR 77-IE SALE OF FARM PRODUC7S AND DWELLINGS WTV OR WTHOUT GARAGES SHALL BE A MINIMUM OF 35 FEET FROM THE S7REET LINE ALL OTHER BUILDINGS OF WHA 7EVER DESCRIP7701V SHALL BE A T LEAST 100 FEETfROM 77-IE S7REFTLINE. (2) SIDE AND REAR YARDS SHALL COMPLY WTV THE YARD REQUIREMENTS Of* 7HL"NEARES7RE'SIDE"NCL'DlsrRICr MEASURED IN A DIRECT OR AIR LINE (3) SEE' SE07ON 180.24 FOR ADD117ONAL I-IEIGHr REGULA 77ONS. GENERAL NOTES: 1. OWNER OF RECORD: ZIELINSKI TIMOTHY TR HALLADAY FARM TRUST 218 SHOEMAKER LANE AGAWAM, MA 01001-3617 BOOK18505PAGE 534 2. THE PROPERTY LIES WITHIN THE AGRICULTURAL (AG) DISTRICT AND PARTIALLY WITHIN THE RESIDENCE A-3 DISTRICT BASED UPON A REVIEW OF THE TOWN OF AGAWAM ZONING MAP AND PROPERTY CARD. 3. THE PROPERTY LINES FOR PARCEL 1 AND PARCEL 2 (LOCUS) SHOWN HEREON, ARE BASED UPON THE PLANS ENTITLED "PLAN OF LAND IN AGAWAM, MASSACHUSETTS, SURVEYED FOR TIMOTHY ZIELINSKI, TRUSTEE HALLADAY FARM TRUST" DATED MAY 8, 2017 AND "PLAN OF LAND IN AGAWAM, MASSACHUSETTS, SURVEYED FOR TIMOTHY ZIELINSKI, TRUSTEE HALLADAY FARM TRUST- DATED JUNE 6, 2018 BY HERITAGE SURVEYS, INC. AND SUPPLEMENTED NTH MASSACHUSETTS GIS INFORMATION AND ARE BASED UPON THE NORTH AMERICAN DATUM OF 1983 (NAD83) AND IS NOT THE RESULT OF A BOUNDARY SURVEY BY ATLANTIC DESIGN ENGINEERS, INC. 4. EXISTING CONDITIONS DEPICTED HEREON ARE BASED UPON THE MASSACHUSETTS GEOGRAPHIC INFORMATION SYSTEM, THE AGAWAM GEOGRAPHIC INFORMATION SYSTEM AND PARTIAL GPS FIELD SURVEYS BY ATLANTIC DESIGN ENGINEERS. 5. THE PROPERTY LIES WITHIN FLOODPLAIN ZONE X, BASED UPON A REVIEW OF THE FEDERAL EMERGENCY MANAGEMENT AGENCY (FEMA) NATIONAL FLOOD HAZARD LAYER (NFHL), WEB MAP VIEWER, PANELS 25013CO391E AND 25013CO392E, DATED JULY 16, 6. THE ON -SITE WETLAND RESOURCE AREAS SHOWN HEREON ARE BASED UPON FIELD DELINEATIONS AND RECORD PLAN INFORMATION. 7. WETLAND RESOURCE FIELD DELINEATIONS PERFORMED BY MOCKO ENVIRONMENTAL IN DECEMBER 2017 AND JANUARY 2018 AND FIELD LOCATED BY ATLANTIC DESIGN ENGINEERS, INC. 8. THE PROPERTY IS NOT LOCATED WITHIN A ZONE 11 BASED UPON A REVIEW OF THE MASSACHUSETTS GEOGRAPHIC INFORMATION SYSTEM. 9. THE PROPERTY DOES NOT LIE WITHIN AN ESTIMATED AND HABITAT OF RARE WILDLIFE AND A PRIORITY HABITAT OF RARE SPECIES BASED UPON A REVIEW OF THE NATURAL HERITAGE AND ENDANGERED SPECIES PROGRAM MAPS OBSERVED ON THE MASSACHUSETTS GEOGRAPHIC INFORMATION SYSTEM. 10. THE PROPERTY DOES NOT LIE WITHIN AN AREA OF CRITICAL ENVIRONMENTAL CONCERN (ACEC) BASED UPON A REVIEW OF THE MASSACHUSETTS GEOGRAPHIC INFORMAT`ION SYSTEM. EXISTING SETBACK LINE ---i 49 - - - EXISTING 1 FOOT CONTOUR LINE --- 150 - - - EXISTING 5 FOOT CONTOUR LINE EXISTING TREE LINE a\ EXISTING WETLANDS EXISTING 100' WETLAND BUFFER EXISTING STREAM EOP EXISTING EDGE OF PAVEMENT CCB EXIST"ING CAPE COD BERM EXISTING UTILITY POLE EXISTING CHAINLINK FENCE N EXISTING 200' RIVERFRONT AREA 25' "NO TOUCH" ZONE EXISTING TREE 31— PROPOSED 1 FOOT CONTOUR LINE 40-- PROPOSED 5 FOOT CONTOUR LINE 0Hw — PROPOSED OVERHEAD RUN U/G — PROPOSED UNDERGROUND UTILITIES CU-3 PROPOSED UTILITY POLE 0 PROPOSED CHAIN LINK FENCE PROPOSED DRAINAGE FLOW ARROW PROPOSED EROSION CONTROL BARRIER HxP PROPOSED HIGH POINT ELEVAT`ION PROPOSED RIP -RAP APRON/CHANNEL PROPOSED SCREENING/PLANTlNGS Designed by SCALE Drawn by : — Q 1. � (n . . 4 Pmj 7-25-18 25' NO TOUCH ZONE PREPARED FOR: OVERALL SITE DEVELOPMENT PLAN Checked b SCALE 1 150' .33 3 Pmj 7-05-18 REVISED PER REVISED WETLAND LINES TJA SOLAR FOR On I C DESIGN ENGINEERS, INC. y 0 75 150 300 2 Pmj 6-20-18 REVISED PER REVISED WETLAND LINES SHOEMAKER LANE SOLAR PROJECT Survey chk. by CIVIK 2-8-1 EVISED PER TOWN COMMENTS 150 JOHN VERTENTE BOULEVARD EMAKER LANE, AGAWAM, MA P.O. Box 1051, Sandwich, MA 02563 (508) 888 — 9282 Approved by �In4 NEW BEDFORD, MASSACHUSETTS 02745 311 SHO ___I. BY I DATE IREVISION NOVEMBER 3. 2017 FILE: 2930.01-SITE-R4 Sheet of 2 7 JOBINUMBER 2930.01 EL%AS PROPRES INC MAP H4, LOT 21r. COORDINATE TRAFFIC CONTROL MEASURES WITH THE AGAWAM POLICE DEPARTMENT INCLUDING A POLICE i \ DETAIL OFFICER DURING CONSTRUCTION/DELIVERIES N I ( J \ AS REQUIRED` r MARY SLASE9K TRUST AND I j \ I \ ~* ( \ a 1 d '" \ ( / \ DENEHY EL12548ETH .7R MAP G4, L0'F 1_ SMUS PETER MAP H4 LOT 2-14_71 \ ,} ` "..• - •� I \ t �' / kOPOS 36.ROJECT SIGN 'WITH THE S)TE/PI OJECT,4AMk I \ �!c \ - \ \ � � , � � \ \ � \ --, r � j AND ADDRESS, THE SOLAR' COMPANY CONTACT INFORMATION, AND f iL \ _ - �, I 1 24 HOUR EMERGENCY CONTACT INFORMATION COORDINATE 1 \' � � � � 1 i >l --- -.; ..\ � \ `.� .— ,. ..: \ 1 r ` t ' LocAfiON owNER � AL 1 1 \ \ - — \ ♦ / / ) i 1 AL / I / AL AIL �' /jL PROPOSED 20' WIDE PAVED ACCESS ROAD FOR FIRST *80' ADJACENT TO "NGRID / 1 AL f-AL \ \ \ \ OWNED EQUIPMENT/ PROPOSED TEMPORARY STONE TRACKING PAD UTILITY AIR BREAK SWITCH AIL` Al�PIC07CIMAlL 1R�CTLANU' 5tIUYYIV t5 "yam - - \ (SEE DF-TAIL) AL / "BASED UPON A PLAN ENTITLED' \ R BLASCAK TRUST AND / / / / I UTILITY RECLOSER \ I REQUEST FOR DETERMINATION. DENEHY E /ZABETH TR / UTILITY METER \ 1 \ OF APPLICABILITY \ � - � -� \ MAP G4 LDT 1 10 \ � ..- .349 SHOEMAKER � -.: -.: \: . _ / \ - ( - PROPOSED 16 WIDE LOCKING ACCESS l \, r -- LAND BY SALVIM ASSOCIATES � \ �.: � ._,. -.. -�- -.:.� --;� 1 -� �. \ \ �-- -- -�. / � \ � r � i �\ `` �. - �.� _.. �-. -� -�...� - - � .�- .._. �-�t :y GATE WITH KNOX BOX" OR APPROVED \ I DATED MARCH 10, 2017 AND IS NOT _ - _ \ 1 - / \ ..� c EQUAL FOR EMERGENCY ACCESS TYP 1 \ — ( ) \ �,. BASED UPON A FIELD SURVEY BY "� .�--:�ilc ATLANTIC DESIGN ENGINEERS, INC. / AL � � -- - :-- �,, �--. `� � \ ��-�� a1Vc � :CUSTOMER AIR � 'I' dL` � } J BREAK SWITCH (PCC) 7 -- IL ALi_ { ' _y1\AL / .� � �-- -- CUSTOMER RECLOSER � ._� dJ ,�� ' ' `� \ w � / N F. • 1:. .. SMUS PETER ✓,AL _ \ - "r'0� MAP H4, LOT 2-15 \ ti \C y►5 3' WIDE SWALE - BVW\ _ a11L s41L �� T7 10 � \ � � �/ �� r '� r ® � -- - - - --- �.. _ - -- ti ._L-a r \ \ -- '�- -- - -� Tfi 1 �.I[c X -- -�- / % \ \ /►..', .. t':'.'.' I AR ---^-�' T7-1 �Ic T7 8 X -AA / �_ --.-- s111f -! vj J _ e i / " BORDERING ( 1 - �r X ::....: EX. PATH ---, X�-A Y .� (A— � � _ ^ • � - r �� _ -'.� �- � 1 � ✓ T6-� �' VFI^iET�1 Dfj� T6-7 � � i /� .. PROPOSED POINT OF`' T !� '` y _ - ��------r' '`ilcc WETLAND �C XTfi_j rf x ` T8--8\ S e I [ T7 7 / /' y40�/ INTERCONNECTION _-..-__—___-_----__�._---- � TS-10k �" ✓ ! .� - ---z -``_ , G T6 3 ter" '% C5 i \ --�- -. �^ \ � Tj 2 � BORDERING �) � / � .� � �. � :. _ : � \ � W • e \ -' y PROPOSED CUSTOMER OWNED POLE / �N- f'j LP 1 �5' VEGETATED t \ i r \ Q X \ (TYPICAL UNLESS OTHERWISE NOTED); TB-4-5 ®,/3 / \ LJ.J fiO3 � _`_` -_ _' � AL WETLAND \ � f t� � 's ...::.... 8-9 1 T7-A T7-8 PROPOSED /✓_ / �+ T8_2 ,,1fr y .�111�� J -._- y � � � 1 (5�%- 0 / l'OVERHEAD RUN / / .. �- \.:... BORDERING \ �t 1 :.....: ; / �J VEGETATED TB : T7�3 ._ n { TED 1 I � -A i,.. — -- 1 - � NG DISTRICT. AGRICULTURAL Ldi1. , 7 .: i - �.::. �o 6 V) I ` T8 7 E A 3 • - ` a .. ram- — - _ _ .. ZQIIiING DISTRICT. RESIDENCEf-- !via - / �-�" - ... all �.:,. . _ ..-....... '�.. \ O .. li - ri-- 1 f / _ _ KI .. a .� ..;;.... \ X.�GRAVFL D1RT / / / / / ; ,ter- \ \ \\ \ \ xx so ...... \ MovE EXISTING STOCKPILE { I \ `� �� _---- �r r 1 11 i d� \.:: \ \ \ AS DESIRED 8Y OWNER � .......... �. PROPOSED � `( � � <.. •-.- -.:: � \\`• .- _., _.- __-.-.- / ( L` � � i I .. \ `•. � PROVIDE EROSION CONRO -_: J r 15 WIDE GRAVEL _ '` -. - _ �.\, ��, ___ _ ---- - - r W � .... ... \ \ -- _ \ 1 1 1 I l �. � `� AND STABILIZE" .- -- .-� - � // `� I i : } .+ ..... \ ACCESS ROAD TYP :. ❑ .. : ::. i --..;:. . \ �. \. \ / y :--.... . --•._. : � =..-, � -.-._ ��. �. .-,.... .:./ / /. 11:.. '...--......_ :ram .� 1 .. PROPOSED EROSION CONTROL (TYP) PROPOSED ELECTRICAL CABINETS/ TRANSFORMERS. PROPOSED \ � � � � �\ 1 \ \ \ \\ \ \ ` � ~- 7� {f , � 1 � / �_) �- � � J1 � / { i�` /, / � I �•�, '�+ l / 18 WIDE ACCESS/ / %� \ \ \ \ \ 0� { \ \ 1 \ \ \ \/ MAINTENANCE GATE. (TYF') VISTA HOLD%{�G�' LLC UAP G2, L�1-1 N/F \ 1 1 \ T 1- 0EUNS00 nMorHr rR AND 1 \ \\ \ \ ` �{ ,``' HALLADA Y FARM TRUST \ \ \ a - - - \ _ • �, \ i ' `� % MAP cf, Lor 1-9, 1 ( J w tlu 1 1z1 N/P /" fi f { ` 121G�S ROBERT A AND t \ \ N {b ~+ , • r- / j r - �_ l ! 1 I \ BR%G6-S CM7H%A ANN 7Ss`—_ // {t ) �1l1 ��r��/ 1 I I 1 I , J 1 UAP\H3, LOT1-20 cl coo 1 i a� �s '� FILE: 2930.01-SITE--F Designed by fi Drawn by : SCALE Irv} { `� 4 PMJ 7-25-18 25' NO TOUCH ZONE PREPARED FOR: SITE DEVELOPMENT PLAN Sheet Of SCALE 1 50' 33 3 PMJ 7-05-18 REVISED PER REVISED WETLAND LINES FOR c TJA SOLAR 3 7 DESIGN Checked by , an I GN ENGINEERS INC. _ _ � o z5 so 100 2 PMJ 6 20 i8 REVISED PER REVISED WETLAND SINES SHOEMAKER LANE SOLAR PROJECT serve chi<. b. sf �' 150 JOH N V y y .� .� ERTENTE BOULEVARD ,loB NUMBER 1 CMK 2 8 18 REVISED PER TOWN COMMENTS Box 1051 Sandwich, MA 02553 31 fi SHOE (508) 888 9282 ,Approved � DATE MAKER LANE, AGAWAM' MA -PP ed by No- BY DATE REVISION NEW BEDFO`RD, MASSACHUSETTS 02745 NOVEMBER 3 20`17 2930.01 SEE SHEET 3 MASS STATE PLANE a a s a e a a a ¢ a -7� / 1—' n a a p a. p. p ° e. a n a ° n 7 I�'\ � r � � MUMS � �. � �--. --.•- � -ti. _MUMS.- �, ".- _......—:..- ''�� r^�. �� MUMS MUMS � MUMS �-''r ,�-` �: l 3 I / 3 / \ PROVIDE :STEEL. PLATING: AT I �*r r � .�-- aa ¢a � • as an � nn a a a o q a o PROPOSED UTILITY / 4' ,PIPE CROSSING AS REQUIRED r j DEN-- �+ j POLE (TYP) I 0 -� DURING CONSTRUCTION _ _ �'�+ •��•�r 1� >I / (SEE DETAIL) _� 1 �jU L[,fP�ry �G.�IC :�' � � _. _. ,— MUMS... ..�: -•" � � (7 J ' �% zp� '^^�111 ` ..� TR iV- r1 / �, �-� •' ...... m i IS �" �..� ., �. � MUMS_...._. p TOTAL AREA OF DISTURBANCE \ i � / 11N /i• - ,r— �. �.,._.._..� MUMS _ �..�. -4 1 a ►� IN RIVERFRONT AREA �/ �/7��`� �— r 7+---C ,/coon . - n . , , ° u a.. o a r • e p ¢ {] ' MUMS / L�.� l m •- r+�- _. a a I„I p e a . ° p ¢ : AREA 8,856 sq.ft. / 1 r \ - • oX'-, . >- �: ,� Z/EL/N/Q7+1Y TR AND `• MUMS.. oo - 1-1 1 1 - t J ul 1 / HALLADA Y / d m . �i \ D`� fARM TRUST / a a • 1 � : \ � ~_• —' �" xA� .• ; ►� / ��``� - • _.� MUMS... �---------- -- '= \ _-_•-. �. . • MAP G4, LOT 1-9 � m N� �. '^. • +. •- v a a \ MUMS !`O /'/ I I 1: �.� / r —05 .,'"••'fir \• _ �� _- M 1�ti � � � ''----•--� �/ ....�.__.�.-. �l�L1G-Sim _MUMS- _. _ / j -, f_ -� m -. •. l \ -� Lu 4W ! �, a p n a a p �'' -terLf) CAD �. m s i � 1 p CyLu : r s i s <• -• [V I y \ I r a s pa •p an tiq % . .. � na a¢ aA ' � .`' PROPOSED MS.1ir�n >v� HEAD RUN m r MUMS_ MUMS __ to a, a .i �OVER�13OZERiNG MUVEGE1AIEd aL -to �I \ _ pev MUMS. 1► Nj u >' / ■. f .■ 3�h �1/�• �so ._ . oo r.mt 3rn o Q �/ IIN=143.5 r o _ � `� '� , . �.: ,:�.- - '�► a, x �� ; ray,!' �'.`'•.. + � W % Q I� � (n � � F- ,� I I p , a. _p n. \1 a. • ,p a n.. , •. ° . o . . �'.. MUMS. -. - —� `+..—. �r Q; _ - : - 0 -r wp- - i/rl GO �I Q'F�- X Cr :�. MUMS;; . "' I -J L,.I " MUMS: • ::MUMS- L: .:. �.... rM rr �„r -yam+ %�'3�rlw� -r r r■ {Ti' S �r ��,. ,��/11 MUMS. rls.� //J�^! • . r. ' .� i �+r ti 14 / INV=14 .71 I / �,I r r• A� ! III 0. N L( IL z N1 1 / _ I I ' r w / 00 m INV=143.74 — " \ \N / %ram' �/' / z 0 1 01 m % t� a � 1 ' ,�( N � � \ � �(' �.�' �" � r 1i� � I+y / � rr � co N in CD �iJ I,] z [] n ./ • / / \ �b e` Ct� ` ,, �o e7 \ - If, w ¢ P 3 ii I i Q , WOW �1 'MUMS / / % \ . !�. . t W �C.-' �•- .� W w 3 r '\ Er ca / EXISTING \ Q m n 1 ` + - f w ' % r r 2 36" RCP / ' / / >h ` f / - DRAIN `PIPES4 4 / `.go -4 3 IN J Q ( / i -1 0 — �, ._ _ — Vic. A / �. /� :. �.'i ' MUMS.: [V r:�' �• MUMS./` rJ _. /! , /�'3 MUMS-`" x it I� / ,_ - PROPOSED , l m ✓ , 1 '~ �- - WETLANDS rn m Q r , N P, ./ 1 X /j /� / �" - .� - - _ REPLICATION_ \ I L MUMS �_•.r.r S`fARIE D \; ♦ - :MSMUMS.....MU. . . , MU*piX4 m� r .0 . .': o Ln / , :. _,_---°- ; I _ .- ► / ........ _, _ : � . � . > , MUMS: ; ° > ,.�•-� MUMS N , MUMS.. _ MUMS. . 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N Y Q rA p in W LO aft 100 -4 C a- r -- win -,00 a a w n ¢ a a L roW�v ©F�,aca w,aM' _ -- \ '� 4f -' z 1 \'� a �1 x /] ¢ a n a "'WEST SIDE OF STIR£ET" � � ` \ t � � r � o w � � � I � ��p � 3� / 1 o a :MAP F4, LOT 2-,Y -4p a \�, ¢ °• ' � .4 -4 A. ! -� LO o p p n p �.. _MUMS_ :MUMS.- ,�• � �-.. . a a n . ' a ° , a p a a ° \ ,a .� p,, o a p• tl ¢ a \ � ` � `�., _MUMS_. -�. �, � a a . q / o • �. p a , ° p ¢ a a e • p q p � ¢ e ° \, - jj a s • p a a ¢ ¢ n a p p ¢ ¢ ¢ ¢ p • ¢ tl. p � a.. e / ~^"--•; / "'�.:` /. �.t ._MUMS —^•: • • ¢. v ¢ , o a v a a. j1 • ¢ a MUMS, a a ° q �`' a a p a ►j a a s o f c p \. MUMS � � � -MUMS. — '� -�: � .. � � r•�a '` } "� a ° a o ¢ cn oc a. a . a nn •¢¢ oa an V,PROPOSED na aap MUpMS aass aas ¢pp• ¢•aa ¢a. as aao oA oa oo a• a \ a ,nCHAIN LINK a a a — FENCE as 1 1 � -_�� a. ° a a ¢. ¢ p. p a 6 a s `• ¢ tl p a. a ¢¢ p•tl v¢ . tl Pq. Pp ao ap ¢p °aMU atl Pp tla p¢ aq , • a tl ¢ a E SHEET 2 FOR LEGEND �t AND NOTES AND SHEET 7 MUMS FOR CONSTRUCTION NOTES ■ a n I C DESIGN ENGINEERS, WEER S, INC. P.O, Box 1051 Sandwich, MA 02563 508l 888 — 9`282 Designed by SCALE Drawn by SCALE 1 " 50' Checked by Survey chk. by 0 25 50 10(} Approved by DATE 4 PMJ 7-25-18 25' NO TOUCH ZONE 3 PMJ 7-05--18 REVISED PER REVISED WE 2 PMJ 6-20-18 REVISED PER REVISED WE 1 CMK 2-8-18 REVISED PER TOWN COMM NO. BY DATE REVISION N we Zw ww w■w1A as MUir N■i■ !i■I�R MM M MUltlel MMU a■MU MU. ■ MU. wI! wMU MUMU ■ PREPARED FOR: TJA SOLAR 150 JOHN VERTENTE BOULEVA RD NEW BEDFORD, MASSACHUSETTS 02745 ■aMU Mm sw ■rA■ MUMS MUMU ww ww r■w ww ww •r�i� ww ww ww ww ww ww WIY s■bfR M■r YM IWIMr Ml� .■/ �■A M.■�i rMU MU■11 riiM MU■r am MUMU !!C aSO m mm an an On No MUo c'srrs [so nllwa IM10 MIR S]IG MM MM RAI■] Do Od 0N 0� MM WE . .MU m mom mm _. ._ MUMS■ __ ■r"iiMU ._ -- -- MU MU7 MUMU M-83 MUMS MUMU Iwll■ MUMS MUMU ■M<■I MUMU drCrl �b �)� �R7. lillt7 Oq Q■'A &f� OR1 QF! O am wn MUr�I ol�; ICI um WM3 mm mm Qia MRS �MU am MUMU mm `� �w MUMU MUMU MUMU MUMU [Aft mm mm ww wrr MUw R■� NA,IM� MUw Iiw mm ao tww Qa�l r■MU 1Allllr cc cc 1221 �/A1MI f�■■E ■■■r s MUMU BMW MU. m MUMU ✓,✓role€ MUMU w-�w MUw MUMU ■i MU MU MUMU m MUMU MUMU MMU MUMU MUMU MUMU SITE DEVELOPMENT PLAN FOR SHOEMAKERLANE SO LAR PROJECT 311 SHOEMAKER LANE, AGAWAM, MA NOVEMBER 3, 2017 J J F W W I W W W FILE: 2930.01-SITE-R Sheet of 4 7 JOB NUMBER 2930.01 i e •---�- ---_-- �� 40 SfDE ' pLAj ./ _- T'16-7- ..� p =.. � 6 AL l � e 6—B -n s—o X � � /11L \ - X T16 A X T16-C) AL IL T16 AIL / Ti -i o g ISOLATED g TIL 1 iL AL VEGETATED WETLAND / .. ' T16 . .e �. .. ,. SEE SHEET 4 fi� �� : ' I N SEE SHEET 2 FOR LEGEND AND NOTES AND SHEET 7 T!P- > 7a� I �.., FOR CONSTRUCTION NOTES TOWV ACAWAM t ; 1 ® I aW£5T 5/DE OF STREET PROPOSED f v 1 ® / l ` A� 105 � 9-9 +� ` J MAP E4, LOT 2-3 CHAIN LINKFENCE '(TYP) AL \\ 5 AL PROPOSED 15' WIDE ACCESS / / \ L ` v MAINTENANCE GATEPATHt- - — '4I 14D S - _ - X-Ii_. '..a112cT1 -1 T .: P / )C. , s19 I , 1-7 `� UTILITY POLE / I' \." _ T10' I �'AH 706 ISOLATED VEGETATED , i -:AL AL - WETLAND ) ( { .. .. .: • . .: - ` :k AL _ , 3cT45 26 PR POSED' 15 WIDE ® s111t 6`, T15 \ ° { r+ L C 3 :. , . .. 11 GRA4 ACCESS ROAD / I o X T15 , T19 6' y AL 1 ' .. .. i / BORDERING 1. / ' BORDERINGT15--2` 1 >{Ti9-568 ' �. ` '� p t•+ W 1 1 AI \ VEGETATED 1 1 r l I .. ! c `l \ I • , , VEGETATED + e , TiD 2', —``1 ti00 - :. .. .. m , , - • �C T15 5 � , � WETLAND � °� � g 11 .. .. .: .. f r D WETLAND � 1 T10-i2 / a- i i a-z 1 1 rrxohh. ca A l e 1 k ALL 1 • , . , / Ti5- ' T10-1 ' - O.O - X A 702 1 .. 1 e : X AH 702 � :-.-7 � f `� X AH-704 + _4 } r - . _ IL s�lcAL /� l 1 S 1r r t .. ,. r I VW24-;X �1t�. 1� .% ..ALff T15-7 4 rr W246 e ` 1 . ' `` •. .. 1 ,b-11 , $ I ' ', .A- Ilk,- f •• -• .. ., .. .. CT1 i --., .,I i I �L 22\ - " ,1jlc T35-G . r , , r .. 1 e J a , • . . • \ ' � �Oj \X T15-21, 5 % ,� .. e T10-4' ' , I W2te It - .. , �14 I ) I i w248 � 1 1 T77- - o o • , I ,T10 10 + 1 1 / 9X 4 . , .. .. ) BORDERING I ( ` \ + I j !S - �' �ll(� ✓ ,� \ .. I 1 1 T17 r - o e . + VEGETATED 1 , . , . .. .. ' .. o . .. tt ETATED + ( � 1 � , , ::. , � e� �- BORDERf I �. � /g \ I I I WETLAND I -' 1 Ti 0'-5 i .. I '� Ilk 1 AL\ o, . + I I 1 1 VEGETATES' II c r c , ' t k w244'WETLAND + ,- ,. .; a. ---II , 1 I 1 ,/ 11S S ` i 1 { , B82 / a]If� yr rj BORDERING � � '� �- �� a `. .: - o . a e I � T75-D 1 �€ l 1 I Ti �•-20` � 1 � � � � 4s1 J EM,, !t VEGETATED kT17-3 /"- . , ! a1ll� , ) I kL r r r D LWETLAND / �, . _ . - .. .. e X T15-E '> ! '\ { L 1 1 1 ' .. I j&L % 1 1 ' /' PROPOSED 16' WIDE LOCKING "L , f sIL + + rr 4-5' > . , . .. .. /�► ACCESS GATE WITH \` a I - ' / L1 , . , , X, TH KNOX BOX + / 200 RIVERFRONT AREA B8 \ 1 , a T1 q•-6 i \ 17 5 F � / i � W250 �- . T .a.Ifc. OR APPROVED EQUAL FOR I �T1a-9 T10 6 � + T1 i 7 T17-6 IlL- T17-2 / � ` .. a a . \ o I t - ` , I \ EMERGENCY ACCESS (TYP) � - ! / f W243 r X T17-B T14-3 . , , .. .. , r 1 + PROPOSED /F I61\6: C / : ` \. ; AL WETLANDS + J . I . - .. . , .. -- o -9 \ . REPLICATION ' I \ TOWN OF AGAW.gM , �}ilc / / 'wL'�r s/vE of S �` i x T17--BB t 11{Es Ti 4A6q-7 / q n ' W242 +' AREA-1,520 P E4 LOT / Ti 4- • , . , / T10 / .• ea j + I - - + / iL T15- 9 / j AL l IWL I I .. \ 1 \ ` 7K Ti 7 1 / - - e , - � sl1l� 31lc \ T1' 8 / I♦ o, ;,... /` )If 241 J h y r 1 .: .. .. T15 I3 X Tia a—�E j Bss I l r T14--8 a 1 1 �C T15-10, T1I5—c x ti T1 5—A \, t 2 �' . ® / r i1tr .. \ ,50'\ r T15-12 \ ` Ti e rALj T14-1k '41[c \ ,L '111c ' ■ I i )' 1 1 T1 Pc ♦ 39 W25� 1 - •: } 1 / .ALW102 . �W1 O3 ltr 1 T15 11 �ti1►� �!!�15 41, -[-IqTm I I AL :j 1ORDERING W105 -f 1 1 _ , Ti 6 , 1 . .. .. 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P /1 OSED' ELECTRICAL 1100 : Q' N G EQUIPMENT CABINETS/ ► / / r� O e o ... ,9ii f f Z1t7JN-W1 77MO7HY TR AND + TRANSFORMERS a f / / Q ►+'Z N/F r W233 / . / / HALLADAY FARM %`' / `� TRUST / � � / � � � M I/lSTA HOLDINGS LLC � / / MAP GA LDT 1-9 w MAP G2, LOT 1-1 fi' W10 p . - • : NOTE: ALL WORK NEAR GAS r / Q 9 1% EASEMENT TO BE COORDINATED WITH 4 PROPOSED' I /t102 / + 4Z THE TENNESSEE GAS COMPANY�� ••'w'� "' "" RAIN GARDEN A / i ,/ \ b \ AL • • • • • `-` . / % PROPOSED 32 / *eti 4' WIDE X 12' LONt>t B104 I w ra RIPRAP APRON t 1 t • . . , - .. SEE DETAILS \, 6106 o EX. BRIDGE y�W231 \ -� J / \ rn .. ., ` If AL 1,9,, .. Fs SEE SHEET 6 Designed bySCALE � e � FILE. 2930.01-SITE-F ■ �` (� Drawn by Pvt I. 4 PMJ 7-25-18 25' NO TOUCH ZONE PREPARED FOR: SITE DEVELOPMENT PLAN Sheet of (3 �+ SCALE �, - � .�� 3 PMJ 7- : - n ic DESIGN Checked b 1 50 �05 18 REVISED PER REVISED WETLAND LINES FOR ENGINEERS INC. y � TJA SOLAR : r � 7 0 25 50 100 2 E'MJ 6-20-18 REVISED PER REVISED WETLAND LINES Survey chk. b ,; � SHOEMAKER y y.. LAN E SOLAR PR P.O.Box _ _PROJECT 1051 Sandwich MA 0 cMK 2 $ 18 REVISE 150 JO'HN VERTENTE BOULEVARD 2563 {508) 8S8 - 92�2 D PER TOWN COMMENTS" SOB NUMBER ' Approved by : _ DATE - 311 SHOEMAKER LANE AGAWAM MA _-- NO. BY DATE REVISION NEW BEDFORD, MASSACHUSETTS 02745 2930 D1 IVVVGM6LK J LUI / 0v i -- 1L .. .. .. 7i : , ALL N \ 1 BORDERING 1 ( . .. , , • a . VEGETATED 1 \1 1 f + WETLAND ~ ��\ \ ,• . e ` PROPOSED CHAIN 1 "e • • • . • > .. , . LINK FENCE {TYP} 1 \ . o .. .. m . • . , . \ t5`0 1 / .. Tit t1 .. .. .. .. .. \AL N1 .. .. \\ �� AL \ 1 � I Eirm- AL 1 a /LLj/ .. .. .. I .. N/F / �, / \ __• WI i 3 iils\ 1� b TOW* OF AGAWAM ` - / \ - WEST sWf - OF \ SiREE7- oqt MAPj, LOT 2-. O \ �\ \ \ ., 111 AL '�[` AL ,Lk 1 Xa a f 1®66IIIMIIi®[Effiitlf�Mlf CJ��f�stiltll 1111111 MINOR IN his i�11160Alel 111 • ISOLATED TVEGETATED WETLAND Ttz (� T1 z i _ X801 `, fLN114 . W115 s111cs �� 15-2 _ � 115-3 JIL BORDERING { 115-7 j ,\ ♦� VEGETATED WETLAND AL � / � 115 I i <48_` 1 W118 AL Will SEE SHEET 2 FOR LEGEND AND NOTES AND SHEET 7 FOR CONSTRUCTION NOTES BRUND f_W£R/NA - lMAF E2, LOT 5 ) r' i In I C DESI GN ENGINEERS, INC. P.O. Box 1051, Sandwich, MA 02553 508 888 — 9 282 AL I IL W141 Designed by Drawn by : Checked by Survey chk. by Approved by W1211 N SCALE SCALE I " = 50' 0 25 50 100 SEE SHEET 5 I m I "." % ,PROPOSED 16' W DE LOCKING- t ' 8146"� '\ I .- �j f Ex. BRIDGE / --ACCESS GATE WITH KNOX BOX \ /� \, FOR APPROVED EQUAL FOR / \ EMERGENCY ACCESS {TYP}/W231 ® PROPOSED ELECTRICAL EQUIPMENT CABINETS/ ��, ice, TRANSFORMERS $IyR s r W22Lo PROPOSED 4' WIDE X 12' LONG RIPRAP SPILLWAY j I , SEE DETAILS ,fit W22 a PROPOSED a RAIN GAR EN B / / ! j rEN , OkIM,� c EE GgsCA Tip / W226N pF E�Br / / /BOR <D 1G �- 1 PROPOSED SCREENING SEE LANDSCAPE PLAN BY OTHERS. T2-PA VEGETA ' 1 1 NOTE: ALL PLANTINGS/SCREENING TO BE INSTALLED AT THE zWETLAND I INITIAL STAGE OF CONSTRUCTION. AFTER THE INSTALLA nm of EROSION CONTROL MEASURES AT THE LIMIT OF WORK AND PRIOR 224 --W223 1 TO THE COMMENCEMENT OF MAJOR CONSTRUCTION ACTIVITIES. \ PB W2221� �W21 1 1 N TTI 219 - . 1 •-P � t =1 a3 1 a' .. .. .. f � / >ewa18 fit ,iL i �A�DS W216,Ilk \ t 1 � .� L =i • �11[� .. . WE�� ♦ \ D-i05 ♦ W215 L 2.00 a 1 • t1 1� 31 O1 4AL LW2 z IL IreiL - \� ��' �,• \ `—T \ �' f �_- 1 m. •1 [ It 11 i o \� ``� 1 1\� �,/ / /�1 xT115 . f \� - , D 108� ff _PI 0\ 1 • . • a �� BORDERING AL VEGETATED �wmq WETLAND IF T11-7 1 ` I A \1 ` 1 • WSTA H%%DINGS L L C \\ . n ,. . • . I � �k � � 1 \ � MAP 2, LOT 1-1 1 BORDERING , ,' >f V�2os 1 \ ?asl -AL VEGETATED j1L11. 1 f . .. WETLAND / \ '114 1 # r I slik / ; . - '+ W207 f 1109 - I11L AL / \ 1 I AL T11-7 ` -- — �� }, % T11 IL / i a . 1-B' T11 BkIX T11-A • \ ' f A L 1 11--3 1L I30.0' f ♦ ' { �' ( f 1 .. .. Y PROPOSED \ V206 V .. _ \ ! / A Ti -4 3ltc_ T18 16' WIDE ACCESq/ NI . • / // �, T11-9 * � e MAINTENANCE G' TE (TYP) • / PROPOSED / - . 1 ! \ / I 16' WIDE ACCESS/ '1 . , �iSO ` TI 8 .. ✓ MAINTENANCE GATE (TYP) I . .. -3 1 / �T11-10 / I �- e� KTlt-A =06-� lion Won �1 DATE T1 T18-8 CT11-1 ' I T18-21 i f — L REAR +elf a \ -1 /l `C'W204 r T11-1'�'. �( TI 1 -13,/� '~- �f a l � f ► f � �1llt f \ 1 I � I � � / gab. r / AXW202 l 1Z ; V) FILE: 2930. 01-SITE- R flIv, 4 PM,I 7--25-18 25' NO TOUCH ZONE PREPARED FOR; SITE DEVELOPMENT PLAN Sheet of 33 3 — — I FOR PMJ 7 05 18 REVISED PER REVISED WETLAND LINES TVA SOLAR 6 7 ' 2 PMJ 6-20-18 REVISED PER REVISED WETLAND' LINES L E SHOEMAKER LANE SOLAR PROJECT _ _ 150 JOHN VERT JOB' NUMB ER 1 CMK 2 8 18 REVISED ENTE BOULEVARD PER TOWN COMMENTS 311 SHOEMAKER LANE, AGAWAM, M A No. BY DATE REVISION NEW BEDFORD, MASSACHUSETTS 02745 NOVEMBER 3, 20 17 2930.01 11.2' e *`N0001, T1 TILT BRACKET C-CHANNEL (TYP) RE -SPREAD EXISTING TOPSOIL UNDER TILT BRACKET - AND AROUND AND BETWEEN PANELS ----, _ LOWER SUPPORT (IMPORTTOPSOIL AS NEEDED). (4 SEED MIX COMPRISED OF A DIVERSITY OF NON-INVASIVE INVASIVE LOCAL/NATIVE/ a NATURALIZED HERBACEOUS SPECIES WITH EROSION CONTROL/ RESTORATION MIX R, .. wi, I e r .e k 15' (SEE PLAN FOR LOCATION) 12" MIN I 1 SLR MIN. FILL 2 1L� , - - - - -- 2 FILL EX GRADE- -* .� �.. _ GEOTE)MLE AS REWIRED $ASED ON'SUBGRADE CONDITIONS 8' COMPACTED GRAVEL MDOT SPEC. M1.030 TYPE < B CULVERT/PIPE SEDIMENT LOGS AT DOWN GRADIENT LIMIT OF WORK - TYP (SEE PLANS) (NOT TO SCALE) NOT 1. SUBGRADE SHALL BE COMPACTED TO 9OX OF AS'M D1557. 2 GEOTE)MLE SHALL BE MIRAFI 50OX OR APPROVED EQUAL 3. GE07MLE SHALL BE OVERLAPPED :AS RECOMMENDED BY MANUFACTURER. .2' STEEL Z-RAIL (TYIP) REFER TO PLAN' 4' WIrRIP-RAP LOCAL/NATIVE/ RIP-RAP NON INVASIVE TOTAL DEPTH: APRON SCRUB SHRUB SEE PONDING DEPTHS: 6" C APRONDETAIL �_. LOWER SUPPORT AN..L.E MOUNT (TYP) MAX -� GRADE 15X 14 IRA 11 12' MIN. SOIL MIX DEPTH i1f"1 RAINGARDEN -:: 1 g MAX. SIDESLOPES (TYP) FlLTRATION BOTTOM -' : - ::... .:.:V4,0% SEEDED SLOPES, BERM :. ......... ................ AND BOTTOM" UN -COMPACTED APPROVED LOCAL/NATIVE/NON SOIL. FILTER MIX: NATIVE SUBGRADE FREE OF INVASIVE CLEAN SAND ROOTS, LARGE ROCKS do HERBACEOUS 30-40%C COMPOSTED LEAVES SEE PLANS FOR DEBRIS ` TYPICAL PLANTINGS RAINGARDEN QROSS-SECTION 20-30X TOPSOIL OVERFLOW LOCATION(S) (T, NOT TO SCALE GATE POST 4' NOM. ad STEEL OR EQUAL BRACE TUBE 5/S" ROUND LATCH ROD TOP OF CHAIN l IW [GATES (SEE PLANS) 4" 94 CORNER POST OR TERMINAL POST - I- •■ • • • • 3, III 1I; M I DETAIL SHOWS DOUBLE GATE I I SMTH LATCH ROD. IF ONLY SINGLE GATE IS REQUIRED, u . B" DNA. REPLACE LATCH ROD WITH =t WIRE FASTENERS AT 18' STANDARD GATT "POSE 4' INTERVALS TOP AND BOTTOM NOMOD STEEL OR EQUAL AND CHAIN LINK FENCE --GATE FOOTING' TO MATCH 12" DIA. HOML KNOX BOX (OR APPROVED EQUAL) TO BE PROVIDED AT MAIN ACCESS GATES AS INDICATED ON INE DRAWINGS CHAIN UN& -FENCE DETAIL (GALYANIZE01 (NOT TO SCALE) ■ a n DESIG N ENG INEERS, NEERS, INC. P.O. Box 1051, Sandwich, MA 02563 508 888 9282 35' MIN EXISTING ROADWAY MAINTAIN SIDE THROUGH ENTf (IF PRESENT) EXISTING ROADWAY �2' RADIUS PLAN VIEW MAINTAIN EXISTING GUTTER FLOW -TIE INTO EXISTING BERM OR EDGE OF PAVEMENT SLOPE TO DRAIN SEDIMENT LOGS AT DOWN GRADIENT LIMIT OF WORK - TYP (SEE PLANS)' GEOTE)TILE AS REQUIRED J BASED ON SUBGRADE L C $ COMPACTED M TED GRAVEL MDOT SPEC. M1.03.0 TYPE B TYPICAL ON f ES OA DETAIL (NOT TO SCALE) NOTES` I. SUBGRADE SHALL BE COMPACTED TO 9OX OF ASTM D1557. 2 GEOTDM E SHALL BE MIRAFl 50OX OR APPROVED EQUAL 3 GEdTEXT1LE SHALL BE OVERLAPPED AS RECOMMENDED BY MANUFACTURER. -1-3/4" TO 3" ANGULAR CRUSHED STONE STONE 4" MIN. aC T,O. \-MIRAFl 140 N FILTER FABRIC UNDERNEATH I. EACH SITE ENTRANCE IS TO HAVE A TEMPORARY CONSTRUCTION ENTRANCE. 2. STONE IS TO BE 1-3/4' TO 3" ANGULAR CRUSHED STONE 3. ANY SEDIMENT TRACKED INTO THE ROADWAY NEEDS TO BE CLEANED IMMEDIATELY. 4. ADDITIONAL STONE IS TO BE ADDED TO THE PAD AS NEEDED TO MAINTAIN THE ORIGINAL DEPTH. 5. ANY 'SIDEWALK DAMAGED DURING CONSTRUCTION MUST BE REPLACED AT THE CONTRACTORS/bEVELOPERS EXPENSE S. SIDEWALK MUST REMAIN PASSABLE, IF THE SIDEWALK BECOMES UNSAFE OR IMPASSABLE. A TEMPORARY SIDEWALK/SIDEWALKDETOUR MUST BE PROVIDED. =NE TRACKING DjQQNom-n0N ENTRANCE NOT TO SCALE TOP TENSION wlRe AND RAILS STRETCHER BAR BOTTOM TENSION B GAUGE WIRE 2' MESH GALVANIZED (TYP) Designed by Drawn by Checked by Survey chk. by Approved by WIRE FASTENERS AT; 18' INTERVALS • 9 GAI.JGE 2" MESH GALVANIZED (TYP) 2 %" o.d. LINE POSTS I SCALE AS NOTED PROPOSED 10'x8'x1" STEEL PLATING AT CULVERT CROSSING DATE nap1-0W p " VERTICAL FACE 2 REBARS. STEEL PICKETS ANGLE FIRST STAKE OR 2'X2" STAKES DRIVEN AGAINST PREVIOUSLY 1 1/2' TO 2' INTO LAID SALE--- GROUND WIRE OR NY LON BOUND HAY ANCHORING QML SALES PLACE ON THE PREPARED SURFACE NOTES: 1. BALES SHALL BE PLACED IN A ROW WITH ENDS TIGHTLY ABUTTING THE ADJACENT BALES. 2. EACH BALE SHALL BE EMBEDDED IN THE SOIL A MIN. OF 4". 3 BALES SHALL BE SECURELY ANCHORED IN PLACE BY STAKES OR REHARS DRIVEN THROUGH THE BALES. THE 'RRST STAKE IN EACH BALE SHALL BE ANGLED TOWARD THE PREVIOUSLY LAID BALE TO FORCE BALE ENDS TOGETHER. 4. INSPECTION SHALL 13E FREQUENT AND REPAIR OR REPLACEMENT SHALL. BE MADE AS PROMPTLY AS NEEDED. 5. BALES SHALL BE REMOVED UPON STABILIZATION OF DISTURBED AREAS. JAY BALE DETAIL NOT TO SCALE EROSION O O NO I. PRIOR TO COMMENCING SITE WORK OR EARTHWORK OPERATIONS, INSTALL EROSION CONTROL BARRIERS AND MAINTAIN THROUGHOUT CONSTRUCTION. 2. ONCE EROSION CONTROL BARRIERS HAVE BEEN INSTALLED, CONTRACTOR SHALL PROVIDE 48 HOURS NOTICE TO THE TOWN OF AGAWAM ENGINEERING DIVISION FOR PRE -INSPECTION PRIOR TO THE START OF CONSTRUCTION ACTIVITIES OR AS REQUIRED. 3. ALL DISTURBED AREAS SHALL BE LOAMED AND SEEDED IMMEDIATELY UPON COMPLETION OF CONSTRUCTION. 4. ALL MATERIALS AND STOCKPILES SHALL BE STORED ON LEVEL AREAS' OUTSIDE OF ANY FLOOD ZONES, WETLANDS OR BUFFER ZONE AREAS. ALL STOCKPILES SHALL BE SURROUNDED BY HAYBALES, SHALL HAVE SIDE SLOPES NO GREATER THAN 30% AND SHALL BE SEEDED OR STABILIZED IF LEFT UNDISTURBED FOR TWO WEEKS OR MORE. S. SEDIMENTATION CONTROL DEVICES AND EROSION CONTROL BARRIERS SHALL BE INSPECTED WEEKLY AND MAINTAINED ,AS NECESSARY THROUGHOUT ALL PHASES OF CONSTRUCTION AND PROMPTLY AFTER EACH RAINFALL 6. ANY SLOPE STEEPER AND 3:1 SHALL BE EQUIPPED WITH SLOPE STABILIZATION FABRIC OR EROSION CONTROL MATTING. 7. ADDITIONAL EROSION CONTROL MEASURES SHALL BE INSTITUTED AS CONDITIONS WARRANT OR AS DIRECTED BY THE ENGINEER AND/OR THE TOWN. 8. THE CONTRACTOR MUST REPAIR OR RE -SEED ANY AREAS THAT DO NOT DEVELOP 'WITHIN A PERIOD OF ONE YEAR AT NO ADDITIONAL EXPENSE TO THE OWNER. 9. MATERIAL STOCKPILES SHALL NOT BE LOCATED WITHIN THE PATH OF EXISTING OR PROPOSED WATERCOURSES (BOTH TEMPORARY' OR PERMANENT) OR THOSE AREAS SUBJECT TO STORM WATER FLOW. 10. SEDIMENT CONTROL DEVICES AND EROSION CONTROL BARRIERS MAYBE REMOVED ONLY AFTER THE ;SITE HAS BEEN STABILIZED. 11. ALL DISTURBED OR EXPOSED AREAS SUBJECT TO EROSION, WHICH REMAIN DISTURBED BUT INACTIVE FOR AT LEAST THIRTY DAYS, SHALL RECEIVE TEMPp�� R DING IN ACCORDANCF VATH T14F MASCACWIlCZrM ERfMMj AND SEDIMCONTROL GUIDELINES. IN ALL CASES, STABILIZATION MEASURES SHALL BE 'IMPLEMENTED AS SOON AS POSSIBLE IN ACCORDANCE WITH THE MASSACHUSETTS EROSION AND SEDIMENT CONTROL GUIDELINES. 12. EARTHWORK ACTIVITY' ON THE SITE SHALL BE DONE IN A MANNER SUCH THAT RUNOFF IS DIRECTED AWAY FROM ABUTTING STRUCTURES, PROPERTY ETC. 13. THE CONTRACTOR SHALL KEEP ON SITE AT ALL TIMES ADDITIONAL HAYBAL.ES AND EXTRA SILTATION FENCING FOR INSTALLATION AT THE DIRECTION OF THE ENGINEERS OR THE PLANNING BOARD TO MITIGATE ANY EMERGENCY CONTROL 14. REFER: TO CONSTRUCTION DETAILS FOR ADDITIONAL. EROSION CONTROL MEASURES. 15 THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SITING, RELOCATION AND AUGMENTATION OF EROSION CONTROL DEVICES AS THE PROJECT PROGRESSES AND THE SITE DRAINAGE CONDITIONS CHANGE. 16. THE CONTRACTOR SHALL MINIMIZE THE AREA OF DISTURBED SOIL EFFORTS SHALL BE MADE TO LIMIT THE TIME OF EXPOSURE OF DISTURBED AREAS. P05i SUPPORT NET TOP MEW �+ -4 -O" COUPLEFSECTION-lA:; SILTATION FENCE �- BA-B NATIVE'SUL •. TOE -IN METHODS SILTATION JOINING FENC DF 'SECTIONS OF SILTFMCE ETAIL (NOT M SCALE) PROVIDE SAND AS NECESSARY TO LEVEL THE ROADWAY UNDER EXISTING/PROPOSED THE STEEL PLATING ROADWAY EXISTING/PROPOSED ROADWAY EXISTING CULVERT E PROPOSED 10'x8'x1" EXISTING CULVERT STEEL PEALING CENTERED AT CULVERT CROSSING " TYPICAL STEEL PLATING DETAIL PlAtl SEW (NOT TO SCALE) 4 PMJ 7-25--18 25' NO TOUCH ZONE 3 P MJ - 7-05 18 REVISED PER REVISED WETLAND LINES 2 PMJ 6-20-18 REVISED PER REVISED WETLAND LINES 1 CMK 2-8-18 REVISED' PER TOWN COMMENTS< NO. BY DATE REVISION STRUCTION PERIOD STOEMWATER P O D ,I A SCHEDU Fr EROSION CONTROL BARRIERS: EROSION CONTROL BARRIERS (HAYSALE% SILT FENCE, ETC.) SHOULD BE INSPECTED IMMEDIATELY AFTER EACH RUN-OFF PRODUCING RAINFALL EVENT AND AT LEAST DAILY DURING PROLONGED RAINFALL. SEDIMENT DEPOSITS MUST BE REMOVED WREN THE LEVEL OF DEPOSITION REACHES APPROXIMATELY ONE-HALF THE HEIGHT OF THE BARRIER. SEDIMENT SHOULD BE DISPOSED OF IN A SUITABLE AREA AND PROTECTED FROM EROSION BY EITHER STRUCTURAL OR VEGETATIVE MEANS. RAIN 'GARDENS: INSPECT AFTER EVERY MAJOR STORM EVENT (2" OR GREATER) DURING CONSTRUCTION AND FOR THE FIRST FEW MONTHS AFTER CONSTRUCTION TO ENSURE PROPER STABILIZATION AND FUNCTION, THEREAFTER INSPECT AT LEAST TWICE PER YEAR DURING WET WEATHER TO ENSURE THE BIO-RETENTION/RAIN GARDENS ARE DRAINING PROPERLY AND VEGETATION IS THRIVING. CHECK FOR EROSION, INVASIVE TREE GROWTH. CLOGGING AND TRASH, AND REMOVE ORGANIC MATTER, WEEDS, TRASH AND DEBRIS AS NECESSARY. RE -SEED ERODED OR BARREN SPOTS IMMEDIATELY AFTER INSPECTION. REMOVE SEDIMENT AS NECESSARY DURING CONSTRUCTION, WHILE DRY AND AT LEAST EVERY FIVE YEARS AFTER CONSTRUCTION. 1. THE CONTRACTOR SHALLBE RESPONSIBLE FOR THE PROPER' INSPECTION AND MAINTENANCE OF ALL STORMWATER AND EROSION CONTROL FACILITIES UNTIL THE PROJECT CONSTRUCTION IS COMPLETED. THE CONTRACTOR SHALL CLEAN ALL COMPONENTS OF THE STORMWATER MANAGEMENT SYSTEM AT THE COMPLETION OF CONSTRUCTION, IMMEDIATELY PRIOR TO TURNING OVER OPERATION AND MAINTENANCE RESPONSIBILITY TO THE PROJECT PROPONENT. 2. UPON COMPLETION OF CONSTRUCTION, THE OPERATION AND -MAINTENANCE OF ALL COMPONENTS OF THE STORMWATER MANAGEMENT SYSTEM WILL BE THE RESPONSIBILITY OF THE SYSTEM OWNER: TJA SOLAR 150 JOHM VERTENTE BOULEVARD NEW REDFORD.,MA 02745 3. DISPOSAL OF ACCUMULATED SEDIMENT AND HYDROCARBONS TO BE IN ACCORDANCE WITH APPLICABLE LOCAL, STATE AND FEDERAL GUIDELINES AND REGULATIONS. 4. THERE SHALL BE NO ILLICIT DISCHARGE OF ANY WASTE OR WASTE WATER INTO THE STORMWATER MANAGEMENT SYSTEM. THE MAINTENANCE OF THE FACILITY SHALL BE UNDERTAKEN IN SUCH A MANNER AS TO PREVENT ANY DISCHARGE OF WASTE OR WASTE WATER INTO STORMWATER MANAGEMENT' SYSTEM. ,ANY WASTE OIL OR OTHER WASTE PRODUCTS GENERATED DURING MAINTENANCE SHALL BE PROPERLY DISPOSED OF OFF SITE. 5. ALL GRASSED AREAS MUST BE MOWED A MINIMUM OF TWO TIMES PER YEAR (SPRING AND FALL) TO REDUCE WEED GROWTH. IF AREAS BECOME BARE, THEY MUST BE RESEEDED TO SUSTAIN VEGETATIVE COVER °' GEOTEXTILE `;• A' (MIRAFl WOVEN-70OX 6" MIN. SELECT GRAVEL OR APPROVED EQUAL) OR CRASHED STONE' SUBGRADE 6"-12" RIP -RAP x 12" MIN. DEPTH MINIMUM WEIGHT OF STONE = 50 Lbs.; MAXIMUM WEIGHT NOT TO EXCEED 125 Lbs. EIP-RAP APRO CBANNEL DETAIL (NOT TO SCALE) ..C►iwi►q��sar , r.► ar.�� 'eau ar'4�.eaT� �.AeaYeel�aTAG+4T... :l PRE AREA CINDER ILOCKS OR APPROVED EQUAL. EVERY 5 L F. (AT ENDS"OF EACH LOG AND IN THE MIDDLE OF EACH LOG) ON un-ri AM AND DONMSTR ) SW OF SEWMEWT LAG TO SECURE SE0RIENT LOG * EN ON PAVEMENT (TYP) PLA1� 1AEW WOOD STAKE EVERY 2 LF. * EN NOT 01 PAVEMENT. WOOD STAKE TI PENS IRATE NETTING, NO' CURLER MATERIAL (TYP CINM SLOW OR APPROVED EQUAL EVERY S LF. (AT ENDS OF EACH IN MID w TINE T/DOLE OF EACH LAG) ON UPSTREAM AND DOWNSTREAM SIDE OF SLDIME NT LOU TO SECURE SEELIME7NT U* MHEN ON PAVEMENT'(TYP) PROTECTED AREA 21f' CURLEX SEDIMENT LOGS COME IN 1LY SECTIONS. OVERLAP ENDS OF LOOS A MINIMUM OF V TO ENSURE ; 1TMJN MEW CONTALNMENT .OF SEDI MMT, (NOT TO :SCALE) PREPARED FOR: TJA SOLAR 150 JOHN VERTENTE' BOULEVARD NEW B'EDFORD, MASSACHUSETTS 0274.5 MENT LOGM EQUAL , DISTURBED AREA Q0N_S1RUCfION NOTES I. THE PROPERTY LINES FOR PARCEL i AND PARCEL 2 (LOCUS) SHOWN HEREON, ARE BASED UPON THE PLANS ENTITLED 'PLAN OF LAND ;IN AGAWAM. MASSACHUSETTS, SURVEYED FOR TIMOTHY ZIELINSKI, TRUSTEE HALLADAY FARM TRUST' DATED MAY 8, 2017 AND '"PLAN OF LAND IN AGAWAM, MASSACHUSETTS. SURVEYED FOR TIMOTHY ZIELINSKI, TRUSTEE HALLADAY FARM TRUST' DATED JUNE 6, 2018 BY HERITAGE SURVEYS, INC. AND SUPPLEMENTED WITH MASSACHUSETTS GIS INFORMATION AND ARE BASED UPON THE NORTH AMERICAN DATUM OF 1983 (NAD83) AND IS NOT THE RESULT OF A BOUNDARY SURVEY BY ATLANTIC DESIGN ENGINEERS, INC. 2, THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS SHOWN AND NOTIFY THE ENGINEER OF ANY DISCREPANCIES THAT MAY BE FOUND IN THE PLAN. 3. CONTRACTOR SHALL VERIFY ALL CRITICAL ELEVATIONS AND INVERTS PRIOR TO CONSTRUCTION. 4. WHERE AN EXISTING PUBLIC U711ITY IS FOUND TO CONFLICT WITH THE PROPOSED WORK, THE LOCATION. ELEVATION AND SIZE OF THE UTILITY SHALL BE ACCURATELY DETERMINED AND THE INFORMATION FURNISHED TO THE UTILITY COMPANY AND OWNER FOR RESOLUTION OF THE CONFLICT. 5. SUBSURFACE AND ENVIRONMENTAL CONDITIONS WERE NOT EXAMINED OR CONSIDERED AS PART OF THIS SURVEY. NO STATEMENT IS MADE CONCERNING THE EXISTENCE OF UNDERGROUND OR OVERHEAD CONTAINERS OR FACILITIES THAT MAY AFFECT THE USE OR DEVELOPMENT OF THIS SITE. 6. IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY DIGSAFE, THE TOWN OF AGAWAM DEPARTMENT OF PUBLIC WORKS, AND ALL UTILITY COMPANIES A MINIMUM OF 72 HOURS PRIOR TO CONSTRUCTION ACTIVITIES FOR LOCATION OF ALL UNDERGROUND UTIU71ES AND UTILITY COMPANY APPROVALS. 7. ALL BUILDINGS. SURFACE, AND SUBSURFACE IMPROVEMENTS ON AREAS ADJACENT TO THE SITE ARE NOT NECESSARILY SHOWN HEREON. S. THE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE 'SHOWN IN AN APPROXIMATE WAY AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY THE OWNER OR ITS -REPRESENTATIVES. THE CONTRACTOR SHALL DETERMINE �{e EXACT LOCATION OF All EITTIITIFC Aun RLM Arun IMVM'M a=aac COMMENCING WORK, AND AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES THAT MIGHT OCCUR BY THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. 9. THE CONTRACTOR SHALL MAKE ALL ARRANGEMENTS FOR THE ALTERATION AND ADJUSTMENTS OF ELECTRIC, TELEPHONE AND ANY OTHER PRIVATE UTILITIES WITH THE U?ILITY COMPANY, IF NECESSARY. IF ANY INTERRUPTIONS IN SERVICE ARE NECESSARY TO ABUTTING PROPERTY OWNERS, A MINIMUM OF 48 HOURS NOTICE SHALL BE ,GIVEN. 10. THE CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL MEASURES IN ACCORDANCE WITH THE MANUAL. OF UNIFORM TRAFFIC CONTROL DEVICES AND MASSACHUSETTS HIGHWAY DEPARTMENT REQUIREMENTS FOR ALL WORK WITHIN PUBLIC STREETS. 11. AREAS OUTSIDE THE LIMITS OF PROPOSED WORK DISTURBED BY THE CONTRACTOR'S OPERATION SHALL BE RESTORED 'SY THE CONTRACTOR TO THEIR ORIGINAL CONDITION AT THE CONTRACTOR'S EXPENSE 12. THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT ALL REQUIRED INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES AND/OR UTILITY COMPANIES ARE COMPLETED PRIOR TO INSTALLATION, BACKFILLING,, ANNOUNCED BUILDING POSSESSION, AND THE FINAL CONNECTION OF SERVICES. 13. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL SURVEY CONTROL POINTS AND BENCHMARKS NECESSARY FOR THE PROPOSED WORK. 14. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ADEQUATE RECORDS OF THE LOCATION AND ELEVATION OF ALL WORK INSTALLED. 15. THE CONTRACTOR SHALL INSTITUTE AND MAINTAIN ALL SAFETY MEASURES NECESSARY TO PROTECT THE PUBLIC DURING CONSTRUCTION, INCLUDING, BUT NOT LIMITED TO BARRICADES, SIGNS, FENCES. FLAGGERS, LIGHTING, POLICE DETAIL, AND ANY OTHER MEANS AS DIRECTED BY THE TOWN. NO TRENCHES ARE TO REMAIN OPEN OVERNIGHT. 16. THE CONTRACTOR SHALL KEEP THE PREMISES FREE FROM THE ACCUMULATION OF WASTE MATERIAL AND OTHER DEBRIS RESULTING FROM THE WORK. AT THE END OF CONSTRUCTION THE CONTRACTOR SHALL REMOVE ALL CONSTRUCTION DEBRIS AND SURPLUS MATERIALS FROM THE SITE. A THOROUGH INSPECTION OF THE WORK PERIMETER IS TO BE MADE AND ALL DISCARDED MATERIALS, BLOWN OR WATER CARRIED DEBRIS, SHALL BE COLLECTED AND REMOVED FROM THE SITE. 17. ALL WORK SHALL BE DONE IN STRICT COMPLIANCE WITH ALL APPROVED PERMITS' AND WITH ALL APP LICABLE NATIONAL. T10N STATE, AND LOCAL. STANDARDS, ORDINANCES, RULES AND REGULATIONCODES, 18, ALL WORK NEAR THE EXISTING 'GAS EASEMENT WILL BE COORDINATED WITH THE TENNESSEE GAS COMPANY. 19. PRIOR TO CONSTRUCTION, TEST PITS AT +BASIN LOCATIONS ARE TO BE PERFORMED BY A LICENSED SOIL EVALUATOR TO DETERMINE' ESTIMATED SEASONAL HIGH GROUNDWATER (ESHGW). IF THE ESHGW ELEVATION OBSERVED AT THE TIME OF THE TEST PITS DIFFERS FROM WHAT IS SHOWN ON THE PLANS, CONTRACTOR SHALL CONTACT DESIGN ENGINEER FOR POSSIBLE DESIGN MODIFICATION. CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE AGAWAM DEPARTMENT OF PUBLIC WORKS ENGINEERING DIVISION AT LEAST 48 HOURS IN ADVANCE OF PERFORMING TEST PITS. LOAM & SEED 1.5 FT. MINIMUM COVER ADS DRAIN PIPE PAVED 0 TAB TRENCHWIDTH,WIDTH, W DIAMETER OF PIPE, D W 8" OR 12" D+30" 15" D+34" 18" D+39" OVER 18" D+48" NOT DETAIL SHEET FOR SHOEMAKER LAN E SOLAR PR OJECT 311 SHOEMAKER LANE, AGAWAM, MA November 3 2018 DP COURSE INDER COURSE UBBASE SELECT SCREENED GRAVEL -UNDISTURBED SUBGRADE REMOVE ALL UNSUITABLE SOIL FOR A "MIN. OF 2' BELOW BOTTOM OF PIPE FILE: 293001-DET-R4 Sheet of 7 T 7 JOB NUMBER 2930.01