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HomeMy WebLinkAbout20171003 Peer Review 0 Great Pond-Brooks Solar 8/2 112 0 1 7 Town of North Andover Mail-RE:Response to Peer Review#2 Comments-Brooks School Solar Farm Project-North Andover Rebecca Oldham <roldham@northandoverma.gov> esP ii,,yi.4. RE: Response to Peer Review #2 Comments - Brooks School Solar Farm Project - North Andover 1 message Peter Ellison <PEllison@theengineeringcorp.com> Mon, Aug 21, 2017 at 11:51 AM To: "rold ham @north andoverma.gov" <rold ham @northandoverma.gov> Hi Rebecca, I've reviewed the response prepared by the Applicant's Engineer and the latest submission addresses all of TEC's comments. Please let me know if you need anything else! Thank you, Peter Peter Ellison, PE Civil Engineer "TH ENciNccRiNoCopp.com,a 978-794-1792 From: Ryan Clay [mailto:rciay@sanbornhead.com] Sent: Friday, August 11, 2017 1:20 PM To: Peter Ellison https://mail.google.com/mail/u/0/?ui=2&ik=ab4f3cb798&jsver=RKK5Ah87d4U.en.&view=pt&search=inbox&th=15eO57de48bl b431&siml=15eO57de48bl b431 112 8/21/2017 Town of North Andover Mail-RE: Response to Peer Review#2 Comments-Brooks School Solar Farm Project-North Andover Cc: Rebecca Oldham; Ben Axelman; Tim Reed Subject: Response to Peer Review #2 Comments - Brooks School Solar Farm Project- North Andover Ni Peter, Attached are responses to TECs follow-up comments on the Land Disturbance Permit Application for the Brooks School Solar Farm Project in North Andover, Massachusetts. Please feel free to contact us should you have any questions. Thanks, Rya n Rsyan L. Clay,P.E. Project Manager SANBORN I HEAD&ASSOCIXrES, INC. 20 Foundry Street,Concord,NH 03301 T 603,229-1900 D 603,415-6111 Click here to follow us on Linkedln/Twitter/Facebook This message and any attachments are intended for the individual or entity named above and may contain privileged or confidential information. If you are not the intended recipient, piease do notforward,copy,print,use or disclose this communication to others;please notify the sender by replying to this message and then delete the message and any attachments. https:/Ymail.google.com/mail/u/0/?ui=2&ik=ab4f3cb798&jsver=RKK5Ah87d4U.en.&view=pt&search=inbox&th=l 5e057de48bl b431&siml=15e057de48bl b431 2/2 65 Glenn Street 169 Ocean Blvd. Lawrence,MA 01843 I Unit 101, PO Box 249 Ti Hampton, NH 03842 T:978.794.1792 T:603.601.8154 ECThe EngineeringCorp.com ANIM Rebecca Oldham, Staff Planner August 9, 2017 Town of North Andover Planning Department 1600 Osgood Street North Andover, MA 01845 TEC Ref. T0652.10 Re: Peer Review #2 Land Disturbance Permit Application Brooks School, 1160 Great Pond Road, North Andover, MA Dear Ms. Oldham: On behalf of the Town of North Andover, TEC, Inc. conducted a technical review of the June, 2017 Land Disturbance Permit Application for the proposed project to be located at 1160 Great Pond Road, the Brooks School Solar Farm. North Andover Solar, LLC c/o NEXAMP, Inc. ("Applicant's submitted the following documents, which TEC reviewed for conformance with Chapter 160 of the General Bylaws of the Town of North Andover, the North Andover Stormwater Management and Erosion Control Regulations, and the Massachusetts Stormwater Handbook: • Response to Comments Letter, Brooks Solar Farm, prepared by Sanborn, Head & Associates, Inc., dated August 7, 2017; • Engineering Drawings Brooks School Solar Farm, 1160 Great Pond Road, North Andover, MA prepared by Sanborn, Head &Associates, Inc., dated June, 2017, revised August, 2017; • Revised Pre- & Post-Development Drainage Plans, Brooks School Solar Farm, 1160 Great Pond Road, North Andover, MA prepared by Sanborn, Head &Associates, Inc., dated June, 2017, revised August, 2017 • Revised HydroCAD Model Output, Brooks School Solar Farm, prepared by Sanborn, Head & Associates, Inc., dated July 31, 2017, revised August, 2017; • Operations & Maintenance Plan, Brooks School Solar Farm, North Andover, MA, prepared by Sanborn, Head &Associates, Inc., dated August, 2017. Upon review of the documents and plans, TEC has compiled the following comments for the Board's consideration: 1. The Applicant should add a note to specify loam and seed within cleared areas. Applicant Response: Nexamp proposes clearing in areas shown on the engineering drawings in order to reduce the potential shading of the solar array. In many cases, the trees will be pruned or topped to meet the desired effect. Please note that Nexamp does not intend to significantly disturb ground surface in cleared areas. In addition, stumps will be left in place; therefore, seeding is not anticipated to be required for erosion control. Areas disturbed due to vehicle tracking and wet weather will be restored as necessary. Plan I Permit I Design I Construct Ms. Rebecca Oldham Brooks School - Peer Review #2 August 9, 2017 Page 2 of 5 TEC.• Comment addressed. 2. The Applicant should incorporate the third comment from the peer review letter prepared by Eggleston Environmental in 2013 in regards to the addition of a Swale at the hammerhead turnaround at the end of the proposed gravel access road. Applicant Response: The addition of this swale was considered but was not implemented because it would require additional tree clearing and is not necessary to balance the Pre- and Post-development stormwater flows. TEC.'It appears that a swale could be provided from the westerly corner of the hammerhead turn around to the proposed level spreader without additional clearing. The gravel access road could be constructed to direct storm water flow to the Swale in this location. 3. Section 7.1.e -The Applicant should revise the Stormwater Plan to include the size of entire parcel, each drainage area on or to the parcel, and the total square feet of land area subject to disturbance. Applicant Response: This information was added to the Pre- and Post-development Drainage Plans. Please see Attachment B. TEC.• Comment addressed. 4. Section 7.1.h -The Applicant should clearly label all existing and proposed easements. Applicant Response: To our knowledge, there are no existing easements associated with the parcel. In regard to proposed easements,the utility company will require an easement for utility lines; but Nexamp will not know the exact location until later in the process. It is expected to include the driveway up to the first three utility poles. Nexamp will lease the area around the solar array which will require an access and utility easement that will include the road, poles, and staging area. Nexamp does not typically define these easements until after a project is permitted, and will prepare to file these easements in communication with the Town of North Andover. TEC., Comment addressed; the Applicant should continue to work with the Town of North Andover for all proposed easements 5. Section 7.1.i -The plan should show the existing drainage on Great Pond Road at the proposed gravel access road. The Applicant should provide more detail at this location. Applicant Response: The existing drainage along Great Pond Road consists of a roadside drainage ditch. The direction of flow in the ditch is in the north and south directions and away from the entrance to the site. It should be noted that this project does not propose an increase in flow to the existing roadside drainage ditch along Great Pond Road, nor does the ditch contribute runoff to the site. Therefore, drainage along Great Pond Road is not proposed to be altered by this project. T:\T0652\T0652.10\Docs\Letters\T0625.10_Brooks School Peer Review#2_8-9-2017.docx Ms. Rebecca Oldham Brooks School - Peer Review #2 August 9, 2017 Page 3 of 5 TEC' Comment addressed. 6. Section 7.1 - The locus map provided should be adjusted to a scale of 1"=800'. Applicant Response: The scale of the locus map was adjusted and can be seen on the revised Permit Drawings provided as Attachment A. TEC.- Comment addressed. 7. Section 7.2.B.b. -The Applicant should revise the HydroCAD analysis to use the 24 hour rainfall amounts for North Andover. Applicant Response: The HydroCAD analysis was revised to use the 24-hour rainfall amounts for North Andover, as updated by the Northeast Regional Climate Center. These rainfall amounts, as well as updated HydroCAD models, are provided as Attachment C. TEC.- Comment addressed. 8. Section 7.2.B.c. -The 25-year, 24-hour storm event has not been analyzed. Applicant Response: The 25-year, 24-hour storm event is now included. Please see Attachment C. TEC.- Comment addressed. 9. Section 7.2.D.b -It appears that stormwater runoff will flow directly from the gravel drive into the wetland resource area that is a tributary to Lake Cochicheweck. The Applicant should specify how this stormwater will be treated prior to entering this resource area. Applicant Response: A portion of the existing driveway/entrance area sheet flows in the direction of the wetland resource area. In order to provide a means to capture sediment before it enters the wetland, the permit drawings have been revised to show installation of a waddle erosion and sediment control barrier in this area. See Attachment A, Sheet 5. Due to the nature of this project and the distance of the entrance from the areas of land disturbance, it is not expected that significant sediment will be generated in this location. The erosion control barrier will be installed and maintained in this area as a preventative measure to protect the wetlands. TEC.- Comment partially addressed;it appears that the Applicant has provided means of temporary resource area protection during construction. TEC recommends that the gravel access road be constructed to direct stormwater to the roadside drainage ditch along Great Pond Road. '101-1 T:\T0652\T0652.10\Docs\Letters\T0625.10_Brooks School Peer Review#2_8-9-2017.docx Ms. Rebecca Oldham Brooks School — Peer Review #2 August 9, 2017 Page 4of5 10. Section 8.1.b.i. — Limits of proposed grading adjacent to the swales has not been shown on the plans. Applicant Response: The approximate limit of grading associated with the swales has been added to the design drawings. See Attachment A, Sheets 4 and S. TEC.- Comment partially addressed. Limits of grading have been provided on revised Sheets 4 and 5; however, the grading limits appear to be 1-10'wide, while the detail on Sheet 6 would require ±14'to construct. The limits of work could be affected by these grading chanes The Applicant should revise the proposed limits of grading associated with the swales to match the proposed detail. 11. Section 8.1.c.ii. —The Applicant should provide the intended sequence and timing of development in accordance with this section. Applicant Response: The following is the intended construction sequence for this project: • Step 1: Install erosion control barrier adjacent to wetland at entrance to the site and construct construction entrance to site. • Step 2: Install erosion control barriers (ECBs) around perimeter of site. • Step 3: Clear and grub per drawings. • Step 4: Construct and stabilize access road, slopes and treatment swales. • Step 5: Construct any temporary erosion and sediment controls. • Step 6: Construct solar equipment. • Step 7: Maintain ECBs. • Step 8: Begin seeding/mulching. • Step 9: Construct temporary diversion swales/ditches, sediment traps as needed. • Step 10: Inspect/maintain ECBs. • Step 11: Complete permanent seeding/landscaping. • Step 12: Stabilize with grass/mulch. • Step 13: Remove temporary erosion control measures. • Step 14: Perform final site inspection. • Step 15: Remove ECBs. TEC., Comment addressed. 12. Section 9.1.a —The Operation and Maintenance (0&M) Plan shall be a stand-alone document, separate from the Stormwater Report. The O&M Plan should meet all applicable requirements of Section 9.0. Applicant Response: A stand-alone Operation and Maintenance (O&M) Plan has been prepared and is provided as Attachment D. TEC.- Comment addressed. 13. Section 9.1.a.ii —The 0&M Plan shall contain the signature(s) of the property owner(s). T:\T0652\TO652,10\Docs\Letters\TO625,10_Brooks School Peer Review#2_8-9-2017.docx Ms. Rebecca Oldham Brooks School — Peer Review #2 August 9, 2017 Page 5 of 5 Applicant Response: A section for property owner signature is included in the Operation and Maintenance (O&M) Plan provided as Attachment D. The signature will be provided once O&M plan is approved by Town. TEC, Comment addressed. 14. Section 9.1.a.v. — It appears that the third section of the O&M Plan is missing for the Long Term Inspection and Maintenance Schedule. Applicant Response: This information is now included in the Operation and Maintenance (O&M) Plan provided as Attachment D. TEC.- Comment partially addressed. TEC recommends that more detail be provided for the maintenance of the stormwater practices. The Massachusetts Erosion &Sedimentation Control Guidelines;specifically pages 111 &218, provides a good reference for inspection and maintenance. Please do not hesitate to contact TEC at (978) 794-1792 if you have any questions regarding our comments. Thank you for your consideration. Sincerely, TEC, Inc. "TheEngineeringCorp.com" Peter F. Ellison, P.E. Civil Engineer 1 T:\T0652\TO652.10\Docs\Letters\TO625.10_Brooks School Peer Review#2_8-9-2017.docx WEU 65 Glenn Street 169 Ocean Blvd, Unit 101 PO249 Lawrence,MA01843 I Hampton; HBox 03842 Ti T:978.794.1792 T:603.601.8154 ECTheEngineeringCorp.com ANEW Rebecca Oldham, Staff Planner July 13, 2017 Town of North Andover Planning Department 1600 Osgood Street North Andover, MA 01845 TEC Ref. T0652.10 Re: Peer Review #1 Land Disturbance Permit Application Brooks School, 1160 Great Pond Road, North Andover, MA Dear Ms. Oldham: On behalf of the Town of North Andover, TEC, Inc. conducted a technical review of the June, 2017 Land Disturbance Permit Application for the proposed project to be located at 1160 Great Pond Road, the Brooks School Solar Farm. North Andover Solar, LLC c/o NEXAMP, Inc. ("Applicant's submitted the following documents, which TEC reviewed for conformance with Chapter 160 of the General Bylaws of the Town of North Andover, the North Andover Stormwater Management and Erosion Control Regulations, and the Massachusetts Stormwater Handbook: • Land Disturbance Permit Application, Brooks School Solar Farm, North Andover, MA, prepared by Sanborn, Head &Associates, Inc., dated June, 2017; • Engineering Drawings Brooks School Solar Farm, 1160 Great Pond Road, North Andover, MA prepared by Sanborn, Head &Associates, Inc., dated June, 2017; • Geotechnical Engineering Report, Brooks School Solar Farm, North Andover, MA, prepared by Sanborn, Head &Associates, Inc., dated June, 2017; and • Stormwater Report, Brooks School Solar Farm, North Andover, MA, prepared by Sanborn, Head &Associates, Inc., dated June, 2017; Upon review of the documents and plans, TEC has compiled the following comments for the Board's consideration: 1. The Applicant should add a note to,specify loam and seed_within cleared areas. 2. The Applicant should incorporate the third comment from_the peer review letter prepared by Eggleston Environmental_in 2013 in regards to the addition of a Swale at the hammerhead turnaround at the,end of the proposed_gravel access road. 3. Section 7.1.e —The Applicant should revise the Stormwater Plan to include the size of entire parcel, each drainage area on or to the parcel, and the total square feet of land area subject to disturbance. 4. Section 7.1.h —The Applicant should clearly label all existing and proposed easements. Plan I Permit I Design I Construct Ms. Rebecca Oldham Brooks School — Peer Review July 13, 2017 Page 2 of 2 5. Section 7.1.i —The plan should show the existing drainage on Great Pond Road at the proposed gravel access road. The Applicant should provide more detail at this location. 6. Section 7.1 - The locus map provided should be adjusted to a scale of 1"=800'. 7. Section 7.2.B.b. —The Applicant should revise the HydroCAD analysis to use the 24 hour rainfall amounts for North Andover. 8. Section 7.2.B.c. —The 25-year,_24-hour storm event has not been analyzed. 9. Section 7.2.D.b—It appears that stormwater runoff will flow directly from the gravel drive into the wetland resource area that is a tributary to Lake Cochicheweck. The Applicant should specify how this stormwater will be treated prior to entering this resource area. 10. Section 8.1.b.i. — Limits of proposed grading adjacent to the swales has not been shown on the plans. 11. Section 8.1.c.ii. —The Applicant should provide the intended sequence and timing of development in accordance with this section.. 12. Section 9.1.a —The Operation and Maintenance (O&M) Plan shall be a stand-alone document, separate from the_Stormwater'Report. The 0&M Plan should meet all applicable requirements of Section 9.0. 13. Section 9.1.a.ii —The 0&M Plan shall contain the signature(s) of_the property owner_(s). 14. Section 9.1.a.v. — It appears that the third section of the O&M Plan is missing for the Long____ Term_Inspection and Maintenance Schedule. 11 Please do not hesitate to contact TEC at (978) 794-1792 if you have any questions regarding our comments. Thank you for your consideration. Sincerely, TEC, Inc. "TheEngineeringCorp.com" Peter F. Ellison, P.E. Civil Engineer T:\T0652\T0652.10\Docs\Letters\T0625.10_Brooks School Peer Review#1_7-13-2017.docx SANBORN 111� HEAD Building Trust.Engineering Success. Peter F.Ellison,P.E. August 7, 2017 TEC,Inc. File No.3471.01 6S Glenn Street (Sent via Email) Lawrence,Massachusetts 01843 Re: Peer Review#1-Response to Comments Brooks School Solar Farm North Andover,Massachusetts Dear Peter: On behalf of North Andover Solar, LLC, C/o Nexamp, Inc. (Nexamp), Sanborn Head&Associates Inc. (Sanborn Head)prepared this response to your comments received July 13,2017 associated with the Land Disturbance Permit application for the proposed Brooks School Solar Farm in North Andover, Massachusetts (the Site). Your comments are retyped below in italicized font,followed by responses in common font. Attached to this letter is a revised set of Permit Drawings (Attachment A), revised Pre- and Post-Development Drainage Plans (Attachment B), revised HydroCAD model output (Attachment Q,and a standalone Operations&Maintenance Manual (Attachment D). 1. The Applicant should add a note to specify loam and seed within cleared areas. Nexamp proposes clearing in areas shown on the engineering drawings in order to reduce the potential shading of the solar array. In many cases, the trees will be pruned or topped to meet the desired effect. Please note that Nexamp does not intend to significantly disturb ground surface in cleared areas. In addition, stumps will be left in place; therefore, seeding is not anticipated to be required for erosion control. Areas disturbed due to vehicle tracking and wet weather will be restored as necessary. 2. The Applicant should incorporate the third comment from the peer review letter prepared by Eggleston Environmental in 2013 in regards to the addition of a Swale at the hammerhead turnaround at the end of the proposed gravel access road. The addition of this Swale was considered but was not implemented because it would require additional tree clearing and is not necessary to balance the pre- and post-development stormwater flows. 3. Section 7.1.e- The Applicant should revise the Stormwater Plan to include the size of entire parcel, each drainage area on or to the parcel,and the total square feet of land area subject to disturbance. This information was added to the Pre- and Post-development Drainage Plans. Please see Attachment B. 4. Section 7.1.h- The Applicant should clearly label all existing and proposed easements. To our knowledge, there are no existing easements associated with the parcel. In regard to proposed easements,the utility company will request an easement for utility lines,but Nexamp SANBORN, HEAD&ASSOCIATES, INC. www.sanboynhead.com August 7,2017 Page 2 20170807Response to TECCoinnients.docx 3471.01 will not know the exact location until later in the process. It is expected to include the driveway up to the first three utility poles. Nexamp will lease the area around the solar array which will require an access and utility easement that will include the road,poles,and staging area. Nexamp does not typically define these easements until after a project is permitted, and will prepare to file these easements in communication with the Town of North Andover. S. Section 7.1.i - The plan should show the existing drainage on Great Pond Road at the proposed gravel access road. The Applicant should provide more detail at this location. The existing drainage along Great Pond Road consists of a roadside drainage ditch. The direction of flow in the ditch is in the north and south directions and away from the entrance to the site. It should be noted that this project does not propose an increase in flow to the existing roadside drainage ditch along Great Pond Road,nor does the ditch contribute runoff to the site. Therefore, drainage along Great Pond Road is not proposed to be altered by this project. 6. Section 7.1 - The locus map provided should be adjusted to a scale of 1"=800'. The scale of the locus map was adjusted and can be seen on the revised Permit Drawings provided as Attachment A. 7. Section 7.2.B.b. - The Applicant should revise the HydroCAD analysis to use the 24 hour rainfall amounts for North Andover. The HydroCAD analysis was revised to use the 24-hour rainfall amounts for North Andover, as updated by the Northeast Regional Climate Center. These rainfall amounts, as well as updated HydroCAD models,are provided as Attachment C. 8. Section 7.2.B.c. - The 25 year,24-hour storm event has not been analyzed. The 25-year,24-hour storm event is now included. Please see Attachment C. 9. Section 7.2.D.b -It appears that stormwater runoff will flow directly from the gravel drive into the wetland resource area that is a tributary to Lake Cochicheweck. The Applicant should specify how this stormwater will be treated prior to entering this resource area. A portion of the existing driveway/entrance area sheet flows in the direction of the wetland resource area. In order to provide a means to capture sediment before it enters the wetland,the permit drawings have been revised to show installation of a waddle erosion and sediment control barrier in this area. See Attachment A,Sheet S. Due to the nature of this project and the distance of the entrance area from the areas of land disturbance, it is not expected that significant sediment will be generated in this location. The erosion control barrier will be installed and maintained in this area as a preventative measure to protect the wetlands. 10. Section 8.1.b.i.-Limits of proposed grading adjacent to the swales has not been shown on the plans. The approximate limit of grading associated with the swales has been added to the design drawings. See Attachment A,Sheets 4 and S. 11. Section 8.1.c.ii. - The Applicant should provide the intended sequence and timing of development in accordance with this section. SANBORN III HEAD r r ATTACHMENT A REVISED ENGINEERING DRAWINGS SANBORN 1111 HEAD August 7,2017 Page 3 20170807 Response to TEC Coinments.docx 3471.01 The following is the intended construction sequence for this project: Step 1: Install erosion control barrier adjacent to wetland at entrance to the site and construct construction entrance to site. Step 2: Install erosion control barriers (ECBs) around perimeter of site. Step 3: Clear and grub per drawings. Step 4: Construct and stabilize access road,slopes,and treatment swales. Step 5: Construct any temporary erosion and sediment controls. Step 6: Construct solar equipment. Step 7: Maintain ECBs. Step 8: Begin seeding/mulching. Step 9: Construct temporary diversion swales/ditches,sediment traps as needed. Step 10: Inspect/maintain ECBs. Step 11: Complete permanent seeding/landscaping. Step 12: Stabilize with grass/mulch. Step 13: Remove temporary erosion control measures. Step 14: Perform final site inspection Step 15: Remove ECBs 12, Section 9.1.a - The Operation and Maintenance (O&M) Plan shall be a stand-alone document, separate from the Stormwater Report. The O&M Plan should meet all applicable requirements of Section 9.0. A stand-alone Operation and Maintenance (O&M) Plan has been prepared and is provided as Attachment D. 13, Section 9.1,a.ii- The O&M Plan shall contain the signature(s)of the property owner(s). A section for property owner signature is included in the Operation and Maintenance(O&M)Plan provided as Attachment D. The signature will be provided once O&M plan is approved by Town. 14. Section 9,1.a.v. - It appears that the third section of the O&M Plan is missing for the Long Term Inspection and Maintenance Schedule, This information is now included in the Operation and Maintenance (O&M) Plan provided as Attachment D. If you have any questions,please do not hesitate to contact me at 603-415-6111. Very truly yours, SANBORN,HEAD&AssOCIATES,INC. RyJ'L. ClayTimothy W. Reed,P.E. Project Manager Senior Project Manager Encl. Attachment A:Revised Engineering Drawings Attachment B: Revised Pre-and Post-Development Drainage Plans Attachment C: Revised HydroCAD Model Output Attachment D: Operations and Maintenance Manual SANBORN HEAD SANB®RIFT IDEAD Building Trust.Engineering Success. OPERATIONS & MAIN'TENANCE PLAN BROOKS SCHOOL SOLAR FARM NORTH ANDOVER, MASSACHUSETTS Prepared for North Andover Solar LLC%Nexamp,Inc. File No.34 71.01 OF August 2017 �ss� TIMOTW W. N REED v CIVIL N No.49465 �'po 9FOIST6 S�ONAL EN SANBORN,HEAD&ASSOCIATES,INC. www.sanbornhead.com TABLE OF CONTENTS 1.0 INTRODUCTION..............................................................................................................................1 2.0 CONTACT INFORMATION..........................................................................................................1 3.0 PROJECT DESCRIPTION..............................................................................................................2 4.0 EASEMENTS.....................................................................................................................................2 S.0 CONSTRUCTION PERIOD EROSION, SEDIMENTATION AND POLLUTION PREVENTIONPLAN......................................................................................................................2 6.0 LONG-TERM POLLUTION PREVENTION PLAN................................................................3 7.0 LONG TERM 0&M PLAN.............................................................................................................4 8.0 PROVISIONS .....................................................................................................................................4 APPENDICES Appendix A 0&M Services Plan Appendix B Engineering Drawings Appendix C As-built Drawings SANBORN 111 HEAD 1.0 INTRODUCTION In accordance with the standards set forth in the North Andover Stormwater Management and Erosion Control Regulations and the Massachusetts Department of Environmental Protection (MassDEP) Stormwater Management Standards, Sanborn Head & Associates, Inc. prepared this Operations and Maintenance (0&M) Plan for North Andover Solar, LLC c/o Nexamp, Inc. (Nexamp) regarding the Brooks School Solar Farm Project located across from the Brooks School at 1160 Great Pond Road in North Andover, Massachusetts (the Site). As required by the MassDEP Stormwater Management Standards,this 0&M Plan includes a Construction Period Erosion, Sedimentation, and Pollution Prevention Plan (CPESPPP), Long-term Pollution Prevention Plan (LTPPP), and Long-term 0&M Plan. This 0&M Plan has been specifically tailored to this project given the passive nature of the proposed development. Nexamp intends to contract with Nexamp Asset Management Services, Inc. (NAMS), a full service photovoltaic operations and maintenance company, to provide the long term 0&M of the project unless the responsibility is transferred (and assumed) in writing to the North Andover Conservation Commission. More information on the scope of services of NAMS for this project can be found in Appendix A: Brooks School Solar O&M Services Plan. 2.0 CONTACT INFORMATION Project 0&M Operator: Nexamp Asset Management Services, Inc. (617) 431-1440 x8 Project Engineer: Sanborn, Head&Associates, Inc. 603-41S-6111 Property Owner: Brooks School Property Owner Signature: Property Owner Name: Property Owner Title: Emergency Contacts: North Andover Conservation Commission 978-688-9S30 North Andover Fire Department 978-688-9S90 North Andover Division of Public Works 978-68S-09S0 SANBORN 1111 HEAD August 7,2017 Page 2 20170807 0&M Plan-Brooks Solar.docx 3471.01 3.0 PROJECT DESCRIPTION The Brooks School Solar Farm Project is a solar power generation system on the Brooks School property located across from the school's main entrance at 1160 Great Pond Road, North Andover, Massachusetts. This 0&M plan was prepared to define operations and maintenance procedures related to the following constructed features: • The gravel access road; • Staging area; • Solar array modules and transformers; • Security fence; • Stormwater management components; and • Site erosion and sediment controls. The stormwater management components of the project include the construction of four vegetated treatment swales and three level spreaders. The vegetated treatment swales are 2 feet deep with 2 horizontal to 1 vertical (2HAV) slopes. The level spreaders will be constructed at the termination of each of the treatment swales and will be installed at zero percent grade to allow for uniform discharge along the length of the level spreader. Each level spreader channel will be no less than 6 inches deep and have a minimum width of 3 feet. The stone berm for the level spreader will be no less than 20 feet wide, 18 inches tall and 2 feet long. Refer to Sheets 3 through 6 of the Engineering Drawings in Appendix B for additional information. Discharge of stormwater from the level spreaders and from the site in general will be in the manner of sheet flow similar to existing conditions. 4.0 EASEMENTS Lease agreements and easements have not been finalized at the time of the preparation of this 0&M Plan; however, they are planned to be finalized before the Certificate of Completion is issued by the Town of North Andover. The extent and purpose of each easement will be depicted on the as-built record drawings for the project, and appended to Appendix C of this 0&M plan once finalized. 5.0 CONSTRUCTION PERIOD EROSION, SEDIMENTATION AND POLLUTION PREVENTION PLAN Standard 8 of the MassDEP Stormwater Management Regulations requires the development and implementation of a CPESPPP to control construction-related impacts, including erosion, sedimentation, and other pollutant sources during construction and land disturbance activities. The following methods and practices that will be implemented at the site during construction of this project to meet the requirements of Standard 8. ■ Contact the North Andover Conservation Commission and North Andover Planning Department prior to the start of construction activities to schedule a pre-construction meeting. ® Install the erosion and sediment control barriers as depicted on the Erosion and Sedimentation Control Plan (Sheets 4 and 5 of Appendix B drawings). SANBORN IIiI HEAD August 7,2017 Page 3 20170807 O&M Plan-BrooksSolar.docx 3471.01 ® Install the construction entrance as depicted on the Proposed Site Development Plan (Sheet 3 of Appendix B drawings) and Erosion and Sedimentation Control Plan (Sheets 4 and 5 of Appendix B drawings). ® Site shall only be accessed from the designated entrance. In All erosion control features will be inspected weekly and after significant rain events. ® All erosion control features shall be maintained, repaired or replaced as needed or as required by the Town of North Andover inspectors. ® Sediment up gradient of erosion and sediment control barriers greater than 6" in depth shall be removed and disposed of in accordance with applicable regulations. • The construction contractors shall comply with the Erosion and Sedimentation Control Plan, details, notes. ® The stabilized construction entrance shall be inspected weekly. The entrance will be maintained as necessary to prevent erosion or migration of material off-site. ® Dust pollution is not anticipated but will be controlled on site as necessary using water trucks or an approved stabilization method. ® The tree clearing proposed outside the erosion controls is intended to reduce the potential shading of the solar array; therefore, trees can be pruned or topped to meet the desired effect. At a minimum, stumps will be kept in place; therefore, erosion control measures will not be necessary in cleared areas. 6.0 LONG-TERM POLLUTION PREVENTION PLAN Standard 4 of the MassDEP Stormwater Management Regulations requires that a LTPPP be prepared and incorporated as part of the 0&M Plan for the Stormwater Management System. The purpose of the LTPPP is to identify potential sources of pollution that may affect the quality of stormwater discharges. The following items describe the source control and proper procedures for a LTPPP: ® It is prohibited to use herbicides, fertilizers and insecticides beyond the first year of installation of the plant material within the area of the Site. ® The potential source of spills is limited to oil-filled electrical equipment and periodic visits by maintenance vehicles: ❑ Proposed oil-filled electrical equipment at the Site contains non-toxic mineral oil dielectric fluid (typically a food-grade oil) and delivered to the Site sealed and encased. ❑ Cleaning/washing and storage of maintenance vehicles should be conducted off Site. ❑ In the event of any spills at the Site, action will be taken to contain the spill with spill kits and/or absorbent material available on the maintenance vehicles. NAMS will be notified and all spill cleanup debris, including soil and clean up absorbents, will be placed in properly labeled waste containers and removed from the site in accordance with Federal and State requirements. SANBORN 1111 HEAD August 7,2017 Page 4 20170807 0&M Plan-Brooks Solandocx 3471.01 ® The solar modules and racks do not contain oil or hazardous materials that could spill or leach into the environmental media at the Site. ® No storage of oil, waste, or hazardous materials, including herbicides, fertilizers and insecticides, should be conducted on site (other than oil sealed in electrical equipment). ® Snow will be physically removed from the road and staging area (i.e. plowed) only if access is necessary. Salt use or other deicing is not anticipated. Refer to Appendix A for additional inspection and maintenance information. ® "Good housekeeping" involves maintaining areas of the site that could contribute pollutants to stormwater, in a clean and orderly manner. For this Site, good housekeeping includes maintaining a well-organized site, and cleaning up litter or other debris as needed, based on routine visual observation of traveled areas. Refer to Appendix A for additional inspection and maintenance information. ® There is no septic system on the Site that requires 0&M, therefore this requirement under the regulations does not apply. ® A portion of the Site will be fenced and the property is private; therefore, there is no anticipated pet waste management, and this requirement under the regulations does not apply. 7.0 LONG TERM O&M PLAN Standard 9 of the MassDEP Stormwater Management Regulations require the development and implementation of a Long-term 0&M Plan to ensure that the Stormwater Management System functions as designed. A description of the Long-Term Operations and Maintenance procedures for this site are included in the 0&M Services Plan provided in Appendix A. For stormwater management components, inspection will occur during each site inspection, no less than biannually,with maintenance provided to restore them to their original condition. 8.0 PROVISIONS Should the Planning Board, or its designee, need access to the property at reasonable times (i.e., normal business hours, Monday through Friday 8 am to S pm) for the purpose of inspection, NAMS 0&M Operator should be contacted using the contact information provided in Section 2.0 of this manual. P:\3400s\3471.01\Source Files\Land Disturbance Permit\Peer Review Comments July 2017\Response to Comments\Att D-O&M Plan (Standalone)\20170807 O&M Plan-Brooks Solar,docx SANBORN 1111 HEAD APPENDIX O&M SERVICES PLAN SANBORN 1111 HEAD Brooks School Solar O&M Services Plan August 7, 2017 North Andover Solar, LLC, a wholly-owned subsidiary of Nexamp, Inc., as the developer and construction manager of an approximately 1.3 MW (DC) solar PV array on property owned by Brooks School at Great Pond Road in North Andover, MA is pleased to provide this Operation and Maintenance (O&M) services plan. Nexamp Asset Management Services, Inc. (NAMS) is a full service photovoltaic Operations and Maintenance company, servicing more than 55 MWs as of May 2017. North Andover Solar, LLC intends to contract with NAMS in order to provide O&M services for the project for the first ten years of the system operation. At that time, North Andover Solar, LLC will revisit that contract and intends to renew the term. Attached to this Services Plan is a typical scope of work for an O&M provider for a large-scale solar PV array. NAMS has used this scope of work as the basis for its services for infrastructure that it currently maintains. In the following template, "Contractor" represents NAMS and "Owner" represents the project owner, North Andover Solar, LLC. The primary services under the scope of an O&M agreement include: • Biannual array maintenance inspections, remote monitoring, unscheduled maintenance (fault detection and repair), and scheduled equipment replacement. • On-site services typically require one or two pick-up trucks and two to four licensed technicians. • Technicians perform work with hand tools and battery-operated power tools and rarely require generators or any motorized or heavy equipment. • The array is designed to facilitate major equipment replacement using truck mounted boom lift every 10-15 years. • North Andover Solar, LLC will develop the site using a pile driven or screw mounting system for the array. Maintenance Activities: • Mowing operations are typically conducted two to four times per season, depending on the weather conditions and resultant growth. Normally, two to four personnel using ride-on and self-propelled mowers and weed whackers will perform the mowing operations. • The entire Site is inspected for any erosion problems upon each site visit and maintenance activity, a minimum of two times per year. Any erosion to roads, embankments, drainage structures/basins, ground cover, etc. is repaired using similar methods to the initial install, with like equipment and materials. Potentially, additional erosion control blankets, jute netting, etc. will be added to protect the maintenance improvement. ® Depending on the array location and surrounding vegetation, an arborist with boom truck will thin shading tree growth and limbs adjacent to power lines. ® In the event that weed control is required, NAMS uses only non-persistent solutions previously approved for use by DEP and many municipalities for use in regulated and protected areas. The frequency of this activity is typically once annually, if at all. Work is typically performed by licensed applicators using trailer born and backpack spraying apparatus. ® North Andover Solar, LLC does not anticipate conducting module washing at this site. In the event that modules are washed, cleaning solution consists of 100% filtered water. Work is typically performed by two to four technicians using backpacks and scrubbing wands. ® Some snow removal may be required to allow site access during winter months, however no snow removal operations will be performed within the array areas. Snow clearing from modules may be completed depending on the amount and type of snow, two to four times per winter, to facilitate production. Snow clearing is completed manually by three to six laborers using hand held brooms and squeegees. ® Inspection of the storm water management facilities will occur at each site inspection, no less than biannually, with maintenance provided to restore the facilities to their original condition. Scope of Work —O&M Services Contract Nexamp Asset Management Services (the "Contractor") will provide O&M services for the proposed 1.3 MW (DC) solar photovoltaic system located on property owned by Brooks School at Great Pond Road in North Andover, MA (the "Facility"). The services to be provided will include the operation, repair, monitoring and maintenance services listed below. FACILITY OPERATIONS The Facility will be operated in conformity to the operating specifications and requirements set forth in the O&M Manual, in compliance with prudent industry practices, in accordance with the terms and conditions of the interconnection agreement between the Owner and the local distribution utility, and in accordance with applicable law. As required to achieve these operational requirements, the O&M Contractor shall be present at the Facility site. PERFORMANCE MONITORING AND OPERATIONS REPORTING During the Service Term, Contractor shall: • At all times perform basic monitoring of the Facility to make sure Facility is fully functional and record and report all meter data consistent with all Solar Program requirements. • Provide Owner with web access to basic monitoring data. • Provide Owner with monthly reporting of performance against predicted power and historical performance beginning two calendar months after the Commercial Operations Date (as defined as "Substantial Completion" in the EPC Agreement) is achieved, including, summaries of energy measured and reported by the Facility's revenue grade meters, a summary of planned maintenance, and a summary of all forced outages and emergency response measures and the steps that were taken to resolve such forced outages and emergency situations. • Provide copies of all such information no later than thirty (30) calendar days of making or receiving information pertaining to maintenance and/or repair pertaining to the system and/or any portion thereof or the Interconnection. • Maintain warranty records with all inverter, module, and mounting suppliers. • Maintain service agreements with DAS suppliers. • Prepare and submit required monthly reports, as the agent of Owner and after obtaining Owner's prior approval, to report all metered data to the Production Tracking Facility (PTS), maintained by the Massachusetts Clean Energy Center (CEC) / Renewable Energy Trust (The reporting period for the PTS is open during the last five days of the reporting month through the first five days of the following month). SCHEDULED INSPECTION AND MAINTENANCE • Contractor will perform required maintenance of the Facility in accordance with the written manufacturer requirements for operation and maintenance of the equipment that is part of the Facility (such written instructions are included in the O&M Manual). • Contractor will provide continuous 24/7 active monitoring of Facility performance and provide a single point of contact for Facility maintenance and repair related issues. • Contractor will implement the preventive maintenance schedule, if any, for each item of equipment that is part of the Facility, as set forth in the relevant portions of the O&M Manual. • Contractor will maintain maintenance logs, records and reports documenting the provision of O&M Services hereunder in sufficient detail to allow Owner to verify that the Facility is performing in accordance with the Project Warranty and the performance requirements for the Facility. Contractor shall maintain current revisions of the drawings, specifications, lists, clarifications and other materials relating to the Facility. • Contractor will complete and submit to Owner in a timely manner maintenance log sheets to document Contractor's provision of Services as required hereby in sufficient detail to allow Owner to verify that the Facility is performing in accordance with the Project Warranty and the performance requirements for the Facility. • Contractor will regularly maintain the Facility, in accordance with the O&M Manual, and provide semi-annual on-site inspections by completing the following. o Visual inspection of all feeder terminations for corrosion. o Visual check of all power terminations/connections associated with the system e.g. DC combiner boxes, DC and AC disconnects, surge arrestors, inverters and PV modules and re-torque as necessary. o Test of ground continuity and correct any unsafe or abnormal issues. o Check of all fuses in inverters, combiner boxes, and disconnects (AC&DC). o Testing and recording of voltage and amperage of the arrays at the string level. o Inspection of the combiner boxes, disconnects (AC&DC), and inverters with an infrared camera, with the purpose of detecting hotspots, bad connections, etc. o Checking of the mechanical and structural integrity of the system. o Cleaning or replacement of inverter air filters where applicable if necessary. o Checking of inverter housing for dust/water ingress. o Checking and replacement of any unserviceable system labeling as necessary. o Visual inspection of weather stations and calibration verification against monitored data. o Checking of modules for excessive dirt and debris. Cleaning is excluded. o Providing written documentation to include summary report of findings including actions taken and recommendations for additional maintenance or repairs, etc. FAULT DETECTION AND DISPATCH • Contractor shall respond to all alarms, alerts and service requests pertaining to the system within 24 hours of such alarm, alert and/or service request, as personnel safety and weather conditions permit. • Contractor shall monitor and respond to forced outages and performance trends. Contractor and Owner shall notify the other as soon as practically possible, but in no event later than twenty-four (24) hours following their discovery, of"Forced Outage", which is defined as: (a) any material malfunction in the operation of the Facility and/or (b) any interruption in the delivery of energy to the Facility's revenue grade meters. Contractor shall apply safe industry best practices to fully resolve any Forced Outage as quickly as possible. To the extent the correction of the Forced Outage requires either O&M Services or Warranty Services, Contractor shall initiate the O&M Services or Warranty Services needed to return the Facility to service within 24 hours of such notice, and where applicable, as manufacturer service capabilities permit. Contractor shall provide Owner with an estimate of the time necessary to return the Facility to fully operational service. Contractor agrees to notify the Owner as soon as practicable when the Facility returns to service, but in no event later than twenty-four (24) hours following the Facility's return to service. • Emergency. Contractor and Owner agree to notify the other upon the discovery of an Emergency condition pertaining to the Facility. If Contractor is notified of an Emergency condition by Owner or otherwise learns of an Emergency condition, Contractor agrees to promptly dispatch appropriate personnel to address such Emergency as quickly as possible in accordance with industry best practices, and as personnel safety permits. Contractor maintains the right to disconnect the Facility and/or to otherwise isolate the Facility from the electric distribution system servicing Owner's and Owner's property as a result of any Emergency condition pertaining to the Facility as determined at the Contractor's discretion; provided, however, that the Contractor shall be responsible for any adverse consequences caused by such exercise of discretion if the exercise is negligent or represents a breach hereof. APPENDIX B ENGINEERING DRAWINGS SANBORN 1111 HEAD ENGINEERING DRAWINGS BROOKS SCHOOL SOLAR FARM 1160 GREAT POND ROAD g NORTH ANDOVER, MASSACHUSETTS g JUNE 2017 a (REVISED AUGUST 2017) PROJECT OWNER: BROOKS SCHOOL SOLAR DEVELOPER SHEET INDEX t� �> R: NORTH ANDOVER SOLAR,LLC SHEET NO. TITLE v J c/o NEXAMP,INC. °" 0 1 GENERAL NOTES,SYMBOLS,AND ABBREVIATIONS ENGINEER(SITEICIVIL ONLY): SANBORN HEAD&ASSOCIATES,INC. 2 EXISTING CONDITIONS PLAN ✓' i%%i} / 3 PROPOSED SITE DEVELOPMENT PLAN 4 EROSION AND SEDIMENTATION CONTROL PLAN(NORTH) 5 EROSION AND SEDIMENTATION CONTROL PLAN(SOUTH) �6-7 DETAILS 8 WETLAND RESOURCE PLAN �? more uses roroennrwe euv-soum caovew+o,ec�vwse> TM� LOCUS PLAN SCALE:1:800 4 ®..i;mp SABORN �C' '= HEAD a 20 FOUNDRY STREET, CONCORD, NEW HAMPSHIRE 03301 NORTH ANDOVER SOLAR, LLC c/o NEXAMP, INC. (603) 229-1900 FAX (603) 229-1919 d p 4 LIBERTY SQUARE,3RD FLOOR,BOSTON,MA ISSUED FOR NORTH ANDOVER LAND DISTURR4NCE PERMIT APPLICATION REVIEIY r a;i4 AY 9 NOTES: ABBREVIATIONS: LFGFNv Q1. THE BASE MAP WAS DRAWN FROM A PLAN ENTITLED,'TOPGGRAPHICJBOUNDARY PLAN-GREAT MW:MEGAWATT IX NG PROPOSED POND ROAD'.PREPARED BY HAYNERSWANSON,INC.OF NASHUA.NEW HAMPSHIRE.DATED 6 AUGUST 29.M12 WITH REVISIONS THROUGH JULY 20,2017.ORIGINAL SCALE 1--W. DC: DIRECT CURRENT --- ...... 2-FOOT ELEVATION CONTOUR Q Z TOPOGRAPHY WAS OBTAINED FROM AN INSTRUMENT SURVEY CONDUCTED ON THE GROUND BY FT: FEET 10-1`001`ELEVATION CONTOUR -zf0 HAYNER/SWANSON,INC.IN AUGUST 2012,WITH ADDITIONAL SURVEY CONDUCTED IN JUNE AND JULY 2017. O.D.OUTER DIAMETER a UTILT'POLE 3. ELEVATIONS DEPICTED ARE BASED ON NORTH AMERICAN VERTICAL DATUM OF 1M(NAVD88L TYR TYPICAL - TREE CANOPY LINE (y-rly-Y) 4. PROPERTY LINES AND TOWN BOUNDARY LINE DEPICTED ARE BASED ON COMPLIED DEEDS,PLANS. STC:STANDARD TEST CONDITIONS _ TREE LOCATION TOWN OF NORTH ANDOVER ASSESSORS MAPS Of RECORD. GOAD:GROUP OPERATED AIR BREAK LIMIT OF CONSTRUCTION ACTIVITIES ---- S. SOIL BORINGS WERE PERFORMED BY SANBORN HEAD PERSONNEL ON AUGUST 20,201Z EROSION AND SEDIMENT CONTROL BARRIER -e-e-e- B. WETLANDS WERE DELINEATED BYWETLAND CONSULTANTSERVICESOFMERRIMAC, MASSACHUSETTS ON AUGUST 16 AND 17.2012,AND SURVEYED BY HAYNERSWANSON,INC,IN GENERAL SEED MI% WOOD POST AND WIRE FENCE -x- AUGUST2012 K)WETLAND FLAGS WILL BE RESET AND MADE VISIBLE PRRTO CONSTRUCTION. PROPERTY LINE 7. THE PROPOSED DEVELOPMENTACTNITIES WITHIN THE WATER PROTECTION OVERLAY DISTRICT MIXTURE POUNDS POUNDSPER ARE GENERALLY CONSISTENT WITH THE ALLOWABLE ACTIVITIES IN THIS DISTRICT. PER ACRE 11000 SQ.FT. - - APPROXIMATE TOWN LINE B. CONSTRUCTION OF THIS PROJECT SMALL COMPLY WITH CONDITIONS PROMULGATED BY THE TALL FESCUE 20 O.dS STRUCTURE/ENCLOSURE 0 NORTH ANDOVER PLANNING BOARD AND CONSERVATION COMMISSION. CREEPING RED FESCUE 20 0A5 - -'SPECIFICATIONS: WETLANDS ' BIRDSFOOTTREFOIL 8 020 -- _`--- TOPSOIL AND SEEDING TOTAL 18 1.10 WETLAND FLAG A TOPS OIL SHALL BE FERTILE SOIL CAPABLE OF SUSTAINING VIGOROUS PLANT GROWTH.FREE NOTE:GENERAL SEED MIXTURE SHALL BEAPPUEDTO _ FROM STONES GREATER THAN 8-INCHES,ROOTS.STICKS,PEAT,WEEDS,AND SOD.IT SHALL NOT GENERAL AREAS OF DISTURBANCE OTHERWISE NOT - ----- WETLANDS BUFFER CONTAIN MATERIAL HARMFUL TO PLANE GROWTH. SPECIFIED TO BE SEEDED WITH NEW ENGLAND WET MIX. STONE WALL - B. APPLICATION OF HYDROSEED SHALL ONLY BE PERFORMED DURING THOSE PERIODS WITHIN THE PATHWAY SEASONS ACCEPTHICH ED NORMAL PRACTICE, OR AND AS A WORKED DETERMINEDHEENGINEER WEATHER AND NEW ENGLAND WET MIX: LOCALLY ACCEPTED PRACTICE,AND AS APPROVED BY THE ENGINEER �"-�-�--"-----"- GUARDRAIL C. ANY PART OF THE SEEDED AREA WHICH FAILS TO YIELD AN ACCEPTABLE STAND OF GRASS COMMON NAME NWI COMMENTS PAVED ROADWAY AFTER TWO MONTHS AS DETERMINED BY THE OWNER SHALL BE RETREATED WITH ADDITIONAL (SCIENTIFICNAME) RATING SEED. A LOW GROUND COVER THAT TOLERATES VARYNG GRAVEL ACCESS ROAD r -, LURID SEDGE(CARE%LURIDA) OBL MYDROLOGV,PROLIFIC SEEDER IN SECOND GROWING L_____-I EROSION AND SEDIMENTATION CONTROL NOTES: FOWLMEADOWGRASS SEASON PTO BE EDTORED WITH GRAVEL AREA �'`TH'�1T1�1y PROLIFICSEEDPRODUCERTHATISAVALUABLE TO BE RESTORED WITH VEGETATION L�.aJ__.0 1. EROSION CONTROL MEASURES SHALL SE INSTALLED AS SHOWN ON THESE DRAWINGS PRIOR TO (CANADE SS)GLYCrRIA OBL WILDLIFE FOOD SOURCE SOLAR ARRAY H� THE SPECTE AND MAIT 0 CONSTRUCTIONAINEDRGULARLY ACTIVITIES.EROSION UCTIONCONTROL MEASURES SHALL BE FRINGED SEDGE OBL A MEDIUM TO LARGE SEDGE THAT TOLERATES >-'-KIKe- LOCATION AND DESIGNATION OF SANBORN HEAD BORINGS INSPECTED AND MAINTAINED REGULARLY DURING CONSTRUCTION (CAPIX CRINTTA) SATURATED AREAS,GOOD SEED PRODUCER Z STOCKPILEAREASSHALLBE LOCATED WITHIN LIMITOFWORKANDSTABIUZEDTOPREVENT ----- ---- ----- WATER PROTECTION DISTRICT OVERLAY EROSION. JOE-PYEWEED (EUPATORIADELPHUS FACED FLOWERING PLANT THAT IS VALUABLE FORWILDUFE ---- 3. DEBRIS GENERATED DURING CONSTRUCTION SHALL BE LEGALLY DISPOSED Of OFF SITE. MACULATUS) COVER.GROWS T04 FEET ELECTRIC LINE BROOM SEDGE SWALE 4. ALLTOPSOIL ENCOUNTERED WITHIN THE LIMITS OF THE PROPOSED PERMANENTAND TEMPORARY (CAREX SAP.,OVALES FACW- TOLERATES A WIDE RANGE OF HYDROLOGIC GRAVEL AREAS,EQUIPMENT PAD AREA,AND AREAS OF CUT AND FILL SHALL BE STRIPPED TO ITS GROUP) OBL CONDITIONS ONE LEVEL SPREADER 1 FULL DEPTH AND STOCKPILED FOR REUSE.TOPSOIL PILES SHALL REMAIN SEGREGATED FROM SOFT RUSH PROVIDES GOOD WILDLIFE COVER TOLERATES TEMPORARY CONSTRUCTION EXITr'. EXCAVATED SUBSURFACE SOIL MATERIALS. (JANCUS EFfASUS) FACWi VARIETY OF HYDROLOGIC CONDITIONS L'. :J 5. ADDITIONAL EROSION CONTROL MEASURES SHALL BE IMPLEMENTED AS CONDITIONS WARRANTOR WOOLGFASS LIMTTOFNOWOMCHARGEZONE(325 FEETFROM AS DIRECTED BY THE ENGINEER,OWNER,OR OWNERS REPRESENTATIVE (SCIRPUS CYPERINUS) FACW+ TOLERATES FLUCTUATING HYDROLOGY TRIBUTARY WETLAND) i6I B. CONSTRUCTION ENTRANCE/IXIT SHALL BE MAINTAINED TO PREVENT TRACIONG OF SEDIMENT BONESET v..,�. ,F,�: ZONE A(NON-TRIBUTARY TO LAID:COCHICHEWICK) p FLOWERING PLANT THAT IS VALUABLE FOR WILDLIFE ONTO PUBLIC ROADS. (EUPATORIUM FACW. ZONE TO LAKE COCHICHEWICK �FF PERFOLIATUM) COVER,GROWS T03FEEI ) f. 7. WETLANDS ARE TO REMAIN UNDISTURBED.NO ENCROACHMENT IS PERMITTED. TUSSOCKSEDGE CREATES ELEVATED HUMMOCKS ON WET SITES,MAY EMI & IF CERTAIN AREAS OF THE SEEDED AREAS DO NOT SHOW APRDMPT'CATCH',THESE AREAS SMALL (CARE%STRIETA) OBL RE MAIN LEVEL ON DRIER SITES E-g1 BE RESEEDED AT THE SAME RATE AND IN THE SAME MANNER AS BEFORE IN INTERVALS OF TEN BLUE VERVAIN A NATIVE PLANTTHAT BEARS ATTRACTIVE BLUE (10)DAYS.WHICH PROCESS SHALL CONTINUE UNTIL A GROWTH OF GRASS IS ESTABLISHED OVER (VERBENA HASTATN) FACW� FLOWERS 1 E THEENTIREAREA NOTE: ?�tt 9. NEWLYTOPSOILED.GRAOEDAND/OR SEEDEDAREAS SHALLBE PROTECTEDFROM TRAFFICANO y31 EROSION NEWENGLANDWET MD(SHALL BE APPLIED ATARATE OF i LB.PERZ=)SQUARE FEET IN THE VEGETATED TREATMENT SWALES WHERE SHOWN ON THE DRAWINGS 10.GRADES IN SETTLED,ERODED ANWOR RUTTED AREAS SHALL BE RESTORED. 11.ANY PROPOSED SUBSTITUTIONS OF PLANT MATERIAL OR SEED MIX SHALL BE MADE WITH MATERIAL EQUIVALENT TO THE DESIRED MATERIAL IN OVERALL FORM,HEIGHT,BRANCHING HABIT.FLOWER. LEAF,COLOR.FRUITAND CULTURE PROPOSED SUBSTITUTIONS WILL ONLY BE CONSIDERED IF SUBMITTED WITH ENUMERATED REASONS WHY SUBSTITUTIONS ARE PROPOSED. ISSUED FOR NORTH ANDOVER v LAND DISTURBANCE PERAIIT APPLICATION REVIETV A F DRAWN S I R.CLAY PROJEGTNUM DESIGNED BY:R.CLAY BROOKS SCHOOL SOLAR FARM T T L l HEAD T T /� /� /� ti 3471.01 SANBORN �fi py �y /A D nexA �p REVIEWED BY.T.RE. NORTH ANDOVER.MASSACHUSETTS ^^ JJ 1�.1V ({ 11.L�.�l V6 f-/ PROJECTMGR:R.CLAY PIC:E.STEINHAUSER GENERAL NOTES,SYMBOLS, SHEET"°I­ .y DATE:JUNE2017 AND ABBREVIATIONS 1 of s 2�L` V 0 d NOTE 4 1. REFER TO SHEET 1 FOR NOTES AND LEGEND. A / ' «tEET / WASHINGTO 5N / low Q4, ;.:,.LOT 10 MAP 103 BROOKS SCHOOL,INC. LOT 1 MAP 103 I -- - - I 1160 GREAT POND ROAD BROOKS SCHOOL INC - ... �- - V NORTH ANDOVER,MA.01645 1160 GREAT POND ROAD - - NORTH ANDOVER MA.01645-.. - _ I_ �-_=_- ;�a i, I _ r _ vel GREAT cRAVHrcu sc� ISSUED FOR NORTH ANDOVER ,m LAND DISTURBANCE PERMIT APPLICATION REVIEW % DRANK BY:R.CLAY mm BROOKS SCHOOL SOLAR FARM — f DESIGNED BY:R.CLAY71.01 �� RE IEN�EDBY:T.REED I ^A N T®R N ii4 HEAD ^ D e /� - NORTH IWDOVER.MASSACHUSEiTS �`,J 1J{ (�� S[�l C �BL-1! PROJEGf MGR:R.CLAY NUS PIC E.STEINHAUSER EXISTING CONDITIONS PLAN 2 of 6 1�eyq DATE:JUNE 2017 2i'� v o NOTES: 1. REFER TO SHEET I FOR ADDITIONAL NOTES AND LEGEND. 2. LOCATIONS OF PROPOSED UTILITY POLES BDETERMINED ARE ETE �Y APPROXIMATE FINAL LOCATIONS TO BE DETERMiNE08Y n NGRID. ,al DISTURBED AREAS SHALL BE RESTORED WITH LOAM AND / SEED.EROSION CONTROLS SHALL REMAIN UNTILAREAS / ARE STABILIZED. STREE� / WASHINGTON / S Imo. / r .WOOD PoST SPREADER VEGETATED WIRE FENCE : 6 �' t TREATMENT SWALEe 1.1 MW DC(STC)SOLARARRAY - -.__,. ima KW-AC INTERCONNECTED TO NGRID _ ENTRAN - - MINIMUM 0.3 CRES OF STAGING AREA GAT _ t.. CE- 2 _ E e \\��' A AFTER COMPLETIONSHALL BE OF I TH AND SEED OFPROECf �/ / \\ - APPRO%IMATE LIMB 1 GAREA ) APPROXIMATE UMR - P - - \\\ \� `' 18 FT WIDE GRAVEL 3 TEMPORARY OF CLEARIN # CCE33 ROAD e?� CONSTRUCITON e Y IN _ _ OF CLEARING .BAC) A y VEGETATED ! EXISTING NGRID 132 KV TREATMENT/ I 3 PHASE UTILITY POLE#1748 '\ 7 6 PERSONNEL TREESTOBEMAINTAINEDOR GATE - _ / _/ I 'e LEVEL i �f�'/ OVERHEAD UTILITY POWER LINE REPLACED AS REQUIRED FOR ACCESSTOSRE 4 6 SPREADER 6 LEVEL VEGETATED eSPREADER S TREATMENTS- - ePERSONNEL �t PROPOSED UTILITY POI£(TYP.) �AkS p9 e '_i SWALE 6 GATE \ 3 CONCRETE PAD FOR UNDERGROUND MEDIUM VOLTAGE LINE e INVERTER/TRANSFORMER GREAT �p -- - GPAPHILALSGLE ISSUED FOR NORTH AA'DOVER m +a a m 180 LAND DISTURBANCE PERAHT APPLICATION REVIEJF DRAWN BY.,R.cuv BROOKS SCHOOL SOLAR FARM P"°`"° i (\'t }}�� R R 7� 2 HEAD DESIGNED BY:R.CLAY y S A N L O i N y�l� 1 1 E A D n ex Y��' REVIEWED BY:T.REED NORTH ANDOVER.MASSACHUSETTS 3471.01 t_1 _ ii1''� PROJECT MGR:R.CLAY SHEETH-G, ! Plc E.STEINHAUSER PROPOSED SITE DEVELOPMENT PLAN 2eyr �eY ' DATE:JUNE 2017 30F8 Y - NOTES i. REFER TO SHEET FOR ADDITIONAL NOTES AND LEGEND. =1-. �4APPROXIMATE LIMIT - 'W` -OF CLEARING _. r W X POSTE WIRE FENCE APPROXIMATE LIMIT CLEARING . - 2 APP0 WATTLE EROSION ION NO SEDIMENT CONTROL BARRIER - -_- GRAVEL ACCESS ROAD _ ___-- --� -' ._--_____ -__._ _ B PERSONNEL _ _ 6 GATE --,�`�� e STONELEVEL y SPEADER 77 -. e4 TREATMENT 6 SWALE APPROXIMATE EXTENT f _ OF PROPOSED GRADING FOR TREATMENT SWALE LIMITS OF CONSTRUCTION ACTIVITIES w � - ' _ y (P✓BLiG -- w Z�' M z.� Q�w �Im cPAPwcAL srxe r sv zs v av Iar ISSUED FOR NORTH ANDOVER ppq LAND DISTURBANCE PERMIT APPLICATION REVIEW F 1 DRAWN BY:R.CLAY R+ TNVI— TM� DESIGN.BY:R.CLAY BROOKS SCHOOL SOLAR FARM sa�toi CR R I T�yT Ty @/��! I REVIEWED BY:T.REED NORTH ANDOVER,MASSACHUSETTS A N B O R t�¢41 1 1 L�� ��+ m ® ��'+ PROJECT MGR-R.CLAY G EROSION AND SEDIMENT CONTROL PLAN a PIG E.NE 201 AUSER NORTH 4 OF 8 DATE JUNE 2017 s 7 i. y E 3 _- ._ i_ � � '� / �✓ \ NOTES: 1. REFER TO SHEET FOR ADDITIONAL NOTES AND LEGEND. LOCATIONS OF PROPOSED UTILITY POLES ARE APPROXIMATE LOCATIONF 2 2 APPROXIMATE.FINAL LOCATIONS TO BE DETERMINED BY e APPROXIMATE EXTENT --WATTLE EROSIONAND 7 � ' • .�' -- -Y -- OFPROPOBED GRADING -"' _-/SEDIMENT CONTROL SARRIERe ✓`` ` - - / TM ENT SWPLE FOR TREA ... - APPROXIMATE LIMB __ APPROXIMATE LIMITRI OFCLFANO � -- �,8 t _ __ OF CLEARING 5 STONE LEVEL s-.��-►�"1-- -� -- � =� _-r 6 SPEADER VEGETATED e -WOOD POSTE 1 -TREATMENT -. _� x�I-- -"WIRE FENCE 6 SWALE 6 2 _ - - -- '- - MINIMUM 0.3 ACRES OF STAGING AREA \ SMALL BE RESTORED WITH LOAM AND SEED_ �\`\ C1E AFTER COMPLETION OF PROJECT AREA / `/STAGING AREA T Mpy.' l �,�- - -_ __ 'I• - � APPROXIMATE LIMIT - \ \\\`J' - \_' ACCESS ROAD e 1 ( ) / GRAVEL 3 - - _ - OF CLEARING u \ ` _ / 3e EONTRANCE/EXTr _ T \ ! 6 _ � � 4Ti 20SS 7 ' --- - GRAVELSHOULDER FOR TRUCKTURNING -- v+f o- TRUCK ACCESS TO THE SITE __ _ ._I ✓ \� 1 PG=ES'RO I I�., / JZIC/ /`�' `�� I?c�'�_ ISRESTRICTEDTO _ GR�• Y - ✓ `i �"��. I ' 0'S NORTHBOUNDVEHICULAR j OVERHEAD UTILITY ' \ TRAFFIC ALONG GREAT E , POWER LIN / � ! � ( C v POND ROAD(TO BE POSTED) _ ,� '`y.�� •�/ I I j ; S _ ,0 APPRO%IMATELOCATION 2 i OF WATTLE EROSION AND ej t SEDIMENT CONTROL BARRIER 1ENTRANCE 2 /-PROPOSED e - v GATE 6 .POLE(ttP) .." r�� •PERSONNEL e / / �. 'v'•A"�ms ecru. GATE , �� 4 TREATMENT •///���__ EXISTING NGRID 132 KV \ 3 PHASE UTILITY POLE M746 - TOSPEAOERLJ/' -, FO PROPOSED GRADING TREES TO BE MAINTAINED S 6 LACED AS REQUIRED OR • / _ �' / / ENTSWALE ACCESS TO SITE DUIRED FOR e _ APPROXIMATE LOCATION OF WATTLE EROSION 7 / ANDSEDIMEN7 CONTROL BARRIER i "-V LIMIT OF CONSTRUCTION ACTIVITIES �SJ 7-77 e Z ZIS ISSUED FOR NORTH AAWOVER w• 2r a sv ,ar LAND DISTURBANCE PERMIT APPLICATION REVIEW DRAWN BY:R.CLAY BROOKS SCHOOL SOLAR FARM A) s t) /.�/� DESIGNED BY:R.CLAY 3471.01 C A N B O Y�N k T` HEAD ( y tea `® _ REVIEWED BY:T.REED NORTH ANDOVER,MASSACHUSETTS J lV n iV "ff a C ,V rl PRO ECTMGR:R.CLAY EROSION AND SEDIMENT CONTROL PLAN §�7 sHeET PIC:E.STEINHAUSER xuMeuc ?c� DATE JUNE 2017 (SOUTH) 5OF8 7�c`: v aA 0 nr uw NmEs L Yxr44'agOp[N STAKE PV,CEp a'0.4 UNPAVED PAVED t y2gE PPONO[D TO SranOauxuD 5rxmC rtOAp iY w ErmMlx(TmuU j _PASEP EARED sND p Iss¢ `4 �WiDINMT FlLL !\� 1 \ wwwAnFgreen 'W./•GNG,\,%. • Ln'uxluuu if uIN PROMDE APPNOPwAT[iOANLnOH v S .; '0 i a ❑ KiFR aOTx q[jp��Axo xo•Oi0���0N � � —COMPACTED \-,� l. .,,a� \\ '. PRDFlLP NFW IYY%2a'w00DEN STAKE F�AS TRIO CONpUR—y �A—_+ P.—a'O.e (AS REWIRED) �,R AS REWIROwN woRK ARu TD az PROTECICD ELECTRIC CONDUIT TRENCH Nor TOI.w Nwlamsour n dx Mmaat aw me rolreen.Flomnq w can ana moeaemanUrueumr In scud,Korca.wa noes eao Mwormodma Pmaaalon npo5�xe 0wm[vwa¢trwlauYwa Wciry andlt.W.h 1pn.puallry»Tar PJWDeuctammwat th-20MV1,nursvoNewlee.We stdromachleve one of the mort efRe4mtPJ •� WATTLE EROSION CONTROL BARRIER modNac Wesmbibnbpan RBDWbammryantl lrrmdnp momihan 20M811on USDon bPawtlwtechlmlo0les awN�o U NOT TD scALL to•Mw '. Poly-crystaiOneType SxEO siaxE HIS-M31011II HIS-M315RI I HISM320RI I HIS-M325Ri PI AN DPW s 0 ttt1 RI-Series �: Mono-aysta111neTypc HIS-S330N I H15-S335RII HIS-S3e0Ri I HLS•S345RI I HISS350RI I H15.53551i1 1. STOx[P011 A STASIMhD COx51NdCnw ENTPuaCC SMNL az I ro 2 Na Yiaec�l� ra onau G R[¢uuFD SIOxE OR RECT0.E0 CWntEi[[OMVAtENT. Try• ,. ca0¢lc 1 TNC t[xCM OE iNE 5TA&UIEO[NmMIC[9u11 NOi az lEis TNAx b -• : •- +x.a����t,r n.Mnr:.r.. 1�1xN%NE65��511wE)OR ME STAwnffD ENTRAH¢$NALL NOi BE ��a.�ocn YN•.a/r ato¢ � '„ 093mm 093p7(T+)x1.p60mm()].i 77NN40mm115771H) M[YeOM OF TxE[Ntwuc4 SHALL NOT D[ttSS 114N 1HE i11LL MuOx Or . - )-0' a ,.• pWoc219KD ISD516f) 1�Dr[xnlf nLRx�CLOM SHALL az PUC[D oHR 111[wnR[MG PPoOR r lin.) r.a/a-Aasm nest )1 cal 1 in iarlai 14 K E 2 mavhl(f tyonetl call Maee in Kmva) PV.nNC ME STOxG j •(1*t(Vl. —c ULDlprtretl we nerproaconnector; &all wRrACE WATER 1NAT6 ROtWi010 OR DVERIED i'.11 iNE IECavtIhM IVLIISrodwM UL4)03comTmtll th 13m14)1') uxa srox wuY Slw.cN.0 lot ' mismucnox cvrauxcE vuT DE HPm azx T >x[ulTau)x r ttwanm s.ro 5 LL*s ).n1[ExiP.WLE SHALL eE YWNTNNED w A CwDnW NH off WRLWIT10 • IP6').weaclleryraol ife<mified lUlunedl R[W REOP� Cwi�ORC551NO WM ADD�npuan5ltt�DiE0R A001nONAt NOTE: T •1 3bypaudloeai to ryevantparvtttlaocaw by Wr4alinade LENGTH M'CWO o O[Yu1D AND PEPAW awD/OR CU;ANOur ANY IDat u wmw) vat i uEa.SUR[S USED r0 mM 5[wM[NT. SmW[NT SwMLO.DROPPm. t. BOIAPMOWIESIO BE NSTAtILOWrtx SCKW-TVPEANCxui s'6i[K Cmnt:AntFmReRbcoatN DWst fAntl mnectiDncw di.33 mm10.136'I wA9tEp OR iIUCKED ONTO no5lixc ROAD—DE RtuOVFD WYEDIAr[tY. CON pCR PAD '' Geara-noeL•roauminp�m�alloy lypa 40fi P M1im !1 STABILIZED CONSTRUCTION ENTRANCE 3 •tEC 25(Ed3)MIE<4t)306yV0E ULli.ted lUL l)03).TYMIior Oa::Aflee Rodaq •I .atwt Povnr laamnca.va w -tsoswl�DODanalsD 14ao1aow cmllRd 3 •oHSAstnocn2oDTcm(nad •Advonatl MttM1pnicaTea(5,4ro Pal Paaxtl 1 KI /Marna ILoad ca 14016s/It•)Pnctee(UU •EC >61 ItCOrrobnpeslsurca«sn Pasud \ ; �. •IEC 1(Sal Mb C T V ud •PmmtlaAl ad DeSada PD)T tPmed (STC 35 L) h l-i , $$S •VDER D p chogrtm) } •UL(Wlt Tc:t Oou Olopmml �� { F •toye ( pOraeo dekct \ �'' iiiR •35 yiv b I ed i \\7 n- CE Wna l eta. Oil AVY INDUSTRIES E ISSUED FOR 7VORTH ANDOVER d LAND DISTURBANCE PERMIT APPLICATION REVIEW r DRAWN BY:Ef R.CLAY PRO EL rvUMRE BROOKS SCHOOL SOLAR FARM SANBORN •q� /�/�yyp DESIGNED BY:R.CLAY S 3I H E..LAD ® ��K..xA n REVIEWED BY:IREED NORTH ANDOVER,MASSACHUSETTS 3471•01 LI II� terFP PROJECT MGR R.CLAY SHEET NUMpFJt `+ I. a Pic E.STEINHAUSER DETAILS �e,r �•< DATE;DUNE 2017 70F8 z,4 Y A9� NOTES: • 1. REFER TO 111111111111111.11 AND LEGENO. APPROXIMATE UMITS OF Z. 25-NO,OISTURBANCE ZONE IS THAT PORTION OF THE BUFFER ZONE WHICH EXTENOSTWENTY—FNE FEEf(25')FROM THE EDGE OF Le DEPMAPPED ZONEA THOSE WETLAND RESOURCE AREAS AS DEFINED IN THE NORTH ANDOVER WETLANDS PROTECTION BYLAW.DISTURBANCE OF ANY IOND '�k' (NON-TRIBUTARYTOLAKE 9 IS PROHIBITED WITHIN THIS ZONE INCLUDING BUT NOT LIMITED TO GRADING.LANDSCAPING.VEGETATION REMOVAL,DUMPING OF .^t' COCHICHEWICK) LANDSCAPING DEBRIS,PRUNING.FILLING.EXCAVATING.ROADWAY CONSTRUCTION AND/OR DRIVEWAY CONSTRUCTION. '\ I 50'NO-BUILD ZONE IS THAT PORTION OF THE BUFFER ZONE WHICH EXTENDS FIFTY-FEET(50')FROM THE EDGE OF WETLAND RESOURCE AREA SAS DEFINED IN THE NORTH ANDOVER WETLANDS PROTECTION BYLAW,CONSTRUCTION OF ANY KIND IS PROHIBITED WITHIN THIS ZONE INCLUDING BUT NOT LIMITED TO FOUNDATIONS ASSOCIATED WITH SINGLE FAMILY HOMES,MULTI—FAMILY DWELLINGS. Wq, COMMERCIAL ANDIOR INDUSTRIAL BUILDINGS,PORCHES.DECKS(I.E.,FOOTING,PILING,SONOTUBEj PATIOS,HOUSE ADDITIONS, ,., BUILDING ADDITIONS,POOLS.SEPTIC SYSTEMS.AND SHEDS.DRIVEWAYS,ROADWAYS,RETAINING WALLS AND LANDSCAPE BOULDER WALLS MAY BE ALLOWED IN THE 50-FOOT NO-BUILD ZONE WHEN NO OTHER FEASIBLE LOCATION OR ALTERNATIVE MEANS OF ACCESS EXISTS. 1 � 4. 100'BUFPER ZONE IS THE AREA WHICH EXTENDS 100'FROM THE EDGE OF WETLAND RESOURCE AREAS AS DEFINED IN THE NORTH ANDOVER WETLANDS PROTECTION BYLAW. TRIBUTARY WETLAND ?` �------ -- -- --- � r, •_-per �; •� LIMIT OF NON-DISCHARGE ZONE FEET FROMmv �y TRIBUTARY WETLAND) N !/ APPLICABLE 20NEA BOUNDARY _ TARY LIMIT OF CONSTRUCTION ACTIVITIES (TRIBU TO LAKE f�' COCHICHEYACK) ISSUED FOR NORTH ANDOVER G ,d Q ao ,; LAA'D DISTURBANCE PER1fIT APPLICATION REVIESN G DRAwN BY:R.CLAY BROOKS SCHOOL SOLAR FARM S DESICNEOBY:R.CLAY 3471.01 e F („ HEAD P@p� ,/'y�A REVIEWEDBY:T.REED NORTH ANDOVER,MASBACHUSETTS S A N B O R N 1 l L A L n�+ ��• • •p � PR0.EC MGR R.CLAY gH{D NV�{R b J Pia E.STEINHAUSER WETLAND RESOURCE PLAN e of e DATE:JUNE 2017 7i APPENDIX C AS-BUILT DRAWINGS (to be updated as available) SANBORN 1111 HEAD ATTACHMENT D OPERATIONS fir, MAINTENANCE MANUAL SANBORN 1111 HEAD Post-Development-2017 Type 11124-hr 100 yr,24-hr Rainfall=8.88" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCADO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 20 Pond 3P: Level Spreader Hydro0raph I I I I I I I I I I I I I I I I I I I ir1flOW I I I I I I I I I I I Primary 5_. 4.85 cfs Inflow Area 0.727 ac I I I I I I I I I I I I 1 1 4- torage=0.00 �af I I I 1 I I I I I I I I I I I I I I I I I I I I N V 3-" I I I I I I I I I I I I _---I ----'-- I !L I I I I I I I I I i I 1 2- I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I 1 I I I _I---- 1__...._L____I____J____1 I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I 1 I I I 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type 11124-hr 100 yr,24-hr Rainfall=8.88" Prepared by Sanborn, Head&Associates, Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 @ 2014 Hydro CAD Software Solutions LLC Page 19 Summary for Pond 3P: Level Spreader Inflow Area= 0.727 ac, 0.00%Impervious, Inflow Depth> 5.83" for 100-yr,24-hr event Inflow = 4.85 cfs @ 12.09 hrs, Volume= 0.353 of Outflow = 4.85 cfs @ 12.09 hrs, Volume= 0.352 af, Atten=0%, Lag=0.1 min Primary = 4.85 cfs @ 12.09 hrs, Volume= 0.352 of Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Peak Elev=238.17' @ 12.09 hrs Sur£Area=0.003 ac Storage=0.002 of Plug-Flow detention time= 3.0 min calculated for 0.352 of(100%of inflow) Center-of-Mass det.time= 1.2 min (812.7-811.5) Volume Invert Avail.Storage Storage Description #1 237.50' 0.003 of Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet 237.50 0.001 0.000 0.000 238.00 0.003 0.001 0.001 238.50 0.003 0.002 0.003 Device Routing Invert Outlet Devices #1 Primary 238.00' 20.0'long (Profile 9)Broad-Crested Rectangular Weir Head (feet) 1.97 2.46 2.95 3.94 4.92 Coef. (English) MS 3.55 3.57 3.60 3.66 rimary OutFlow Max=4.85 cfs @ 12.09 hrs HW=238.17' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 4.85 cfs @ 1.45 fps) Post-Development-2017 Type 11124-hr 100 yr,24-hr Rainfa11=8.88" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCADO 10.00-13 s/n 08733 ©2014 Hydro CAD Software Solutions LLC Page 18 Pond 2P: Level Spreader Hydroraph ®ir11iOW 6- I I I I I I I I I I I I I I I , I I I I 1 1 Primary 5.37 cfs Inflow rea`0-.-8,01-aC-- 5 Peak leV® Q4.1 8' torae 0.00 ;af 4 , I I 1 I I I I I I I I I i41 ---1 -_ I I , I I I I I I I V 1 3 3- O LL I I I I I I I I I I I I I I I I I I I I I 1 I I 2'-'� I I I I I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type 11124-hr 100 yr,24-hr Rainfall=8.88" Prepared by Sanborn, Head&Associates, Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 @ 2014 HydroCAD Software Solutions LLC Page 17 Summary for Pond 2P: Level Spreader Inflow Area= 0.801 ac, 0.00%Impervious, Inflow Depth> 5.83" for 100-yr,24-hr event Inflow = 5.37 cfs @ 12.08 hrs, Volume= 0.389 of Outflow = 5.37 cfs @ 12.08 hrs, Volume= 0.388 af, Atten=0%, Lag=0.1 min Primary = 5.37 cfs @ 12.08 hrs, Volume= 0.388 of Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Peak Elev=204.18' @ 12.08 hrs Surf.Area=0.003 ac Storage=0.002 of Plug-Flow detention time= 2.7 min calculated for 0.388 of(100%of inflow) Center-of-Mass det.time= 1.1 min(812.4-811.3) Volume Invert Avail.Storage Storage Description #1 203.50' 0.003 of Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Sur£Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 203.50 0.001 0.000 0.000 204.00 0.003 0.001 0.001 204.50 0.003 0.002 0.003 Device Routing Invert Outlet Devices #1 Primary 204.00' 20.0'long (Profile 9)Broad-Crested Rectangular Weir Head (feet) 1.97 2.46 2AS 3.94 4.92 Coef. (English) 3.55 3.55 3.57 3.60 3.66 Primary OutFlow Max=5.36 cfs @ 12.08 hrs HW=204.18' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 5.36 cfs @ 1.50 fps) Post-Development-2017 Type 11124-hr 100 yr,24-hr Rainfall=8.88" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCAD®10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 16 Pond 1P: Level Spreader Hydrograph J____ L____I__.___I____J____L___-L__-_I____ I I I I I I Inflw Pri 18 17.22 cfs -- 17- ---- ---;- Inflow- rea 3.-1;02...ac-- -16 Peak- -IeV®1-91-:39'-- 15_ ,' I I I � --,---- - - ----;--- --- tome 0-:OQ -;af _ 13 12. �.. 10 9- -- -- ------------"-,---- ----------------,----7--- -- -----I 8 7: -- -� • I I I I I I I I I -�- I -----�--- I -�--- 6: 5_ ----I.----i----I -I-----I- - -- L -- -"----� -.- -..- ---I ----I-"----- L----I 4: 3. 1 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type 11124-hr 100 yr,24-hr Rainfa11=8.88" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 15 Summary for Pond 1P: Level Spreader Inflow Area= 3.102 ac, 0.00%Impervious, Inflow Depth> 5.84" for 100-yr,24-hr event Inflow = 17.22 cfs @ 12.11 hrs, Volume= 1.510 of Outflow = 17.22 cfs @ 12.11 hrs, Volume= 1.509 af, Atten=0%, Lag=0.0 min Primary = 17.22 cfs @ 12.11 hrs, Volume= 1.509 of Routing by Stor-Ind method,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Peak Elev= 191.39' @ 12.11 hrs Surf.Area=0.003 ac Storage=0.002 of Plug-Flow detention time= 0.8 min calculated for 1.508 of(100%of inflow) Center-of-Mass det.time= 0.3 min(815.8-815.5) Volume Invert Avail.Storage Storage Description #1 190.50' 0.003 of Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Sur£Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 190.50 0.001 0.000 0.000 191.00 0.003 0.001 0.001 191.50 0.003 0.002 0.003 Device Routing Invert Outlet Devices #1 Primary 191.00' 20.0'long (Profile 9)Broad-Crested Rectangular Weir Head(feet) 1.97 2.46 2.95 3.94 4.92 Coef. (English) 3.55 3.55 3.57 3.60 3.66 Primary OutFlow Max=17.21 cfs @ 12.11 hrs HW=191.39' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 17.21 cfs @ 2.21 fps) Post-Development-2017 Type III24-hr 100 yr,24-hr Rainfall=8.88" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 14 Summary for Reach 20311: Treatment Swale Inflow Area= 0.727 ac, 0.00%Impervious, Inflow Depth> 5.84" for 100-yr,24-hr event Inflow = 5.37 cfs @ 12.06 hrs, Volume= 0.354 of Outflow = 4.85 cfs @ 12.09 hrs, Volume= 0.353 af, Atten=10%, Lag=2.0 min Routing by Stor-Ind method,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Max.Velocity= 1.65 fps, Min.Travel Time=3.0 min Avg.Velocity=0.66 fps, Avg.Travel Time=7.4 min Peak Storage=859 cf @ 12.09 hrs Average Depth at Peak Storage= 1.08' Bank-Full Depth=2.00' Flow Area= 10.0 sf, Capacity=24.79 cfs 0.00' x 2.00' deep channel, n=0.100 Earth,dense brush,high stage Side Slope Z-value=3.0 2.0'/' Top Width= 10.00' Length=292.0' Slope=0.0308'/' Inlet Invert=247.00', Outlet Invert=238.00' Reach 203R: Treatment Swale Hydrograp I I I I I I I I I I I I I I I I I I I I 7 Inflow 6` 5.37 cfs outflow I I I I I I I I I I ---- ---- ----;- -- ---- ----;- ..-Inflow Area;'=0:727-ac- 4.85 cfs 5 Avg. Flow Dgpth'=1.08' I I I I I -, ---Max-Vot=1 .65 lips- I I I I I I 4 I I I I I I I I n=0.100 ✓n I I I I I I 1 -,--- I ---,-- -- I -, 3 3- 1 S 0.0308 T 1 1 1 2 ! Capacity 24.119 cfs I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I t I I I I I I I I I I I I I I I 1 I I I I 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type 11124-hr 100 yr,24-hr Rainfall=8.88" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 @ 2014 HydroCAD Software Solutions LLC Page 13 Summary for Reach 202R: Treatment Swale Inflow Area= 0.801 ac, 0.00%Impervious, Inflow Depth> 5.84" for 100-yr,24-hr event Inflow = 6.12 cfs @ 12.04 hrs, Volume= 0.390 of Outflow = 5.37 cfs @ 12.08 hrs, Volume= 0.389 af, Atten= 12%, Lag=2.1 min Routing by Stor-Ind method,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Max.Velocity= 1.21 fps, Min.Travel Time=3.3 min Avg.Velocity=0.48 fps, Avg.Travel Time=8.3 min Peak Storage=1,069 cf @ 12.08 hrs Average Depth at Peak Storage= 1.33' Bank-Full Depth=2.00' Flow Area= 10.0 sf, Capacity= 15.79 cfs 0.00' x 2.00' deep channel, n=0.100 Earth,dense brush,high stage Side Slope Z-value=3.0 2.0'/' Top Width=10.00' Length=240.0' Slope=0.0125'/' Inlet Invert=207.00', Outlet Invert=204.00' Reach 20211: Treatment Swale Hydrograph 6.12cfs '- - - ------------------ outflow __ I inflow Area=0.801 ac 6 1 1 I 5.37 cfs -r------------- r -, --�4v .- Flaw epth'�1:33`- 5- ! fax VeN=1 . 1 fps --I ` -- L--'-------L---- ---- ------ ---I'----"--1----L----I-----I----' -- n=0.100 I I I I 4- L=2401.0" 3 I � � � I � � I � I 0.0125 '/' a 3- Capacity 15:;79 cfs 2 i i I I i i I i i i I 1 i I I i i I i i i I 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type 11124-hr 100 yr,24-hr Rainfall=8.88" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 12 Summary for Reach 201R: Summary Node Inflow Area= 10.308 ac, 0.00%Impervious, Inflow Depth> S.73" for 100-yr,24-hr event Inflow = 70.01 cfs @ 12.08 hrs, Volume= 4.921 of Outflow = 70.01 cfs @ 12.08 hrs, Volume= 4.921 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Reach 201R: Summary Node Hydro rapt El 70.01 cfs - 1--- ---1 ---J- -- Inflow 1 75= ----r----r--- ---- ----r----r'---- Outflow 70_ -InfloW-Area= 0." 08-ec-- 66- 60: __ J .'� __-1_..-__L____I_____I_ _.._1______L__-_I__--J----- ----L-___I----- 55- _ -` I � I I I I I I I I I I - l�' ---r---- ----r---�---- ----r- r ----- ----r- ---r---- 50-' N 45:' 40- 3 1 1 1 1 1 i i i i 1 1 1 ---r---r---1----7-----r----r----I----------t----r----1----- IL 35- 30- 1 25- , I 1 20: i L 1 15- 10- 0_ ' 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type 11124-hr 100 yr,24-hr Rainfall=8.88" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 11 Summary for Reach 10311: Treatment Swale Inflow Area= 2.810 ac, 0.00%Impervious, Inflow Depth> 5.84" for 100-yr,24-hr event Inflow = 20.46 cfs @ 12.06 hrs, Volume= 1.367 of Outflow = 15.60 cfs @ 12.12 hrs, Volume= 1.362 af, Atten=24%, Lag=3.6 min Routing by Stor-Ind method,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Max.Velocity= 1.19 fps, Min.Travel Time=6.9 min Avg.Velocity=0.50 fps, Avg.Travel Time=16.2 min Peak Storage=6,419 cf @ 12.12 hrs Average Depth at Peak Storage=2.31' Bank-Full Depth=2.00' Flow Area= 10.0 sf, Capacity=11.05 cfs 0.00' x 2.00' deep channel, n=0.100 Earth,dense brush,high stage Side Slope Z-value=3.0 2.0'/' Top Width= 10.00' Length=490.0' Slope=0.0061 '/' Inlet Invert=194.00', Outlet Invert=191.00' T y. x U� Reach 10311: Treatment Swale Hydrograph ®Inflow 20.46cfs t--- r -- -7- r-- -I--- --� -- - - 11 Outflow 22_ --- ---; --, - - - --- --- -;- -- 21= -- -- - --- -----;----;---- ___- ----Inflow Area;=2.81-0-,,ac-- 20="`- - --,--- -r----r---- I_.... -- --, ----r—_.....,-----t----T ----I-- 19 --- Ava -Flow-- epth=2.31 18_ ` - -- - ---- -------- I- ---+---- - ------- ---- --------- 17 15.60 cfs --- r----I _ T- max Ve ®1.19-f s '.. 14` --- ----1-----1---- - ---- ---- ------------- --n®01,0-®— I W 13= 1_ ---L--- I ---------� .-1-- -- -- --- --- -I_. L. L. 12: ---- 1e=49-0 0_ -- o 11- -'--- ®- - �. 10: - - - --- ------- - - -- -- --- -- 0�®0$11--�-- 9 - T- -F_ I---- -- - -1----T-- -I----- 8 - --- -- - --;- -Capacity=11-.,05-cfs- - 'I 1 I 1 " 5 _J L____I___.__I___--I-____1_-_ _-_I_____�__- -- � - I I I I I I I -"+ ---- - -- -------"-r----1---- -:--- t----r---r----- 2 1 0. 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III 24-hr 100 yr,24-hr Rainfall=8.88" Prepared by Sanborn, Head&Associates,Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 Hydro CAD Software Solutions LLC Page 10 Summary for Reach 10211: Treatment Swale Inflow Area= 0.292 ac, 0.00%Impervious, Inflow Depth> 6.09" for 100-yr,24-hr event Inflow = 2.39 cfs @ 12.03 hrs, Volume= 0.148 of Outflow = 2.23 cfs @ 12.05 hrs, Volume= 0.148 af, Atten=7%, Lag=1.3 min Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Max.Velocity= 1.07 fps, Min.Travel Time= 1.9 min Avg.Velocity=0.42 fps, Avg.Travel Time=4.8 min Peak Storage=251 cf @ 12.05 hrs Average Depth at Peak Storage=0.91' Bank-Full Depth=2.00' Flow Area=10.0 sf, Capacity= 18AS cfs 0.00' x 2.00' deep channel, n=0.100 Earth,dense brush,high stage Side Slope Z-value=3.0 2.0 '/' Top Width= 10.00' Length= 121.0' Slope=0.0165 '/' Inlet Invert= 193.00', Outlet Invert= 191.00' Reach 102R: Treatment Swale Hydrograph I I I I I I I I I 2.39 cfs outflow 2.23 cfs Inflow Area=0.292 ac I I I I I I I I I I I --- -- Avg p Flow De th'=0.91`- I I I I I I I 2 ! ! Ma* Vej=1 .07 fps 1 1 n=0.100 I I I I I I I I I I I I N I I I I I I I I I I II I L=1211.0° I I I I I I I I I I 3�0 1 1I_-__1II_ S®I ®.®I 1 V�5I I I I I I I I I I I I 1 I Capacity 18.;15 cfs I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type 11124-hr 100 yr,24-hr Rainfall=8.88" Prepared by Sanborn, Head&Associates,Inc. Printed 8/2/2017 HydroCADOO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 9 Summary for Reach 101R: Summary Node Inflow Area= 8.346 ac, 0.08%Impervious, Inflow Depth> 5.76" for 100-yr,24-hr event Inflow = 53.10 cfs @ 12.07 hrs, Volume= 4.006 of Outflow = 53.10 cfs @ 12.07 hrs, Volume= 4,006 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Reach 101R: Summary Node Hydrograph 13 Inflow I I I I I I I I I I I I I I I I I I I -- r--- - - Outflow 55 53.10 cfs -T----', - ; - --In;II i"ea-8.%A. -ac- _ 50 ----r ---r_-_..-I- -- ,--- r- -- ----I-- -------,---..r----I---- , I I I I I I I I I . f 45 ---+----f ----I---- - -- ---- ------------- { ---*----- .. -- I I I I I I I I I I I 1 I I I I I I I I I I 40- - -- ---------'---- -- - '---- ---------'---- -- -L----'---- i I I I I I I I I I I I I I I I I I I I I I I 35- _' ---=-------------..�----i----'- --------- ---- ----' ---- N U , I I I I I I I I I I I ' I---- ---- ----I ---------- 20- 1 I I I i I I I i I I I I 10- --- ----i-- - ----1-- ---- - - ----; ------ I I I I I I I I I 5� 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type 11124-hr 100 yr,24-hr Rainfa11=8.88" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 203S: 203S Runoff = 5.37 cfs @ 12.06 hrs, Volume= 0.354 af, Depth> 5.84" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 100-yr,24-hr Rainfall=8.88" Area(sf) CN Description 1,132 89 Gravel roads HSG C * 30,520 74 Open Space-Good(>75%grass) HSG C 31,652 75 Weighted Average 31,652 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 186 0.0658 0.83 Lag/CN Method, Subcatchment 203S: 203S Hydrograp 6. 1 5.37 cfs --- - - ----; ---; ---j --- - -----;--. ----Typedll 2 -hr- 5- ` 100-yr I I I I I 1 I I I I I I I I I I I I I I 24-fir Rain6ll=8.88" -----T----r----1 r----I-------I-----1 i----I-'---T---- 4 Runoff Area=31 652 sf w r Ru!noff'Volume=0.354 of __.___I_____I____J____J____1_.___1____ 3 3 ; Runoff Depth>5.84" 1 Flow Len th=186' 2= Slo e=0.0658'T- Tc-3.7min I I I I I I I I I I I I - -C N�=7.5_ 1 I 1 I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I i 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type 11124-hr 100 yr,24-hr Rainfa11=8.88" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 202S: 202S Runoff = 6.12 cfs @ 12.04 hrs, Volume= 0.390 af, Depth> 5.84" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 100-yr,24-hr Rainfall=8.88" Area(sf) CN Description 2,784 89 Gravel roads HSG C * 32,127 74 Open Space-Good(>75%grass)HSG C 34,911 75 Weighted Average 34,911 100.00%Pervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 211 0.1454 1.26 Lag/CN Method, Subcatchment 202S: 2025 Hydrograph I I I i I I I I i I I I I I I I I I i I I i I I I I I I I I I I I I I I I Runoff 6.12 cfs --- --- -- _. - ---- -_ --- ----- ... ------ - ------- 6 --- Type IIII 1124-h r 100-yr -- J-- -L-- --------I--- -I-- --_ - 1-- -L- 5- -- 24-hr Rainfa'11=8.88" Runoff Area=34 911 sf 4. R6noff Volume=0.390 of N I I I I I I I I I 1 I I .V. I ----; r----r----I' -------- -----II--- Runoff bepfh>5.84"_ LL 3- Flow Length=211' I I I I I I I I I —- Sloe 4.1.454'P- I I I I I I I I I 2= Tc=`2.8 min --- i -GN-�7-5- I I I I I I I I I r 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type 11124-hr 100 yr,24-hr Rainfall=8.88" Prepared by Sanborn, Head&Associates, Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 201S: 201S Runoff = 59.82 cfs @ 12.08 hrs, Volume= 4.181 af, Depth> 5.71" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 100-yr,24-hr Rainfall=8.88" Area(sf) CN Description 18,301 89 Gravel roads HSG C * 144,412 74 Open Space-Good(>75%grass) HSG C 219,745 73 Woods,Fair HSG C 382,458 74 Weighted Average 382,458 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 510 0.1697 1.58 Lag/CN Method, Subcatchment 201S: 201S Hydrograph 65-" Runoff --- 59.82cfs ., --- r ----r----;.. .--� ----�-- ------ -- -----� --- 60 -- -- r- ---r----r ----r----,----- ---------; ---Type_;11124-hr-- 55= 6 -r- r - ---r----r----r ---r----r----r - 10r---- ----r ---r----i - 50- - --- --- --- ---------------- 244hr-Rainf6ll=8 88"- 45= � ____Runoff-Area=-382,45 40 _._ ___- ---- ____- ---- �__ RunoffV-olume=4181_af__ V 35� 1 1 1 1 ----- -Runoff_bept�h>5 71"-- 30 Flow Len 0th-51-0'-- 1 --1 - ---1 -L- -L- --- ---- 25. ; -;- --; ---- ---;- ---;-- -- ,- -- j-S10 e=0.1697'P-- 20 - c-5. in- 15-' _ ----i - -- _---i --- - ---------r --------- lrNi74 - 10- 5_. 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type 11124-hr 100 yr,24-hr Rainfall=8.88" Prepared by Sanborn, Head&Associates, Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 103S: 103S Runoff = 20.46 cfs @ 12.06 hrs, Volume= 1.367 af, Depth> 5.84" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 100-yr,24-hr Rainfall=8.88" Area(sf) CN Description 9,086 89 Gravel roads HSG C * 100,333 74 Open Space-Good(>75%grass) HSG C 13,006 73 Woods,Fair HSG C 122,425 75 Weighted Average 122,425 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 358 0.1542 1.44 Lag/CN Method, Subcatchment 103S: 103S Hydrograph 22 - 20.46cfs - - _L__ - - - --- ---- - --- --- 21 T--- T --r --r- -r- -- -r-- -. __ ._ 20' -- -'--- --- ---Type-lll-24-hr- 19= - - - --+ - - - - - - - -- 1Otl-yr- 17 `: -- ---- -----------------24-'lhrRainfall=8188"- 16= -- ---' ---._L L__ -L-- ----I-----I_----- --_L-_. -J_ --' - - - Runof#-Runoff -ea=12j2;425 Sf- 15. - +---- ----+ --- ---r- -- 14 -- - ---T -- i ---r. -r- -r -- -----... -i-- _... --- ---- w 13. ,: - --- - -- - - Runoff,V-olume=;1.367 af-- 3 1 - ----} - -; --- - --,-- -I--- -_Ru'noffbe0tih>5.84" O I __T__.__T_-__T___-T-_.._-r_ u. 10. -- -- --' ---- - --'-- --'--- --- L--e-n-9t-h-358` Flow 9_ 1-- - 4 ---- Slo' e4i1542 'V 7- --- --- ---- Tc=4Am,in-- 5 ' r-- -.r--- --.. -, --- ---- -- -...----,- --T -- GIN!"75 4.' . ----7- T T----i - ._..I F--- ----..-----...------ ---r--._.T ._. ------ 3-2. ---- ----'---- ----'----' ---- ----'-- --'-- -----------'---- --- - 1- 0 . 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type I1124-hr 100 yr,24-hr Rainfall=8.88" Prepared by Sanborn, Head&Associates,Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 4 Summary for Sub catchment 102S: 102S Runoff = 2.39 cfs @ 12.03 hrs, Volume= 0.148 af, Depth> 6.09" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 100-yr,24-hr Rainfall=8.88" Area(sf) CN Description 2,639 89 Gravel roads HSG C * 9,874 74 Open Space-Good(>75%grass) HSG C 203 73 Woods,Fair HSG C 12,717 77 Weighted Average 12,717 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (minj (feet] (ft/ftj (ft/sec) (cfs) 1.9 144 0.1448 1.24 Lag/CN Method, Subcatchment 1O2S: 1O2S tl ydrograp I I I I I 1 I I I I I I I I I I I I 1 I I I I I 2.39 cfs Type III 24-hr I I I I I I I I I I I 1 -I___.-_I___ 1007yr_ I r 2- 24-hr Rainfa11=8.88" I I I I I I I I I I I I kunoff Area=1 ,717 sf I I I I I I I I I I I I Runoff Volume=0.148 of U 1 1 3 Runoff Depth>6.09" U. __. lowlenOth=1,44' - 1 S1004.1448 T Tc-1.9 min I I I I I I I I I I I I CNT77 I I I I I I i I I I I I I I I I I I I I 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type 11124-hr 100 yr,24-hr Rainfall=8.88" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 101S: 101S Runoff = 37.58 cfs @ 12.06 hrs, Volume= 2.497 af, Depth> 5.72" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span= 1,00-24.00 hrs,dt=0.01 hrs Type III 24-hr 100-yr,24-hr Rainfall=8.88" Area(so CN Adj Description 8,673 89 Gravel roads HSG C * 196,878 74 Open Space-Good(>75%grass)HSG C 306 98 Unconnected pavement HSG C 22,538 73 Woods,Fair HSG C 228,394 75 74 Weighted Average,UI Adjusted 228,089 99,87% Pervious Area 306 0.13%Impervious Area 306 100.00%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 379 0.1839 1.60 Lag/CN Method, Subcatchment 101S: 101S Hydrograph 42- ' --r-----I ----r- - r ---r.. —r --r- - -I - --- --- -I ---- Runoff 40 37.58 cfs - ; - --; ---'- --;-- -;-- - --- -----; -; ---; - 36 -- --= - -- --- __TYPeJlll2 -hr I i I I I I I I 34 - '-- L--- ---- ---- ---- --- -----'-- -------' ----'--1 oo-yl r-- --- ------- ---- 30 __ 24�hr Rainfall=$ 88"== - , --- -r---'r-----"----r--_.....-f----1-._---�- -----I- -- zaa _---'---_-'---Ru noff-Area=22'8-394 sf- 26`' --- ---'- -----'- --'---- 24 ^ - - -- ---I, --I,- --------Runoff__V_olume.=2A9_7 af_- v 22` _ _L__ __Runoff____ _ bep th>5.72"__ 0 20- . --- ---, --- ---- ---}--- - -- - -- --- ------I- 18' f - --t----r----r----'r-- ----i. ---Flow LenOth=379'-- 16 -- -t - -t -- -r -r- -r- -I-- - I- I- �-- 14- - r ---1 --r ---r --r- ---- r 1---- I - I �., I I I I - ----- - 124 --i I ,-----,----- __ -I-----I-----;--._ .._'I_-T-c=4.0 min-- 10 --- - --- ----- _ . ----'-- ----- ---'-- -----I- -'--- - ---...i--- UI'AdWsted-CN-=-74- s _ •� I I "•. I I I I I I I I I I I ---- ---------'---- -- 2. 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type 11124-hr 100 yr,24-hr Rainfall=8,88" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCAD®10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Pam Time span=1.00-24.00 hrs,dt=0.01 hrs,2301 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment 101S: 101S Runoff Area=228,394 sf 0.13%Impervious Runoff Depth>5.72" Flow Length=379' Slope=0,1839'/' Tc=4.0 min UI Adjusted CN=74 Runoff=37.58 cfs 2.497 of Subcatchment 102S: 102S Runoff Area=12,717 sf 0.00%Impervious Runoff Depth>6.09" Flow Length=144' Slope=0.1448'/' Tc=1.9 min CN=77 Runoff=2.39 cfs 0.148 of Subcatchment 103S: 103S Runoff Area=122,425 sf 0.00%Impervious Runoff Depth>5.84" Flow Length=358' Slope=0.1542'/' Tc=4.1 min CN=75 Runoff=20.46 cfs 1.367 of Subcatchment 201S: 201S Runoff Area=382,458 sf 0.00%Impervious Runoff Depth>5.71" Flow Length=510' Slope=0.1697'/' Tc=5.4 min CN=74 Runoff=59.82 cfs 4.181 of Subcatchment 202S:202S Runoff Area=34,911 sf 0.00%Impervious Runoff Depth>5.84" Flow Length=211' Slope=0.1454'/' Tc=2.8 min CN=75 Runoff=6.12 cfs 0.390 of Subcatchment 203S: 203S Runoff Area=31,652 sf 0.00%Impervious Runoff Depth>5.84" Flow Length=186' Slope=0.0658'/' Tc=3.7 min CN=75 Runoff=5.37 cfs 0.354 of Reach 10111:Summary Node Inflow=53.10 cfs 4.006 of Outflow=53.10 cfs 4.006 of Reach 10211:Treatment Swale Avg.Flow Depth=0.91' Max Vet=1.07 fps Inflow=2.39 cfs 0.148 of n=0.100 L=121.0' S=0.0165'/' Capacity=18AS cfs Outflow=2.23 cfs 0.148 of Reach 10311:Treatment Swale Avg.Flow Depth=2.31' Max Vet=1.19 fps Inflow=20.46 cfs 1.367 of n=0.100 L=490.0' S=040061'/' Capacity=11.05 cfs Outflow=15.60 cfs 1.362 of Reach 20111:Summary Node Inflow=70.01 cfs 4.921 of Outflow=70.01 cfs 4.921 of Reach 20211:Treatment Swale Avg.Flow Depth=1.33' Max Vet=1.21 fps Inflow=6.12 cfs 0.390 of n=0.100 L=240.0' S=0.0125'/' Capacity=15.79 cfs Outflow=5.37 cfs 0.389 of Reach 20311:Treatment Swale Avg.Flow Depth=1.08' Max Vet=1.65 fps Inflow=5.37 cfs 0.354 of n=0.100 L=292.0' S=0.0308'/' Capacity=24.79 cfs Outflow=4.85 cfs 0.353 of Pond 1P:Level Spreader Peak Elev=191.39' Storage=0.002 of Inflow=17.22 cfs 1.510 of Outflow=17,22 cfs 1.509 of Pond 2P:Level Spreader Peak Elev=204.18' Storage=0.002 of Inflow=5.37 cfs 0.389 of Outflow=5.37 cfs 0.388 of Pond 3P:Level Spreader Peak Elev=238,17' Storage=0.002 of Inflow=4.85 cfs 0.353 of Outflow=4.85 cfs 0,352 of Total Runoff Area= 18.654 ac Runoff Volume=8.937 of Average Runoff Depth= 5.75" 99.96%Pervious= 18.647 ac 0.04%Impervious=0.007 ac F 01 R ummary Node 1P Level Spreader 103] 102R Treat ent Swale ;'atment Swale 101S 101 S 103S` 1025 103S 102S E S 203S 202S` 201 S 202S / 203s [202]R F 03R Tr atment Swale Treatment Swale 4 3P , /Vel Spreader Level Spreader [201 R Summary Node SUbcat Reach Pon Llnk Routing Diagram for Post-Development-2017 Prepared by Sanborn, Head&Associates, Inc., Printed 8/2/2017 HydroCADO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Post-Development-2017 Type III24-hr 25 yr,24-hr Rainfall=6.13" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCADOO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 20 Pond 3P: Level Spreader Hydrograph I I I I I I [a Inflow 3 2.78 CfS1 i Primary In 'lovi/ Area 0.77 ac I I I I I I 1 I I I I I e;ak lev= 38.1! ' I I I I I I I I I I I I ---- _ -- ----I- - -- tora e-0-00-1-;af-- I 1 I I I I I 1 I I I I I I I I I I I 2 I I I I I I I I I I I I I I I I I I I I 1 I I I N I I I I I I I I I I I I U I I I I I I 1 I I I I I 3 I I I I I I Q I I I I I I I I 1 I I I LL y I I I I I I I I I I I I I I I I I 1 I I I I 1 I I I I I I I I I I 1 I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III 24-hr 25 yr,24-hr Rainfall=6.13" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 @ 2014 HydroCAD Software Solutions LLC Page 19 Summary for Pond 3P: Level Spreader Inflow Area= 0.727 ac, 0.00%Impervious, Inflow Depth> 3.38" for 25-yr,24-hr event Inflow = 2.78 cfs @ 12.09 hrs, Volume= 0.205 of Outflow = 2.78 cfs @ 12.09 hrs, Volume= 0.204 af, Atten=0%, Lag=0.1 min Primary = 2.78 cfs @ 12.09 hrs, Volume= 0.204 of Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Peak Elev=238,12' @ 12.09 hrs Sur£Area=0.003 ac Storage=0.001 of Plug-Flow detention time=4.6 min calculated for 0.204 of(100%of inflow) Center-of-Mass det.time= 1.6 min(829.0-827.4) Volume Invert Avail.Storage Storage Description #1 237.50' 0.003 of Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 237.50 0.001 0.000 0.000 238.00 0.003 0.001 0.001 238.50 0.003 0.002 0.003 Device Routing Invert Outlet Devices #1 Primary 238,00' 20.0'long (Profile 9) Broad-Crested Rectangular Weir Head(feet) 1.97 2.46 2.95 3.94 4.92 Coef. (English) 3.55 3.55 3.57 3.60 3.66 Primary OutFow Max=2.77 cfs @ 12.09 hrs HW=238.12' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 2.77 cfs @ 1.20 fps) Post-Development-2017 Type II124-hr 25 yr,24-hr Rainfall=6.13" Prepared by Sanborn, Head&Associates,Inc. Printed 8/2/2017 HydroCAD®10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 18 Pond 2P: Level Spreader Hydro graph I I I I I I I I I I I I I I I I I 1 I I I I I I I I I ®ir1�iOW 3.06 CfS - ----1_ i113 Primary Inlovu rea=0.801 ac 3- 1 Peak leV= Q .1; ' I I I I I I I I I I I 1 i- -- ---- --- ---- torage=0.001 ;af I I I I I I I I I I I I N 2- U I I I I I I I 1 I I I I 3 I I I I I I I I I 1 I I LL I I 1 I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III 24-hr 25 yr-,24-hr Rainfall=6.1.3" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 (Q 2014 Hydro CAD Software Solutions LLC Page 17 Summary for Pond 2P: Level Spreader Inflow Area= 0.801 ac, 0.00%Impervious, Inflow Depth> 3.38" for 25-yr,24-hr event Inflow = 3.06 cfs @ 12.08 hrs, Volume= 0.226 of Outflow = 3.06 cfs @ 12.08 hrs, Volume= 0.225 af, Atten=0%, Lag=0.1 min Primary = 3.06 cfs @ 12.08 hrs, Volume= 0.225 of Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Peak Elev=204,12' @ 12,08 hrs Sur£Area=0.003 ac Storagc=0.001 of Plug-Flow detention time=4.2 min calculated for 0.225 of(100%of inflow) Center-of-Mass det.time= 1.4 min(828.7-827.3) Volume Invert Avail.Storage Storage Description #1 203.50' 0.003 of Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 203.50 0.001 0.000 0.000 204.00 0.003 0.001 0.001 204.50 0.003 0.002 0.003 Device Routing Invert Outlet Devices 41 Primary 204.00' 20.0'long (Profile 9)Broad-Crested Rectangular Weir Head(feet) 1.97 2.46 2.95 3.94 4.92 Coef.(English) 3.55 MS 3.57 3.60 3.66 T-rimary Outflow Max=3.06 cfs @ 12.08 hrs HW=204.12' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 3.06 cfs @ 1.24 fps) Post-Development-2017 Type III 24-hr 25 yr,24-hr Rainfall=6.13" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCADOO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 16 Pond 1P: Level Spreader Hydrogra h I I 1 I I I I I I I I I I I 1 I I I I I I I I I 1 I I I I I I nflOW I Primary 10 9.73 cfs - -- --- I---- ---;- Inflow-Arlen 3.-1;02-ac-- I I I I I I I 1 I I Peak 10®1-91 27'- . Storage=0-:00 -;af- - I I . I N 1 3 I I I I I I I I I I I I 1 I = I I 3_ ----'----------i--- -1----'-----'------1----,----L----1----- " I I I I I I I I I I I 1 2 -- - - - -I----------T'"---I-- ..-I-- 1 ....-T-._... "f - ....I I 1 I I I I I I 0 tA 1 I I I I I 10 11 12 13 14 16 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III24-hr 25 yr,24-hr Rainfall=6.13" Prepared by Sanborn, Head&Associates, Inc. Printed 8/2/2017 HydroCADOa 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 15 Summary for Pond 1P: Level Spreader Inflow Area= 3.102 ac, 0.00%Impervious, Inflow Depth> 3.39" for 25-yr,24-hr event Inflow = 9.73 cfs @ 12.12 hrs, Volume= 0.877 of Outflow = 9.73 cfs @ 12.12 hrs, Volume= 0.876 af, Atten=0%, Lag=0.0 min Primary = 9.73 cfs @ 12.12 hrs, Volume= 0.876 of Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Peak Elev= 191,27' @ 12.12 hrs Surf.Area=0.003 ac Storage=0.002 of Plug-Flow detention time= 1.2 min calculated for 0.876 of(100%of inflow) Center-of-Mass det.time= 0.5 min(832.2-831.8) Volume Invert Avail.Storage Storage Description #1 190.50' 0.003 of Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 190.50 0.001 0.000 0.000 191.00 0.003 0.001 0.001 191.50 0.003 0.002 0.003 Device Routing Invert Outlet Devices #1 Primary 191.00' 20.0'long (Profile 9) Broad-Crested Rectangular Weir Head (feet) 1.97 2.46 2.95 3.94 4.92 Coe£(English) MS MS 3.57 3.60 3.66 Primary OutFow Max=9.73 cfs @ 12.12 hrs HW=191.27' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 9.73 cfs @ 1.83 fps) Post-Development-2017 Type II124-hr 25 yr,24-hr Rainfall=6.13" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCADO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 14 Summary for Reach 20311: Treatment Swale Inflow Area= 0.727 ac, 0.00%Impervious, Inflow Depth> 3.39" for 2S-yr,24-hr event Inflow = 3.14 cfs @ 12.06 hrs, Volume= 0.20S of Outflow = 2.78 cfs @ 12.09 hrs, Volume= 0.20S af, Atten= 12%, Lag=2.2 min Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Max.Velocity=1.43 fps, Min.Travel Time=3.4 min Avg.Velocity=0.60 fps, Avg.Travel Time=8.1 min Peak Storage=S66 cf @ 12.09 hrs Average Depth at Peak Storage=0.88' Bank-Full Depth=2.00' Flow Area= 10.0 sf, Capacity=24.79 cfs 0.00' x 2.00' deep channel, n=0.100 Earth,dense brush,high stage Side Slope Z-value=3.0 2.0 '/' Top Width= 10.00' Length=292.0' Slope=0.0308'/' Inlet Invert=247.00% Outlet Invert=238.00' Reach 20311: Treatment Swale ydrograph I I I I I I I I I 1 I I I I I I I I I I 13 Inflow 3.14 cfs outflow --- - - L-- -- -- Mnfl®w Area"'-9.727 __I.____.J____1__ L_ I... l__ __. I I I I I I 3-� � 2.78 cfs I I I I I I I I I I I Avg. Flout/ Depth;=0.88' Mai VeN=1.' 43 fps I I I I I I I I I I I I _I____y_____Y___ Y _ -_ I I I I I I I I I I n®0.1-00._ I I I I i I I I I I I I 2- U=292� 0° 3 f 1 0.0308 V I I I I I I I I I I I I - -- +---- ---,I--Capacity 24:;79-cfs-. I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I o- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III 24-hr 25 yr,24-hr Rainfall=6.13" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 13 Summary for Reach 20211: Treatment Swale Inflow Area= 0.801 ac, 0.00%Impervious, Inflow Depth> 3.39" for 25-yr,24-hr event Inflow = 3.58 cfs @ 12.04 hrs, Volume= 0.227 of Outflow = 3.06 cfs @ 12.08 hrs, Volume= 0.226 af, Atten= 15%, Lag=2.4 min Routing by Stor-Ind method,Time Span= 1.00-24.00 hrs,dt= 0.01 hrs Max.Velocity= 1.05 fps, Min.Travel Time= 3.8 min Avg.Velocity=0.44 fps, Avg.Travel Time=9.2 min Peak Storage=702 cf @ 12.08 hrs Average Depth at Peak Storage= 1.08' Bank-Full Depth= 2.00' Flow Area= 10.0 sf, Capacity= 15.79 cfs 0.00' x 2.00' deep channel, n= 0.100 Earth,dense brush,high stage Side Slope Z-value=3.0 2.0'/' Top Width=10.00' Length=240.0' Slope=0.0125'/' Inlet Invert=207.00', Outlet Invert=204.00' Reach 202R: Treatment Swale Hydrograph ®Inflow 4- 3.58 cfs [03 outflow Inflow Area=0.801 ac 1- - -- 9 - p ' .'-- 3.06 cfs ---;-- -,---- � � � V FLOW a t�"1-1:08-- 3 ax Ve1=1 .0 fps n-0.100 - L 246.0 ®0.0125 "gym --r-- ----- ; ------ --�----- _Capacity;1.5J" cfs_- 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III24-hr 25 yr,24-hr Rainfall=6.13" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 12 Summary for Reach 201R: Summary Node Inflow Area= 10.308 ac, 0.00%Impervious, Inflow Depth> 3.30" for 25-yr,24-hr event Inflow = 40.48 cfs @ 12.08 hrs, Volume= 2.837 of Outflow = 40.48 cfs @ 12.08 hrs, Volume= 2.837 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Reach 201R: Summary Node Hy rograph I I I I I I I I 44:' 42 40.48 cfs _-- --,-I--- n 'O @ - -- , --I - , Vt�-7A_r -a=1 403 --'-----'- --- --- ----I .._._�- 1 ---I- ' 34- _ � ---I --- - ----------- I 32' - '?, ---+----' ----I---- ---- +---- ----'--- ---- ' ---�-- �- : ---- 30 --- -- ... r----r- ---- -..._.-r-- -I-- -r -- -_r----r---- y 26 � = I I I ----- ----r -------- , Q W 20T ' - a "' - +---- ----I---- ----+---- -- ...'-----'---- ---- --------- ' 18" - r - ----I-- ------;- ...-r-- -I- - -I--- -r----; -- 16- --1 _L----I-_ 14 --r----r----i---- ---- ----r-- ------I- - ----r --r---- 12 -- _-- -- -- 10' -- _ -----'--- ----1- -L----'- - ---- 1.... - L--------- _ 6- - -- --- --- -- -- -- -- 4: 2 , 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type I1124-hr 25 yr,24-hr Rainfall=6.13" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCAD®10.00-13 s/n 08733 @ 2014 HydroCAD Software Solutions LLC Page 11 Summary for Reach 103R: Treatment Swale Inflow Area= 2.810 ac, 0.00%Impervious, Inflow Depth> 3.39" for 25-yr,24-hr event Inflow = 11.98 cfs @ 12.06 hrs, Volume= 0.794 of Outflow = 8.79 cfs @ 12.13 hrs, Volume= 0.790 af, Atten=27%, Lag=3.9 min Routing by Stor-Ind method,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Max.Velocity= 1.04 fps, Min.Travel Time=7.8 min Avg.Velocity=OAS fps, Avg.Travel Time= 18.0 min Peak Storage=4,126 cf @ 12.13 hrs Average Depth at Peak Storage= 1.84' Bank-Full Depth=2.00' F1owArea=10.0 sf, Capacity=11.05 cfs 0.00' x 2.00' deep channel, n=0.100 Earth,dense brush,high stage Side Slope Z-value=3.0 2.0 '/' Top Width= 10.00' Length=490.0' Slope=0.0061'/' Inlet Invert= 194.00', Outlet Invert= 191.00' x, r r I Reach 10311: Treatment Swale Hydrograph I 1 1 I I 1 1 I 1 1 I I ®Inflow I I I I I I I I I I I 13- - :! .98 CfS -r--- r ...--I--- -- r- -r-- -- ---- i----r --r---- l Outflow 12-. " --- --- - - II,-- -I; ------- --- - ----Inflow-Arezk=2.$10-;ac-- : ��� 11 -- I- ---1- --;----I---- ----1--AV -.- late- - � th=1-.64`- I I ! I I � 1 I I h 1 � -- --- I- -- ----=- - --- -- a- 10, 8 79 cfs' (VlaX vel®'�.04 fPS - 9:. - ---Y-...'--r----I-----1-----"t---.--r-----I---'--I----',"----r----I------ 8 - --- ----I- -- -- - ---- r----r--- ---- ---- -- n=0.1.00__ w , iiO ��** LL I ° 6 I i I I I I 5- --__._I_-_-_1-__- - _-_- __C I -I_i_t y_1 11_.rr0I -5--.c_-IrI _-sapac 4 r — ----- ---- -_-- _ I I I I I I I 1 ! 1 --- ----------- ------- ---- ------ - -- 3-" 1 I -- ---I- I I I I I I I I I " I I 2 I I I I I I I I 1� 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III24-hr 25 yr,24-hr Rainfall=6.13" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 10 Summary for Reach 10211: Treatment Swale Inflow Area= 0.292 ac, 0.00%Impervious, Inflow Depth> 3.59" for 25-yr,24-hr event Inflow = 1.43 cfs @ 12.03 hrs, Volume= 0.087 of Outflow = 1.31 cfs @ 12.05 hrs, Volume= 0.087 af, Atten=8%, Lag=1.5 min Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Max.Velocity=0.94 fps, Min.Travel Time=2.1 min Avg.Velocity=0.38 fps, Avg.Travel Time=5.3 min Peak Storage=169 cf @ 12.05 hrs Average Depth at Peak Storage=0.75' Bank-Full Depth=2.00' Flow Area= 10.0 sf, Capacity= 18AS cfs 0.00' x 2.00' deep channel, n=0.100 Earth,dense brush,high stage Side Slope Z-value=3.0 2.0 '/' Top Width=10.00' Length= 121.0' Slope=0.0165 '/' Inlet Invert= 193.00', Outlet Invert=191.00' Reach 10211: Treatment Swale Hydrograph I I I I I 1 I I I I I 1.43 cfs outflow Inflow Areek'=0.?92 ac 1.31 cfs Avg. Flow Dgpth'=0.75' I I I I I I I I I I I I -- - -- -- -;---- -- ---- hAax_V_eN=_0.94_fps _ I I I I I I I I I I I I 1 n=0.1 00 N I i I I I I I I I I I I 3 I I I I I I I I I I I I U. S=0.0165'I '/' I I I I I I I I I I I Capacity 18.;15 cfs I I I I I I I I I I I i I I I I I I 1 I I I I t I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Developmeirt-2017 Type III24-hr 2.5 yr;24-hr Rainfall=6.13" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCAD@O 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions 11C Page 9 Summary for Reach 101R: Summary Node Inflow Area= 8.346 ac, 0.08%Impervious, Inflow Depth> 3.33" for 2S-yr,24-hr event Inflow = 30.37 cfs @ 12.07 hrs, Volume= 2.315 of Outflow = 30.37 cfs @ 12.07 hrs, Volume= 2.315 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Reach 101R: Summary Node Hydrograph I I I I -- - -- - - -I- -- r -- -1- - ®Inflow 34 -'-- --- _ _ Outflow ___ 1 .__1 __L __ __. 321 30 37 cfs _ Inflow- rea;8 31 6 ac- - 30, 28-' I I I I I I I I 26`' I 24=" 22_ 20' ; I I I I I I I I I I I O 16- 1 I I I I I I I I I 1. i 14- I I I I I I I -I___.__ 12- .' I i I 10 I I I I I I I I I 6 1 I 6, ' --'---- ---- +----:------'---- --- ..------ - ------ 4_ --- . 2- 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III 24-hr 25 yr,24-hr Rainfall=6.13" Prepared by Sanborn, Head&Associates,Inc. Printed 8/2/2017 HydroCAD®10,00-13 s/n 08733 ©2014 Hydro CAD Software Solutions LLC page 8 Summary for Subcatchment 203S: 203S Runoff = 3.14 cfs @ 12.06 hrs, Volume= 0.205 af, Depth> 3.39" Runoff by SCS TR-20 method,UII=SCS,Weighted-CN,Time Span=1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 25-yr,24-hr Rainfall=6.13" Area(so CN Description 1,132 89 Gravel roads HSG C * 30,520 74 Open Space-Good(>75%grass)HSG C 31,652 75 Weighted Average 31,652 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 186 0.0658 0.83 Lag/CN Method, Subcatchment 203S: 203S Hydrogra h ; Runoff 3.14 cfs ----;---- ---- -- ------T�/ e 1II 24-hr- 3 Jp i 25-yr 24-hr Rainfa11=6.13" t Runoff Area=31 652 sf ------------,---- ---------- ------ ---------- 2 Runoff Volume=0.205 of Runoff Depth>3.89" j Flow Length=186' Slo e=0.0658 '/' 1- Tc=3.7 fnin ; CN-75 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type II124-hr 25 yr,24-hr Rainfall=6.13" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 @ 2014 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 202S: 202E Runoff = 3.58 cfs @ 12.04 hrs, Volume= 0.227 af, Depth> 3.39" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 25-yr,24-hr Rainfall=6.13" Area(sf) CN Description 2,784 89 Gravel roads HSG C * 32,127 74 Open Space-Good(>75%grass) HSG C 34,911 75 Weighted Average 34,911 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 211 0.1454 1.26 Lag/CN Method, Subcatchment 202S: 202S Hydrograph 4 3.58 cfs Type;III 24-hr -Y-- -- --------- - - ---------------- -- -- --- ---- ---- -- - 3 24-hr Rainfall=6.13" Runoff Area=34,91 1 sf w Runoff Vol6me=0.227 of 2 Runoff bepth 339" o Flow LenOth=211' j S1004,.1454 T 1 . CN ' 75 0 10 11 12 13 1'4 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III24-hr 25 yr,24-hr Rainfall=6.13" Prepared by Sanborn, Head&Associates,Inc. Printed 8/2/2017 HydroCADO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 201S: 201S Runoff = 34.67 cfs @ 12.08 hrs, Volume= 2.408 af, Depth> 3.29" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 25-yr,24-hr Rainfall=6.13" Area(sf) CN Description 18,301 89 Gravel roads HSG C * 144,412 74 Open Space-Good(>7S%grass) HSG C 219,745 73 Woods,Fair HSG C 382,458 74 Weighted Average 382,458 100.00%Pervious Area Tc Length Slope Velocity Capacity Description -__(min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 510 0,1697 1.58 Lag/CN Method, Subcatchment 201S: 201S Hydro ra h 38: 36 Runoff : . 34.6Tcfs -I - - r ---r -r -;-- -;-- - - �---- i ----,- --�---- - --- ----- 34: -- --- - ---; -; - - -- -- ;- - ----TYpe_;I1124-hr 32:" --- _ r 30 Y _ -----�-- ---�- 28=''. __ ___ 24-hr Ral.nfallF 6,437__ 26: -- - --- --- ----;-- ---- --Runoff-Area=38'2-458 sf-... 24 _ _r ---- --- ----- 22.. Ru�noffVolum- e2.49-8 -a-f-_ ,8 - Runoff.bepfh>329"-- - o- -r---- Flow...Len6th=510' 16 1 1- r - r - -- ----r ----i 14:' , --- 1 --, ---, ----r-- - -- --- - Slope=0-1697-I -- __-- -- 12 10 ` --- Tc=5.4 rr�i n - 87 -- --- --- CN4.74-- --- - 6- I I I 1 - ------1- ---r-_..--r----r r --r...... ..--r---r-----r---------r----- 4: i 2- - 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III24-hr 25 yr,24-hr Rainfall=6.13" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCADO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 103S: 103S Runoff = 11.98 cfs @ 12.06 hrs, Volume= 0.794 af, Depth> 3.39" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 25-yr,24-hr Rainfall=6.13" Area(sf) CN Description 9,086 89 Gravel roads HSG C * 100,333 74 Open Space-Good(>75%grass) HSG C 13,006 73 Woods,Fair HSG C 122,425 75 Weighted Average 122,425 100.00%Pervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 358 0.1542 1.44 Lag/CN Method, Subcatchment 103S: 1035 Hydrograph 0 Runoff 13: 11.98 cfs -r ---, -r----r ----,--- --- - ------ - ------- -- 12 a[ne'III.24-hr T - ,-- - ...._ r----r---r----r---...r-- r----r --i-----i F—i- i----- 11 F i ----- ---- 10: ---- 24_!�'hr_Rainfall_=_6.43"__ 9= Ru noff Area=_122,4� s_f_ --- ---- ---- 8- -- Runoff V_olume='0.794af-- 3 7" __'_-Runoff 0epfh>3.39' _- - - u 6 i---- ---- ----L-- flow-Len0#1T=358'--- 5 Slo' a-0 4= --- +----+------ ---- -�-- - ---------'-- ---Tc=4.1nin- 3- GN-75- 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III24-hr 25 yr,24-hr Rainfall=6.13" Prepared by Sanborn, Head&Associates,Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 102S: 102S Runoff = 1.43 cfs @ 12.03 hrs, Volume= 0.087 af, Depth> 3.59" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 25-yr,24-hr Rainfall=6.13" Area(sf) CN Description 2,639 89 Gravel roads HSG C * 9,874 74 Open Space-Good(>75%grass) HSG C 203 73 Woods,Fair HSG C 12,717 77 Weighted Average 12,717 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 144 0.1448 1.24 Lag/CN Method, Subcatchment 102S: 102S Hydrograph I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Runoff 1.43 cfs -type III 24-hr 25-yr 24-hr Rainfa11=6.13" 1 --�-�- 1 ---- ----kunoff-Area_12-,7-17-sf- 1- Runoff(Volume=0.087 of UI I I I I I I I I I I I 3 r Runoff bepth>3.59" 0 I I I I I I I I I I I I Flow LenOth=144' S1004.1448 T Tc=1.9min I I I I I I I I I I I I CN=77 I I I I I I I I I I I I 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type W 24-hr 25 yr,24-hr Rainfall=6.13" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 101S: 101S Runoff = 21.78 cfs @ 12.06 hrs, Volume= 1.438 af, Depth> 3.29" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 25-yr,24-hr Rainfall=6.13" Area(so CN Adj Description 8,673 89 Gravel roads HSG C * 196,878 74 Open Space-Good(>75%grass) HSG C 306 98 Unconnected pavement HSG C 22,538 73 Woods,Fair HSG C 228,394 75 74 Weighted Average,UI Adjusted 228,089 99.87% Pervious Area 306 0.13%Impervious Area 306 100.00%Unconnected Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 379 0.1839 1.60 Lag/CN Method, Subcatchment 101S: 101S Hydrograph 24 -- --+----+ -- -+ - -- - - - -- ----I -I --- IR noff 23`"'. 21.78 cfs -'I -T - - - -- ---- ---- ---'I - 2214 2 _ I __.._TWe;1[134-hr-_ 20: __ _ -I-- ---- ---- -- - I I I _ 19 18 - ----- ---- ---- _24--hr-R6infa11=6A3"-- 17E --- -- ---- --- - --- - --------.. ---------'--- 16 r -T ---' --r---- ---- --Runoff-Area=--22'8-39� sf- 15- --- - ------' ----- --' - - ----'--- ...I-----'-- ....-I— 22 Runoff IVolume=1.438 af- u 13= --- 12= - ' --- ---- --- -I- -- -,-Runoff bept'h>-3.-29"-- o - io ---;----r-- -; -- -- lo-w_Length=37-9'-- -- 9 - ---, -; ----; --�- --�--- - ------Sloe=Q�1839='/_'__ Tc=14:0 -min-- 7-' 5- - ---- ---- --- - -- ---U1�Adiusted-CN=74-- 1 v 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III 24-hr 25 yr,24-hr Rainfall=6.13" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCAD®10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 2 Time span=1.00-24.00 hrs,dt=0.01 hrs,2301 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment 101S: 101S Runoff Area=228,394 sf 0.13%Impervious Runoff Depth>3.29" Flow Length=379' Slope=0.1839'/' Tc=4.0 min UI Adjusted CN=74 Runoff=21.78 cfs 1.438 of Subcatchment 102S: 102S Runoff Area=12,717 sf 0.00%Impervious Runoff Depth>3.59" Flow Length=144' Slope=0.1448'/' Tc=1.9 min CN=77 Runoff=1.43 cfs 0.087 of Subcatchment 103S: 103S Runoff Area=122,425 sf 0.00%Impervious Runoff Depth>3.39" Flow Length=358' Slope=0.1542'/' Tc=4.1 min CN=75 Runoff=11.98 cfs 0.794 of Subcatchment 201S: 201S Runoff Area=382,458 sf 0.00%Impervious Runoff Depth>3.29" Flow Length=510' Slope=0.1697'/' Tc=5.4 min CN=74 Runoff=34.67 cfs 2.408 of Subcatchment 202S:202S Runoff Area=34,911 sf 0.00%Impervious Runoff Depth>3.39" Flow Length=211' Slope=0.1454'/' Tc=2.8 min CN=75 Runoff=3.58 cfs 0.227 of Subcatchment 203S:203S Runoff Area=31,652 sf 0.00%Impervious Runoff Depth>3.39" Flow Length=186' Slope=0.0658'/' Tc=3.7 min CN=75 Runoff=3.14 cfs 0.205 of Reach 10111:Summary Node Inflow=30.37 cfs 2.315 of Outflow=30.37 cfs 2.315 of Reach 10211:Treatment Swale Avg.Flow Depth=0.75' Max Vet=0.94 fps Inflow=1.43 cfs 0.087 of n=0.100 L=121.0' S=0.0165'/' Capacity=18.15 cfs Outflow=1.31 cfs 0.087 of Reach 103R:Treatment Swale Avg.Flow Depth=1.84' Max Vet=1.04 fps Inflow=11.98 cfs 0.794 of n=0.100 L=490.0' S=0.0061'/' Capacity=11.05 cfs Outflow=8.79 cfs 0.790 of Reach 20111:Summary Node Inflow=40.48 cfs 2.837 of Outflow=40.48 cfs 2.837 of Reach 202R:Treatment Swale Avg,Flow Depth=1.08' Max Vet=1.05 fps Inflow=3.58 cfs 0.227 of n=0.100 L=240.0' S=0.0125'/' Capacity=15.79 cfs Outflow=3.06 cfs 0.226 of Reach 203R:Treatment Swale Avg.Flow Depth=0.88' Max Vet=1,43 fps Inflow=3.14 cfs 0.205 of n=0.100 L=292.0' S=0.0308'/' Capacity=24.79 cfs Outflow=2.78 cfs 0.205 of Pond 1P:Level Spreader Peak Elev=191.27' Storage=0.002 of Inflow=9.73 cfs 0.877 of Outflow=9.73 cfs 0.876 of Pond 2P.Level Spreader Peak Elev=204.12' Storage=0.001 of Inflow=3.06 cfs 0.226 of Outflow=3.06 cfs 0.225 of Pond 3P:Level Spreader Peak Elev=238.12' Storage=0.001 of Inflow=2.78 cfs 0.205 of Outflow=2.78 cfs 0.204 of Total Runoff Area= 18.654 ac Runoff Volume=5.160 of Average Runoff Depth= 3.32" 99.96%Pervious= 18.647 ac 0,04%Impervious=0.007 ac FOI ummary Node 1P Level S re er FIO3R 102R Treat ent Swale Tr atment Swale (10 1 4 101 S 103S 102S 103S 102S E S' 203S' 202S 201 S / 202S / 203S [202R] F2O3R Tratment Swale Treatment Swale 2P 3P /Vel Spreader Level Spreader [20 I R Summary Node Subcat Reach , on Link] Routing Diagram for Post-Development-2017 Prepared by Sanborn,Head&Associates, Inc., Printed 8/2/2017 HydroCADO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Post-Development-2017 Type III24-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCADO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 20 Pond 3P: Level Spreader Hydrograph I I I I ®Inflow 2- I I I I I I I I I I I ry 1.84 cfs Prima Inflow Area 0.7 7c I I I I I I I I I I I 1 Perak lev= �8.QW I I I I I I I I I I I I tora a 0.001 ;af I I I I I I I I I I I I I I I I I I I I I I I I U I I I I I I I I I I I I 0 1 U. I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I { I I I I I I I I I I I I I I I I I I I { I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I 0 10 11 12 13 14 15 16 V 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III 24-hr 1 D yr,24-hr Rainfall=4.81" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCAD®10.00-13 s/n 08733 ©2014 Hydro CAD Software Solutions LLC Page 19 Summary for Pond 3P: Level Spreader Inflow Area= 0.727 ac, 0.00%Impervious, Inflow Depth> 2.29" for 10-yr,24-hr event Inflow = 1.84 cfs @ 12.10 hrs, Volume= 0.139 of Outflow = 1.84 cfs @ 12.10 hrs, Volume= 0.138 af, Atten=0%, Lag=0.1 min Primary = 1.84 cfs @ 12.10 hrs, Volume= 0.138 of Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Pealc Elcv=238.09'@ 12.10 hrs SurLArea=0.003 ac Storage=0.001 of Plug-Flow detention time= 6.2 min calculated for 0.137 of(99%of inflow) Center-of-Mass det time=2.0 min(841.0-839.0) Volume Invert Avail.Storage Storage Description #1 237.50' 0.003 of Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 237.50 0.001 0.000 0.000 238.00 0.003 0.001 0.001 238.50 0.003 0.002 0.003 Device Routing Invert Outlet Devices #1 Primary 238.00' 20.0'long (Profile 9)Broad-Crested Rectangular Weir Head(feet) 1.97 2.46 2.95 3.94 4.92 Coef.(English) 3.55 3.55 3.57 3.60 3.66 T-rimary OutFlow Max=1.84 cfs @ 12.10 hrs HW=238.09' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 1.84 cfs @ 1.05 fps) Post-Development-2017 Type III24-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCADOO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 18 Pond 2P: Level Spreader Hydrograph I I I t I I I I I I I I I I I I I 0 Inflow 1 I I I I I I I I I 2.02 ifs 0 Primary Inflow Area 0.8,01 ac 2` 1 Peak lev= 04.09' .. tora e.=0.001 'af 1 I I I I I I I I I y I 3 I 1 I I I I I i I I I I I I I I I I I I I I I I I I 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III24-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCADO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 17 Summary for Pond 2P: Level Spreader Inflow Area= 0.801 ac, 0.00%Impervious, Inflow Depth> 2.29" for 10-yr,24-hr event Inflow = 2.02 cfs @ 12.09 hrs, Volume= 0.153 of Outflow = 2.02 cfs @ 12.09 hrs, Volume= 0.152 af, Atten=0%, Lag=0.1 min Primary = 2.02 cfs @ 12.09 hrs, Volume= 0.152 of Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Peak Elev=204,09' @ 12.09 hrs Sur£Area=0.003 ac Storage=0.001 of Plug-Flow detention time= 5.7 min calculated for 0.152 of(99%of inflow) Center-of-Mass det.time= 1.8 min(840.7-838.9) Volume Invert Avail.Storage Storage Description #1 203.50' 0.003 of Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 203.50 0.001 0.000 0.000 204.00 0.003 0.001 0.001 204.50 0.003 0.002 0.003 Device Routing Invert Outlet Devices #1 Primary 204.00' 20.0'long (Profile 9)Broad-Crested Rectangular Weir Head(feet) 1.97 2.46 2.95 3.94 4.92 Coef. (English) 3.55 3.55 3.57 3.60 3.66 rimary OutFow Max=2.02 cfs @ 12.09 hrs HW=204.09' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 2.02 cfs @ 1.08 fps) Post-Development-2017 Type 11124-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCAD®10.00-13 s/n 08733 ©2014 Hydro CAD Software Solutions LLC Page 16 Pond 1P: Level Spreader Hydro graph -----I----- ----4'----I------I---- -�'-----I---- I I I I I I I I I I I I I Inflow 7-. - 1 1 I I I I I , , I I L'9 Primary 6.31 cfs ---'- --' --- ----'- - In loW _ _rea :-1-,02- ac-- I 6 5a tora a 0.00 ;af - I I I I I I I I I I I I Vo 4e U I I 1 I I I I I I I I I 1_____L________J----1----I_____I_-__J-._.__ 3 I I I I I I I I I I I I !J. 3 I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I I 2 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 "sue 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III24-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCADO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 15 Summary for Pond 1P: Level Spreader Inflow Area= 3.102 ac, 0.00%Impervious, Inflow Depth> 2.30" for 10-yr,24-hr event Inflow = 6.31 cfs @ 12.12 hrs, Volume= 0.594 of Outflow = 6.31 cfs @ 12.12 hrs, Volume= 0.593 af, Atten=0%, Lag=0.0 min Primary = 6.31 cfs @ 12.12 hrs, Volume= 0.593 of Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Peak Elev= 191.20' @ 12,12 hrs Sur£Area=0.003 ac Storage=0.002 of Plug-Flow detention time= 1.6 min calculated for 0.593 of(100%of inflow) Center-of-Mass det.time= 0.6 min(844.2-843.7) Volume Invert Avail.Storage Storage Description #1 190.50, 0.003 of Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 190.50 0.001 0.000 0.000 191.00 0.003 0.001 0.001 191.50 0.003 0.002 0.003 Device Routing Invert Outlet Devices #1 Primary 191.00' 20.0'long (Profile 9)Broad-Crested Rectangular Weir Head (feet) 1.97 2.46 2.95 3.94 4.92 Coef.(English) 3.55 3.55 3.57 3.60 3.66 rimary OutFlow Max=6.31 cfs @ 12.12 hrs HW=191.20' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 6.31 cfs @ 1.58 fps) Post-Development-2017 Type 11124-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn, Head&Associates,Inc. Printed 8/2/2017 HydroCADO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 14 Summary for Reach 20311: Treatment Swale Inflow Area= 0.727 ac, 0.00%Impervious, Inflow Depth> 2.29" for 10-yr,24-hr event Inflow = 2.12 cfs @ 12.06 hrs, Volume= 0.139 of Outflow = 1.84 cfs @ 12.10 hrs, Volume= 0.139 af, Atten= 13%, Lag=2.5 min Routing by Stor-Ind method,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Max.Velocity=1.29 fps, Min.Travel Time=3.8 min Avg.Velocity=0.56 fps, Avg.Travel Time=8.7 min Peak Storage=415 cf @ 12.10 hrs Average Depth at Peak Storage=0.75' Bank-Full Depth=2.00' Flow Area= 10.0 sf, Capacity=24.79 cis 0.00' x 2.00' deep channel, n=0.100 Earth,dense brush,high stage Side Slope Z-value=3.0 2.0 '/' Top Width= 10.00' Length=292.0' Slope=0.0308 '/' hilet Invert=247.00', Outlet Invert=238,00' Reach 20311: Treatment Swale Hydrograph 2.12 CIS 19 outflow - -- - - inflow Area=0:7-27-ac- - 2 1.84 CIS Avg. Flow iqpth'=0.75' Max VeN=1 .29 fps 91 n=0.100 L 0292'.0' S�0.0308 �, o � LL 1 Capacity 24.;19 cfs 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III24-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCADO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 13 Summary for Reach 202R: Treatment Swale Inflow Area= 0.801 ac, 0.00%Impervious, Inflow Depth> 2.29" for 10-yr,24-hr event Inflow = 2.42 cfs @ 12.04 hrs, Volume= 0.153 of Outflow = 2.02 cfs @ 12.09 hrs, Volume= 0.153 af, Atten=16%, Lag=2.7 min Routing by Stor-Ind method,Time Span= 1.00-24.00 his,dt=0.01 hrs Max.Velocity=0.94 fps, Min.Travel Time=4.2 min Avg.Velocity=0.41 fps, Avg.Travel Time=9.9 min Peak Storage=513 cf @ 12.09 hrs Average Depth at Peak Storage=0.92' Bank-Full Depth=2.00' Flow Area=10.0 sf, Capacity=15.79 cfs 0.00' x 2.00' deep channel, n=0.100 Earth,dense brush,high stage Side Slope Z-value=3.0 2.0'/' Top Width= 10.00' Length=240.0' Slope=0.0125 '/' Inlet Invert=207.00', Outlet Invert=204.00' . Reach 202R: Treatment Swale Hydrograph 2.42 cfs outflow Inflow A', req'=0.801 ac - 2.02 cfs ---;- -----------?----; -Avg.- Flow Gpth" =0.9 '- 2- fax Vej=0.9 fps n=0.100 L=20.0' ---; --- ------ - - --- ------- =0:0125-T - Ig ! Capacity 15.19 cfs I I I I I I o- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III24-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn, Head&Associates,Inc. Printed 8/2/2017 HydroCAD@ 10,00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 12 Summary for Reach 201R: Summary Node Inflow Area= 10.308 ac, 0.00%Impervious, Inflow Depth> 2.22" for 10-yr,24-hr event Inflow = 26.96 cfs @ 12.08 hrs, Volume= 1.907 of Outflow = 26.96 cfs @ 12.08 hrs, Volume= 1.907 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Reach 201R: Summary Node Hydro graph I I I I 1 1 I I I I I I I I_ -_.I 30` --- --- - - -- --- Inflow --- --- Outflow 96 cfs ... -- r -- ,- - -- - --- -- 28- I - -- _ ---; lnlovy_e4rea®10. 08-,ac-- 26: ---,-- - -, ----,- I I I I I I I I I I I I 24 I I I __.__L____I___.--I__-- -___L_--_I-_-__I_.__-J_--_L 22�' 20= 18- E'H .V-. 16 3 s -- '- ------'--- ---- ----'-- ------'-- - ---- - ---- 0 14- ' IJ. _ 12 -- -r-----I---.....i..--- r----r _ ---I-----r---- -1- ---r----r-- --- 1 10. 8=. ---------... '----- --- -'--- ---- ----i— - -'--- - 6� I 1 I I I I I I I I I ---- --'--------I- -- -----,----r 4- I I I I I I 2- 0- 10 11 12 13 14 15 16 17 18 199 20 221 22 23 24 Time (hours) Post-Development-2017 Type III 24-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 11 Summary for Reach 10311: Treatment Swale Inflow Area= 2.810 ac, 0.00%Impervious, Inflow Depth> 2.29" for 10-yr,24-hr event Inflow = 8.08 cfs @ 12.06 hrs, Volume= 0.537 of Outflow = 5.68 cfs @ 12.13 hrs, Volume= 0.534 af, Atten=30%, Lag=4.2 min Routing by Stor-Ind method,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Max.Velocity=0.94 fps, Min.Travel Time=8.7 min Avg.Velocity=0.42 fps, Avg.Travel Time=19.3 min Peak Storage=2,975 cf @ 12.13 his Average Depth at Peak Storage= 1.56' Bank-Full Depth=2.00' Flow Area= 10.0 sf, Capacity= 11.05 cfs 0.00' x 2.00' deep channel, n=0.100 Earth,dense brush,high stage Side Slope Z-value=3.0 2.0 '/' Top Width= 10.00' Length=490.0' Slope=0.0061'/' Inlet Invert=194.00', Outlet Invert= 191.00' r- Reach 10311: Treatment Swale Hydrograph ®Inflow 9r 8.08cfs - -- ---- ----�---- ---- -.._ ioutflow - - --- -----+ - -----I--- Inflow Are��=2.$10 ac $- _I-____i___-1___._L---- Avg. Flow epthl=1 .56' 7- _ _ -- 1 Max Ve N=0.94 fps- = I I I I I 6- 5.68 cfs I I 1 I I I I I I I V, -- ._-------_- , 5- I I I I I I I I I I ,0 4- &=0.00611 I I I I I I I I I I I I 3 Capacity 11 .,05 cfs ,. I I I I I I I I I I I 'Z ! I I I I I I I I I I I 110 I I I I I I I I I I 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III 24-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 10 Summary for Reach 10211: Treatment Swale Inflow Area= 0.292 ac, 0.00%Impervious, Inflow Depth> 2.46" for 10-yr,24-hr event Inflow = 0.98 cfs @ 12.03 hrs, Volume= 0.060 of Outflow = 0.89 cfs @ 12.06 hrs, Volume= 0.060 af, Atten=9%, Lag=1.6 min Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Max.Velocity=US fps, Min.Travel Time=2.4 min Avg.Velocity=0.35 fps, Avg.Travel Time=5.7 min Peak Storage=126 cf @ 12.06 hrs Average Depth at Peak Storage=0.65' Bank-Full Depth=2.00' Flow Area=10.0 sf, Capacity= 18.15 cfs 0.00' x 2.00' deep channel, n=0.100 Earth,dense brush,high stage Side Slope Z-value=3.0 2.0 '/' Top Width= 10.00' Length= 121.0' Slope=0.0165 '/' Inlet Invert= 193.00', Outlet Invert=191.00' r Reach 102R: Treatment Swale Hydrograph I I I I I I I I I I 1 1 I I I I I I I I I -- 0.98cfs ... ----1-- - ---- ---- ----1-- - ---- ( inflow I I I I I I I I I I I �&oU�flOW 1 Inflow Are =0. 92 ac 0.89 cfs: 1 I I I I I Avg. Flow Depth,=0.65' 'Max VeN=0.85 fps 1 - 1 n-0.100 I I I I I I I I I I I I I I I I I I I I I I N I I I I I I I I I I I I L=121.0' 3 I I I I I I I I I I I I LL S=0.0165 '/' I I I I I I I I I I I I I Capacity 18.;15 cfs I i I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I Q- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III 24-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 @ 2014 HydroCAD Software Solutions LLC Page 9 Summary for Reach 101R: Summary Node Inflow Area= 8.346 ac, 0.08%Impervious, Inflow Depth> 2.24" for 10-yr,24-hr event Inflow = 20.03 cfs @ 12.07 hrs, Volume= 1.559 of Outflow = 20.03 cfs @ 12.07 hrs, Volume= 1.559 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Reach 101R: Summary Node Hydrograph I I I I I I i I I I I I 21- ZQ ®Inflow 1 1 ' .03 cfs '_- I I I i I I I I 1 I I Outflow -- -- - flow-. re =8:3L4 _a _- 20 ----'- -- -- L ---' --- 1-n -- --- - - ' �' - �I- - 19 --T----r-- ---, --,-- r----I... . ;--- —,--- r...-------- 1a` --'-.._ --- - ----' ---' ---- ---;-- -------I---- ----, --,--- - 17= ---'---- ----'-- ... ----a------- ------I...— - ---- ----L ---- ':';., 1 16- - - - -r--- ,- ,- - — --I--- -----1 -1 --- 15.14 --- --- -'---- --- ' -'----1 --------- I ^ 13' 12 a 10. - r -- r -1 --... i ---r- --r- r-- -- ----r ----r- -- - 1 7- ..._1. __ _...-_-r___-._1__-_.-1_.___-.___._.r.__ __I..._.___I___..__1____1._-._._-1-_ 6- I I I I I I I I I I I 4. ':' I I I I I I I I I I - r-- - --,-- - +- --r -- -- ---- ---- - --r----- I I I I I 2 0" 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type II124-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 203S: 203S Runoff = 2.12 cfs @ 12.06 hrs, Volume= 0.139 af, Depth> 2.29" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 10-yr,24-hr Rainfall=4.81" Area(sf) CN Description 1,132 89 Gravel roads HSG C * 30,520 74 Open Space-Good(>75%grass) HSG C 31,652 75 Weighted Average 31,652 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 186 0.0658 0.83 Lag/CN Method, Subcatchment 203S: 203S i-iydrogra h 2.12 cfs --- -- -- - -- -;----'r-- — ,-----,----;---- ,'----Type;IU24-h 2 r- 10-yr j 24-hr Rainfall=4.81" Runoff Area=311 652 sf Runoff Volume=0.139 of Runoff Depth>2.29" J_..._._1___._.1 j Flow Len gth=186' S1004.0658 T Tc=`3.7 min CN' 75 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III24-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCADO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Pafze 7 Summary for Subcatchment 202S: 2025 Runoff = 2.42 cfs @ 12.04 hrs, Volume= 0.153 af, Depth> 2.29" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 10-yr,24-hr Rainfall=4.81" Area(sf) CN Description 2,784 89 Gravel roads HSG C * 32,127 74 Open Space-Good(>75%grass) HSG C 34,911 75 Weighted Average 34,911 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 211 0.1454 1.26 Lag/CN Method, Subcatchment 202S: 202S Hydrograph 2.42 cfs Type III 24-hr 10- ------ yr -----y- -- «..----+----r----r-------..-----------i---------1------t 2- 24-hr Rainf4ll=4.81" Runoff Area=34 911 sf j Runoff Volume=0.153 of Runoff bepth>2.29" 1 S10e=0.1454 T Tc-`2.8 riin CN=75 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III24-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 201S: 201S Runoff = 23.15 cfs @ 12.08 hrs, Volume= 1.618 af, Depth> 2.21" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 10-yr,24-hr Rainfall=4.81" Area(sf) CN Description 18,301 89 Gravel roads HSG C * 144,412 74 Open Space-Good(>75%grass) HSG C 219,745 73 Woods,Fair HSG C 382,458 74 Weighted Average 382,458 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 510 0.1697 1.58 Lag/CN Method, Subcatchment 201S: 201S Hydrograph _ E Runoff 25= 23.15cfs - -- -± - -I'-- __ - - - ----, ----, -- - 24z' --- ------ '-----'- - - 23. ---r--- ----T ---T - --.. ..'I- ------- ----TYpe tll 24=hr - zz- --- - ---1---- L----L---- --------' ---'-----'--- -----I- 21 r r r r --r- --- ---- - r--- -- 20` -1--- ----a -- --L -' -- -- -- ---- -- ----1 -1 _I-yr 19 ',: 7 --------r----r----r --r---------i-24,, " --- 'h r-Ra i nfa 11=4.-81 18- "-- 17;'r Runoff-Area=38'2-458 sf- - - -r----r-- -, - r ----- 1 .- _-1_---L___._L___-L____.L___-_LtII_--__I__--- 16- - — y 15- - - T----T- --r----r----;-----,-- RulnoffVolume='1:618-af- u 14^ _ _ _ --- ' -- -L - ' ----'-- -------------'---- -- -13 ----- iT----i ----T...---i ----Ir -- r----i-- 3 11z .. - --- ---T--- --T----r---- --- --- ---Flow-Lent th=510'-- r r' L ----I ----L ----L----L---------'------------------------- 10' - - Slobe=0-1697 T-- 8- --- -1----1 - --L.. ---' ----'---- -----'---- ------ - - ------ T 7 , 7 --r----7. 6.' _____1__ 1 _L-___1____L__-_L._.___L____L____I_____I__-_...I_ C N'74-- ---- - - ' i..----L----L----L---------'-- -------'-- - ----------'- -- 4_ i 3- ----IT- -� --r----, ----r----r---------r----r------------- �---- r 1` 0` 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III 24-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCAD@ 10.00-1.3 s/n 08733 ©2014 HydroCAD Software SOI rtiOIIS I..C,C Page 5 Summary for Subcatchment 103S: 103S Runoff = 8,08 cfs @ 12.06 hrs, Volume= 0.537 af, Depth> 2.29" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 1-0-yr,24-hr Rainfall=4.81" Area(sf) CN Description 9,086 89 Gravel roads HSG C * 100,333 74 Open Space-Good(>75%grass)HSG C 13,006 73 Woods,Fair HSG C 122,425 75 Weighted Average 122,425 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 358 0.1542 1.44 Lag/CN Method, Subcatchment 103S: 103S Hydrograph ---- -- -- -- --- - , -- 8.08efs i-- - --- f.--- _L ---- ----- ---- --- i- —1----i---- e Type;III 24-h r 1 'yr- 7- --, - - --I--- ------L --- 24yhr Rainfall=4.81" 6 j j j Runoff Area=122,425 sf 5. - -Run®ff Volume=0.537-af- 3 ---- -- -- - - - ----- Runoff_bepth>2,2s' _ -- LL 4` Flow Length=358' --- --- - -- --Sl®ine=i_O 1542-`1 - 3 ,. -- -- -=-- - - - ---- -- -- TG"�4,14nin_. 2- CN=75 -- ---- - -- --- ---- 0 10 11 12 13 14 A16 17 1a 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type II124-hr 10 yr-,24-hrRainfall=4.81" Prepared by Sanborn, Head&Associates,Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 Hydro CAD Software Solutions LLC Page 4 Summary for Subcatchment 102S: 102S Runoff = 0.98 cfs @ 12.03 hrs, Volume= 0.060 af, Depth> 2.46" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 10-yr,24-hr Rainfall=4.81" Area(sf) CN Description 2,639 89 Gravel roads HSG C * 9,874 74 Open Space-Good(>75%grass)I-ISG C 203 73 Woods,Fair HSG C 12,717 77 Weighted Average 12,717 100,00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 144 0.1448 1.24 Lag/CN Method, Subcatchment 102S: 102S Hydrograph ' d Runoff cfs �--, ----, --- 1 Type'lll 24-hr 10- r y 24-hr R6infall=4.81" Runoff Area=12 717 sf #` Runoff Volume=0.060 of 3 5 Runoff Depth>2.46" Flow 'Length=1,44' Slo0e=0.1448 T Tc41.9 min CN=77 OLJ 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III 24-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn,Head&Associates,Inc, Printed 8/2/2017 HydroCADO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 101S: 101S Runoff = 14.54 cfs @ 12.06 hrs, Volume= 0.966 af, Depth> 2.21" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 10-yr,24-hr Rainfall=4.81" Area(sf) CN Adj Description 8,673 89 Gravel roads HSG C * 196,878 74 Open Space-Good(>75%grass) HSG C 306 98 Unconnected pavement HSG C 22,538 73 Woods,Fair HSG C 228,394 75 74 Weighted Average,UI Adjusted 228,089 99,87%Pervious Area 306 0.13%Impervious Area 306 100.00%Unconnected Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 379 0.1839 1.60 Lag/CN Method, Subcatchment 101S: 101S Hydrograph 16, l RUrlOrr _ 14.54 cfs �----;-- --,----r----�----;-------- -,---------------,- 15- L---------'- ----- ---- - ------------'- -- ----' 14: - --- Type;111-24=hr- ---- r --- -- -- -- ---. -- 13- 10-yr --- ---4----4. --�' ---�-----�'- -'--- ---- - - ---- --_,- 12- --- ---- - - ----------------24�h-r-Rainfall-4.81._'.__ --- --- 11 Ru noff-Area=22'8-394 sf- 10- - Runoff Volume=0:966 of - u - + --- -} ---- -+ --- -- --- ---- ---- --- - -- 3 9- " - r ;-- - -- - - 21 6- Runoff De th>2. 7 FI Len 'th=379'_- 6= S100=0:1839'P 4= ' Tc=4.0 -m m ------------------------- 3 - ----;---- - ---- UCAd'usted CN=74 2 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type 11124-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn, Head&Associates, Inc. Printed 8/2/2017 HydroCAD®10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 2 Time span=1.00-24.00 hrs,dt=0.01 hrs,2301 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment 101S: 101S Runoff Area=228,394 sf 0.13%Impervious Runoff Depth>2.21" Flow Length=379' Slope=0.1839'/' Tc=4.0 min UI Adjusted CN=74 Runoff=14.54 cfs 0.966 of Subcatchment 102S: 102S Runoff Area=12,717 sf 0.00%Impervious Runoff Depth>2.46" Flow Length=144' Slope=0.1448'/' Tc=1.9 min CN=77 Runoff=0.98 cfs 0.060 of Subcatchment 103S: 103S Runoff Area=122,425 sf 0.00%Impervious Runoff Depth>2.29" Flow Length=3S8' Slope=0.1542'/' Tc=4.1 min CN=75 Runoff=8.08 cfs 0.537 of Subcatchment 201S:201S Runoff Area=382,458 sf 0.00%Impervious Runoff Depth>2.21" Flow Length=510' Slope=0.1697'/' Tc=5.4 min CN=74 Runoff=23.15 cfs 1.618 of Subcatchment 202S:202S Runoff Area=34,911 sf 0.00%Impervious Runoff Depth>2.29" Flow Length=211' Slope=0.1454'/' Tc=2.8 min CN=75 Runoff=2.42 cfs 0.1S3 of Subcatchment 203S:203S Runoff Area=31,652 sf 0.00%Impervious Runoff Depth>2.29" Flow Length=186' Slope=0.0658'/' Tc=3.7 min CN=75 Runoff=2.12 cfs 0.139 of Reach 10111:Summary Node Inflow=20.03 cfs 1.559 of Outflow=20.03 cfs 1.5S9 of Reach 10211:Treatment Swale Avg,Flow Depth=0.65' Max Vet=0.85 fps Inflow=0.98 cfs 0.060 of n=0.100 L=121.0' S=0.0165'/' Capacity=18.15 cfs Outflow=0.89 cfs 0.060 of Reach 10311:Treatment Swale Avg.Flow Depth=1.56' Max Vet=0.94 fps Inflow=8.08 cfs 0.537 of n=0.100 L=490.0' S=0.0061'/' Capacity=11.05 cfs Outflow=5.68 cfs 0.534 of Reach 20111:Summary Node Inflow=26.96 cfs 1.907 of Outflow=26.96 cfs 1.907 of Reach 20211:Treatment Swale Avg.Flow Depth=0.92' Max Vet=0.94 fps Inflow=2.42 cfs 0.153 of n=0.100 L=240.0' S=0.0125'/' Capacity=15.79 cfs Outflow=2.02 cfs 0.153 of Reach 20311:Treatment Swale Avg.Flow Depth=0.75' Max Vet=1.29 fps Inflow=2.12 cfs 0.139 of n=0.100 L=292.0' S=0.0308'/' Capacity=24.79 cfs Outflow=1.84 cfs 0.139 of Pond 1P:Level Spreader Peak Elev=191.20' Storage=0.002 of Inflow=6.31 cfs 0.594 of Outflow=6.31 cfs 0.593 of Pond 2P:Level Spreader Peak Elev=204.09' Storage=0.001 of Inflow=2.02 cfs 0.1S3 of Outflow=2.02 cfs 0.152 of Pond 3P:Level Spreader Peak Elev=238.09' Storage=0.001 of Inflow=1.84 cfs 0.139 of Outflow=1.84 cfs 0.138 of Total Runoff Area= 18.654 ac Runoff Volume=3.474 of Average Runoff Depth=2.23" 99.96%Pervious= 18.647 ac 0.04%Impervious= 0.007 ac [10 1 R ummary Node 4 Aip ' p a'Q LevelS rk er 03R 1R Treat ent Swale 102R Tr atment Swale 101S 101 S 103S 1025' 103S 102S E 1 S' 203S' 202S 201 s 203S 202S [202R] 203R Tr atment Swale Treatment Swale 2P 3P , /vel Spreader Level Spreader ; [201 R Summary Node Subcat Reach on Link Routing Diagram for Post-Development-2017 a Prepared by Sanborn, Head&Associates, Inc., Printed 8/2/2017 HydroCADO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Post-Development-2017 Type III 24-hr 2 yr,24-hr Rainfall=3.14" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCADO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 20 Pond 3P: Level Spreader Hydrogra h ' -'------'-----' ----'-----'---- '--- --'-----'----'----1-----1---- Inflow 0.85 0.8� -0.77 cfs----I--- ;---- - --------_.----- - i - ---- Primary 7InI®v Area:O � - c- - T----r 0.75 I 0.7. 0.65_ 0.6_. ., ---I- Stora-g-e-®®.®0�1 ",. __--I-- 1 1 1 0.55- ---I- ---I-----1-----T --,----7----�----I- ----I- --- N 0.5. V - ----,- -------"1----T----r----1-----'T----r---------t----r----'I'----- �-' 0.45- Q 0.4' I 0.35- =" I 03 - 0.25' I I I I I I I I I 1 I I 0.2- 0.1 - I 0.05 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III 24-hr 2 yr,24-hr Rainfall=3.14" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 19 Summary for Pond 3P: Level Spreader Inflow Area= 0.727 ac, 0.00%Impervious, Inflow Depth> 1.05" for 2-yr,24-hr event Inflow = 0.77 cfs @ 12.11 hrs, Volume= 0.063 of Outflow = 0.77 cfs @ 12.11 hrs, Volume= 0.062 af, Atten=0%, Lag=0.1 min Primary = 0.77 cfs @ 12.11 hrs, Volume= 0.062 of Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Peak Elev=238.05' @ 12.11 hrs Surf,Area=0,003 ac Storage=0.001 of Plug-Flow detention time= 11.9 min calculated for 0.062 of(98%of inflow) Center-of-Mass det.time=3.1 min(866.0-863.0) Volume Invert Avail.Storage Storage Description #1 237.50' 0.003 of Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Sur£Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 237.50 0.001 0.000 0.000 238.00 0.003 0,001 0.001 238.50 0.003 0.002 0.003 Device Routing Invert Outlet Devices #1 Primary 238.00' 20.0'long (Profile 9) Broad-Crested Rectangular Weir Head(feet) 1.97 2.46 2.95 3.94 4.92 Coe£ (English) 3.55 3.55 3.57 3.60 3.66 Trimary OutFow Max=0.77 cfs @ 12.11 hrs HW=238.05' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.77 cfs @ 0.78 fps) Post-Development-2017 Type III 24-h r 2-yr,24-hr Rainfall=3,14 Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCAD@10.00-13 s/n08733 0 2014 Hydro CAD Software Solutions LLC Page 18 Pond 2P: Level Spreader Hydrograph El inflow 0.9: El Primary aw- 0.8 cfs r 0.85-* iecwF 0.8.- 0.75 5' 0.7' L -1---- -S-torag e=O-0 0 1 0.65- ----IL 0.6-: : t-- ----L 0.55- I : -A 0.45-' 0.35-^ 0.3- ----------I_ 0.25- 0.2-* -----------___ 0.15. L----------I 0.1 0.05- 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III 24-hr 2 yr,24-hr Rainfall=3.14" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 17 Summary for Pond 2P: Level Spreader Inflow Area= 0.801 ac, 0.00%Impervious, Inflow Depth> 1.05" for 2-yr,24-hr event Inflow = 0.84 cfs @ 12.10 hrs, Volume= 0.070 of Outflow = 0.84 cfs @ 12.10 hrs, Volume= 0.069 af, Atten=0%, Lag=0.1 min Primary = 0.84 cfs @ 12.10 hrs, Volume= 0.069 of Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Peak Elev=204,05' @ 12.10 hrs Surf.Area=0.003 ac Storage=0.001 of Plug-Flow detention time= 10.9 min calculated for 0.069 of(99%of inflow) Center-of-Mass det.time= 2.8 min(865.8-863.0) Volume Invert Avail.Storage Storage Description #1 203.50' 0.003 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Sur£Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 203.50 0.001 0.000 0.000 204.00 0.003 0.001 0.001 204.50 0.003 0.002 0.003 Device Routing Invert Outlet Devices #1 Primary 204.00' 20.0'long (Profile 9) Broad-Crested Rectangular Weir Head (feet) 1.97 2.46 2.95 3.94 4.92 Coef. (English) MS 3.55 3.57 3.60 3.66 Primary OutFlow Max=0.83 cfs @ 12.10 hrs HW=204.05' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.83 cfs @ 0.81 fps) Post-Development-2017 Type III24-hr 2 yr,24-hr Rainfall=3.14" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCADOO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 16 Pond 1P: Level Spreader Hydrograph I I I I I I I I I I I I I I I I I I I I I I ®inflow El Primary 2.51 cfs lnf love Area 3.1;02 ac - -- - - ---- ---- ---- ---- 1- V-_ - I I I I I I I I I I I I 2- ' ltorage 0.001 ;af I I I I I I I I I 1 I I N I I I I I I I I I I I I U I I I I 1 I I I I I I I 3 I I I I I I I I I I I 1 I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I 1 I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III24-hr 2 yr,24-hr Rainfall=3.14" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCADO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 15 Summary for Pond 1P: Level Spreader Inflow Area= 3,102 ac, 0.00%Impervious, Inflow Depth> 1,06" for 2-yr,24-hr event Inflow = 2.51 cfs @ 12.14 hrs, Volume= 0.273 of Outflow = 2.51 cfs @ 12.14 hrs, Volume= 0.272 af, Atten=0%, Lag=0.1 min Primary = 2.51 cfs @ 12.14 his, Volume= 0.272 of Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Peak Elev=191,11' @ 12,14 his Surf.Area=0,003 ac Storage=0.001 of Plug-Flow detention time= 3.0 min calculated for 0.272 of(100%of inflow) Center-of-Mass det.time=0.9 min(869.2-868.3) Volume Invert Avail.Storage Storage Description #1 190.50, 0.003 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 190.50 0.001 0.000 0.000 191.00 0.003 0.001 0.001 191.50 0.003 0.002 0.003 Device Routing Invert Outlet Devices #1 Primary 191.00' 20.0'long (Profile 9)Broad-Crested Rectangular Weir Head(feet) 1.97 2.46 2.95 3.94 4.92 Coef. (English) 3.55 3.55 3.57 3.60 3.66 Primary OutFlow Max=2.51 cfs @ 12.14 hrs HW=191.11' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 2.51 cfs @ 1.17 fps) Post-Development-2017 Type III24-hr 2 yr,24-hr Rainfall=3.14" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 Hydro CAD Software Solutions LLC Page 14 Summary for Reach 20311: Treatment Swale Inflow Area= 0.727 ac, 0.00%Impervious, Inflow Depth> 1.05" for 2-yr,24-hr event Inflow = 0.93 cfs @ 12.06 hrs, Volume= 0.064 of Outflow = 0.77 cfs @ 12.11 hrs, Volume= 0.063 af, Atten=17%, Lag=3.0 min Routing by Stor-Ind method,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Max.Velocity=1.04 fps, Min.Travel Time=4.7 min Avg.Velocity=0.48 fps, Avg.Travel Time=10.1 min Peak Storage=216 cf @ 12.11 hrs Average Depth at Peak Storage=0.54' Bank-Full Depth=2.00' Flow Area= 10.0 sf, Capacity=24.79 cfs 0.00' x 2.00' deep channel, n=0.100 Earth,dense brush,high stage Side Slope Z-value=3.0 2.0 '/' Top Width= 10.00' Length=292.0' Slope=0.0308'/' Inlet Invert=247.00', Outlet Invert=238.00' �1 Reach 203R: Treatment Swale Hydrograp I 1 I I I I I I I I I ®Inflow 0.93 cfs outflow 1 Inflow Area;=0.727 ac A7r, o ! Avg. Flout/ Depth=0.54' Ma* VeN=1.04 fps I I I I I I I I I I n-0.100 I I ( I I I I I I I I I N I I I I I I 1 I I I I I I .�°.. L=292.0' 3 I I I I I I I I I I I � LL S=0.0308 T I I I I I I I I I I I I I I I I I I I I I I I Capacity=24.`79 cfs I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III24-hr 2 yr,24-hr Rainfall=3.14" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCADO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 13 Summary for Reach 20211: Treatment Swale Inflow Area= 0.801 ac, 0.00%Impervious, Inflow Depth> 1.05" for 2-yr,24-hr event Inflow = 1.06 cfs @ 12.05 hrs, Volume= 0.070 of Outflow = 0.84 cfs @ 12.10 hrs, Volume= 0.070 af, Atten=21%, Lag=3.2 min Routing by Stor-Ind method,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Max.Velocity=0.76 fps, Min.Travel Time=5.3 min Avg.Velocity=0.35 fps, Avg.Travel Time= 11.4 min Peak Storage=265 cf @ 12.10 hrs Average Depth at Peak Storage=0.66' Bank-Full Depth=2.00' Flow Area= 10.0 sf, Capacity= 15.79 cfs 0.00' x 2.00' deep channel, n=0.100 Earth,dense brush,high stage Side Slope Z-value=3.0 2.0 '/' Top Width=10.00' Length=240.0' Slope=0.0125 '/' Inlet Invert=207.00', Outlet Invert=204.00' .. Reach 20211: Treatment Swale Hydrograph ®Inflow 1.06 cfs 0 outflow nflo,w-Are 0. 01--ac - 1- f ! Avg. Flout/ ppth'=0.66' 0.84 cfs Max V@N=0.16 fps n=0.100 L=2 0'.0' a o � � ILL. =0.0125 / Capacity 15.;`79 cfs 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III24-hr 2 yr,24-hr Rainfall=3.14" Prepared by Sanborn, Head&Associates,Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 @ 2014 Hydro CAD Software Solutions LLC Page 12 Summary for Reach 201R: Summary Node Inflow Area= 10.308 ac, 0.00%Impervious, Inflow Depth> 1.00" for 2-yr,24-hr event Inflow = 11.48 cfs @ 12.09 hrs, Volume= 0.861 of Outflow = 11.48 cfs @ 12.09 hrs, Volume= 0.861 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Reach 201R: Summary Node Hydro graph I- L I I I I I I --- -_I __J_ _ F13l t I I I I I I I I I I �5 OUffIOW .48 cfs - a __ _ _ ,. -I- ----1 ---- 12= 11016 � - rda 10:308-ac I I I I I I I I I 10- ---+---- ----1---- ----'---- ----1---- ---- ----+ ----I---- 1 I I I I I I I I I I I I I I I I I I I I I I 1 8_. __ _z___._r____I____,�____�.__-__i I I I I I I I I I 1 I I 7- ----I- r- --r----1-- --1 - r----r---------1---- ----r----i---- .... 3 0 6- I r- LL 1 I I I I I I I I I I I 1 5 I I I I I I I I I I I I ............ 4- ------1-----1--- —i----1 ----1-----1-----1-----1----1-----'- 3- ___ -.____I-.-___..I .__..-.I ____I_____I_____I___-1____L 2 _ I I 1 I I I I I I I I I I 0- r 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III24-hr 2 yr,24-hr Rainfall=3.14" Prepared by Sanborn, Head&Associates, Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Palle 11_ Summary for Reach 1O3R: Treatment Swale Inflow Area= 2.810 ac, 0.00%Impervious, Inflow Depth> 1.05" for 2-yr,24-hr event Inflow = 3.55 cfs @ 12.07 hrs, Volume= 0.246 of Outflow = 2.24 cfs @ 12.16 hrs, Volume= 0.244 af, Atten=37%, Lag=5.3 min Routing by Stor-Ind method,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Max.Velocity=0.74 fps, Min.Travel Time=11.0 min Avg.Velocity=0.37 fps, Avg.Travel Time=22.3 min Peak Storage=1,479 cf @ 12.16 his Average Depth at Peak Storage=1.10' Bank-Full Depth=2.00' Flow Area= 10.0 sf, Capacity=11.05 cfs 0.00' x 2.00' deep channel, n=0.100 Earth,dense brush,high stage Side Slope Z-value=3.0 2.0 '/' Top Width= 10.00' Length=490.0' Slope=0.0061 '/' Inlet Invert= 194.00', Outlet Invert= 191,00' Reach 1O3R: Treatment Swale Hydrograph ®Inflow 3.55 cfs El oacnow Inflow Area= .$10 ac - - --- ----,---------- --- -Avg.-Flow Djopth'=1:10' - 3 Mai VeI=0.74 fps 2.24 cfs I ' n=0.100 L=490.0 3 2- l I I I 0.0061'I '/o - ----,- �; --�--- --�--- ;--- 1 I I I I 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III24-hr 2 yr,24-hr Rainfall=3.14" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 10 Summary for Reach 10211: Treatment Swale Inflow Area= 0.292 ac, 0.00%Impervious, Inflow Depth> 1.17" for 2-yr,24-hr event Inflow = OAS cfs @ 12.03 hrs, Volume= 0.028 of Outflow = 0.40 cfs @ 12.07 hrs, Volume= 0.028 A Atten= 12%, Lag=2.1 min Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Max.Velocity=0.70 fps, Min.Travel Time=2.9 min Avg.Velocity=0.31 fps, Avg.Travel Time=6.6 min Peak Storage=69 cf @ 12.07 hrs Average Depth at Peak Storage=0.48' Bank-Full Depth=2.00' Flow Area= 10.0 sf, Capacity=18AS cfs 0.00' x 2.00' deep channel, n=0.100 Earth,dense brush,high stage Side Slope Z-value=3.0 2.0'/' Top Width=10.00' Length=121.0' Slope=0.0165 '/' Inlet Invert= 193.00', Outlet Invert= 191.00' Reach 10211: Treatment Swale Hydrograph -- --- , ---I -,- -1 - -- -- ---, --I- -- III Inflow 0.5- -- 0.45 cfs - ---i -- -- -- - --- --I- - 11 Outflow 0.48 - -- --- ---, - -- -- --- -,- -- 0.46c -- -- ---- .. -- ----+ --- --- ----Inflow Area;0.292-ac- 0.44 ---I- - -- ---;- -i -II --- - -I---- ---, ---- 0.42 0.40 cfs - -- --- - -- -- -- _-- _I Avg. Flow Depth=0.48'- 0.4� ---- ----- 0.38 - -I -- -r--- -----+---- ---- --+---- -I- -- -- I � I I I I I I I - - - - 0.36 - I- -- -,--- -----,----, ---,- --,- - �Vla Ue1=0'7-0-fps- -------------------------- - '-J' -- .32 I n= : •. I I I I I 0.3 -:,, ----r-- - -+----r------------- -----I---- ----t-----I---- Ul ._-_I_ __ __I_-- I_____ ____I ____I_ 1 f 01 3 0.24` - -- -I- ----I' --I- - - -- - - - u- 0.22 - -r -- ---r ---I- - --r-- --V®0.0165- �-- _1.____L_ 0.2T 1 ® 1 0.18= - - -- T----r --I- -- r- - - -L-- 1----L- ---I -- 0.1 61-Cpa _ity1.1=8:�1=5=cfs__ 0.14= --- --r--- --- ----r ----r----I---- ----r --- 0.12` 0.1.' .• I _ r--- �- r- r r r----r-- - -r--- r----r----r 0.08 %•�� ;�- I I I I I I I I I 0.06_ -- - ___-r_____r_____T-___r____I-___.. 0.04_ 0.02- , 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III 24-hr 2 yr,24-hr Rainfall=3.14" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 9 Summary for Reach 101R: Summary Node Inflow Area= 8.346 ac, 0.08%Impervious, Inflow Depth> 1.02" for 2-yr,24-hr event Inflow = 8.32 cfs @ 12.08 hrs, Volume= 0.708 of Outflow = 8.32 cfs @ 12.08 hrs, Volume= 0.708 af, Atten= 0%, Lag=0.0 min Routing by Stor-Ind method,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Reach 101R: Summary Node Hydrograph s- 8.32 cfs - -- --- I N1-,- I®W 1� ' ' ®OInuflotflwo w I I I I I 8- 7- 6- 5- 0 3 I I I I I I I I I I I I 4 J I I I I I I I I I I I I I I I I I I I I I I I I 3 1 I I I I I I I I I I I I I I I I I I I I I I 2_ _I__._.__•__-_1____-L____I-__--_1__--- I I I I I I 1 I 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III24-hr 2 yr,24-hr Rainfall=3.14" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 203S: 203S Runoff = 0.93 cfs @ 12.06 hrs, Volume= 0.064 af, Depth> 1.05" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 2-yr,24-hr Rainfall=3.14" Area(sf) CN Description 1,132 89 Gravel roads HSG C * 30,520 74 Open Space-Good(>75%grass) HSG C 31,652 75 Weighted Average 31,652 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 186 0.0658 0.83 Lag/CN Method, Subcatchment 203S: 203S Hydrograph I I I I I I I I I I I I Runoil 1" 0 93 cfs Type III 24-hr I I 1 I I I I I I I I I I I 1 I I I 2-y r 24-hr Rainfa11=3.114" I I I I I I I I I 1 I I Runoff Area=31,652 sf y j Runoff Volume=0.064 of V I I I I I I I I I 1 I 3 Runoff beptu>1.05" LL FIlow Lenoth=186I ' I I I I I I I I S100=8.0658 '/' Tc-3.7 r,nin I I I I I I I I I I I I I I I I I I I I I I I I I CN-75 I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III 24-hr 2 yr-,24-hr Rainfall=3.14" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCAD®10.00-13 s/n 08733 ©2014 Hydro CAD Software Solutions LLC Page 7 Summary for Subcatchment 202S: 2025 Runoff = 1.06 cfs @ 12.05 hrs, Volume= 0.070 af, Depth> 1.05" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 2-yr,24-hr Rainfall=3.14" Area(sf) CN Description 2,784 89 Gravel roads HSG C * 32,127 74 Open Space-Good(>75%grass) HSG C 34,911 75 Weighted Average 34,911 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 211 0.1454 1.26 Lag/CN Method, Subcatchment 202S: 202S Hydrograph 1.06 cfs Type;III 24-hr- --�-- -t---r ---r--- -i------r - ---r-----+----�--- -t 1- y 24-hr R6infa11=3.14" Runoff Area=34,911 sf N Runoff Voldme=0.070 of 3 Runoff Depth>1.05" LL Flow Length=211' S100=0.1454 '/' T&2.8 min CN=75 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III 24-hr 2 yr,24-h r Rainfall=3.14" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCADO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 201S: 201S Runoff = 9.91 cfs @ 12.09 hrs, Volume= 0.729 af, Depth> 1.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 2-yr,24-hr Rainfall=3.14" Area(sf) CN Description 18,301 89 Gravel roads HSG C * 144,412 74 Open Space-Good(>75%grass) HSG C 219,745 73 Woods,Fair HSG C 382,458 74 Weighted Average 382,458 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) SA 510 0.1697 1.58 Lag/CN Method, Subcatchment 201S: 201S Hy rograph I I I I I I I I I I I 1 I 11 I I I I 1 I I 1 I I I I I RUnoff -- 9.91 Cfs -;--__. ... --;._ _._I -... --;- -------; -------------;--------- 10- ' Type 111 24-hr- ---- -- ,,, ---1----1"--'---1----"-1--'---r-----I-----1-----1------1---elll --I- - 9- Y 8_ - - --- -- - - --- --- -- r 24-�hr Rainfa11=3.14" __ _-__I--_ ;458I sf 7 RunofrArea=382 Runoff IVolulme='0320-of 6- I I Runoff-bept;h>1.-00"-- 5� 1 1 1 r Flow_Length=510'_ 4 Slo' e=0.1697 '/' I I I I I I I I I L 3 Tc=5.4 min I T----r-----T----r- ----I-----I I- I-- 2'" I I I I I I ___-I __-_I C N-74 _ I 1 1 I 1 I I I I I I y r Q 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III24-hr 2 yr,24-hr Rainfall=3.14" Prepared by Sanborn, Head&Associates,Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Pafze 5 Summary for Subcatchment 103S: 103S Runoff = 3.55 cfs @ 12.07 his, Volume= 0.246 af, Depth> 1.05" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 2-yr,24-hr Rainfall=3.14" Area(sf) CN Description 9,086 89 Gravel roads HSG C * 100,333 74 Open Space-Good(>7S%grass)HSG C 13,006 73 Woods,Fair HSG C 122,425 75 Weighted Average 122,425 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.1 358 0.1542 1.44 Lag/CN Method, Subcatchment 103S: 1035 Hydrograph 3.55 cfs Type III 24-hr I I i I I I I I I I I I •. , � I I � I I I I I ---- -yr- 3 24-hr R6infall=3.14" Runoff Area=122,425 sf Runoff Vol6me=0.245 of .Vi 1 3 2 Runoff bepth>1.0511 O I I I I I I I U. Flow LenOth=358' I I I I I I I I I 1 Sloe=0.1542 '/' - -- --- ----� ----I- - -�- ----�-----I--- - I-- --,---- �-Tc�4_1-m1 n 1 N=75 I I o 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type I1124-hr 2 yr,24-hrRainfall=3.14" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCAD®10.00-13 s/n 08733 ©2014 Hydro CAD Software Solutions LLC Page 4 Summary for Subcatchment 102S: 102S Runoff = OAS cfs @ 12.03 hrs, Volume= 0.028 af, Depth> 1.17" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 2-yr,24-hr Rainfall=3.14" Area(sf) CN Description 2,639 89 Gravel roads HSG C * 9,874 74 Open Space-Good(>75%grass) HSG C 203 73 Woods,Fair HSG C 12,717 77 Weighted Average 12,717 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 144 0.1448 1.24 Lag/CN Method, Subcatchment 102S: 102S Hydrograph ' I 1 0.5: ----i----r ----r----r-- - - r-----r-- —1----r----r----_�..._---r----i-----r--- Runoff 0.45 Cfs 0.46 - -- 0.44 '---- -- --- --.._. ---- 1--- 1----L-- ---Type-;1II 2 hr- 1 1 1 0.42 - - --- 1 .-_.. r - ---I---- - --, - -r -- r ..-- ----I---- --- - i 0.38 - - - - ---'----'- - --- - -- _ 24-h-r_R6i-nfa(1=A-4 -0.36 - --- - 0.34=' -+-- -- ----I ----I ---+---- - -+ �y }�A -y 0.32_ -- - --- ----------I ----'---- - - -LunUfArGa-'L2y71�_$f- I I I I I I I I I I I I 0.3-',' - --- 1----- - ---I --- ---- - --r- - Runo-ff Volu'ms=Q:02$.af_- 0,28 0.26:' : 1-- --- --- ----; ---;----;- ----;-Runoff De _t�>1 17"__ 3 0.24: ," -- ---- ---i----r----,----1-- r----r----r----r-p--I -'-r-- 0 M 0.222 __ ____I ____I ___I_ __-_ ._.___L__ -flow-r--- --=1144'__ 0.18 - - ----I- -- _SFol a=OI 144$ '/'- I, 0.164 - 1 -- -- —1 ---I --- ---- r-- -+ -r--- ------I-----I-- - 0.1a= ---;-- ;...----; ----;- ---;---- -�-TC--;1:9 rnin- 0.12 -- -1- --- ---------I---- I- - 1 - +-... -- ---------I---- --. o.os -- ----------I---- ---- {- --, ... -- 0.06= :", 0.02� „ " io 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III 24-hr 2 yr,24-hr Rainfall=3.14" Prepared by Sanborn,Head&Associates,Inc. Printed 8/2/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 Hydro CAD Software Solutions LLC Page 3 Summary for Subcatchment 101S: 101S Runoff = 6.23 cfs @ 12.07 hrs, Volume= 0.436 af, Depth> 1.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 2-yr,24-hr Rainfall=3.14" Area(sf) CN Adj Description 8,673 89 Gravel roads HSG C * 196,878 74 Open Space-Good(>75%grass) HSG C 306 98 Unconnected pavement HSG C 22,538 73 Woods,Fair HSG C 228,394 75 74 Weighted Average,UI Adjusted 228,089 99.87%Pervious Area 306 0.13%Impervious Area 306 100.00%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.0 379 0.1839 1.60 Lag/CN Method, Subcatchment 101S: 1015 Hydrograph 6.23 cfs ___ __-_ I ____L.__.__L__--L____I_____I_____I___._._I____ 1 6= TYpe;11124=hr- y 5 -- 24-hr Rainfall=3.14" Runoffi Area=228,394 sf w 4 Runoff Volume=0.436 of o + ,I - rI ----------�--------I----._.. ------,------uR- of _0- e- _ th>1.0 0" Flow den th=379' 3 _SJo0e0183 2 Tc=4.0 min ------- UGAdjusted-CN=74- 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Post-Development-2017 Type III24-hr 2 yr,24-hr Rainfall=3.14" Prepared by Sanborn,Head&Associates, Inc. Printed 8/2/2017 HydroCAD®10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 2 Time span=1.00-24.00 hrs,dt=0.01 hrs,2301 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment 101S: 101S Runoff Area=228,394 sf 0.13%Impervious Runoff Depth>1.00" Flow Length=379' Slope=0.1839'/' Tc=4.0 min UI Adjusted CN=74 Runoff=6.23 cfs 0.436 of Subcatchment 102S: 102S Runoff Area=12,717 sf 0.00%Impervious Runoff Depth>1.17" Flow Length=144' Slope=0.1448'/' Tc=1.9 min CN=77 Runoff=0.45 cfs 0.028 of Subcatchment 103S: 103S Runoff Area=122,425 sf 0.00%Impervious Runoff Depth>1.05" Flow Length=358' Slope=0.1542'/' Tc=4.1 min CN=75 Runoff=3.55 cfs 0.246 of Subcatchment 201S: 201S Runoff Area=382,458 sf 0.00%Impervious Runoff Depth>1.00" Flow Length=510' Slope=0.1697'/' Tc=5.4 min CN=74 Runoff=9.91 cfs 0,729 of Subcatchment 202S: 202S Runoff Area=34,911 sf 0.00%Impervious Runoff Depth>1.05" Flow Length=211' Slope=0.1454'/' Tc=2.8 min CN=75 Runoff=1.06 cfs 0.070 of Subcatchment 203S: 203S Runoff Area=31,652 sf 0.00%Impervious Runoff Depth>1.05" Flow Length=186' Slope=0.0658'/' Tc=3.7 min CN=75 Runoff=0.93 cfs 0.064 of Reach 101R:Summary Node Inflow=8.32 cfs 0.708 of Outflow=8.32 cfs 0.708 of Reach 102R:Treatment Swale Avg.Flow Depth=0.48' Max Vet=0.70 fps Inflow=0.45 cfs 0.028 of n=0.100 L=121.0' S=0.0165'/' Capacity=18AS cfs Outflow=0.40 cfs 0.028 of Reach 103R:Treatment Swale Avg.Flow Depth=1.10' Max Vet=0.74 fps Inflow=3.55 cfs 0.246 of n=0.100 L=490.0' S=0.0061'/' Capacity=11.05 cfs Outflow=2.24 cfs 0.244 of Reach 201R:Summary Node Inflow=11.48 cfs 0.861 of Outflow=11.48 cfs 0.861 of Reach 202R:Treatment Swale Avg.Flow Depth=0.66' Max Vet=0.76 fps Inflow=1.06 cfs 0.070 of n=0.100 L=240.0' S=0.0125'/' Capacity=15.79 cfs Outflow=0.84 cfs 0.070 of Reach 203R:Treatment Swale Avg.Flow Depth=0.54' Max Vet=1.04 fps Inflow=0.93 cfs 0.064 of n=0.100 L=292.0' S=0.0308'/' Capacity=24.79 cfs Outflow=0.77 cfs 0.063 of Pond 1P:Level Spreader Peak Elev=191.11' Storage=0.001 of Inflow=2.51 cfs 0.273 of Outflow=2.51 cfs 0.272 of Pond 2P:Level Spreader Peak Elev=204.05' Storage=0.001 of Inflow=0.84 cfs 0,070 of Outflow=0.84 cfs 0.069 of Pond 3P:Level Spreader Peak EIev=238.05' Storage=0.001 of Inflow=0.77 cfs 0.063 of Outflow=0.77 cfs 0.062 of Total Runoff Area= 18.654 ac Runoff Volume= 1.574 of Average Runoff Depth= 1.01" 99.96%Pervious=18.647 ac 0.04%Impervious=0.007 ac [10 I R /Treat mary Node QQ Level Spreader [103R] 102R ent Swale Tr atment Swale 101 S 103S 102S 103S 102S E S 203S 202S` 201 S 203S 202S � ' 202R 203R Tratment Swale Treatment Swale 2P 3P /Vel Spreader Level Spreader [201 R Summary Node Subcat Reach ;Pon �Link Routing Diagram for Post-Development-2017 Prepared by Sanborn, Head&Associates, Inc., Printed 8/2/2017 FHydroCADO 10.00-13 s/n 08733 0 2014 HydroCAD Software Solutions LLC Pre-Development Type III24-hr 100 yr,24-hr Rainfall=8.88" Prepared by Sanborn,Head&Associates,Inc. Printed 7/31/2017 HydroCAD@ 10.00-13 s/n 08733 @ 2014 HydroCAD Software Solutions LLC Page 6 Summary for Reach 20111: Summary Node Inflow Area= 10.SS2 ac, 0.00%Impervious, Inflow Depth> S.71rr for 100-yr,24-hr event Inflow = 70.12 cfs @ 12.09 hrs, Volume= S.024 of Outflow = 70.12 cfs @ 12.09 hrs, Volume= S.024 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Reach 20111: Summary Node Hydrograph I I I I I I I I I I I ' ®Inflow Outflow 75 70.12 cfs 70 Area=1-0-.552-ac-- r . I I ! I I I I I I I I 65c I I I I I I I I I I I 60: --L-------- - --- ----I--_--------__- ----I ------___ 55- -- I - w 45. --- --� --- �• 40,-., -- - --- -- 3 �' I � r 30- I I I I I ! I ! I I I I I I I I I I I I 25= ,-----I --T----r----I----�----7----r----r----r----r----r----I 20 15_ -r-- ---t 10' 5. 0r 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre-Development Type 11124-hr 100 yr,24-hr Rainfall=8.88" Prepared by Sanborn,Head&Associates,Inc. Printed 7/31/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 5 Summary for Reach 10111: Summary Node Inflow Area= 8.102 ac, 0.00%Impervious, Inflow Depth> 5.71" for 100-yr,24-hr event Inflow = 54.03 cfs @ 12.09 hrs, Volume= 3.857 of Outflow = 54,03 cfs @ 12.09 hrs, Volume= 3.857 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Reach 10111: Summary Node Hydrograph ®Inflow 60- 0 Outflow 54.03 cfs A 55 --1--- -------- -------1n;f1OW- rea=p:7; 2_aC__ I I I I I I 50 _ -----------'----'- 45` - - --- I I I I I I I I '.. -- ----'--- ----'- --- I I I I I I I I I I I I I I I I I I I I '. F I I 35- -- -----r- ----- -- ---- ----- ------i ---- U 3 30_ r----I -.._-.i-- - ----r -r--- ,----1--- r -------- � I I I f I -----I-. ._._+----r----I--- -- - +----r ---r- - ---I----- ----r--.._._p---- 20- -- I I i I I I I I I 15 ---- --+---- f ----'---- - --+---- ----'- ---I---- ---- - ------ I I I I I I I 10 - ---- ----------- -- - ----'-- ---- ----+ ----'---- I 5- 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre-Development Type 11124-hr 100 yr,24-hr Rainfall=8.88" Prepared by Sanborn, Head&Associates,Inc. Printed 7/31/2017 HydroCADO 10.00-13 s/n 08733 ©2014 Hydro CAD Software Solutions LLC Pate 4 Summary for Subcatchment 201S: 201S Runoff = 70.12 cfs @ 12.09 hrs, Volume= 5.024 af, Depth> 5.71" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 100-yr,24-hr Rainfall=8.88" Area(sf) CN Description 225,103 73 Woods,Fair HSG C * 234,551 74 Open Space-Good(>75%grass) HSG C 459,653 74 Weighted Average 459,653 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 569 0.1560 1.55 Lag/CN Method, Subcatchment 201S: 201S Hydrograph ---- ---- --- --- --- --- -- -----------'--- --------------- � ---' 75: . --- 70.12 CfS ------+ ---------r---- ----------------------------- -- 70: -------------- --TYpe_;III_24mhr- 65 - -,--- - r--—— ----r----r---------,-------------------,--100.yr-- 60. -----' = ---------'---- '-- -- 24--hr Rainf611=8.88"-- 55. Runoff Area=459 653 sf- 45 Runoff Vol6me=5.024 of W. 7 ,s _ .r _.___ __—_?. .__�_-. __.r_ r__ _._ _I—____I—___ __—_I 3 40 ---' -- ---L - -- --'--- Runoff-bepth>5.-7.1--- 0 35- _� -- --- -- - -- --- 9 - t- -- r--------- I----Flow Len 'th-569'-- 30 ---- ----; --- --;---- - - S10e=01560 '/' 25= � �1 r ! r—---r—---—Y-————r--——r—------I—---—r--——i——— ——I—TC-6.1 1'11i11—— 20 =15c ClV 74 '� � i I i i � � I i I i i ..< 5_. " 0= 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre-Development Type 11124-hr 100 yr,24-hr Rainfa11=8.88" Prepared by Sanborn, Head&Associates, Inc. Printed 7/31/2017 HydroCADO 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 101S: 101S Runoff = 54.03 cfs @ 12.09 hrs, Volume= 3.857 af, Depth> 5.71" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 100-yr,24-hr Rainfall=8.88" Area(sf) CN Description 151,626 73 Woods,Fair HSG C * 201,279 74 Open Space-Good (>75%grass) HSG C 352,905 74 Weighted Average 352,905 100,00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 587 0.1734 1.64 Lag/CN Method, Subcatchment 101S: 101S Hydrograph 60 i i i i i i i i i i i i i RUnOff --- 54.03 cfs 1---- ---- ----;----L------------------- 55- ----- ---- -- r-- __�ype 111.24-hr- 50- 1 --1-- '.----r --._r----T -r--- - _'---- -- ---- -- - --- - - -- -- 0 -yr 45- 24-hr Rainf6ll=8.88" 40 Runoff Area=35'2,905 sf -- -- ---L--'--L----L-----L----L- --------I-"--.--- ------------------- 35= ' Runoff Volume=3.857 of 3 30 Runoff beOh>5.71" - 25. -- --- ----;---- ----;--- - --Flow Length=587' 20 Slo a=01734 1-- 15- -- ---- ---- L----.. --------- ---- CN ---- 10­ 5 o' 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre-Development Type III24-hr 100 yr,24-hr Rainfall=8.88" Prepared by Sanborn,Head&Associates,Inc. Printed 7/31/2017 HydroCAD®10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 2 Time span=1.00-24.00 hrs,dt=0.01 hrs,2301 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment 101S: 101S Runoff Area=352,905 sf 0.00%Impervious Runoff Depth>5.71" Flow Length=587' Slope=0.1734'/' Tc=6.0 min CN=74 Runoff=54.03 cfs 3.857 of Subcatchment 201S:201S Runoff Area=459,653 sf 0.00%Impervious Runoff Depth>5.71" Flow Length=569' Slope=0.1560'/' Tc=6.1 min CN=74 Runoff=70.12 cfs 5.024 of Reach 10111:Summary Node Inflow=54.03 cfs 3.857 of Outflow=54.03 cfs 3.857 of Reach 201R:Summary Node Inflow=70.12 cfs 5.024 of Outflow=70.12 cfs 5.024 of Total Runoff Area= 18.654 ac Runoff Volume=8.882 of Average Runoff Depth= 5.71" 100.00%Pervious= 18.654 ac 0.00%Impervious=0.000 ac 101 R Sum ary Node 101S 101S 201 i 2 1S 201 R Summary Node Routing Diagram for Pre-Development Subcat Reach A � Ink 9 9 P Prepared by Sanborn, Head&Associates, Inc., Printed 7/31/2017 HydroCADO 10.00-13 s/n 08733 O 2014 HydroCAD Software Solutions LLC Pre-Development Type III24-hr 25 yr,24-hr Rainfall=6.13" Prepared by Sanborn,Head&Associates,Inc. Printed 7/31/2017 HydroCAD@ 10.00-13 s/n 08733 @ 2014 HydroCAD Software Solutions LLC Page 6 Summary for Reach 201R: Summary Node Inflow Area= 10.SS2 ac, 0.00%Impervious, Inflow Depth> 3.29" for 2S-yr,24-hr event Inflow = 40.63 cfs @ 12.09 hrs, Volume= 2.894 of Outflow = 40.63 cfs @ 12.09 hrs, Volume= 2.894 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Reach 201R: Summary Node Hydrograp ---- 1 '-- -- ElInflow 44 40.63 cfs ---- ---' --' - -- J L outflow 42- ,- - --- ---; - -,-In#love Ares=10.552-jac-- 40. --- ----------------- -------- — -------- - ;- 1 1 1 1 -- ----———I_ i` 38 J ___1____L_.___I____J_—__1____L____I____J____1—__._L___—1—____ ,' 36= � :- -i :'f ---r----r----1-----1----7----r----1----7----7----r----1----- 34:' ---'- -=--- - -' ---' -- - ----' -- = - ---- I 32` --- --- ----'---- ----1---- ---------'---- - - - ---- ---- = ; g' 30:" ; ----r----r--- ---- r ---r----I---- ---— ----r----1 28" o -------- ----—-- ---—- L—-------—---... ----L—---'---- 26 = ' c, I ._.. 24" � .7-r T----r- 1— �----7----r- 1----r----I- 3 22 - -- ' - ------ ---- - ----------'--- -- =----------' M 20= - = ----r----�---- ----+---- ----�--- -'---- ---- --------- "'y 16= _ 1 - ---------'----J---- '---- ---------'--- ----i--------- - 14: --+ ---r----r--- - -- :- --r----1--------- {---- --------- I 12 - -- , 1 ——-r--———j——--I——----———-j——--j--———-—--1——---—I—---r---—I--- 10= J _11IJ1L__-..._I.____J—__._J__.__1....... __I_____ —_- 4: 2- 0` 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre-Development Type III 24-hr 25 yr,24-hr Rainfall=6.13" Prepared by Sanborn, Head&Associates,Inc. Printed 7/31/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 5 Summary for Reach 101R: Summary Node Inflow Area= 8.102 ac, 0.00%Impervious, Inflow Depth> 3.29" for 2S-yr,24-hr event Inflow = 31.31 cfs @ 12.09 hrs, Volume= 2.222 of Outflow = 31.31 cfs @ 12.09 hrs, Volume= 2.222 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span= 1.00-24.00 hrs,dt= 0.01 hrs Reach 10111: Summary Node Hydrograph I I I I I I I I .' ®Inflow 34- Outflow - 31.31 ifs _ lnfilow-Area=8. 02-0___ 32- 30` 28- I I I I I I I I I 26- ----r----F_ -I- ------ ...- r----,----�----r- -r---- 24: 22- ' w N 2Q 1 0 16`' l 14 I 12. 1 1 1 ----I - - -------------- 10-" 8- 6- '.., 4- ' 2` 0= 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre-Development Type III 24-hr 25 yr,24-hr Rainfall=6.13" Prepared by Sanborn,Head&Associates,Inc. Printed 7/31/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 201S: 201S Runoff = 40.63 cfs @ 12.09 hrs, Volume= 2.894 af, Depth> 3.29" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 25-yr,24-hr Rainfall=6.13" Area(sf) CN Description 225,103 73 Woods,Fair HSG C * 234,551 74 Open Space-Good(>75%grass)HSG C 459,653 74 Weighted Average 459,653 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 569 0.1560 1.55 Lag/CN Method, Subcatchment 201S: 201S Hydrograp 44 RUnoff 40.63 Cfs ---- ----r-- - --- - ---------- -------- ---------- - 40 - - - - p - --- ---+----}----L— — i ---- --- -------- - ---Ty e lE1-24-hr- , 36. ' -- 25-Yr- 34 32-" ...._ a --- { ---- ---- ---- ----------------------- ------- - 30 -;-- ---r----r----r---- --- - Runoff-Area=45'9;65-8-sf- 2s - y 26 ---------L -- ---- - - -- Runoff Voldme=12r894 af-- 22 3 --_ ---r ---r ---,- --r- --- Runoff=k =epth>3-- --- - LL 20 '. - L---- ---- ----L------------ -' - Flow Le-n 'th=569'16. - - T----r----r----r---- ----,- -- --- Slo0e=0.1560-/-- 1z - TC='.6,1-min- 10. t - -,- ---- ---- - 4 --- + _. 1 --- ---- ---- ------------------------i----- k 2. 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre-Development Type III24-hr 25 yr,24-hr Rainfall=6.13" Prepared by Sanborn,Head&Associates,Inc. Printed 7/31/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 101S: 101S Runoff = 31.31 cfs @ 12.09 hrs, Volume= 2.222 af, Depth> 3.29" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 25-yr,24-hr Rainfall=6.13" Area(sf) CN Description 151,626 73 Woods,Fair HSG C * 201,279 74 Open Space-Good(>75%grass) HSG C 352,905 74 Weighted Average 352,905 100,00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 587 0.1734 1.64 Lag/CN Method, Subcatchment 101S: 1015 Hydrograph 31.31 cfs 32. - --- ---- .. ---; 30: ---- -- 28= ' 25-yr_ -__. ___T_--_i -.__T _T_ _._(-__ ___ ____r___ ____ -_ _I _ - 26. _ _ ;-----;--- --- - -------- 24yhr-RAW611=6.,13"-- 24 __- ___L-__-1____1._.___L_-__I_ _ zz: Runoff-Area=35'2-905 sf-- 20- -- -- ----; - --- - _I,_Runoff Volume=2.222 af 3 18 r t----; ---- - - Runof#0epth>3.-29"-- 0 16- --... ---� - .1.----L- -L_._ ------ -- -- Flow,�ength=587' 14- ,--- -� - - ---'---- � I � � 12 -----T - ------'I- ------- SI_o�e=0.173.4-/ 10- -I-----r -- - --;--- - --- --- -T-c=6.0 min-- 8. --- -a ---- ---- ---- ---- -----'--- ---- -------------CN-I,74- 6- -- -'- 1----L----1 ----L----'--- ----------------------'- --'---- 4 2- 0_ 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre-Development Type III 24-hr 25 yr,24-hr Rainfall=6.23" Prepared by Sanborn,Head&Associates,Inc. Printed 7/31/2017 HydroCADO 10.00-13 s/n 08733 ©2014 Hydro CAD Software Solutions LLC Page 2 Time span=1.00-24.00 hrs,dt=0.01 hrs,2301 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment 1015: 1015 Runoff Area=352,905 sf 0.00%Impervious Runoff Depth>3.29" Flow Length=587' Slope=0.1734'/' Tc=6.0 min CN=74 Runoff=31.31 cfs 2.222 of Subcatchment 201S:2015 Runoff Area=459,653 sf 0.00%Impervious Runoff Depth>3.29" Flow Length=569' Slope=0.1560'/' Tc=6.1 min CN=74 Runoff=40.63 cfs 2.894 of Reach 10111:Summary Node Inflow=31.31 cfs 2.222 of Outflow=31.31 cfs 2.222 of Reach 201R:Summary Node Inflow=40.63 cfs 2.894 of Outflow=40.63 cfs 2.894 of Total Runoff Area= 18.654 ac Runoff Volume=5.115 of Average Runoff Depth= 3.29" 100.00%Pervious= 18.654 ac 0.00%Impervious=0.000 ac 101 R Sum ary Node 001S 101S 201 S 2 1S 201 R Summary Node SUbcat Reach Pon Link Routing Diagram for Pre-Development Prepared by Sanborn,Head&Associates, Inc., Printed 7/31/2017 HydroCAD®10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Pre-Development Type III 24-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn, Head&Associates,Inc. Printed 7/31/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 6 Summary for Reach 201R: Summary Node Inflow Area= 10.552 ac, 0.00%Impervious, Inflow Depth> 2.21" for 10-yr,24-hr event Inflow = 27.12 cfs @ 12.09 hrs, Volume= 1.944 of Outflow = 27.12 cfs @ 12.09 hrs, Volume= 1.944 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Reach 20111: Summary Node Hydro graph 13 1 --- r ---I -- ---- ----r-- r --- ----r ---r---- Inflow 30- I OUOutflow�7 28 ,12cfs - -- - -In#I®urea=110-. 52-ac-- 26- - -I --- ----I---------1---- ----I -------I----j----r--------- 24 22_' ' 'A ----- ----j -------- - --,---- ----r----�---- I I I I I I I I I I I 20 -------------------- 16: 0 14- EL 12.. -----r----I---- -- -1----r , -- - i----r--------- I I I I I I I I I I I I 10.' 1 I 8' • ___J___-._L.-.-_-..-._I.___-_J_____J___-L 6 4 I I I I I I u 2 0= 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre-Development Type 11124-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn,Head&Associates,Inc. Printed 7/31/2017 HydroCAD@ 10.00-13 s/n 08733 @ 2014 Hydro CAD Software Solutions LLC Page5 Summary for Reach 10111: Summary Node Inflow Area= 8.102 ac, 0.00%Impervious, Inflow Depth> 2.21" for 10-yr,24-hr event Inflow = 20.90 cfs @ 12.09 hrs, Volume= 1.493 of Outflow = 20.90 cfs @ 12.09 hrs, Volume= 1.493 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Reach 10111: Summary Node Hydrograph 23 22 20.90 cfs - -- -- --1 - -.Inf l eea= .�,0 - C--21_ --- - ,. -- --- r --i - -� - r 20. 18. ----------------------------------- --------- 15: - ---=----L----'---- ---- ----L----'--- -' -- ----' --------- 14 � 13.' -- p11 -- ' i 8; ----- --Ti-------- ---- ----r--_ -.i_._ .. - ----i --------- 7 - ---'---- ---- ---- ----'---- ----J----L----'----- 5_ -------' ------------------ 4: ----i---- ---- ---- -------- ---- - ---- 3= X�. ---- ---- ----r-- -,- -- --- -- ------ 2 1 0 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre-Development Type III24-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn,Head&Associates,Inc. Printed 7/31/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 Hydro CAD Software Solutions LLC Pa[ze 4 Summary for Subcatchment 201S: 201S Runoff = 27.12 cfs @ 12.09 hrs, Volume= 1.944 af, Depth> 2.21" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 10-yr,24-hr Rainfall=4.81" Area(sf) CN Description 225,103 73 Woods,Fair HSG C * 234,551 74 Open Space-Good(>75%grass) HSG C 459,653 74 Weighted Average 459,653 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 569 0.1560 1.55 Lag/CN Method, Subcatchment 201S: 201S Hydrograph -- ----1----1-----T1---- --- ---- -----=------ ----------------- --- 30 RUnOff -- 27.12 cfs ---- ----r---- ---- --------------- ----- ----,-----,---- 28 -- --- - — --L--- ----- -- --- ---- --- 2s= --------------- Type;lll-2 =hr 10 24= ----' - - -- -- -- -- --- --- --Yr 22_ 24�hr Rainfall=4.81" - - ---- ----}. - -- -------- -- ------ ----------- 20_ -------R_unoff Are a=45'9,65a sf - ---�-- t ---;---r---r----r- r 18: ` -- - -- ---- ---- ---- ---- -Runoff Volume=1.944af-- N - V- „. 1 16 T --' ---' -R-unoff-bepth>2.-21" --- ----r --- - -- 3 1 1 1 0 14-' ILL - ---� -- ---- ---- ------------------FlowLength=569'-- 1z: 10 $ Tc-6.1 min --s- CN ' 74 ` i T T F 4- ' 2.' 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre-Development Type II124-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn, Head&Associates, Inc. Printed 7/31/2017 HydroCADO 10.00-13 s/n 08733 ©2014 Hydro CAD Software Solutions LLC Page 3 Summary for Subcatchment 101S: 101S Runoff = 20.90 cfs @ 12.09 hrs, Volume= 1.493 af, Depth> 2.21" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 10-yr,24-hr Rainfall=4.81" Area(sf) CN Description 151,626 73 Woods,Fair HSG C * 201,279 74 Open Space-Good(>75%grass)HSG C 352,905 74 Weighted Average 352,905 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 587 0.1734 1.64 Lag/CN Method, Subcatchment 101S: 1015 Hydrograph 22: --- 20.90 cfs -r---- --- --- --------- -- ------ ... - --- ----- 21° --- --- - -- -- ---'-- __ 20- . _ --- -- + -- ---+ --- - - --- ---- I - -- --- 19-- , r r r r I - 10=yr 17. --- -, --------- _-- -�--24-'hr-R6infa11=4: -- _ 16 --, ---r ---r --r- - -r- - --- --- ---- ------------- 15 '. -__ _-- ' -__-- - -- -'.-- -'-_ ._Runoff.Ar-ea=-3.52 905 sf-- --- I I I I I 1 I I 1 I � I 14 ---- ----+- - -- - -- - -- - _ _ _-; _Runoff Volume-1.493 af-_ N r- v 12 -RunOff-bepfh>2 21 - -- --- --- -- - --'- ----- ....'- " 3 I � I I I � I LL_ : I Flow_-Length=587' S1o0 - -- 8` a --- ---- -- ---- ----- -- e- .1734'P-- i I I I I 7 --- -- - - 6. --' -- --'-- -- --- ---- _T_C*6_0--min5. -- I I I I I I I I I 1 ___A.__-_1.___-L____r.____L.____I____._I_ I- I- _ r1 -- �1V�74 3.'� --------'----- - ---- I I I I I I I I I- 1 2: — - --- '..', ---- ---------+-----�-----�------I-----I----- 1=. I 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre-Development Type III 24-hr 10 yr,24-hr Rainfall=4.81" Prepared by Sanborn, Head&Associates,Inc. Printed 7/31/2017 HydroCAD®10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 2 Time span=1.00-24.00 hrs,dt=0.01 hrs,2301 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment 101S: 101S Runoff Area=352,905 sf 0.00%Impervious Runoff Depth>2.21" Flow Length=587' Slope=0.1734'/' Tc=6.0 min CN=74 Runoff=20.90 cfs 1.493 of Subcatchment 201S:201S Runoff Area=459,653 sf 0.00%Impervious Runoff Depth>2.21" Flow Length=569' Slope=0.1560'/' Tc=6.1 min CN=74 Runoff=27.12 cfs 1.944 of Reach 101R:Summary Node Inflow=20.90 cfs 1.493 of Outflow=20.90 cfs 1.493 of Reach 20111:Summary Node Inflow=27.12 cfs 1.944 of Outflow=27.12 cfs 1.944 of Total Runoff Area= 18.654 ac Runoff Volume=3.437 of Average Runoff Depth=2.21" 100.00%Pervious= 18.654 ac 0.00%Impervious=0.000 ac 101R Sum ary Node �101S 101S 201 i 2 1S 201 R Summary Node i L.I Subcat Reach on 11 nk Routing Diagram for Pre-Development i Prepared by Sanborn, Head&Associates, Inc., Printed 7/31/2017 HydroCAD®10.00-13 s/n 08733 0 2014 HydroCAD Software Solutions LLC Pre-Development Type III 24-hr 2 yr,24-hr Rainfall=3.14" Prepared by Sanborn, Head&Associates, Inc. Printed 7/31/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 6 Summary for Reach 201R: Summary Node Inflow Area= 10.SS2 ac, 0.00%Impervious, Inflow Depth> 1.00" for 2-yr,24-hr event Inflow = 11.62 cfs @ 12.10 hrs, Volume= 0.876 of Outflow = 11.62 cfs @ 12.10 hrs, Volume= 0.876 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span=1.00-24.00 hrs,dt=0.01 hrs Reach 20111: Summary Node Hydrograph I I I I I I I I I I I I I ®Inflow 13- - - - ----, ---,- - ;- --- ------,---- ----I ----,---- u I Outflow 12= 11.62 cfs .- -- — ---- --- -- -Infto*Area=1-0:552-ak-- '_ I I I I I I I I I �- -------'---- I----�---- ---- ---- ---- -------.._. 10- I I I I I I I I 1 I I I I I I I I I I I I I I I 9 --- ---- ---- ----J --1----f ----'--- -I---- -- ----'----- - I I I I I I I I I I I I - I I I I I I I I I I I I a - - ---+----'---- -- ---- f----I ----'---- -- +---- ----'-- -- I I I I I I I I I I I I 3 I 5 I I j r I I I 1 I I I I I I I I I I 4 - j----,- --------,---- -- -----------,---- -'- --------- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 2 I I I I I I I I I I I I I 1� 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre-Development Type III24-hr 2 yr,24-hr Rainfall=3.14" Prepared by Sanborn,Head&Associates, Inc. Printed 7/31/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 5 Summary for Reach 101R: Summary Node Inflow Area= 8.102 ac, 0.00%Impervious, Inflow Depth> 1.00" for 2-yr,24-hr event Inflow = 8.95 cfs @ 12.10 hrs, Volume= 0.673 of Outflow = 8.95 cfs @ 12.10 hrs, Volume= 0.673 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind method,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Reach 10111: Summary Node Hydrograph r-------- - --- ---- -----i ----T r r � r Inflow 10 _ - Outflow 8.95 cfs 1nfi10W Anea=F&I -ac__ 7 . ----,--- r-- ----r- r- 6- 5- -------'-- ------. _.. --1-- -'-- -----'---- i... --L----'-- 0 4 - —+--- - --i---- +--- -+------- -i ------ -.... ----i --- 3- -- 2- 7----F--- --- 1- 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre-Development Type III24-hr 2 yr,24-hr Rainfall=3.14" Prepared by Sanborn,Head&Associates,Inc. Printed 7/31/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 Hydro CAD Software Solutions LLC Page 4 Summary for Subcatchment 201S: 201S Runoff = 11.62 cfs @ 12.10 hrs, Volume= 0.876 af, Depth> 1.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 2-yr,24-hr Rainfall=3.14" Area(sf) CN Description 225,103 73 Woods,Fair HSG C * 234,551 74 Open Space-Good(>75%grass) HSG C 459,653 74 Weighted Average 459,653 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 569 0.1560 1.55 Lag/CN Method, Subcatchment 201S: 201S ydroraph 13 11.62 Cfs I -, ----r----r----r----r-----r---r-- --- I -------I- 12 - --- --- r--- -- -- - ----I -------ype4ti-24=hr- -'i--- '----r-''---T----r----r----r-'---I-'---� -----I---- - - 10- Syr r - -- T----r----r ---r - - -- - -----24--hr Rainf611=114". - 9 ---- �: ,-f ---r--------- --- --- --- -- - I ; - '�,- Runoff-Area=459;65-3 sf r----r----r----r----r----I--Runoff�Volame='U:87V af-- v 7 3 Runoff-0epth>1.-00"-- 0 6 Flow-t.ength=569'-- r. 5- --- - ,, --T----r----r-_... -r- SloOev0:1560'/'-- 4- --- --- -------T-e=6.1-min- _ g ' --- -- CN-74-- 2 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre-Development Type III 24-hr 2 yr,24-hr Rainfall=3.14" Prepared by Sanborn,Head&Associates,Inc. Printed 7/31/2017 HydroCAD@ 10.00-13 s/n 08733 ©2014 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 101S: 101S Runoff = 8AS cfs @ 12.10 hrs, Volume= 0.673 af, Depth> 1.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span= 1.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 2-yr,24-hr Rainfall=3.14" _ Area(sf) CN Description 151,626 73 Woods,Fair HSG C * 201,279 74 Open Space-Good(>7S%grass)HSG C 352,905 74 Weighted Average 352,905 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 587 0.1734 1.64 Lag/CN Method, Subcatchment 101S: 101S Hydrograph 10- - --- 8.95 cfs -r-- - ----r --- - -- -- - ----- -I--- --- 9 Type lll 24-hr 6- 2-yr 7- -- R6noff_Are6=3512 905-sf_._ 6 Runoff Volume=0.673 of 5 Runoff bept,,h>1.00" -------...___F] wlength=587'- 4- 6 ' --� -..--�----i ----�------ __;-----;--- 3- Tc=6.0 min CN 74 0- 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pre-Development Type II124-hr 2 yr,24-hr Rainfall=3.14" Prepared by Sanborn,Head&Associates,Inc. Printed 7/31/2017 HydroCAD®10.00-13 s/n 08733 ©2014 Hydro CAD Software Solutions LLC Page 2 Time span=1.00-24.00 hrs,dt=0.01 hrs,2301 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Subcatchment 101S: 101S Runoff Area=3S2,905 sf 0.00%Impervious Runoff Depth>1.00" Flow Length=587' Slope=0.1734'/' Tc=6.0 min CN=74 Runoff=8.95 cfs 0.673 of Subcatchment 201S:201S Runoff Area=459,653 sf 0.00%Impervious Runoff Depth>1.00" Flow Length=569' Slope=0.1560'/' Tc=6.1 min CN=74 Runoff=11.62 cfs 0.876 of Reach 101R:Summary Node Inflow=8.95 cfs 0.673 of Outflow=8.95 cfs 0.673 of Reach 201R:Summary Node Inflow=11.62 cfs 0.876 of Outflow=11.62 cfs 0.876 of Total Runoff Area= 18.654 ac Runoff Volume=1.549 of Average Runoff Depth=1.00" 100.00%Pervious= 18.654 ac 0.00%Impervious=0.000 ac 101 R Sum ary Node 001S 101S 201 S 2 1S 201 R Summary Node Subcat Reach On Link Routing Diagram for Pre-Development Y Prepared b Sanborn, Head&Associates, Inc., Printed 7/31/2017 p HydroCADO 10.00-13 s/n 08733 0 2014 HydroCAD Software Solutions LLC Extreme Precipitation Tables:42.709°N,71.085°W Extreme Precipitation Tables Northeast Regional Climate Center Data represents point estimates calculated fi-on:partial dteratiora series.All precipitation ant'ounts are displayed in inches. Smoothing Yes State Massachusetts Location Longitude 71.085 degrees West Latitude 42.709 degrees North Elevation 0 feet Date/Time Wed, 19 Jul 2017 17:34:45-0400 Extreme Precipitation Estimates 5min 10min 15min 30min 60min 120min llir 2hr 3hr 6hr 12hr 24hr;; 48hrl j1day 2day 4day 7day 10day lyr 0.27 0.42 0.52 0.68 0.85 1.07 lyr 0.73 1.01 1.25 1.59 2.03 2.62 2.85 1 lyr 2.32 2.74 3.18 3,85 4.50 lyr 2yr 0.33 0.51 0.64 0.84 1.06 1.34 2yr 0.92 1.23 1.55 1.96 2.48 3.14 3.47 2yr 2.78 3.34 3.86 4.57 5.22 2yr Syr 0.39 0.61 0.77 1.03 1.32 1.68 Syr 1.14 1.54 1.96 2.49 3.16 4.00 4.45 Syr 3.54 4.28 4.91 5.82 6.58 Syr 10yr 0.441 0.70 1 0.88 1.20 1 1.56 2.01 10yr 1.34 1.82 2,35 3.001 3.80 14.81 5.37 10yr 4.25 5.16 5.90 6.99 7.85 10yr 25yr 0.52 0.83 1.06 1.46 1.94 2.52 25yr 1.67 2.29 2.97 3.80 4.841 6.13 6.89 25yr 5.43 6.62 7.52 8.91 1 9.92 25yr 50yr 0.59 0.94 1.21 1.69 2.29 3.02 50yr 1.98 2.72 3.57 4.59 5.84 7.38 8.32 1 50yr 6.53 8.00 9.04 10.71 11.84 50yr 100yr 0.67 1.09 1.41 1.99 2.71 3.60 100yr 2.34 3.23 4.27 5.50 7.01 8.88 10.06 100yr 7.86 9.67 10.88 12.89 14.15 100yr 200yr 0.76 1.25 1.62 2.32 3.21 4.30 200yr 2.77 3.84 5.12 6.61 8.45 10.69 12.16 200yr 9.46 11.69 13.08 15.51 16.91 200yr 500yr 0.921 1.51_1 1.97 2.86 4.02 5.43 500yr 3.47 4.82 6.49 8.43 10.79 13.68 15.64 500yr 12.10 15.03 16.71 19.82 21.41 500yr Lower Confidence Limits 51nin 10min 15min 30min 60min 120min lhr 21ir 3hr 61ir 12hr 24hr 48hr lday 2day 4day 7day 10day lyr 0.24 0.37 0.46 0.61 0.75 0.88 lyr 0.65 0.86 1.09 1.33 1.63 2.44 2.65 lyr 2.16 2.54 2.93 3.50 4.12 lyr 2yr 0.32 0.50 0.61 0.83 1.02 1.22 2yr 0.88 1.19 1.40 1.84 2.35 3.06 3.38 2yr 2.71 3.25 3.76 4.45 5.10 2yr Syr 0.37 0.57 0.71 0.98 1.24 1.46 Syr 1.07 1.43 1.65 2.14 2.74 3.74 4.15 Syr 3.31 4.00 4.61 5.44 6.19 Syr 10yr 0.41 1 0.64 1 0.79 1.10 1 1.42 1.68 1 10yr 1.23 1.64 1.88 2.41 3.07 4.36 4.83 1 10yr 3.85 4.65 5.39 6.33 1 7.15 10yr 25yr 0.48 1 0.73 1 0.91 1.29 1.70 2.00 25yr 1.47 1.95 2.21 2.81 3.58 5.31 5.89 25yr 4.70 5.66 6.61 7.72 8.64 25yr 50yr 0.53 1 0.81 1 1.01 1.45 1.95 2.29 50yr 1.68 2.24 2.49 116 4.02 6.17 6.84 50yr 5.46 6.58 7.72 8.99 9.95 50yr 100yr 0.60 0.90 1.13 1.64 2.24 2.62 100yr 1.94 2.56 2.82 3.55 t4. tIO. 7.92 100yr 6.33 7.62 9.02 10.45 11.46 100yr 200yr 0.67 1.01 1.28 1.85 2.59 3,00 200yr 2.23 2.93 3.18 3,98 9.20 200yr 7.36 8.85 10.54 12.16 13.20 200yr SOOyr 0.79 1.17 1.51 2.19 3.12 3.60 500yr 2.69 3.52 3.72 4.64 11.21 500yr 8.95 10.78 12.96 14.84 15.gg SOOyr Upper Confidence Limits 5min 10min 15niin 30min 60min 120min lhr 21r 31n• 6hr I 121ir 24hr 48hr lday 2day 4day 7day 10day lyr 0.30 0.46 0.56 0.75 0.93 1.10 1yr 0.80 1.07 1.28 1.68 2.15 2.79 3.03 lyr 2.47 1 2,91 3.39 4.08 4.79 lyr 2yr 0.34 0.53 0.66 0.89 1.10 1.30 2yr 0.95 1.27 1.51 1.97 2.52 3.24 3.58 2yr 2.86 3.45 3.97 4.70 5.38 2yr Syr 0.43 0.66 0.82 1.12 1.42 1.69 Syr 1.23 1.65 1.95 2.52 3.20 4.26 4.75 Syr 3.77 4.57 5.24 6.21 6.99 Syr 10yr 0.51 1 0.79 1 0.98 1.37 1 1.77 2.07 1 10yr 1.53 2.03 2.37 3.06 3.85 5.27 5.89 1 10yr 4.67 5.66 1 6.46 7.67 1 8.56 10yr 25yr 0.66 1.00 1.25 1.78 2.35 2.71 25yr 2.02 2.65 3.11 3,951 4.92 1 6.98 7.84 1 25yr 6.18 7.54 8.54 10.15 11.20 25yr 50yr 0.79 1.20 1.50 2.15 2.90 3.33 50yr 2.50 3.25 3.81 4.79 5.93 8.65 9.76 50yr 7.66 9.38 10.54 12.57 13.74 50•yr 100yr 0.96 1.45 1.82 2.62 3.60 4.08 100yr 3.10 3.99 4.68 5.83 7.14 10.71 12.14 100yr 9.47 11.67 13.01 15.58 16.88 100yr 200yr 1.15 1.74 2.20 3.19 4.45 5.01 200yr 3.84 4.90 5.75 7.08 8.60 13.26 15.10 200yr 11.73 14.52 16.07 19.29 20.75 200yr 500yr 1.49 2.21 2.85 4.14 5.88 6.57 500yr 5.08 6.43 7.57 9.17 11.02 17.60 20.19 500yr 15.58 19.42 21.26 25.60 27.31 500yr httn•//nrecin eas cnrneII-hddata nhn?I snosnnnR46607/19/2ti17 i36-06 PMl Brooks School Solar Farm HydroCAD Summary August 2017 Peak Flow(East Summary Node 101R) 24-hour Extreme Pre-Development Post-Development Storm Event Peak Flow 3 s Peak Flow OVM 2 yr 8.95 8.32 10- r 20.90 20.03 25- r 31.31 30.37 100 yr 54.03 53.10 Peak Flow West Summar Node 201R 24-hour Extreme Pre-Development Post-Development Storm Event Peak Flow 3 s Peak Flow t3/s 2- r 11.62 11.48 10- r 27.12 26.96 25 yr 40.63 40.48 1 00- r 70.12 70.01 P:\3400s\3471.01\Source Files\Land Disturbance Permit\Peer Review Comments July 2017\Response to Comments\Att C-HydroCAD (Rev)\Quick Summary.docx ATTACHMENT C REVISED HYDROCAD MODEL OUTPUT SANBORN 1111 HEAD LEGEND: 2-FOOT ELEVATION CONTOUR --- ---- PATHWAY __________ PROPOSED 2-FOOT ELEVATION CONTOUR —lax— 0 SIZE OF PARCEL=33.3 ACRES 1G-FOOT ELEVATION CONTOUR --10-- GUARDRAIL ------TV------ PROPOSED 14F00T ElEVAT10N CONTOUR —n0— AREA OF LAND DISTURBANCE=65,340 S.F. UTILITY POLE " PAVED ROADWAY LIM(T OF CLEARING ,., ,.,,,-,-, AREA OF TREE CLEARING=121,400 S.F. a TREE CANOPV IJNE ` ` ` WATER PROTECTION DISTRICT OVERLAY PROPOSED FENCE % TREE LOCATION SUBCATHMEMAREA PROPOSED GRAVEL AREA L-----J / PROPERTY LINE -- FLOW PATH PROPOSED TEMPORARY GRAVELAREA rt���'1��(1 WgS1y1NGTON STREET y/ / TO BE RESTORED WITH VEGETATION APPROXIMATE TOWN LINE — — SUBCATCHMENT DESIGNATION 1015 STRUCTURE LEVELSPEADER �1 / L87 — — REACH DESIGNATION 201R WETLANDS I —' POND DESIGNATION WETLAND FLAG PROPOSEDTREATMENTSWAI.E WETLNDSBUFFER - -----'- PROPOSED SOLAR ARRAY STONE WALL PROPOSED CONCRETE PAD O � \�ST / - _ � ♦ � / _FENCE - J - (12.717 S.F,)& SOLAR ARRAY �,o! "-.. fi R MAP 103 w LOT 1 MAP 103 BROOKS SCHOOL,INC. BROOKS SCHOOL,INC. _ _ - = c �t A��' g ) 1160 GREAT POND ROAD 1160 GREAT POND ROAD U _- �t '�,.,.w NORTH ANDOVER,MA 01645 x NORTH ANDOVER MA.01845 ������ GRAVEL ROAD CCESS \'� \ \ ` Av / APPROXIMATEUMITOF FT p CLEARING ,-' - — ., - ��y i✓�1.� �1� 0 E� pp p I _ (31652 S.F. NOTES: 1. THE BASE MAP WAS DRAWN FROM A PLAN ENTITLED.'TOPOGRAPHIGBOUNDARY PLAN-GREATPONO WAD'.ITH PREPAREDVISIONS HROUGHEWSW 2D17 INC.OF NSHUA, -W. PSHIRE.DATED AUGUST M.2012 ROAD',PREPARED BY UGHJULY/SWAN017.ORIGIN L S ALE:NEW HAM 2 TOPOGRAPHY RI OBTAINEDFROM INSTRUMENT SURVEY CONDUCTED ON THE GROUND DJ HAYNESWANSONSON.INC.IN AUGUST 201012.WTIH ADDITIONAL SURVEY CONDUCTED INJUNEAND JULY2017. 1 ELEVATIONS DEPICTED ARE BASED ON NORTH AMERICAN VERTICAL DATUM OF 1866(NAVD86). —,� ✓�' � 4, PROPERTY LINES AND TOWN BOUNDARY UNE DEPICTED ARE BASED ON COMPLIED DEEDS,PLANS,TOWN OF NORTH ANDOVER ASSESSORS MAPS OF RECORD. S. WETLANDS WERE DELINEATED BYWETLAND CONSULTANT SERVICES OFMERRIMAC,MASSACHUSETTS GREgT � ON AUGUST 10 AND 17,2012,AND SURVEYED BY HAYNERISWANSON,INC.IN AUGUST 201Z 201R DRAPHIUL SCALE 8. SOIL TYPE INFORMATION WAS OBTAINED FROM USDA NATURALEBEEN DESIGNATED AS OIL TYPE SERVICE m 4V p gp t6p (NRCS)WEB SOIL SURVEY(WSS).ALL ON-SITE SOILS HAVE BEEN DESIGNATED AS SOIL TYPE C. DRAWN BV:R.CLAY BROOKS SCHOOL SOLAR FARM "'°'�"N""�°` DESIGNED BV:R.CLAY �L 1✓ I REVIEWED BY;T.REED NORTH ANDOVER,MASSACHUSETTS 3471.01 S A A ',p`t7 V B O R N (IJ 1 A E A D ® PROJECT MGR:R.CLAY 3, SHEETNU'+9Elt PC:E.STENFAUSER POST-DEVELOPMENT DRAINAGE PLAN y; DATE:AUGUST 2017 1 OF 1 r,i§ 9 G LEGEND: 2-FOOT ELEVATION CONTOUR ----:c-- -- PATHWAY ^^++ � SIZE OF PARCEL=33.3 ACRES 10-FOOTELEVAI NCONTOUR 110-- GUARDRAIL A UTILITY POLE ' PAVED ROADWAY WATER PROTECTION DISTRICT OVERLAY TREE CANOPY LINE TREE LOCATION SUBCATHMENT AREA WASHINGTON PROPERTY LINE ———— FLOW PATH APPROXIMATE TOWN LINE — — SUBCATCHMENT DESIGNATION STRUCTURE ,7.,:. �'.,= `� •:\ \ REACH DESIGNATION 20tR / /�p�"�-•r $yOR�` .� J WETLANDS WETLAND FUG • '.. WETLANDS BUFFER STONE WALL 0 LOT 1 MAP 103 BROOKS SCHOOL,INC. 1160 GREAT POND ROAD - - NORTH ANDOVER,MA.01845 LOT 10 MAP 103 BROOKS SCHOOL,INC. 1160 GREAT POND ROAD {{ N _" 1k _ NORTH ANDOVER,MA 01845 n 1 /lots -� -� ,.'' t� C 3 / ✓°'' F.) is _ _ — T NOTES: �1. THE BASE MAP WAS DRAWN FROM A PLAN ENTITLED.'TOPOGRAPHIMBOUNDARY PLAN-GREAT POND ROAD',PREPARED BY hl HRIGINA SCALE:N,INC.OF NASHUA,NEW HAMPSMIRE.DATED AUGUST 28.2012 WITH REVISIONSTHRDUGMJULY 20.2017. / ORIGINAL SCALE:1'-80'. �2. TOPOGRAPHY WAS OBTAINED FROM AN INSTRUMENT SURVEY CONDUCTED ON THE GROUND BY HAYNER/SWANSON,INC.IN AUGUST 2012,WITH ADDITIONAL SURVEY CONDUCTED IN JUNE AND JULY MIT, 3. ELEVATIONS DEPICTED ARE BASED ON NORTH AMERICAN VERTICAL DATUM OF ISM(NAVD8BL PROPERTY LINES AND TOWN BOUNDARY LINE DEPICTED ARE BASED ON COMPLIED DEEDS,PLANS,TOWN OF NORTH ANDOVER ASSESSORS MAPS OF RECORD. GREAT - S. WETLANDS WERE DELINEATED BY WETLAND CONSULTANT SERVICES OF MERRIMAC,MASSACHUSETTS ON AUGUST 16 AND 17. tot 2012,AND SURVEYED BY HAYNER/SWANSON,INC.IN AUGUST2012 CRAPHILILSLAtf B. SO IL TYPE INFORMATION WAS OBTAINED FROM USDA NATURAL RESOURCES CONSERVATION SERVICE(NRCS)WEB SOIL ea as a r>p tm SURVEY(WSS�ALL ON-SITE SOILS HAVE BEEN DESIGNATED AS SOIL TYPE C. t DRAWN BY:R.CLAY MOJEU NUMBER o --- DESIGNED BY:R.CLAY BROOKS SCHOOL SOLAR FARM SANB®RN �� k HEAD e>` REVIEWED BY:T.REED NORTH ANDOVER,MASSACHUSETTS 3471.01 uI G PROJECTMGR R.CLAY SHEET NUMBER 32 � PIC E.STEINHAUSER PRE-DEVELOPMENT DATE AucusTzon DRAINAGE PLAN 1OF1 2�6: ATTACHMENT B REVISED PRE- & POST-DEVELOPMENT DRAINAGE PLANS SANBORN 1111 HEAD Y p NOTES: 6 1. REF ER TO SHEET 1 FOR ADDITIONAL NOTES AND LEGEND. APPROXIMATE LIMBS OF K - 2. 25'NO-DISTURBANCE ZONE IS THAT PORTION OF THE BUFFER ZONE WHICH EXTENDS TWENTY-FIVE FEET(25)FROM THE EDGE OF OEPMAPPED ZONEA S THOSE WETLAND RESOURCE AREAS AS DEFINED IN THE NORTH ANDOVER WETLANDS PROTECTION BYLAW.DISTURBANCE OF ANY KIND INON-TRIBUTARY TO LAKE B IS PROHIBITED WITHIN THIS ZONE INCLUDING BUT NOT LIMITED TO GRADING,LANDSCAPING,VEGETATION REMOVAL,DUMPING OF COCHICHEWICK) LANDSCAPING DEBRIS,PRUNING,FILLING,EXCAVATING,ROADWAY CONSTRUCTION AND/OR DRIVEWAY CONSTRUCTION. 3. 50-NO-BUILD ZONE IS THAT PORTION OF THE BUFFER ZONE WHICH EXTENDS FIFTY-FEET(50')FROM THE EDGE OF WETLAND RESOURCE / AREAS AS DE FINED IN THE NORTH ANDOVER WETLANDS PROTECTION BYLAW.CONSTRUCTION OF ANY KIND IS PROHIBITED WITHIN THIS ZONE INCLUDING BUT NOT LIMITED TO FOUNDATIONS ASSOCIATED WITH SINGLE FAMILY HOMES,MULTI-FAMILY DWELLINGS. COMMERCIAL ANDIOR INDUSTRIAL BUILDINGS,PORCHES,DECKS(I.E.,FOOTING,PILING,SONOTUSE).PATIOS,HOUSE ADDITIONS, WASHINGTON 5 BUILDING ADDITIONS,POOLS,SEPTIC SYSTEMS,AND SHEDS.DRIVEWAYS,ROADWAYS.RETAINING WALLS AND LANDSCAPE BOULDER ' WALLS MAY BE ALLOWED IN THE 50-FOOT NO-BUILD ZONE WHEN NO OTHER FEASIBLE LOCATION OR ALTERNATIVE MEANS OF ACCESS r. EXISTS. \ 4. 100'BUFFER ZONE IS THE AREA WHICH EXTENDS 100'FROM THE EDGE OF WETLAND RESOURCE AREASAS DEFINED IN THE NORTH - '( ANDOVER WETLANDS PROTECTION BYLAW. / / ••Sy�T.' � 4 �a 7 VL 1 3 r TRIBUTARY WETLAND e' ---- -- —_ •— LIMIT OF NON-DBCHARZONE(32 TR BUTARSY FROM GE k� F ET APPLICABLE ZONE fJ BOUNDARY LIMIT OF CONSTRUCTION ACTIVITIES (TRIBUTARY TO LAKE f � � 0R'wN1m ISSUED FOR NORTH ANDOVER S m as a as LAND DISTURBANCE PERMIT APPLICATION REVIEW I DRAWN BY:R.CLAv BROOKS SCHOOL SOLAR FARM M.—NU—' DESIGNED BY:R.CLAY 3471.01 Q 'T� R R TT 6 11 ��-y7 7�--{f © P �® 1 _ REVIEWED BY:TREED NORTH ANDOVER.MASSACHUSETTS -a S S 1 jJ®J L t H HEAD l 1 D y• • � ��� PROJECT MGR R.CLAY SHE NUMBE 3; E.STEINHAUSER WETLAND RESOURCE PLAN 8OF8 yei z DATE:JUNE 2017 7. TL 2�C� Y 9 b'uw rmTE4 i•%1•%2A'WOOp[N SrANE PLA®4'D.G UNPAVED PAVED I wCPE PPDMOFD TOPC^.w�NDORN NGDpVNE%VaP IseNCEr ceNp WSmc wATitE fttl[rt Saar 'JAY •. REPAVE ROADUfa•dNtEtfR uw(TmCAL) AS SPECIM L ,l � pE PROTE F �wRDua�ciEOLL ���� �—a•urcauuw �Jl ul- row44 ia.� .- As sPEa1 \ wwxnnlpam.camnarlen tY ulx g ' p rnowDE APPRawAR mAxvnw ti ,:�,, �� rxml anw ecrvml srM�catsTxurnw �� �• —CDYPACiID � s ��,-�° 4dy PRDFlI P NtW TtMCE Mp ROAD [�tEETTc I—?UIT 0 IYI•Iaa•♦aootw SCARE (AS REWIRED? 6d nuluvu wAi7tE mlrn SocN 0 � ,. �-- YIN(TYRCAL) AS REWIRED � �_ ELECTRIC CONDUIT CH TREN ""'^tlW Hed"t'^a w>,Iounaaem lnn roe f [amwm TM aamw atna a lase Ilan gi WI'��IC uw WqM MCA ARG TO BE PR01£CRL vadlg ,nvss P oni wttF—y 1,,o901 I IS.As one of our core hunnesses of the comwM.HyunNlHro ryintlum ei is �'f NOT TO St'•If cammlpaa lotlevebpa^d iMe-tM1roWlyln Mefeid of renewable energy. 2Nt1 Nypntlal5olar k the lamanand thI,longest stantlmg W III and module manWee[umr In South Kona.We Fava Ba3MW of moaula pmauction DaSTNn Ovm[auu¢frwwax[mL wciryaM DrMdehlgFyuullrysalerW produrn to mwe dun 3.DpO cuaomers wodawWeYh itnva10achMvaone.1 the mod elilrkm Pl POM madulei Ey cite blhhllq an P8O bboratory aM Imeztlmr more than 20 MOibn USD an Innovativa[ethrwlagks. r n�WATTLE EROSION CONTROL BARRIER xar ro scALE rnC°wxo D uw wusxm mxE Poly-<rystafMeType PLAN MEW D,w.TILT RI-Series 1I1-M3IUFIIH&M3ISW T HIS-M OPIIH&WM RI '.. 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F AtkeReNo Mvsi DAv�'im�artDina®wro E�n•mm �olo�Rot`u°oV'En°RUE'mat �yM� t. saARuopp TrPCMexaesrs[EaA g (Am+rcnaEtlal waud1.31mm(Da2a1 w Roan me CON opiEIE�PAO E la c:EVA:.::.pahslwe[.wwd,ttDloef nlm n STABILIZED CONSTRUCTION ENTRANCE 3 � ""' aaranod�amDmmDma°M`y°aeDp3 - LJ Nor ro s<ac �® 3.. •VLCI1 15 1703).Ty,at73pby VOE UL Ilind IUL 1703).Tyw I for Clau AFlm Ratlrg •output povmr roleranca eLA 9e -Iso gpol.2Dopana so 1a0p1]0p4 ca,t naa -; •oHSA51DODlsaD7camnad S," ncM Mechvnkal Ten(SaW Pal Posed llEQ t ?Meehan ui LOMTest(a016s/hl hvatl lUU < �� •EC 62716 UmmanAa<arra:bn Re nano Tase ParzM S 'i S •K6 ISaI Mlvt Canal D tP •Pozen I a ea eyraaal M fPIDITlTazt Pxs41, ed •lOye ( pma doka S 1 i�i Inya 1 ( iN 2I •35yw !w 1 N I p CEa4. AHYUNDAI "--' HEAVY INDUSTRIES r ISSUED FOR NORTH ANDOVER LAND DISTURBANCE PERMIT APPLICATION REVIEW J F iaa SIGNED BY:R.CLAY PRaECT Nt1n9ER: r{P DESIGNEE BY,R.CLAY BROOKS SCHOOL SOLAR FARM f S A N B O N � li f HEAD ex � REVIEWED BY:T.REED NORTH ANDOVER,MASSACNUSETfS 3471.01 P�• J 1V n 1V E'14`rill. HEAD `/ PROJECT MGR:R.CLAY E PIT:E.STEINHAUSER DETAILS GATE:DUNE 2017 7 OF 8 li C. Y NOTES: t. REFER TO SHEET i FOR ADDITIONAL NOTE5AN0 LEGEND. IZ - - - APPRO TE LOCATI'\ 2. LOCATIONS OF PROPOSED UTILITY POLES ARE %IMA ONOF APPROXIMATE.FINAL LOCATIONS TO BE DETERMINED BY .�APPROXIMATE EXTENT - -WATTLE EROSION AND NGRID. OF PROPOSED GRADING SEDIMENT CONTROL BARRIER J�- \ - _ APPROXIMATEUMT FOR TREATMENT - �.� OF CLEARING -" - .� f APPROXIMATE LIMITOFCLEARING 6 STONE IEVELJ -- ' 6 6PEADER 77 _- -- -r•� __ """ _ VEGETATED e _ _.. 'WOOD POSTE 1 '_-_ TREATMENT b WIRE FENCE �,-.-"_SWALE F \\\.\\y. toe MINIMUM 0.3 ACRES STAGING SHALL BERESTOREDWTHLOAM AND SSE O AI\_ x C 1 AFTER COMPLETION OFPROJECT -. r y AGUIO AREA / APPROXIMATE LIMIT \ l AC) 1NI , 18 FT WIDE GRAVEL e3 ? TEMPORARY 1 \ ACCESS ROAD �T ENTRANCE/EXIT e OF CLEARING 7 'Z ''� / 6 CONSTRUCTION GRAVELSHOULDER \\� _ - fORTRUCKTUR NG i �, TRUCK ACCESS TO THE SITE OPD R �✓ I r� �,". 1,� F ` SRESTRI VEL - s t TO NORTHBOUNDUND VEHICULAR - �� TRAFFIC ALONG GREAT GRP OVERHEAD _ POWER LINE ,� / -= I / POND ROAD(TO BE POSTED) APPROXIMATE LOCATION e 2 I Q OF WATTLE EROSION AND j SEDIMENT CONTROL- y BARRIER ` ENTRANCE 2 PROPOSED UTILITY POLE RYPJ �✓ d \ x 4 S / 'ram os PERSONNELI j GATE 6 ,� _ 4 TREATMENT v i SWALE EXISTINGNGRID=KV \ 9 PHASE UTILITY POLE#1746 STOSPEADER- '/� 6 APPROXIMATE EXTENT OF PROPOSED GRADING 0 TREES TO BE MAINTAINED OR REPLACED AS REQUIRED FOR FOR TREATMENT SWALE SITE ACCESS TO SRE AP PROXIMATE LOCATION e OFWATTLEEROSION 7 AND SEDIMENT CONTROLBARRIER YC �E LIMIT OF CONSTRUCTION ACTIVITIES <w Z z= U, I N cPAPHlrx sc.aE ISSUED FOR NORTH ANDOVER m as a w ,ar LAND DISTURBANCE PERMIT APPLICATION REVIEW ( n ,xd DRAWN BY:R.CLAY P,xWEGT UVMdElt yy i _ o6slcNEo Br.R.CLAY BROOKS SCHOOL SOLAR FARM 3 y�'-�( �Y f HEAD o/'��I @ex\ � �' REVIEWED BY:T.REED NORTH ANDOVER.MASSACHUSETTS I SANBORI�T Y t' y++ AD •�/ �� PROJECTMGR P-CLAY SHEtT NunmOEte PIC.E.STEINHAUSER EROSION AND SEDIMENT CONTROL PLAN ?Eii s (SOUTH) 50F8 DATE JUNE 2017 7 c 9 �G ' NOTES: -2 1 � WIi' 1. REFER TO SHEET 1 FOR ADDITIONAL NOTES AND LEGEND, \ -Z o APPROXIMATE MATE UMR- q 7� - 2]i W000 POSTS APPROXIMATELIMITOF CLEARING 2 APPR OVMATELOCATIO N r. e7 OFWATTLEEROSION - i ANDSEDIMENT.' - CONTROLBARRIER c� GRAVEL ACCESS 6 PERSONNEL ' e GATE \ eSTONE LEVEL e TREATMENT --_- SWALE APPRO%MATE WENT $ OF PROPOSED GRADING ¢T FOR TREATMENT SWALE `\ LIMITS OF CONSTRUCTION ACTIVITIES EE -- _ - — �j mac_ ��� ,�"•-. -_ -�� -- -- WIO'r•H VARIES) =_1 o X., QIW 20 GRAPMiGLL SLa.E T ISSUED FOR NORTH ANDOVER LAArD DISTURBANCE PERMIT APPLICATION REVIETY wTMm DRAWN BY:R.cuv BROOKS SCHOOL SOLAR FARM PRO EC--- DESIGNED BY:R.CLAY /� }��'Q g��j '�T /� j� (�® �Q k 71.01 REVIEWED Sr.T.REED NORTH ANDOVER,MASSACHUSETTS S1'11V B®.Ll.1V ���1 ..'�1EAD ® exA L� 34Nu' n PRaECTMGx t cuv EROSION AND SEDIMENT CONTROL PLAN s "u®6 ty" a Plc E.STEINHAUSER a;'s DATE:JUNE2017 (NORTH) 4 of s Ya 9 NOTES: 1. REFER TO SHEET FOR ADDITIONAL NOTES AND LEGEND. 4 2. LOCATIONS OF PROPOSED UDLRY POLES ARE "PRO%IMATF FINALLOCATIONSTODEDMRMINEOBY f m3. DISTURBED AREAS SHALL BE RESTORED WITH LOAM AND / SEED.EROSION CONTROLSSHAL-REMAIN UNTILAREAS / ARE STABILIZED. s CREEt / WASHINGTON / r \; "4 "77 WOOD POST 6 READ.LEVEL - .1 eSP -- VEGET� d WIRE FENCE i-� TREATMENTSWALEe t.1 MW-DC(STC)SOLAR ARRAY - - 1,000 KW-AC INTERCONNECTED TO NGRID' _-GATE N�" 6 __ ,� - MINIMUM 0.3 ACRES OF STAGING AREA _ SHALL BE RESTORED WITH LOAM AND SEED AFTER COMPLETION OF PROJECT APPROXIMATE UMR �� ` \ING AREA ) APPROXIMATE IiMR l \\- tO FT WIDE GRAVEL e OF CLEARING qAGG ACCESS ROAD TEMPORARY -. OF CLEARING I(0.82� / I v _ - - _ - `�\� CONSTRUCTION e �� ING NGRIO 112 KV SWALE 3PHASE UTIIffY POLE Y1748 t9� a PERSONN0. - -_.. DES TO MAC X� 6 GATE / TREES TO DE MAINTAINED OR E )pyy j I 5 �V� OVERHEAD UTILITY POWER LINE REPLACED AS REQUIRED FOR 'e6 SPREADER ACCESS TO SITE p H,� 5SPR LEVELJ 4 VEGETATED TREATMENT PROPOSED UTILITY POLE(TYP.) eEADER e 6 PERSONNEL '1 / �� - e GATE 3 CONCRETE PAD FOR UNDERGROUND MEDIUM VOLTAGE LINE INVERTER/TRANSFORMER - ISSUED FOR ?FORTH ANDOVER �' ro• +� LAND DISTURBANCE PERAHT APPLICATION REVIETY DRAWN BY:R.CLAY BROOKS SCHOOL SOLAR FARM `D E�M 1xm 3471.01 DESIGNED BY:R.CLAY S A N B O R.N ���� HEAD • • x A m� �~" REVIEWED BY:T.REED NORTH ANDOVER.MASSACHUSE S I PROJECT MGR:R.CLAY SHEET NUMSO, PtC.E.STEINHAUSER PROPOSED SITE DEVELOPMENT PLAN pia ' DATE:JUNE 2017 30F8 2iE. Yp 9 NOTE: i. REPER TO SHEET FOR NOTES ANDI,EGEND. R / STR6ET / WASHINGTp(y So� _ 1 __ �'" � -�LOT 10 MAP 103 LOT 1 MAP 103 I' - - - _- - BROOKS SCHOOL,INC. "- --- -._c _ I 1160 GREAT POND ROAD Si i r BROOKS SCHOOL INC. z NORTH ANDOVER,MA.01645 1160 GREAT POND ROAD (— - - NORTH ANDOVER,MA 01845 - _ t / ..' r o�W P GREAT tea.., cwvn�rrisca.E T ISSUED FOR NORTH ANDOVER LAND DISTURBANCE PERMIT APPLICATION REVIEW DRAWN ay:R.CLAY mOJECTrvJ— DESIGNED SY:R.CLAY BROOKS SCHOOL SOLAR FARM 3471.01 V '/+ NORTH ANDOVER,MASSACHUSETTS ' SANBORN HEAD ie 1LrLd1ll REJECT MGR,RREED PROJECT MGft R.CLAY s�EET Ru'aBEii sue$ PiC:E.STEINHAUSER EXISTING CONDITIONS PLAN 2OF8 e1y 4 DATE:JUNE 2017 7�C; yY 6 NOTES: ABBREVIATIONS: IFOEND y Q1. 7HEBASEMAP WABDMW FROMAPLANENTITLED.'fOPOGRAPHIG NDARYPLAN-GREAT MW:MEGAWATT POO ROAD',PREPARED BY HAYNEN SWANSON.INC.OF—UA NEW HAMPSHIRE DATED g AUGUST M,N12 WITH REVISIONS THROUGH JULY 20,MIT.ORIGINAL SCALE:1'�. DC D.ECTCURRENT ---- ---- 2-F001`ELEVATION CONTOUR —202-- Q2 TOPOGRAPHY WAS OBTAINED FROM AN INSTRUMENT SURVEY CONDUCTED ON THE GROUND BY FT: FEET --•+o-- 10-FOOT ELEVATION CONTOUR —210— HAYNER/SWANSON,INC.IN AUGUST 2012,WITH ADDITIONAL SURVEY CONDUCTED IN JUNE AND JULY 2017. O.D.OUTER DIAMETER UTILITY POLE a am 3. ELEVATIONS DEPICTED ARE BASSO ON NORTH AMEMCAN VERTICAL DATUM OF IM INAVD34 TYP:TYPICM. - '�. TREE CANOPY LINE 4. PROPERTY LINES AND TOWN BOUNDARY LINE DEPICTED ARE EASED ON COMPLIED DEED$PLANS, STC STANDARD TEST CONDITIONS TREE LOCATION TOWN OF NORTH ANDOVER ASSESSORS MAPS OF RECORD, GOAB:GROUP OPERATEDAERBREAK LIMIT OF CONSTRUCTION ACTIVITIES --� 5 SOIL BORINGS WERE PERFORMED BY SANBORN HEAD PERSONNEL ON AUGUST 4.2012. EROSION ANDSEDIMENTCONTROLEARRIER -e—e—e- 0. WETLANDS WERE DELIIJEATED BY WETLAND CONSULTANT SERVICES OF MERRIMAC. MASSAHiUSETTS ON AUGUST 16 AND 17,2012.AND SURVEYED BY HAYNEABWANSON.INC,N GENERAL SEED MIX WOOD POST AND WIRE FENCE —x AUGSSTH112.WETLAND FLAGS WILL BE RESETAND MADE VISIBLE PRIOR TO CONSTRUCTION. —-- PROPERTYUNE 7. THE PROPOSED DEVELOPMENTACTIVITIESWTHINTHEWATERPROTECRONOVERLAYOR (U MIXTURE POUNDS POUNDSPER _ _ gppROXIMATE TOWNONE ARE GENERALLY CONSISTENT WITH THE ALLOWABLE ACTNITIESIN THIS DISTRICT. PER ACE 1,000 SO.FT. S. CONSTRUCTION OFTHIS PROJECT SHALL COMPLY WITH CONDITIONS PROMULGATED BYTHE TAIL FESCUE N S.. U STRUCTURE I ENCLOSURE NORTH ANDOVER PLANNING BOARD AND CONSERVAT.ON COMMISSION. CREEPING R®FESCUE 20 0.45 ' SPECIFICATIONS .— —. WETLANDS BIRO5FOOTTREFOIL 8 030 TOPSOIL AND SEEDING TOTAL 1 19 1.10 WETUND FLAG A TOPSOILS HALL BE FERTILE SOIL CAPABLE OF SUSTAINING VIGOROUS PLANT GROWN,FREE GENERNOTE GENERAL SEEPSTUR"EBEALLERWISSE E NO TO WETLANDS BUFFER FROM STONES GRFATERTHAN 3 NICHES,ROOTS.STICKS.PEAT,WEEDS,ANDSOD.TTSHALLNOT SPECIR TOBJEREAS OEDISTWITHME ENGLA DWEI CONTAIN MATERIAL HARMFUL TO PLANT GROWTH SPECIFIED TO BE SEEDED WITH NEW ENGUND WETMIX — -- STONEWALL S. APPUCATION OF HYDROSEED SHALL ONLY BE PERFORMED DURING THOSE PERIODS WITHIN THE PATHWAY d,m SEASONS WHICH ARE NORMAL FOR SUCH WORK AS DETERMINED BY THE WEATHER AND NEW ENGLAND WET MIX: LOCALLY ACCEPTED PRACITCE,AND AS APPROVED BY THE ENGINEER -- --. --- GUARDRAIL COMMON NAME NWI PAVED ROADWAY C. ANY PARTOF THE SEEDED AREAWHICH FAILS TO YIELD AN ACCEPTABLE STAND OF GRASS (SGENTIFICNAME) RATING COMMENTS AFTER TWO MONTHS AS DETERMINED BY THE OWNER SHALL BE RETREATED WITH ADDMONAL ALOW GROUND COVER THAT TOLEFLI7ESVgRYNG GRAVEL ACCESS ROAD r-_---, SEED. LURID BE— L-----J {DARE%LURMA) ORL HYDROLOGY,PROLIFIC SEEDER IN SECOND GROWING SEASON PROPOSED TEMPORARY GRAVEL AREA r��T��1�'+(+I EROSION AND SEDIMENTATION CONTROL NOTES, FOWLMEADOWGRASS TO BE RESTORED WITH VEGETATION L:_-u',1..._J GLYCERIA OBL PROLIFIC REED PRODUCERTHATSAYALUABLE 1. EROSIONCONTROLNGAS'JRESSHALLBEINSTALLEDABBHOWNONTHESEDRAWI SPRIORTO CANADENSIS) WILDI-IFS FOOD SOURCE SOLAR ARRAY THE COMMENCEMENTOFCONSTITUCTIONACTIVMES.EROVONCONTROLMEASURESSHAILBE LOCATION AND DESIGNATION OF SANBORN HEAD BORINGS FRINGED SEDGE AM OWN TO URGE SEDGETHAT TOLERATES INSPECTED AND MAINTAINED REGULARLY DURING CONSTRUCT ION. FRINGIGMEED SEDGE OBL SATURATED AREAS.SEDOSRATTOLEED EUCER --- -.....-,..._ _..._-. WATER PROTECTION DISTRICT OVERLAY Z. STOCKPII.EAREASSHA BELOCATEDWITHNUMITOFWORKAD5Tg81LIZEDTOPREVENT JOE-PYE WEED FLOWERING PUNT THAT IS VALUAa:E FORWLLDUFE EROSION (EUPATCRIADELFHUS FACW ELECTRIC LINE —--— MACUUTLS) COVER GROWS T04 FEET 3. DEBRIS GENERATED DURING CONSTRUCTION SHALL BE LEGALLY DISPOSED OF OFF SITE. SCALE BROOM SEDGE FACW- TOLERATES A WIDE RANGE OF HYDROLOGIC 4, ALLTOP EQUNTERED PI AFTHELDM DF THEPROP DRE RM BESMO SDTO ITS (CARE%SPP..OVALES OBL CONDITIONS STONE LEVELSPREAOER GRAV0.AREA5,EOUIPMEM PAD AREA AND ARCS OF CUT AND FlLL SHALL BE STPIF4EOT0 ITS GROUP) FULL DEPTH AND STOCKPILED FOR REUSE TOPSOIL PILES SHALL REMAIN SEGREGATED FROM TEMPORARY CONSTRUCTION EXIT r EXCAVATED SUBSURFACE SOIL MATERIALS. SOFTRUSH Fes.- PROVIDES GOODFW OROL COVER CONDITIONS TOLERATES (JANCUSEFFASIb) VARIETY OF HYDROLOGIC CONDITIONS - - - LIMIT OF NON-DISCHARGE ZONE(325 FEET FROM 5. AGOffiONAL EROSION CONTROL MEASURES BHALL BE IMPLEMENTED ASCONOfTIONS WARRANTOR WOOLGMSS FACW. TOLERATES FLUCTUATING HYDROLOGY L •� TRIBUTARYWETL.AND) AS DIRECTED BY THE ENGINEER OWNER.OR OWNER'S REPRESENTATIVE (SCIRPUs CYPmNUS) Rl� B. CONSTRUCTION ENTRANCEtEXR SHALL BE MAINTAINED TO PREVENT TRACKING OF SEDIMENT BOFESET FLOWERING PLAIN MATS VALUABLE FOR WILDLIFE '� � ZONE A(NCN—BUTARY TO LAID=COCHICHEWICK) ONTO PUBLIC ON]S. ERFO(EUPATORNUM LATUM) FACYJ� COVERGROWST03FEET ZONE A(TRIBUTARY TO LAKE COCHICHEWICK) 93R J E T. YJETLANOS ARE TO REMAIN UNDISTURBED.NO ENCROACHMENT IS PERMITTED. {f TUSSOa(SEDGE OBL CREATES ELEVATED HUMMOCKS ON WET SITES,MAY i 0. IF CERTAIN AREA ES S OF THE SEEDED AREAS DO NOT SHOW A PROMPT-CATCH',THE AREAS SHALL (CAREXSTRIETA) REMAIN LEVEL ON DRIER SITES t� BE RESEEDEDATTHE SAME RATEANDIN THESAMEMANNER ASEEFORE IN INTERVALS OFTEN BLUE VERVNN FACW- ANATNEPUWTTHATBEARBATTRACTNEBLUE LL(10)DAYS.WHICH PROCESS SHA CONTINUE UNTIL A GROWTH OF GRASS IS ESTABLISHED OVER (VERSENAHASTATN) FLOWERS �<! THEENTIRE AREA. NOTE: NEWLY TOPSOILED,GRAOEO ANDIOR SEEDED AREAS SHALL BE PROTECTED FROM TRAFFIC AND NEW ENGLAND WET MIX SHAU-BE APPLIED AT A RATE OF 1 LC PER p3� EROSION. THE VEGETATED TREA'.MEM SWALE AVR S WHERE SHOWN ON THE DRNNG SOUMEFEETIN GS 10.GRADES IN SETTLED.ERODED AND—RUTTED AREAS SMALL BE RESTORED. 11.ANYPROPOSEDSUBSTTUTIONS OF PLANT MATERIALORSEED MIXSHALLBE MADE WITHMATERIAL EOU VALENTTO THE DESIRED MATERIAL IN OVERALL FORM,HEIGHT,BRANCHNG HABIT,FLOWER, LEAF.COLOR.FRUIT AND CULTURE PROPOSED SUBSTITUTIONS MI ONLY BE CONSIDERED IF SUBMITTED WITH ENUMERATED REASONS WHY SL1aSTRUTIONSARE PROPOSED. ISSUED FOR NORTH ANDOVER T LAND DLSTIiRR SNCE PF.RNIIT APPLICATION REVZFTF k k DRAWN BY:R.CLAY D NSM�BROOKS SCHOOL SOLAR FARM DESIGNED BY.R.CLAY 347I.01 NORTH ANDOVER.MASSACHUSETTS SANBORN a �j HEAD ENY� e/�'/��agpJ 1 '�-^ REVIEWED 6Y:T.REED ® /V d'01 ®1 1 1 r�',Ru-' pRO.IECT MGR R.CLAY PIG E.STEINHAUSER GENERAL NOTES,SYMBOLS, AND ABBREVIATIONS 1OF8 DATE:JUNE2017 2it9 ENGINEERING DRAWINGS BROOKS SCHOOL SOLAR FARM 1160 GREAT POND ROAD NORTH ANDOVER, MASSACHUSETTS JUNE 2017 (REVISED AUGUST 2017) L PROJECT OWNER: BROOKS SCHOOL SHEET INDEXSOLAR DEVELOPER: NORTH ANDOVER SOLAR,LLC SHEET NO. TITLE c/c NEXAMP,INC. 1 GENERAL NOTES,SYMBOLS,AND ABBREVIATIONS ENGINEER(SITE/CIVIL ONLY): SANBORN HEAD&ASSOCIATES,INC. o h p 2 EXISTING CONDITIONS PLAN 3 PROPOSED SITE DEVELOPMENT PLAN 4 EROSION AND SEDIMENTATION CONTROL PLAN NORTH ( ) 5 EROSION AND SEDIMENTATION CONTROL PLAN SOUTH A A v �ti1r a,� ( ) r p �6-7 DETAILS 8 WETLAND RESOURCE PLAN h �. FROM USOSTORWR4PROMM-SIXRROROM3MIOIM REF W f LOCUS PLANa�.w. SCALE:1:800 mar fl I ney.Am00% SANBORN HEAD 20 FOUNDRY STREET, CONCORD, NEW EAMPSEIRE 03301 NORTH ANDOVER SOLAR, LLC c/o NEXAMP, INC. (603) 229-1900 FAX (603) 229-1919 t' 4 LIBERTY SQUARE,3RD FLOOR,BOSTON,MA ISSUED P'QR NORTH ANDOVE.R LAND DISTURDANCE PERMIT APPLICATION REPIEiY 7�i4