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8730_SITE PLAN - 556 COOPER STREET.pdf~7JJ - 0\-t( Ph()- 55 Ccxpr &+ "------- e-• Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 March 7, 2014 Carl Hultgren Quinn Engineering P.O. Box 107 Paxton, MA 01612 Dear Mr. Hultgren: . Tel. 413-786-0400 Fax 413-786-9927 At its duly called meeting held on March 6, 2014, the Agawam Planning Board vo~ . . -approve .the revision to the Heritage Hall Site Plan as outlined in your email dated == February 27, 2014 (attached). ~;~ If you have any questions, please contact this office at 786-0400, extension 8738: . Sin~ . Mark R. Paleologopoulos, Chairman AGAWAM PLANNING BOARD MRP:prk Cc: Eng. Dept. Bldg. Dept. Town Clerk File ' .. ::' ):". ::c co cJ1 .~ •• t Deborah Dachos From: Sent: To: Carl Hultgren [chultgren.qe@charter.net] Thursday, February 27, 2014 11:49 AM Deborah Dachos Cc: Vladimir Caceres Subject: 55 Cooper Street -Sewer Manhole Attachments: SK-1 -REV1-2-27-14.pdf Hi Deborah, e , Page I of I f As discussed, a sketch of the updated grinder manhole location is attached. The grinder manhole has been shifted towards Cooper Street to a location where the existing sewer is deeper in order to accommodate the manufacture's requirements for housing the grinder motor within the manhole. It is this office's opinion that this constitutes a minor change to the approved plan and we respectfully request that your office agree. Please do not hesitate to call with any questions or comments. Thank you. Carl Hultgren, PE chultgren@qeicivil.com Quinn Engineering, Inc. PO Box 107 Paxton, MA 01612 Phone: (508) 753-7999 Fax: (508) 795-0939 ? f'") 7 /') (\ 1 " • \ '-"-"-~~ ....... ...;,."" PROPOSED / .~. PARKING ~-... --ACCESSl~ v"'~ ~~ SPACES WllH ./ AiSlE ./ ft.s-__.I -././/: / ';>~ :~:::). / . / / r __ / <. 1--........ 1. REF. SHEET 2. \1 } 1\ 1 1 1 • --- I FIN. GRADE-94.8± INV.-90.3± 2. lHE INFORMA nON DEPICTED ON lHlS SKETCH IN A REVISION CLOUD AND NOTED WllH ~ SUPERCEDES lHA T SHOWN ON lHE SITE IMPROVEMENT PLAN REVISED lHROUGH 2/7/14 •. DAlE: 2/27/14- REV: 2/Xl/14 SCALE: 1"·30' PREPARED FOR: GENESIS HEAL lH VENruRES OF" lolA C/O HEAL lH CARE REIT INC SKETCH SK-1 QUINN ENGINEERING, INC. P.o. Box 107 Paxton, Massachusetts 01612 (508)753-7999 Fax:(508)795-0939 • Deborah Dachos From: Sent: To: Cc: Carl Hultgren [chultgren.qe@charter.net] Thursday, February 27, 2014 11 :49 AM Deborah Dachos Vladimir Caceres Subject: 55 Cooper Street -Sewer Manhole Attachments: SK-1 -REV1 -2-27-14.pdf Hi Deborah, • Page 1 of 1 As discussed, a sketch of the updated grinder manhole location is attached. The grinder manhole has been shifted towards Cooper Street to a location where the existing sewer is deeper in order to accommodate the manufacture's requirements for housing the grinder motor within the manhole. It is this office's opinion that this constitutes a minor change to the approved plan and we respectfully request that your office agree. Please do not hesitate to call with any questions or comments. Thank you. Carl Hultgren, PE chultgren@geicivil.com Quinn Engineering, Inc. PO Box 107 Paxton, MA 01612 Phone: (508) 753-7999 Fax: (508) 795-0939 2/27/2014 • \ "-" .... '1" ~ +0-CREm m--_ / ACCESSIBLE SP ~\CE~;; AIISLE I INSTAll. (2) SIGNS/POSTS I j NOTE: 1. REF. SHEET 2. --- \1 }. 1\ 1 1 1 • .....,.--'--- ---- I.-1'W1N e" 01 INV. IN-92.5 I IltlV. OUT-92.0 LbiGTHze1' I '" 2. THE INFORMA liON DEPICTED ON THIS SKETCH IN A REVISION CLOUD AND NOTED WITH ~ SUPERCEDES THAT SHOv.tl ON THE SITE IMPROVEMENT PLAN REVISED THROUGH 2/7/14 .. DATE: 2/27/14 REV: 2/27/14 PAEJ'/IIfED FOR: GENESIS HEALTH VENTURES OF lolA C/O HEALTH CARE REIT INC SKETCH SK-1 QUINN ENGINEERING, INC. P.O. Box 107 Paxton, Massachusetts 01612 (508)753-7999 Fax:(508)795-0939 • • QUINN ENGINEERING, INC. February 7, 2014 Agawam Planning Board & Conservation Commission 36 Main Street Agawam, MA 01001 Re: 55 Cooper Street -"Heritage Hall North" DEP #087-0559 To the Board & Commission, PO BOX 107 Paxton, Massachusetts 0161 2 Phone: (508) 753-7999 Fax: (508) 795-0939 The Site Improvement Plan has been revised to address comments regarding the proposed erosion controls made by the Conservation Commission during the public hearing held on January 9,2014. Copies of the revised plan are enclosed. Please do not hesitate to call if you have any questions or comments. Sincerely, QUINN ENGINEERING Carl Hultgren, PE Senior Engineer Enclosed: Site Improvement Plan (revised 217113) -4 copies CC: File Agawam DPW -(memo and Site Improvement Plan (revised 2/7/13» RECEIVED FEB 1:2 2014- AGAWAM PLANNING BOARD • Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 Tel. 413-786-0400 Fax 413-786-9927 February 7, 2014 Genesis Health Ventures ofMA clo Health Care Reit Inc. 4500 Dorr Street To1edo,OH 43615-4040 To Whom It May Concern: "'T1 . f'T1 At its duly called meeting held on February 6,2014, the Agawam Planning Boarq voteif' to approve the Site Plan entitled "Site Plan -Heritage Hall North -Proposed Parking 0 Improvements -55 Cooper Street, Agawam, MA" Prepared by: Quinn Engineering, :0- Revision Date 12/19/2013. The Board expects that three sets of revised plans addressing the Conservation.Commission concerns with the erosion controls will be submitted fo~ .. N signatures. -.J If you have any questions, please contact this office at 786-0400, extension 8738. Mark R. Paleologopoulos, Chairman AGAWAM PLANNING BOARD MRPIDSD:prk Cc: Quinn Engineering Eng. Dept. Inspection Services Town Clerk File . ~ To: CC: From: Date: Subject: • • TOWN OF AGAWAM Department of Public Works 1000 Suffield Street • Agawam, MA 01001 Tel (413) 821 0600 • Fax (413) 821 0631 Christopher J. Golba • SuperiDteDdeDt MEMORANDUM Planning f Quinn Engineering, Inc. File Engineering Division January 6, 2014 Site Plan -Heritage Hall North -Proposed Parking Improvements -55 Cooper Street Per your request, we have reviewed the Site Plan entitled "Site Plan -Heritage Hall North -Proposed Parking Improvements -55 Cooper Street, Map K13 424, Book 5847, Page 232, Agawam, MA; PrqIared for: Genesis Health Ventmes of MA ClO Health Care Reit Inc., 4500 Don Street, Toledo, OH 43615; PrqIared by: Quinn Engineering, Inc. P.O. Box 107 Paxton, MA 01612; Scale: 1" = 30'; Rev. dated: 1211912013." . 1. All previous comments made by Engineering have been addressed. Engineering reserves the right to make additional comments as new information is submitted. If you have any questions please do not hesitate to contact this division. Sincerely, ~.@/+z,J V1adimir Cliceres I Civil Engineer s:\sp\S83 heritat!:c hall north -S5 cooper streel\mcmo 4 -site plan.doc: ~:C4.Lr7:~ Michael Albro, P.E. Assistant Town Engineer To: CC: From: Date: Subject: • • TOWN OF AGAWAM Department of Public Works 1000 Suffield Street • Agawam, MA 01001 Tel (413) 821 0600 • Fax (413) 821 0631 Christopher J. Golba • Superintendent MEMORANDUM Planning I Quinn Engineering, Inc. File Engineering Division January 6, 2014 Site Plan -Heritage Hall North -Proposed Parking Improvements -55 Cooper Street Per your request, we have reviewed the Site Plan entitled "Site Plan -Heritage Hall North -Proposed Parking Improvements -55 Cooper Street, Map KI3 4 24, Book 5847, Page 232, Agawam, MA; Prepared for: Genesis Health Ventures ofMA CIO Health Care Reit Inc., 4500 Dorr Street, Toledo, OH 43615; Prepared by: Quinn Engineering, Inc. P.O. Box 107 Paxton, MA 01612; Scale: I" = 30'; Rev. dated: 1211912013." I. All previous comments made by Engineering have been addressed. Engineering reserves the right to make additional comments as new information is submitted. If you have any questions please do not hesitate to contact this division. Sincerely, .~~~J Vladimir C8=es I Civil Engineer S:\sp\S81 heritage hall nonh • 5S cooper street\memo 4 ~ !iite plan.doc f4:CMC? dA- Michael Albro, P.E. Assistant Town Engineer • QUINN ENGINEERING, INC. December 20, 2013 Agawam Planning Board & Conservation Commission 36 Main Street Agawam, MA 0 I 00 I Re: 55 Cooper Street -"Heritage Hall North" DEP #087-0559 To the Board & Commission, • PO BOX 107 Paxton. Massachusetts 01612 Phone: (508) 753-7999 Fax: (SOB) 795-0939 This office has received the review memorandums from the DPW, dated December 19,2013, regarding the proposed work at 55 Cooper Street. The Site Improvement Plan has been revised to address comments made in the review memorandums. The following is a summary of the revisions and this office's responses with respect to each memorandum. I. The berms have been raised to provide one foot of freeboard under the I OO-year event conditions. The basin berm is set at elevation 92.5 and the swale berm is set at 90.6. 2. Snow storage has been removed from the proposed culvert inlets and outlets. A note has been added to the plan identifying that snow storage is to be managed so that piping does not become blocked. In addition, the orientation of the infiltration basin discharge has been revised to a more southerly direction at the request of the Conservation Commission. Please do not hesitate to call if you have any questions or comments. Sincerely, QUINN ENGINEERING C'J t-\~ Carl Hultgren, PE Senior Engineer CC: Enclosed: File AgawamDPW Site Improvement Plan (revised 12119/13) Deborah Dachos From: Carl Hultgren [chultgren.qe@charter.net] Sent: Thursday, December 19, 2013 3:06 PM To: Deborah Dachos; Pamela Kerr Cc: 'Mead, Ray' Subject: 55 Cooper Street -Site Plan Review Application Ms. Dachos, • Page 1 of 1 On behalf of the Applicant, this office respectfully requests that the meeting scheduled for this evening (December 19) for work at 55 Cooper Street be continued to the Board's meeting scheduled for January 16, 2014. The request is made so that the Conservation Commission has an opportunity to close their public hearing process and also so that the (2) remaining DPW comments may be resolved. Please do not hesitate to call or email if you have any questions or comments. Thank you. Carl Hultgren, PE chultgren@geicivil.com Quinn Engineering, Inc. PO Box 107 Paxton, MA 01612 Phone: (508) 753-7999 Fax: (508) 795-0939 12/19/2013 To: CC: From: Date: Subject: • TOWN OF AGAWAM Department of Public Works 1000 Suffield Street • Agawam, MA 01001 Tel (413) 821 0600 • Fax (413) 821 0631 Christopher J. Golba • Saperinteadent MEMORANDUM Planning / Quinn Engineering, Inc. File Engineering Division December 19,2013 Site Plan -Heritage Hall North -Proposed Parking Improvements -55 Cooper Street Per your request, we have reviewed the Site Plan entitled "Site Plan -Heritage HaIl North -Proposed Parking Improvements -55 Cooper Street, Map K13 4 24, Book 5847, Page 232, Agawam, MA; Prepared for: Genesis Health Ventures ofMA C/O Health Care Reit Inc., 4500 Dorr Street, Toledo, OH 43615; Prepared by: Quinn Engineering, Inc. P.O. Box 107 Paxton, MA 01612; Scale: 1" = 30'; Rev. dated: 1211312013," and we have the following comments: 1. HydroCAO calculations indicate that the basin will have less than one foot of freeboard during 10 and 100 years storm events. One foot of freeboard is highly recommended to prevent the top of the hank from washing out. 2. Snow store areas are proposed near the inlets of the 8" and 10" drainage pipes shown on the north side of the site. The property owner must take care not to block these inlets with snow. Engineering reserves the right to make additional comments as new information is submitted. If you have any questions please do not hesitate to contact this division. Sincerely, rzI~·~ Vladimir C&ceres I Civil Eogineer s:\sp\58:t h~fitdgc h41illl(1rlh -55 i.:1X'pcr stret!"t\mCllW 3 -."i\(' £\!<lll.dl)l; ~<E~ Michael Albro, P.E. Assistant Town Engineer Pamela Kerr • • Page 1 of 1 From: Pamela Kerr Sent: Wednesday, December 18, 20139:37 AM To: Michelle Chase Cc: Michael Albro; Cole Fitzpatrick; Vladimir Caceres Subject: Heritage Hall Hi Michelle -Attached is information on the Heritage Hall plan that was submitted yesterday. Please review and comment for the Board's December 19th meeting. Thank you. Pam Pamela R. Kerr Administrative Assistant Office of Planning & Community Development 413786·0400, ext. 8737 413 726·8737 (direct) Fax 786·9927 12/18/2013 ,~ • QUINN ENGINEERING, INC. December 13, 2013 Agawam Planning Board & Conservation Commission 36 Main Street • PO BOX 107 Paxton. Massachusetts 01612 Phone: (508) 753-7999 Fax: (508) 795-0939 Agawam, MA 01001 Re: 55 Cooper Street -"Heritage Hall North" DEP #087-0559 RECEIVED OEC 1 62013 To the Board & Commission, \.1 AGAWAt'wl This office has received the following review memorandums regardingp~~r Street: • From Ms. Dachos dated November 14,2013.\ • From the Department of Public Works dated November 21, 2013 . • From the Department of Public Works dated December 5,2013. The Site Improvement Plan and Stormwater Report have been revised to address comments made in those memorandums. The following is a summary ofthe revisions and this office's responses with respect to each memorandum. From Ms. Dachos dated November 14,2013: I. Additional off-site topographic information (contour lines and spot grades) has been added to the plans. The elevation of the proposed swale along the northern property boundary has been set to accommodate runoff from the adjacent properties. The adjacent properties to the east are approximately 2 feet to 3 feet higher than the discharges from the infiltration basin and water quality swale. The proposed work will not impede surface flow from those properties. 2. The width of the proposed driveway and radii has been added to the plan. 3. Landscaping has been added to the plan for the proposed Phase 1 and Phase 2. 4. Design Development level elevations ofthe proposed building addition have been included in this submittal. The exterior of the proposed building is expected to be masonry and colors that match the existing building. S. A 6' stockade fence is proposed around the trash compactor. From the Department ofPuhlic Works dated November 21,2013: I. The Owner will notify the adjacent property owners of encroachments and will work to resolve the encroachments. The fence in the rear of the Bilodeau property has been' removed from the plan. A swale has been added on the east side of the proposed infiltration basin to provide positive flow from the northeastern comer of the property toward the BVW. 2. A note has been added to the plans that construction equipment is not to operate within the limits of the infihration basin or water quality swale floor. Staked hay bales have been proposed at the entrance to the infiltration basin and forebays to limit migration of sediment into those areas. 3. The proposed light pole has been shifted away from the proposed drop inlet. 4. Please see comment # I of Ms. Dachos' review. 5. Existing structures associated with adjacent properties have been added to the plans. 6. Grading is proposed to divert surface water towards the twin 8 inch pipes. 7. Accessible curb ramps have been proposed at the ends of the proposed Walkways. 8. A curb ramp and walkway have been proposed adjacent to the southern accessible parking spaces. In addition, striping is proposed along the existing pavement near the front entrance for pedestrian use. 9. Striping has been proposed on the pavement from the accessible parking spaces to the adjacent walkways. Additional striping is proposed along the existing pavement near the front entrance. 1 55'C00per Street -Agawam Page 2 of2 • • 10. The proposed sidewalk has been extended to the southernmost rear access. 11 . Snow storage has been added to the plans and can be seen on Sheet 4. A note has been included that snow storage along the proposed swales must be managed so that the functionality of the swales is not affected. Both Phase I and Phase 2 have been provided with excess parking. It is expected that snow may be stored within some portion of the excess parking spaces. 12. Silt fence has been proposed along the northern property boundary where work is proposed in close proximity to the adjacent properties. Silt fence is not proposed to the east of the proposed work because the adjacent properties are higher in elevation than the work. 13. The existing and proposed tree lines have been added to the plan. The existing tree line has been estimated from aerial photos of the site. 14. No comment necessary. From the Department of Pllblic Works dated December 5, 2013: 1. The floor of the infiltration basin has been adjusted to elevation 90.6. 2. The time of concentration for sub-catchments 4S, 5S, 7S, 8S and lOS have been adjusted to 5 minutes. 3. The catchment plan has been updated to reflect the sub-catchment numbers used in the HydroCAD model. 4. The infiltration basin and forebay outlets have been modeled as broad crested rectangular weirs. 5. Revising the infiltration basin outlet to a broad crested rectangular weir resolves this comment. 6. The grading at the infiltration basin and swale has been revised to provide one foot of freeboard under the 2-year storm event. 15. The elevations in the curb ramp detail have been revised. 19. The "$300 Fine" sign has been added to the accessible sign detail. Comments #7 through #14, #16 through #18, #20 and 21 were repeated from the memo dated November 21, 20\3. In addition to the above, this office would like to clarifY the following: I. Although there was discussion at the Planning Board's public hearing about potentially removing the proposed building addition from the work, the Applicant requests that the proposed building addition be included in the Site Plan Review approval. 2. The proposed light poles are 15 feet tall. A cut sheet of the proposed LED light is attached. 3. The proposed increase of impervious area within the buffer zone is approximately 5,460 ft.'. This was asked at the Conservation Commission public hearing. Please do not hesitate to call if you have any questions or comments. Sincerely, QUINN ENGINEERING Carl Hultgren, PE Senior Engineer CC: Enclosed: File AgawamDPW Site Improvement Plan (revised 12/13113) Stormwater Report (revised 12113/\3) Exterior Elevations (dated I 0/11112) Lighting Cut Sheet ~ ~ j I-t " J ,.,. ~ III 1 c J .Q ... \J ro ,... c -v-'-0 "-r-~~ _c j~ ~o ~ J ~ ~ ~ R: j 1 ~ I ! 1 >-'I -! .-.0 §~ X (l) :i:I~ ", 1.1... ~';: c it 0 -.. ~ I C'il .)1 0 i i .... cit = " ~ OJ 1i J . g g >o~ ;,;:: IO"J i ~ J ,... ~r' 0 ::J ., '" , , z! I CD -'-' '" ~. , , , II) .. '" • To: CC: From: Date: Subject: • • TOWN OF AGAWAM Department of Public Works 1000 Suft"aeld Street • Agawam, MA 01001 Tel (413) 821 0600 • Fax (413) 821 0631 Christopher J. Golba • Superintendeat MEMORANDUM Plauning I Quinn Engineering, Inc. File . Engineering Division November 21, 2013 Site Plan -Heritage Hall North -Proposed Parking Improvements -55 Cooper Street -SP 583 Per your request, we have reviewed the Site Plan entitled "Heritage Hall North -Proposed Parking Improvements -55 Cooper Street, Map K13 4 24, Book 5847, Page 232, Agawam, MA; Prepared for: Genesis Health Ventures ofMA etO Health Care Reit Inc., 4500 Dorr Street, Toledo; OH 43615; Prepared by: Quinn Engineering, Inc. P.O. Box 107 Paxton, MA 01612; Scale: I" = 30'; Dated: October 18, 2013 and received on November 12, 2013. Engineering bas oot completed its review at this time, but bas 1he following comments: 1. The plan shows several fences from adjacent properties encroaching to the Heritage Hall property. The developer should notify owners before staring work if it plans to impact those areas. The fence behind Gary Bilodeau property is 110 longer there. The engineer should adjust the swale design as needed to help maintain positive flow from the north east comer of the lot. 2. The developer should take care oot operate large construction equipment within the infiltration basin area to prevent compaction which could reduce the infiltration rate. Also these areas need to be protected from silt during construction. 3. A proposed light pole appears to be too close to the DI nearest the northeast comer of building and is located in the proposed swale. 4. Existing contours should extend 25 feet into abutting properties along the northern property line of the project site. Engineering wants to make sure stormwater runoff from the project site will oot affect neighboring properties (both by adding runoff and by blocking existing positive flow). 5. Field investigation indicates that several existing buildings and structures on abutting properties are oot shown on the plans. Please update to ensure these structures are not going to impact the project. 6. The inlet of the 8" DI pipe on the north west comer of the site is higher 1han the surrounding proposed contour line. 7. Accessible curb ramps are needed at the ends of all proposed sidewalks . . 8. The building entrance to the southem handicap parking area is not accessible to the public forcing pedestrian to walk to the front entrance. These parking spaces need to have an alternative access path to 1he front door. 9. Phase 1-) There needs to be a designated marked path from the accessible spaces located in the existing north parking area to 1he nearest sidewalk. 10. Phase 11-) It is recommended that the proposed sidewalk along the North side of the building be extended so that it connects with the three concrete entrance ramps on the east side of the building. This will keep more pedestrians out of the parking lot. 11. Snow storage areas need to be shown in the plan. 12. Silt fences should to be extended as need to protect the neighboring properties to the east and north. • • 13. Please show the existing and proposed tree line. 14. Engineering is still reviewing the storm water calculations and report will provide comments as soon as possible. Engineering reserves the right to make additional comments as new information is submitted. If you have any questions please do not hesitate to contact this division. Sincerely, ~j(?~. Vladimir caceres Civil Engineer I s;\<.p'.,5213 hl"Tilagt: hallll(lrth • S5 CI)(lptr slreer\Sit.c plan. mcnw I.doc 11lIJJ (/-L _ Michelle C. Chase~ .E: Town Engineer emorandrun To: Planning Board CC: From: Sergeant Donald Gallerani Date: November 20,2013 • Re: Site Plan -Heritage Hall North -Cooper St. The proposal of Heritage Hall North to expand their parking area and construct a building addition to the north side of the structure will have no impact on pedestrian or traffic safety. they will need to be in compliance with the Town Ordinance regarding the location of Handicapped Parking spaces. Safety Officer Agawam Police Department ieutenant Traffic Bureau Commander Agawam Police Department 1 • • AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVIEW Revised REVIEWER: D. Dachos DATE: November 14.2013 DATE RECEIVED: November 7. 2013 DISTRIBUTION DATE: November 7.2013 PLANNING BOARD MEETING DATE: November 21 .2013 APPLICANT INFORMATION 1. Name of Business: Genesis Health Care -Heritage Hall North Address: 55 Cooper Street. Agawam. MA 01001. 2. Owner: Genesis Health Ventures of MA c/o Health Care Reit Inc. Address: 4500 Dorr Street. Toledo. OH 43615-4040 Telephone: Ray Mead (978)247-5077 email: Ray.Mead@genesishcc.com 3. Engineer: Quinn Engineering. Inc. Address: PO Box 107. Paxton. MA 01612 Telephone: (508) 753-7999 ext.2 Fax: (508) 795-0939 email: chultgren@qeicivil.com PLAN REVIEW Scale: 1"= 30' Date: October 18. 2013 Title Block (Street Address. Applicant's Name. Address. Scale. Name of Preparer of Plan): O.K. DeSCription of Project: Proposed two phase project at Heritage Hall North. Phase I consists of a parking lot expansion and a stormwater management system. Phase II consists of the construction of a 22.140 square foot addition to the existing building and Site Plan Review Page 2 • completion of the parking improvements. • Description of Site: 55 Cooper Street is a 12.20 acre parcel. The existing structure is a 49,960 square foot, 124 bed nursing facility. The undeveloped portion of the lot is forested and there is a wetland on the southern side. A Notice of Intent will be necessary. Planning Board action should not take place until an Order of Conditions is issued by the Conservation Commission. Contour lines should extend off of the site. Provision for Traffic Flow: Currently there are four curb cuts on to the existing internal driveway. A new curb cut is proposed. The width should be shown on the plan. Parking: The Parking Guidelines recommend one (1) parking space for each one thousand (1,000) square feet of floor area, plus one (1) space for each participating staff doctor, plus one (1) space for two (2) employees. Parking required for Phase II is 124 spaces. 156 parking spaces have been provided. This includes 8 handicapped accessible spaces. Drainage: See Engineering comments. Public Utilities: See Engineering comments. All utilities must be shown on the plan. Landscaping/Screening and Buffers: No landscape plan has been submitted. Sign Location: Unchanged. Exterior Lighting: Still under review. Rendering or Elevations: No rendering or elevations have been submitted. Colors and textures must also be provided. Dumpster Location: All dumpsters and other trash disposal receptacles must be fenced, gated and screened. Other Comments or Concerns: The information depicted on this map is for planning purposes only. It is not adequate for legal boundary definition, regulatory interpretation, or parcel-level analyses. Heritage Hall North -55 Cooper Street 11/14/20131 1:54:14AM ® 1 :1956 1"=163' The information depicted on this map is for planning purposes only. It is not adequate for legal boundary definition, regulatory interpretation, or parcel·level analyses. Heritage Hall North -55 Cooper Street 11/14/2013 11 :55:49 AM 1 :1956 1 "=163' , ,. 11,M; " tUOJIIC .. ' " ." " "" , ~. . ' • '. ,.J .J " . -~ I '. .. The information depicted on this map is for planning purposes only. It is not adequate for legal boundary definition, regulatory interpretation, or parcel-level analyses. ., • . . • ...) • i '<0 • • • 11~'" ! m ·w .. " ......., ". i lnill" //'5 .. , .a~ J .... I • • .. I I . 1: J . --' . , tJe,l1S1 " • .. """" • IU""I • • i .I 3 , t _ .. a"'~ j _J J " " w. ..... '> "....-DIl • " lwr.t~ .. " -,~ " , • " ,n 10 ,.'" .... , " Heritage Hall North - 55 Cooper Street 11 /14/2013 11 :53:07 AM , 2 ,~ :: ""' .. ! , " , 110::1 .. \~ 1),11i/'E -1 • " ~.-V , -.I.J ." • • j , ; ~ -f ! • ,.»1",. • ! ,f", -, . -J..J , . ._ .. J 3 •• :..: .. J J .-. I II~II ~ oJ : 1 •. - " " .. " " 71 13 " 51 .6 -., , " ..Ji . - .;1 .. ~ . j , • ~ • . ..J ' --;, 1 :1968 1"=164' ;,J l 5 4 1 _ U.IF J .. , . n~,," _W i ~"-~ ". • .. • Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 Tel. 413-786-0400 Fax 413-786-9927 MEMO TO: Engineering Dept., Police Dept., Fire Dept., ADA Committee FROM: Planning Board --ys'Y SUBJECT: Site Plan -Heritage Hall North -Cooper Street DATE: November 7, 2013 Please review and comment on the attached Site Plan for Heritage Hall North prior to the Board's November 21" meeting. Thimkyou. DSD:prk To: • QUINN ENGINEERING, IN~ (P.O. Box 107 Paxton, Massachusetts 01612 -0107 Phone: (508) 753-7999 Fax: (508) 795-0939 TRANSMITTAL Agawam lnspectionaI Services toOO Suffield Street Dale: Agawam, MA 01001 From: Carl Hultgren Transmittal Method: Project: 55 Cooper Street Site Plan Application WE ARE TRANSMITTING HEREWITH _to_copies _2_copies _1O_copies Form D Site Plan Application, Project Narrative, Lighting specs Stormwater Report (dated 10/18/13) Site Improvement Plan (dated 101\8113) Please don't hesitate to call if you have any questions. Thank you. CC: File 1116/13 by band • • • TOWN OF AGAWAM, MASSACHUSETTS FORM 0 Application for Site Plan Approval Please complete the following form and return it and ten (10) copies of the Site Plan to: Agawam Inspection Services 1000 Suffield Street Agawam, MA 01001 _____ Oc_t_®_e_r_1_8 _________ .2013 1. Name of Business ____ G_en_e_si_s_H_e_ol_th __ Co_r_e_-__ H_er_it_og:..e_H_o_II_N_o_rt_h ______________ _ Address __________ ..!:5""5-'C""oo""p"'e"-r--'S'-'tr'""e::::;et'--"CAg"'o"'w.",om"-"--, "'M!:!.A--'O:..:.10"'0:.!1 __________________ _ Mr. Ray Mead Phone # (978) 247-5077 Fax # _____________ email Roy.MeodOgenesishcc.com 2. Name of Applicant/Owner ____ G_en_e_si_s_H_e_ol_th __ ve_n_u_tu_res __ o_f_M_A---'c/'-o __ H_eo_It_h_C_o_re __ Re_it __ ln_c._ Address. ________________ ~4~50~0~Do~r'-r~S~tr~ee~t_T~o~le~do~,_'0H'-'-~43~6~15~-_~~40~ ________ __ Mr. Ray Mead Phone # (978) 247-5077 Fax # _____________ email Roy.MeadOgenesishcc.com 3. Name ofEngineer/Architect ___ Q_u_in_n_E_n..:.gi_ne_e_ri,-ng~,_ln_c_. ______________________ _ Address PO Box 107 Paxton, MA 01612 Phone # (508) 753-7999 .2 Fax # (508) 795-0939 email chultgren@qeicivil.com 4. Please give a brief description of the proposed project: Please see attached memo. RECEIVED NOli 07 [un AGAWAM PLANNING BOARD • • QUINN ENGINEERING, INC. October 31, 2013 Agawam Planning Board 36 Main Street Agawam, MA 01001 Re: 55 Cooper Street -"Heritage Hall North" . To the Board & Commission, • PO BOX 107 Paxton, Massachusetts 01612 Phone: (508) 753-7999 Fax: (508) 795-0939 The Owner proposes site improvements to the "Heritage Hall North" facility at 55 Cooper Street. The improvements consist of expanding the existing parking area and constructing a building addition on the north side of the existing structure. The work is proposed to occur in two phases. The first phase consists of expanding the on-site parking area and installation of a stormwater management system to collect and treat runoff from the existing and proposed parking areas. Currently, stormwater runoff from the existing parking area receives no treatment prior to discharge. The second phase consists of the construction of a building addition and completion of the parking improvements. The proposed stormwater management system has been designed to accommodate all of the proposed development. On September 10,2013, Kevin Quinn of this office attended a "Team Meeting" to discuss the proposed work. The following is a summary of how comments made in that meeting have been addressed in the plans. • Accessible parking spaces have been provided in both phases of the proposed work. The accessible parking spaces include existing spaces, reconstruction of existing spaces and construction of new spaces. • Site speCific parking information has been provided on the plan to identify the required parking in each phase. • Stockade fencing has been proposed to screen abutting properties and to significantly reduce potential glare from vehicle headlights in the proposed parking area. It should be noted that currently there is no fencing or other artificial screening at the existing parking area. • A photometric plan has been prepared and included with the site drawings. The photometric plan identifies that the proposed lighting less than 0.1 foot-candle at the property boundaries. This is expected to be further reduced by the proposed fencing. Information regarding the proposed lighting is attached. • A Stormwater Report has been prepared to identify how the proposed stormwatet mamigement system relates to the standards identified in the MA DEP Stormwater Handbook. • An Operation and Maintenance Plan of the proposed stormwater management system has been provided on the plans. • The proposed first phase includes installation of a grinder in the existing gravity sewer. The grinder is expected to significantly reduce the potential for blockages downstream from items disposed of at this facility. • The proposed second phase includes installation of a water line from the existing on site water network to the existing line in Cooper Street. • A stockade fence has been proposed at the trash compactor/dumpster for screening purposes. • The wetland resource areas have been delineated by REMA Ecological Services, LLC and consist of an "A" series and "B" series BVW. Information regarding the delineation can be found in the Notice of Intent submitted to the Conservation Commission. L 55 Cooper Street· Agawam Page 2 of2 • Please do not hesitate to call if you have any questions or comments. Sincerely, QUINN ENGINEERING Carl Hultgren, PE Senior Engineer • " , il' i ii I' I .. .'1 { ~U h ~ II f~~; -i!i1:1"::' ,,; ~ f UH II' '~ Ii • . , ~" I • B!! d, • • n:!~ lil f H. i(l mi t.! ml 11' 'I' l ! 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O N CI) .• ~ ~I .. , -0 .!!~ +-' <O s ('(l Hi " s e .. .. .... <0 ~ e :::;I " ~ 0-" " 0> i;~ CI) g g 0- -= -CI) ~~ .c: ~ E C 0\ .e E '" 0 ::J ::J .2' 3' ~~I " .... () , <0 '" 0 " , , ~ "' .... • co , • ORDERING 'INFORMATION SAMPLE NUMBER: SSSSA20SfMlXG Sg!!!re 5 Straid11 5 Mtg. catalog 1. I Height Number MH 10 1S 20 2S 20 2' 30 35 25 30 30 35 35 39 39 SSS4Al0SF SSS4A1SSF SSS4A20SF SSS4A25SF S555A20SF SSS5A2SSf SSS5A30SF SS$5M35Sf SSS6A25SF SSS6A30SF SSS6M30SF SSS6M3SSF SSS6XJ5SF SSS6MJ9SF SSS6XJ9SF Strel 5 Shaft' Sire 5 Il<Jse Wall Square Thickness (In.) .120 .120 .120 .120 .120 .120 .120 .1" .120 ,1'" .188 .H18 .250 .1" .250 5 101/2 10 1/2 10112 10112 101/2 10112 10 lIZ 101/2 121/2 12112 12112 12 112 12112 12112 12112 BOt Circle Oia. (In.) Be 11.0 11.0 11.0 11.0 11.0 ".0 11.0 11.0 12.5 12.5 12.5 12.5 12.5 12.5 12.5 W., Thickness A BOt Proj. (In.) BP 4 "2 4 "2 4112 4112 '41/2 4 lIz 4112 4 112 5 5 5 5 , 5 5 Shalt Size (In.) B 4 • • 4 5 5 5 5 6 6 6 6 6 6 6 Moulting Heigl! (ft) Il<Jse Type S 20 Anchor Bolt Dia. &. Length (In.) AS 3/4x25xJ 3/4x25x3 J/4x2Sx3 3/4x2Sx3 3/4x2Sx3 314x2Sx3 3/4x25x3 314x25x3 1 l!; 36 x 4 1 l!;36)(4 1 x36x" 1x 36 l!;4 1x36x4 1 x36x4 1 x36x4 Net. WI. (Lbs.) 96 133 152 208 202 2.B 293 480 295 347 505 , .. 696 647 822 Finish F Fixuxe ..... ;"g & Type II SQUARE STRAIGHT STEEL POLES No.' Localion of Arms Ann Lengths X Accessories (en ... d Lug) G Max.Fixttn EPA (Sq. Ft.)' At Pole Top EPA (Sq. Ft.)' Load-lncJude 2' Above Pole Top Bra::ket (lbs.) 70 80 90 100 70 80 90 100 39.8 29.9 23.2 18.4 19.6 14.4 10.B 8.2 12.9 9.1 B.7 5.6 6.5 4.6 3.6 2.1 21.9 1S.7 11.6 B.5 1S.S 10.5 7.2 4.B 8.2 4.6 2.1 1'.B 7.1 3.8 1.5 24.1 16.8 12.0 8.5 14.0 8.7 5.0 2.5 26.4 18.1 12.5 8.4 19.7 12.7 7.9 4.4 28.9 19.7 13.4 B.9 15.4 9.1 4.8 1.8' 23.5 15.4 9.8 5.7 33.0 24.8 19.3 15.3 150 17.2 12.7 9.5 7.3 150 11.7 8.2 S.9 4.2 200 8.0 5.2 3.3 2.0 200 19.9 14.3 10.5 7.7 200 1.4.3 9,8 6.6 4." 200 7.7 4,3 2.0 300 11,1 6.6 3.6 VI 300 222 15.6 11.1 7.8 200 13.1 8.2 4.7 2.3 300 24.7 16.9 11 .6 7.9 300 18.6 12.0 7.5 4.2 300 8.7 18.6 12.7 8.4 300 14.6 8.7 4.6 22.4 14.6 9.3 1.7 300 5.4 300 ti01($: 1 CIttIog rurrW incUclls poll w«l1 iI'dJ:r 00Il5 wilt! dooble IUS (BEFORt INSTAU.lNG ANCHM 60LTS MAl(( SURE PlHPER ANC~ WH TEUPlJ,TE lS OBTAN:D fROM tooP!:R U(;HltN(;). t TVO'l $~ or rnactming for ~ arms mustw s~foed_ HInd hole \.11oa\1od 180' 1I'0III1.~ . • SNft 'iu. tlise pIN. Il'ItIIocboll5 ilnd lJr~icm may vary slightIy-d dirTa'lsion$~ . • EPA'S blsed a1 v.aft prqMl'1ilS wiIIl win:! rIOI'!IIiIl \0 flill £PA"s calcLUwd usJo,g base wind .-.Irxity IS IncIic:a(ed pUs 3(l'Ii, Q\.ISl factllr. DRILLING PATTERN Type "U" IRCL, Landau, Galleria and ViSion] r------,~ 25/16" C>-j:~::=1f--3/4" dia. hoi. 471S" (2)5/8" z..~"-----dia. hokls MACHINING FOR RECTANGULAR ARMS [Add as suffix] Designation len. " Number Ml M2 M3 M' M' M6 M7 MOTU: Rafer \0 finu DrJling ~ 1;1'1 pto!l'" 160 MOUNTING OPTIONS [Add as "urfixj Fixed Tenon Des9lation [00] I LENGTH -1 2 3 9 O.D. lin.) 2 JIB 2 JIB 31/2 3 lJpe "E" [Concou<>e III] Type "Z" ICredenza and Cirrus] ~16" "-_~I~dia. , ' I 4" 110]2mml 271'16" 162mm:! 4718"1124mml 3 TI " (2)3.18'" ..-!':t=:::j=:t--dla. hOM' c-z....- 8116' (1'mm) dil. hote(3) E1 E2 E3 E' E' E6 E7 Lengd1 On.) 3112 • 5 • ACCESSORIES ""'''" taJlll'd 1>.Jb' 8:=314' lapped tJJb ' C=Convenience outlet' G-Glomding lug (max. wi'e 68 AWG) H-Additional hand hole and caver- Desl!J*ion letter " Number Z1 Z2 Z3 Z. Z' Z6 Z7 12" below pole 1Op--90" from hand hole. NOT£S: 1 lociItion is)' ibove base-9Cr from halld hole. 2 o..cler: is Iocatfd 4' aboYe base and on sarN skIe 01 pole 115 hard hole, unless specified «herwise. R~ not: included. provisiOn arty. Single 2@ 180· 3 @ 120~ 4@>90· 2@90· 3@90· 2@120· Coop er l,.ighting STREETWORKS Outdoor Lighting Solutions 173 I I I I I I I I I I I I I I I I I I I STORMWATERREPORT October 18,2013 Revised: December 13, 2013 Project: Heritage Hall North 55 Cooper Street Agawam,MA Prepared by: QUINN ENGINEERING, INC. PO Box 107 Paxton, Massachusetts 01612 RECEiVED DEC 1 6 2un A i;;il-"' \'f\I .'" PLANNING bOARD I I I I I I I I I I I I I I I I I I I 1.0 Existing Conditions and Site Description The site is located at 55 Cooper Street in Agawam, MA, on the southern side of Cooper Street between Fairview Street and Federal Ave, An aerial photograph of the site can be seen in Figure 1.0 below, Th e property is operated by Genesis Healthcare and is part of a campus type facility consisting of several buildings, The proposed work consists of the construction of a parking area at the Heritage Hall North, A building addition is proposed on the northern side of the existing structure ill the [ulure, The proposed parking area and drain systcm are designed to accommodate the proposed building addition, The site is located in the Agriculture zoning district and is not located within a Water Supply Protection Area, The Web Soil Survey provided by the USDA NRCS has been used to identify the underlying site soils on site as Enfield series soi ls which is classified as hydrologic soil group (HSG B), On site soil testing has identified that the parent soil consists of stratified deposits of varying texture, Actual water was observed in DH2 at 64" below the ground surface, No actual water was observed in DH I. Redoxomorphic features were observed in DH I at 30" and in DH2 at 16" below the ground surface respectively, There are no mapped flood hazard zones located on site indicated on the NFIP FIRM 1\,1ap 250 1330002A and there are no critical areas identified within the project area, Figure 1,0: Aerial Photograph 2,0 Environmentallv Sensitive Site Design and Low Impact Development Techniques SummarY The Low Impact Development Site Design Credits specified in the !VIA DEP Stormwater Handbook are used to potentially reduce or eliminate BMPs required to meet Standard #3 and #4_ This project requires B\1Ps to meet Standard #2, These same BMPs have also been used to meet Standard #3 and #4, therefore, LID credits have not been applied, The :\lassachusetts Stormwa!er Handbook indicates that an environmentally sensitive site design "incorporates low impact development techniques to prevent the generation of stormwater and non-point source pollution by reducing I I I I I I I I I I I I I I I I I I I impervious surfaces, disconnecting flow paths, treating stonnwater at its source, maximizing open space, minimizing disturbance, protecting natural features and processes, and/or enhancing wildlife habitat." The proposed drain system has been designed to disconnect flow paths by implementing a series ofBMPs and treating stonnwater at its source. This is consistent with LID design techniques. In addition, stonnwater runoff from the impervious area currently receives no specific treatment prior to discharge to the existing wooded area. The proposed drain system will collect runoff from the existing impervious area and will provide treatment prior to discharge. 3.0 Hydrologic Analysis Summary A hydrologic analysis has been conducted for the site in order to evaluate the pre-development and post-development runoff rates in accordance with the Massachusetts Stonnwater Handbook Standard 2. Discharges to existing drain system in Main Street have been evaluated under the pre-development and post-development conditions. The pre- development and post-development catchments can be seen in the attached appendices. Quinn Engineering, Inc. uses HydroCAD software, Version 10.0 to conduct hydrologic analyses. The HydroCAD model uses "nodes" to represent different natural and proposed features. The following is a brief description of each type ofHydroCAD node used: Subcatchment -A relatively homogenous area of land that drains into a single reach or pond. Pond -An impoundment that fills with water from one or more sources and empties in a manner Reach - A uniform steam or pipe that conveys water from one point to another and operates under open channel flow. The following is a brief description of the nodes used in the model for this project. Subcatchments: Subcatchrnent characteristics are described by hydraulic length, slope, and surface condition (see HydroCAD outputs). Swales and Pipes: Swales and pipes are modeled as reaches. Reaches are described with cross sectional properties, roughness, and slope. Infiltration Basin: InfIltration basins are modeled as ponds. The basin model has been designed with primary outlets which represent the flow through the proposed outlet control structure, outlet culvert, or outlet spillway. The basin volume is described by interpolating between cross-sectional areas at varying elevations. Point of Interest: The points of interest used in the drainage analysis are modeled as ponds. The purpose of the pond is to evaluate the flow entering the pond, therefore storage capacity and outflow are considered insignificant. HydroCAD uses the following equations to calculate the travel time for sheet flow and shallow concentrated flow. The calculated travel times and variables for each catchment area can be seen in the attached HydroCAD data. Travel Time for Sheet Flow: Tr = [O.007(nL}0.8]![P2o'So.4] n = Manning's Coeff. Travel Time for Shallow Concentrated Flow: Tr=U(3600V} L = Flow Length (ft.) P2 = 2-year 24 hour rainfall (inches) S = Land Slope (ftJft.) L = Flow Length (ft.) V = Average Velocity (Cps) = (Kv)(So.,) Kv =Velocity Factor (Cps) S = Land Slope (ftJft.) The runoff flows to the "point of interest" have been evaluated under the proposed pre-development and post- development conditions to determine the runoff rates under the 2-year, IO-year, 2S-year, and IOO-year 24-hour stonn I I I I I I I I I I I I I I I I I I I events. Rainfall values for each of these return periods have been obtained from the USDA NRCS TP-40 atlases and can be seen in Table 1.0 below. Copies of the atlases can be seen in the attached appendices. Return Period Rainfall (in.) 2-YEAR 3.1 10-YEAR 4.6 25-YEAR 5.3 IOO-YEAR 6.5 Table 1.0: 24 Hour Rainfall Values. The HydroCAD data generated in the analysis for each return period has been enclosed in the attached appendices. The results of the Hydrology Analysis for the pre-development and post-development conditions are as follows: POINT OF INTEREST I RETURN PERIOD BVW TO THE SOUTH 2-YEAR IO-YEAR 25-YEAR 100-YEAR PRE DEVELOPMENT RATES (cfs): 2.01 5.37 7.16 10.46 POST DEVELOPMENT RATES (cfs): 1.95 5.27 7.07 10.31 % REDUCTION IN FLOW (POST vs. PRE) 2.99% 1.86% 1.26% 1.43% Table 2.0: Pre-development and Post-development runoft'rates. The post-development stormwater discharge rates are less than or equal to the pre-development discharge rates. 4.0 BMP Design The proposed BMPs have been designed using the guidance provided in the Massachusetts Stormwater Handbook Volume 2. The following is summary of each BMP used as it relates to the guidance found in the Massachusetts Stormwater Handbook Volume 2. An operation and maintenance plan has been provided on the plans to identify the required maintenance activities for each BMP. Infiltration Basin Applicability Table lB. I : I. The contributing drainage area to any individual infiltration basin is 15 acres Or less. 2. The existing ground surface at DHI is approximately 91.1. The ESHGWT is estimated to be 30 inches below the ground surface at 88.6. The existing ground surface at DH2 is approximately 89.4. The ESHGWT is estimated to be 16 inches below the ground surface at 88.1. The basin floor has been proposed at elevation 90.6 in order to provide 24 inches of separation to the ESHGWT. 3. An infiltration rate of 1.02 inches per hour has been used in the HydroCAD model based on the values provided in the MA DEP Stormwater Handbook Table 2.3.3 for HSG B. Soil textures found in DHI was consistent with HSG B. 4. A soil evaluation has been conducted in the area ofthe proposed infiltration basin .. 5. The on site soil evaluation has confirmed that the soil do not consist of30% or greater clay content, or 40% or greater silt clay content. 6. The site drawings specify that infiltration basins should not be placed over fill materials. 7. The infiltration basins have been located to meet following setbacks guidelines with the maximum feasibility: • Distance from any slope greater than 15% -Minimum of 50 ft. The basin has been located to maximize the separation to slopes of 15% or greater while maintaining other setback guidelines and while maintaining serviceability to the site. • Distance from any soil absorption system-Minimum of 50 ft. There are no known soil absorption systems located within 50 ft. of the basin. • Distance from any private well -Minimum of 100 ft. There are no known private wells located with 100 ft. of the basin. I I I I I I I I I I I I I I I I I I I o Distance from any public groundwater drinking supply wells -Zone I radius. The site is not located within a Zone I radius. o Distance from any surface drinking water supply -Zone A. The site is not located within a Zone A. o Distance from any surface water of the commonwealth (other than surface water supplies and their tributaries) -Minimum of 50 ft. There are no known streams, rivers or other water bodies known within 50 feet of the proposed infiltration basins. o Distance from any building foundations including slab foundations without basements -Minimum of 10 ft. downslope and 100 ft. upslope. There are no building foundations located I 00 ft. downslope or lOft. upslope of the basins. Infiltration Basin Design Guidelines: o Source control and pollution prevention measures should be implemented in the post construction use to minimize sediment and other contaminants in runoff discharged to the infiltration basin. o A sediment forebay has been proposed as pre-treatment upstream of the infiltration basin . o The seasonal high water table has been evaluated in the field. The basin floor has been proposed approximately 24 inches above the estimated seasonal high water table. o An infiltration rate provided in the MA DEP Stormwater Handbook Table 2.3.3 has been used in the HydroCAD model. o On site testing has been used to estimate the depth to the seasonal high groundwater table, classify soils according to NRCS textural class, and identify the presence offill materials. The NRCS Web Soil Survey has been used to identify the hydrologic soil group. o Additional pre-treatment is not required because the basins are proposed over soils mapped as HSG B. o Rip Rap has been proposed at the inlet to stabilized against scour. o The infiltration basin have been sized in accordance with the water quality volume and recharge requirements set forth in the Massachusetts Stormwater Handbook Volume 3 • Calculations have been conducted to estimate the exfiltration time of the basin. o The basin has been designed with longitudinal slope of 0%. Side slopes have been proposed at 3:l. o The basin has been designed with a lateral slope of 0"10. o Sand has been proposed for the basin floor. • No plantings have been proposed around the basin. • The proposed embankments are not under the jurisdiction of the Office of Dam Safety and a rip rap lined emergency overflow spillway has been proposed. o A monitoring well has not been proposed. o Access to the basin can be easily gained from the proposed parking area. o The inlets and outlets have been designed with a significant separation. o An outlet structure has been proposed in the basin. o A drawdown device has been proposed. • A fence has not been proposed around the basin because of the relatively shallow depth. Water Qualitv Swale Design: o The swale can be easily accessed for maintenance. o The sediment forebays and swale have been sized to contain the water quality volume. o The swale is proposed with 4" loam and seed. o Sediment forebays have been proposed as pre-treatment. • The swale is designed to drain through the outlet. o A floor width of 8' is proposed. 3: I side slopes are proposed to minimize disruption. • The swale is designed to convey the 100-year storm. o Infiltration is not proposed in the swale. • The outlet has been proposed with rip rap to prevent scour. I I I I I I I I I I I I I I I I I I I Sediment Forebay Design: • A forebay volume of 0.1" per contributing imperious acre is recommended. The forebay at the infiltration basin receives stormwater from approximately 4.163 acres. The recommended forebay volume is: (0.1 ")(1/12X4.163 ac.)(43,560 ft.2/ac.) ~ 1,512 ft.' A volume of2,833 ft.' has been provided in the sediment forebay and upstream swale. • A forebay volume of 0.1" per contributing imperious acre is recommended. The forebay at the water quality swale receives stormwater from :Tproximately 1.00 acres. The recommended forebay volume is: (O.l"XII12X1.00 ac.X43,560 ft. lac.) = 363 ft.' An average volume of 475 ft.' has been provided. • The forbay has been designed with earthen sides and a rip rap cbeck dam outlets. • The proposed forbay embankments are not under the jurisdiction of the Office of Dam Safety. • A grassed floor and water tolerant native seed mix is proposed for ground cover within the BMP's • A concrete floor has not been proposed. • Maintenance requirements have been identified on the site drawings. • A sediment depth marker has not been proposed. • The sequencing of the forebay construction has been identified on the site drawings. • The forbays have been sized and a continuous rip rap check dam proposed as an outlet. • The forbays has been designed to drain between storms through the rip rap outlet. 5.0 Standards The following is a summary of the MA DEP Stormwater Standards: Standard 1: No Untreated Stormwater Discharges or Erosion to Wetlands No new untreated stormwater conveyances are proposed as part of this project. See Standard 4 below for the TSS removal information. Standard 2: Peak Rate Attenuation Stormwater controls have been designed for the 2-year, 10-year, 25-year, and 100-year, 24-hour stonns and the post-development rates for these storms have been attenuated. See hydrologic analysis results above. Standard 3: Stormwater Recharge a. Impervious Area: The proposed work results in an increase in impervious area of approximately 41,263 ft.2. b. Recharge Volume: \. Required Recharge Volume: Rv = (FXImpervious Area) Rv= Required Recharge Volume (ft.') F = Target Depth Factor associated with each HSG taken from the Massachusetts Stonnwater Handbook (0.35" for HSG B) Rv= (0.35")(1' 1l2"X41,263 ft.2) ~ 1,203.5 ft.' 2. Sizing Storage Volume using the Static Method: The proposed infiltration basin has been designed with an outlet above the floor elevation. The storage volume available in the proposed basin is equal to approximately 1,321 ft.'. It is assumed water located below the outlet will infiltrate into the soil. The storage volume available is greater than Rv. 3. VerilY Drawdown Within 72 Hours: I I I I I I I I I I I I I I I I I I I The infiltration basin has a floor area of 5,919 ft.2 . An infiltration rate of 0.27 inchlhour for silt loam has been conservatively assumed from Table 2.3.3 in the MA DEP Stormwater Handbook. Drawdown within the stone is calculated as follows: Drawdown = (1.751 fth02"/J ') 13.1 hours (5,919 ft.2)(0.27 inchlhour) 4. Capture Area Adjustment: Proposed increase in impervious area: 2 41,263 ft. Proposed impervious area discharging to the infiltration area: 78,308 fl} Since the impervious area tributary to the infiltration basin exceeds the proposed increase in impervious areas, a capture area adjustment is not required. 5. Mounding Estimate: The following variables have been used in an on-line mounding calculator. The calculator uses the Hantush method. The calculator results can be seen in the attached appendices. w (percolation rate): 1.02 "/hr. (from Table 2.3.3 MA DEP Stonnwater Handbook for silt loam) k (hydraulic conductivity): 0.144 "/hr. [(0.0002 ft.lmin.)(12"/1 ft.)(60 min./hr.)] (avg. value for silty clay -see appendix for source) S (specific yield): t (time): 10 11 hr. h; (initial saturated thickness): a (recharge area width): 120" 1,452" 420" (estimated value -see appendix for source) (based on estimated drawdown time) (estimated 10 feet) (121 feet) b (recharge area length): (35 feet) The calculator indicates that an increase in hydraulic head (mounding) of approximately 1.1 inch is expected. The proposed infiltration basin floor is 24 inches above the average estimate seasonal high ground water table, therefore, groundwater mounding is not expected to affect the basin storage or recharge ability. Standard 4: Water Quality a. Water Quality Volume: 1. Infiltration Basin: VWQ = (DwQ)(l2 "I')(AJMP) VWQ= Required Water Quality Volume to be Treated (ft.) DWQ= Water Quality Depth (0.5" or 1.0")" *0.5" is used because there are no critical areas immediately downstream AIMP = Imperious Driveway Area (ft.') VWQ = (0.5")(1'112")(51,567 ft.2) = 2,149 ft.) The storage volume in the swale and forebay upstream of the basin is 2,833 fe. The storage volume exceeds V WQ. 2. Water Quality Swale: VWQ = (DwQ)(12 "I'XAJMP) VWQ= Required Water Quality Volume to be Treated (ft.) DWQ = Water Quality Depth (0.5" or 1.0")* *0.5" is used because there are no critical areas immediately downstream AJMP = Imperious Driveway Area (ft.2) I I I I I I I I I I I I I I I I I I I v WQ = (0.5',)(1' 112")(13,063 ft.') = 544.3 ft.l The storage volwne in the forebays is 1,425 ft.l. The storage volume exceeds VwQ• b. TSS Removal: I . Infiltration Basin: BMP Sediment Forebay (pretreatment) Infiltration Basin Removal 25% 80% Total TSS Removal = [1 .0{1.0-0.25)(1.0-0.80)] x 100% = 85.6% 2. Water Quality Swale: BMP Sediment Forebay (pretreatment) Sediment Forebay (pretreatment) Water Quality Swale (wi forebay) Removal 25% 25% 70% Total TSS Removal = [1.0-(1.0-0.25)(1.0-0.25)(1.0-0.70)] x 100% = 83.1 % c. Long term pollution prevention guidelines have been provided on the site drawings. Standard 5: Land Uses with Higher Potential Pollutant Loads The proposed use does not fall under any LUHPPL uses categories identified on Massachusetts Stormwater Handbook, Volwne I, Chapter 1, Page 12. Standard 6: Protection of Critical Areas The site is not tributary to a critical area as listed in the Massachusetts Stormwater Handbook Volwne I, Chapter I, Page 15. Standard 7: Redevelopment The project is not classified as a redevelopment project. Standard 8: Erosion and Sediment Control: Erosion and Sedimentation Controls have been proposed on the site drawings. Standard 9: Operation and Maintenance Plan An operation and maintenance plan for the proposed drain system has identified on the plans. Standard 10: Illicit Discharges to Drainage System: Quinn Engineering, Inc. is unaware of any illicit discharges within the area of the proposed work. Additional information regarding illicit discharges can be found in the SWPPP notes on the fmal site drawings. I I I I I I I I I I I I I I I I I I I Supoorting InfonnatioD Summary APPENDIX A: Massachusetts Stormwater Report Checklist APPENDIXB: USDA-SCS rainfall data maps taken from Technical Paper 40 APPENDIXC: NRCS Web Soil Survey APPENDIXD: Soil Evaluation Logs APPENDIEX E: U.S.G.S. Locus Map APPENDIXF: Community Panel 2501 330002A APPENDIXG: Groundwater Mounding Information APPENDIXH: Pre/Post development catchment locations and labels APPENDIX I: Pre-Development Hydrology • Type ill, 2-Y ear 24 Hour Storm • Type ill, I 0-Year 24 Hour Storm • Type ill, 25-Year 24 Hour Storm • Type ill, 100-Year 24 Hour Storm APPENDIX J: . Post-Development Hydrology • Type ill, 2-Year 24 Hour Storm • Type ill, 10-Year 24 Hour Storm • Type ill, 25-Year 24 Hour Storm • Type ill, 100-Year 24 Hour Storm I I I I I I I I I I I I I I I I I I I APPENDIX A: Massachusetts Stonnwater Report Checklist I I I Important: When I filling out forms on the computer, use only the tab key to move your cursor -do not I use the return key. ~ I~ I I I I I I I I I I I I Massachusetts Deparbnent of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report A. Introduction A Stormwater Report must be submitted with the Notice of Intent permit application to document compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for the Stormwater Report (which should provide more substantive and detailed information) but is offered here as a tool to help the applicant organize their Stormwater Management documentation for their Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, the Stormwater Report must contain the engineering computations and supporting information set forth in Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer (RPE) licensed in the Commonwealth. The Stormwater Report must include: • The Stormwater Checklist completed and stamped by a Registered Professional Engineer (see page 2) that certifies that the Stormwater Report contains all required submittals.' This Checklist is to be used as the cover for the completed Stormwater Report. • Applicant/Project Name • . Project Address • Name of Firm and Registered Professional Engineer that prepared the Report • long-Term Pollution Prevention Plan required by Standards 4-6 • Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 • Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, land Uses with Higher Potential Pollutant loads (LUHPPl), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. 1 The Stormwater Report may also include the Illicit Discharge Compfrance Statement required by Standard 10. If not included in the Storrnwater Report, the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post~onstruction best management practices. 2 For some complex projects, it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Storrnwater Report. In that event, the issuing authority has the discretion to issue an Order of Cond~ions that approves the project and. includes a condition requiring the proponent to StJbm~ the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance adivtty on the site. sWcheck.doC • 04101108 Stormwater Report Checl<list • Page 1 of 8 I I I I I I I I I I I I I I I I I I I I Massachusetts Oeparbnent of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (NA) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer's Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long- term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Prof~.s.sional Engineer Block and Signature .'.: . ~--' Signature and Date Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? [gI New development o Redevelopment o Mix of New Development and Redevelopment swcheck.doc· 04101108 Stormwater Report Checklist· Page 2 of 8 :m I I I I I I I I I I I I I I I I Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning arid design of the project: 181 No disturbance to any Wetland Resource Areas o Site Design Practices (e.g. clustered development, reduced frontage setbacks) o Reduced Impervious Area (Redevelopment Only) 181 Minimizing disturbance to existing trees and shrubs o LID Site Design Credit Requested: o Credit 1 o Credit 2 o Credit 3 o Use of 'country drainage" versus curb and gutter conveyance and pipe o Bioretention Cells (includes Rain Gardens) o Constructed Stormwater Wetlands (includes Gravel Wetlands designs) 0 Treebox Filter 0 Water Quality Swale 181 Grass Channel 0 Green Roof 181 Other (describe): disconnecting flow paths and treating stormwater at it's source. Standard 1: No NeW Untreated Discharges 181 No new untreated discharges 181 Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth 181 Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. sWelleok.doc·04101108 Stormwater Report Checklist· Page 3 of 8 I I I I I I I I I I I I I I I I I I I I m Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 2: Peak Rate Attenuation o Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a we~and subject to coastal flooding. [8J Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm. [8J Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-s~e flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed. pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge [8J Soil Analysis provided. [8J Required Recharge Volume calculation provided. o Required Recharge volume reduced through use of the LID s~e Design Credits. [8J Sizing the infiltration, BMPs is based on the following method: Check the method used. [8J Static D Simple Dynamic o Dynamic Field' D Runoff from all impervious areas at the site discharging to the infiltration BMP. [8J Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. [8J Recharge BMPs have been sized to infiltrate the Required Recharge Volume. D Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: o Site is comprised solely of C and D soils and/or bedrock at the land surface D M.G.L. c. 21 E sites pursuant to 310 CMR 40.0000 o Solid Waste Landfill pursuant to 310 CMR 19.000 D Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. [8J Calculations showing that the infiltration BMPs will drain in 72 hours are provided. D Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included. 1 80% TSS removal is required prior to discharge to infiHration BMP W Dynamic Foeld method is used. swcheck.doc· 04101/08 Stormwater Report Checklist· Page 4 of 8 I I I I I I I I I I I I I I I I I I I m Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge (continued) 181 The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. o Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Long-Term Pollution Prevention Plan typically includes the following: • Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover; • Vehicle washing controls; • Requirements for routine inspections and maintenance of stormwater BMPs; • Spill prevention and response plans; • Provisions for maintenance of lawns, gardens, and other landscaped areas; • Requirements for storage and use of fertilizers, herbicides, and pesticides; • Pet waste management provisions; • Provisions for operation and management of septic systems; • Provisions for solid waste management; • Snow disposal and plowing plans relative to Wetland Resource Areas; • Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; • Provisions for prevention of illicit discharges to the stormwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; • Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. r:gJ A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent o Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: o is within the Zone" or Interim Wellhead Protection Area o is near or to other critical areas o is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) o involves runoff from land uses with higher potential pollutant loads. o The Required Water Quality Volume is reduced through use of the LID site Design Credits. 181 Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. swcheck.doc • 04/01/08 Stonnwater Report Checklist· Page 5 of 8 I I I I I I I I I I I I I I I I I I I ~ Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality (continued) !8l The BMP is sized (and calculations provided) based on: !8l The y." or 1" Water Quality Volume or D The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. D The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BM Ps. D A TMOL exists that indicates a need to reduce pollutants other than TSS and documentation showing that the BMPs selected are consistent with the TMOL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) D D The NPOES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stonmwater Report. The NPOES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. !8l The NPOES Multi-Sector General Permit does not cover the land use. D LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of lUHPPls to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. D All exposure has been eliminated. D All exposure has not been eliminated and all BMPs selected are on MassOEP lUHPPL list. D The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. standard 6: Critical Areas D The discharge is near or to a critical area and the treatment train includes only BMPs that MassOEP has approved for stormwater discharges to or near that particular class of critical area. !8l Critical areas and BMPs are identified in the Stormwater Report. swcheck.doc • 04/01108 Stormwater Report Checklist· Page 6 of 8 I I I I I I I I I I I I I I I I I I I ~ Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable o The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: o Limited Project o Small Residential Projects: 5-9 single family houses or 5-9 units in a muiji-family development provided there is no discharge that may potentially affect a critical area. o Sma. Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development w~h a discharge to a critical area o Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff o Bike Path and/or Foot Path o Redevelopment Project o Redevelopment portion of mix of new and redevelopment. o Certain standards are not fully met (Standard No.1, 8, 9, and 10 must always be fully met) and an explanation of why these standards are not met is contained in the Stormwater Report. o The project involves redevelopment and a description of ali measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: • Narrative; • Construction Period Operation and Maintenance Plan; • Names of Persons or Entity Responsible for Plan Compliance; • Construction Period Pollution Prevention Measures; • Erosion and Sedimentation Control Plan Drawings; • Detail draWings and specifications for erosion control BMPs, including Sizing calculations; • Vegetation Planning; • Site Development Plan; • Construction Sequencing Plan; • Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; • Inspection Schedule; • Maintenance Schedule; • Inspection and Maintenance Log Form. 181 A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. swcheck.doc • 04101108 Stonnwater Report Checklist · Page 7 of 8 I I I I I I I I I I I I I I I I I I I ~ Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) o The project is highiy complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. o The project is not covered by a NPDES Construction General Permit. o The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. I:8l The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan I:8l The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: I:8l Name of the stormwater management system owners; I:8l Party responsible for operation and maintenance; I:8l Schedule for implementation of routine and non-routine maintenance tasks; I:8l Plan showing the location of all stormwater BMPs maintenance access areas; I:8l Description and delineation of public safety features; o Estimated operation and maintenance budge~ and o Operation and Maintenance Log Form. o The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: o A copy of the legal instrument (deed, homeowner's association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; o A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. Standard 10: Prohibition of illicit Discharges I:8l The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; I:8l An Illicit Discharge Compliance Statement is attached; o NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BM Ps. swchock.doc· 04101108 Stormwater Report Checklist· Page 8 of 8 I I I I I I I I I I I I I I I I I I I APPENDIXB: USDA-SCS rainfall data maps taken from Technical Paper 40 I 2-Year 24 Hour Storm I_~-:;--_--=~= I --------- I 1 I I 1 1 ____ 1-9 I I I' · I I I , Chart 44 ---, I iO-Year 24 Hour Storm --.. --------. 1----;-75" --:-----7!1' I I I I I I I I~ I 1-f'rl'*R...-'l:t-~-N I ~ I 7'-' ~.{X I -------. I I 25-Year 24 Hour Storm 1-· ----~~--~--~~= 1 I I I I .. ~ I I 1....0--1 I I I I I ~'7r--nIv--\e0f--/t; _ .... c. __ . . J-hart 4 .. I I I - I I I I \ I I 100-Y ear 24 Hour Storm I ~ I I . . ' I ' ......... --r-I I r-hX-kJ I~~~~v,<" ....... I I '~ I ~ I 10 / .-.... --.......... --.-.-..... £hart 49 I I APPENDIXC: NRCS Web Soil Survey I I I I I I I I I I I I I I I I I ------------- <12" 4'57" 42" 4''12'' '" 0, " N ~ A Hydrologic Soil Group---Hampden County, Massachusetts, Central Part (COOPER STREET -AGAWAM, MA) Map ScaJe· 1:3.100 if prinledon A siT¥. (tIS)( 11") s.hc~l. _____ ====,. _________ =========Melcrs o 40 60 1GO 240 ~---~~c====~~--------~~c===========~Feel o 150 300 600 900 ~ Natural Resources. ~: Conservation Service Web Soil Survey National Cooperative Soil Survey ------ 7"'2013 Page 1 of 4 42' 4' 56" "2" 'I' 42" - -- !ill ------------- --Hydrologic Soil Group..-Hampden Counly, Massachusetts, Central Part (COOPER STREET· AGAWAM, MA) MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Solis D Soil Map Units Soli Ratings I![] A D NO • e D BID DC • C/o QlD Not rated or not ava!latHe Political Features o Cities Water Featu~. Streams and c.:an"s Transportation ~ Rajls -;yo ~¥~ ~ Natural Resources Conaervatlon Service Interstate Highways US Routes Major Roads Local Roads Web Soli Survey National Cooperative SOil Survey MAP INFORMATION Map Scale: 1 :3,180 if printed on A size (8.5" x 11") sheet. The soil surveys that comprise your AOI were mapped at 1 :25,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of $oilline placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale . Please rely on the bar scale on each map sheet for accurate map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: UTM Zone 1 eN NA083 This product is generated from the USDA-NRCS certified data as of the version date(s) listed beiow. Soil Survey Area: Survey Area Data: Hampden County, Massachusetts, Central Part Version 6, Apr 23, 2007 Date(s) aerial images were photographed: 7/3012003 The orthophoto or other base map on which the soil lines were compiled and digitlted probably differs from the background imagery displayed On these maps. As a result, some minor shifting of map unit boundaries may be ev1dent. 711/2013 Page 2 of4 - I I I I I I I I I I I I I I I I I I I Hydrologic Soil Group-Hampden County, Massachusetts, Central Part COOPER STREET -AGAWAM, MA Hydrologic Soil Group Hydrologic Soli Group-Summary by Map Unit -Hampden County, M ..... chusetis, Central Part (MA607) Map unit symbol Map unit name Rating SA Scarboro fine sandy loam, a to 0 3 percent slopes 32A Wareham loamy sand, 0 to 3 C percent slopes 254B Merrimac sandy loam, 3 to 8 A percent slopes 254C Merrinac sandy loam, 8 to 15 A percent slopes 255A Windsor loamy sand, 0 to 3 A percent slopes 265A Enfield sltt loam, 0 to 3 percent B slopes 275A Agawam fine sandy loam, 0 to 3 B percent slopes 275B Agawam fine sandy loam, 3 to 8 B percent slopes Totals for Area of Interest Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey Acres inAOI 0.9 8.8 1.6 0.3 4.6 17.7 5.2 2.0 41.0 Pen:ent of AOI 2.3% 21 .4% 3.9% 0.7% 11 .2% 43.0% 12.6% 4.8% 100.0% 7/112013 Page 3 of4 I I I I I I I I I I I I I I I I I I I Hydrologic Soil Grou!Hiampden County, Massachusetts, Central Part COOPER STREET -AGAWI>Jd, MA Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate atwater infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive preCipitation from long-{juration storms. The soils in the United States are assigned to four groups (A, B, C, and OJ and three dual classes (AID, BID , and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These SOils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, BID, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group 0 are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Natural Resources ConseNatJon SeNice Web Soil Survey National Cooperative Soil Survey 71112013 Page 4 014 I I APPENDIXD: Soil Evaluation Logs I I I I I I I I I I I I I I I I I -- • - - - - -.- - - - - - -- --Commonwealth of Massachusetts City/Town of Form 11 -Soil Suitability Assessment for On-8ite Sewage Disposal A. Facility Information <:-e.,.!Z!!oI.... kNc>L:llri \l~0u!l ,"'s. 1:)'" fV"oA Owner Name ss-_ ,-",,~ ~, Street Addre •• ~ City B. Site Information 1. (Check one) o New Construction 2. Soil Survey Available? 1i2a..JP', ~r"':!i. 5011 Name &Yes 3. Surficial Geological Report Available? ~Yes ~.,. " ~o!l....... GeologiciParent Mlte,,"1 4. Flood Rate Insurance Map Above the SOO-year flood boundary? g Yes Within the 500·year flood boundary? 0 Yes o Upgrade o No o No o No ~No 5. Wetland Area: Wetlands Conservancy Program Map 6. Current Water Resource Conditions (USGS): ~ 3S>.1? 7. Other references reviewed: ¥J3 4-Mapllot# z.+ ~~ Stat. -Zip Code o Repair % s~~.....,"'~ " yes: ~ ~O\\...., ~Q.Mt-?h ( Source f Soil LimHatlons If yes: Landform M~ C:>\~ Vear Published/Source Publication Scale Within the l00-year flood boundary? 0 Yes Within a velocity zone? ... 1 .... MapUnH DYes Name 2(.,>,,- SOil Map Unit MapUnK !;UNo ~No Range: a Above Normal 0 Normal 0 Below Normal t5forml1 • rev. 3/13 Form 11 -SolI Su~abitlty Assessrne'" for On-SHa ~ DIspos.' • Page 1 018 -- ------------------- • Commonwealth of Massachusetts CityfTown of Form 11 -Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (minimum of two holes required at every proposed primary and reseIVed disposal area) Deep Observation Hole Number' ~\ 'eo\'bh'!. 5',00 ~ I Q ~ .... ~I'\I'''I • Date Tlmo Wealher 1. Location Ground Elevation at Surface of Hole: 2. Land Use 3. Distances from: 4. Parent Material: of'l'c 1a<, ... "l"> _ t?AIlIL • ....u.. (o.g., woodland, agric<Jllllral field, vacant lot, ete.) I't.a..>~~ Vegetation '7'10:>0 Open Water Body fee, , Property Line ~\O~ feet ft..oft.)Qt P\..,A • ....l Location (identify on plan): ~ e;:!". t' ""!.'/. surfad. Slon •• Slope (%) ~~P'-""""~ Landform Position on Landscape (attach sheet) Drainage_ Way Drinking Water Well -.1<>0 feet .,., ~o fe<lt Unsuitable Materials Present: Possible Wet Area Other DYes ., \ \")b • feet feet 18 No If Yes: o Disturbed Soil o Fill Material o Impervious layer(s) o WeatheredlFractured Rock o Bedrocl< 5. Groundwater Observed: 0 Yes /&No If yes: Depth Weeping from P~ Depth Standing Water in Hole Estimated Depth to High Groundwater: ~~ inches elevation 151orml1 • rev. 3113 Form 11 -Soil Suitability AI_Iment for On-Site Sewage Disposal • Page 2 of 8 ------------------- • 1510nnll • rev. 3/13 Commonwealth of Massachusetts CityfTown of Form 11 -Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: ~\ Rodoltlmorpllk: Features C_ Fragmenle Soli Horizon! Soli Mltrlx: Color· (mottle., Soli Texture V. by Volume Soli Soil Depth (In., Layer Moist (Munsell, (USDA, Structure Conslltenee Oth.r CobbIn& (Moilt, Depth Color p-Grovel Ston .. ~-, 6. \o.f ... 1~ ~L.. ,"\'~IC ~ CUoo>~ ,-Z.1 Co, -z..s'll..,+ $ -~ ~Q 'Z1-"30 c..... $'14. 5/+ 5 .. .. 5<f4[. " r,(""· "7~ ,.. .... T" 'tJ""'1 ?>-> -'3 ~ ~ ~o ~ N'f>.( """" ,!>",,"-'i~ ~ t..SV~~ ~ ~"II!: f'l\.~ • Additional Notes: ~..... ........ ~ ... "tb.rr.~ c.... c:. • ... "" "~"jjjIt ... "-t ..... o \woltZ p.",,),\e .,J.o I\Jd\.h.JoL... Fonn 11 -Soil Suillbility A_sment for 000$111 Sewlge Disposal· Page 3 of 8 I , ------------------- • Commonwealth of Massachusetts CitylTown of Form 11 • Soil Suitability Assessment for On·Site Sewage Disposal C. On-Site Review (continued) Deep Observallon Hole Number: _ D~ :k. ~ h.d 1') Date ~~:.o Jwvo.. ~~ ,I:)' Time --Weather 1. Location Ground Elevation at Surface of Hole: Location (identify on plan): 2. Land Use ~'-'...) cKf ~,.)\q MY9A -=--.,...::; .... ~-~-::o-e~-------(e.g., woodland, agricu~ur.t field, vacant lot .• tc.) Surface Stones ~ ,. J. SlOpe (%) C=r\A!o> ~P""""4 Vegetation LllnUIUl1TI Pos~lon on land.cape (attach sheet) ""to.:: , 3. Distances from: Open Water Body Drainage Way ~\- leet feet ~ "'~' Possible Wet Area fe.t • .,''C)~ . Property Line .. , <:>C> Drinking Water Well ---feet feet Other feet 4. Parent Material: fi:.aoo P.A • ...l 1:>Cf'()~, T Unsuitable Materials Present: DYes ~No II Yes: o Disturbed Soil o Fill Material o Impervious Layer(s) o Weathered/Fractured Rock L.4" o Bedrock 5. Groundwater Observed: ;y Yes Estimated Depth to High Groundwater: o No ll.. h, inches If yes: Depth Weeping from Pit Depth Standing Water In Hole elevation t510nnll • rev. 3113 Fonn 11 -Soil Suitability A ..... m.nt for On-Site Sewage Disposal • Page 4 of 8 -------------------Commonwealth of Massachusetts CityfTown of • Form 11 -Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: '\':)Wl.. ~Oll Hortzon/ Rodoxlmorphlc F_ Col ... Frall'll_ Deplh (In.) Soli Matrix: Color· (moil/H) SoIlT •• lure % byVolumo Soil Soli Loyer Mollt (Munlell) ~Ih ~olor (USDA) ~obbl"& Slruclure Consl,tence Othor Poreenl ~r.Y'1 (Molol) SlonH c:.-'@. II. 'l,..~t"'/ .... L!:. """~""~ ~ n.,,~ %-". c... c,-"S14f) '5. ......... ~ .......- $"1 '"*'1-" "'.~"'4f" 1t.-2S '-1.. \", .. 51. ~,"T ...-. ANO"!oo"~ F' """'"' 'l,.5:-~ ~ S'1cy~ "',V\ V'-"''Y P;..-.. - ~ . .,~ c.-I <NIL. 4f ... ... ........ ""'" 'l'ClM1 ~ Additional Notes: NO \l..2fU:'A.~ 15lonnl1 • rev. 3113 Form II -Soil Suitability AsMAmonl Ie< 0n-S4te Sewage IlIopouI • Page 5 0/ 8 ~------------------ • Commonwealth of Massachusetts CitylTown of Form 11 ~ Soil Suitability Assessment for On~Site Sewage Disposal D. Determination of High Groundwater Elevation 1. Method Used: 2. o Depth observed standing water in observation hole o Depth weeping from side of observation hole ~ Depth to soil redoximorphic features (mottles) o Groundwater adjustment (USGS methodology) Index Well Number Reading Oate Adjustment Factor Adjusted Groundwater Lovel A. inches A. inches A. Inches A. inches !!.; Inches B. inches .. :'0 B. Inch .. .!L inches Index Well Level E. Depth of Pervious Material % 1-11 ... -~~~ 1. Depth of Naturally Occurring Pervious Material " ~\.p a. Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? DYes 0 No b. If yes, at what depth was it observed? Upper boundary: inches lower boundary: Inches t5formll • rov. 3113 Form 11 -Soil Suitability Alsessment for OnoSlle Sewage Diaposal • Page 6 of 8 ------------------- • t5formll .. rev. 3113 Commonwealth of Massachusetts CityfTown of Form 11 -Soil Suitability Assessment for On-Site Sewage Disposal F .. Certification I certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct soil evaluations and that the above analysis has been performed by me consistent with the required training, expertise and experience described in 310 CMR 15.017. I further certify thatthe results of my soil evaluation, as indicated in the attached Soil Evaluation Form, are accurate and in accordance with 310 CMR 15.100 through 15.107. C-S' \-\~ 'i>1~\ It:~ Signature of Soil Evaluator Date c.. .. ~ .. .tu..._~a-~ ..,. 2 .... '6'\ NoJ. _ ~~'<=> Typed or Printed Name of Soil Evaluator 1 License # Oat. of 5011 Evaluator Exam Name of Board of Heallh Witness Board of Heallh Note: In accordance with 310 CMR 15.018(2) this form must be submitted to the approving authority within 60 days olthe date of field testing, and to the designer and the property owner with Percolation Test Form 12. Form 11 -5011 Suitabilily Asse.sment for On-Sila Sewage Disposal .. Page 7 of 8 ------------------- • Commonwealth of Massachusetts CitylTown of Form 11 -Soil Suitability Assessment for On-Site Sewage Disposal Field Diagrams Use this sheet for field diagrams: 1 \ ~ t::.~'2... ~JZ-. ;2;:~<~'~' L3' LJ- ? /YUI... ~.... Ar>.o:!lA ~ l::I~ \ ~ Rr.>~~ ~e.. to) ... -r \1:> ~c..A'--~ "1 N Ifi."" .. \r t i ~ l!5lonnll • rev. 3113 Fonn 11 -So~ Suitability Auesoment lor On-Site Sew_ DIspoaaI • Page 8 0/ 8 ~USGS USGS Home Contact USGS Search USGS Groundwater Watch Latest News ••. Hampden County, Massachusetts Hover mouse over site for information. Click site to open page with informatlon and data. ...,o-nerftdIl11J201310:08:10"" ~l Groundwater Watch Gooo\e O'splay ~ Help Page ·-<-:0 interactive map~ ~ wells depicted on the Hampden County, MIl IoaItion map Noll: ,. 11\ Ih" !3b1t; belOIt< '1'ld<GIIR! m"lti(Je ~I' II'IiII pItA a$" ,Ingle POll'll DIllhe staloll IOeiIlion map ItIOve. "*-: Bl$. wa.r ~I ... Fut e~1co.ot und~. RW. 'A .. w Leovt.l N/leftllUQ ~ iii ~ dill\I.m -_m --__ t ~ WoO' ........ --....... , .. , -61 ~2Q2~gZ25BlZgl ""'-GL.W 6 GAANVlUf, MIt 5.82 BLS 7/30/1013 20.B 5tn11;Sf1ed DepOsitS, Undlf'ferentLlted 62 420322Q723918Q) MA·AFW 31 9.B5B1.S 10/212012 14 .5 Sb'a\:1f\ed o.posjt$, U.iidltFbeltiatecl 63 ~2g;}3!gZ2:!U 1Z!1l MA-AfW 32-.fi .50 BI..S 10/212012 8.30 Sb'atIfted o.positS. U~ .. 4 42DJS:ZD2~511MU MA-GlW 5 GRAHVIUf, MIt 32 • .52 BlS 1130/20U 61.7 Strattfled oepos;tI, Undlf'rer"enUlted 65 ~.zQ:4gggZZ3Zg;Zgl MA-AfW 30 39.258lS lQ1212012 41.00 StrItifted DepositS. Urdlfab "lited "6 420550Q724}4601 MA-WVW 174 110.73 BLS 10/4/2012 U9.00 Strattfted o.posttS, U,IdWJ\t'o ZlIted 67 ~;Z06.6Q2;Z~;Z!llgl MA·WI/W 62 WfSTFl£LD. MA 6 .S0BlS 1(29/2013 22 .0 ~ .... 6S ~;Zgz5ZgZZl~lgl ""'·XCW 144 11.84 BLS 10/4/2012 15 Strat:Ifled DepOsa. ~ .. 9 ~;Z1:)2g5g2;ZZ5.4gg1 MA·lOW 55 wn.aRAHAM. MA 3S.70aLS 7/29/2013 62.5 -610 ~;Z~Z~gZ;Z~~Z~Z MA·WVW 152 we5Tf1fLO, MA 2 .7QBLS 712912013 16. StrItifted 0IIP0IItS. Ui iCIiffu e . "ell' 6U ~;ZlglZgZZlZ!5g1 MA<MW 95 OtICOPEE. MA 21.428LS 7/29/2013 34..0 --.-612 !ZlQ31DZZJJl6al MA-CMW 97 37."8 BLS 101312012 42.10 5trattfied Depo$It5, UncJ\fI'. elti8tt;d 613 4Z111HpZZ4104.Ql MA·HUW 117 2S.34BlS 10/3/2012 34.10 Stratified Deposits. u"dlf".eaaltWtd 614 :4;Z12ZagZZ5B5lDl MA·aEW 9 8LANDfORO. MA 3.29BLS 7/lOf2013 15 StretiI'ted DeposItS. UncSlf'l'erenlilteci 615 42124OQZZ490ZQl MA·M7W 19 MOKTGOMERY ,MA 1.12 BtS 71lO12013 ,. StnItified ~ UndIfI'ua .... ·1 I I I I I I I I I I I I I I I I I I Return !O State Page I ReMn [0 Nallonal Page I .~ lD roon-Deptttmertt d the InteriOr (DOl) producb do not oonstitute ~ ~ by the 001. ey vitwtng thra GoogIe Mips APt on thi$ web w the i,der agrees to these T'f:R.MS. Accessibility ForA U.S. Department of the Interior I U.S. Geological Survey UI\L: ht!:p:/IgroundWaterwotcl1,usgs,gov/CountyMaps/M"-013,html page Contact Information: OGW Webmaster Last update: Saturday, August 17, 2013 at 10:08 Policies and Notices ~, ~ ~ " " I I I I I , I I I I I I I I I I I I I APPENDIEX E: U.S.G.S. Locus Map I I I I I I I I I I I I I I I I I I I • USGS ----r:r-~~ I I I I I I I I I I I I I I I 1: . . . I r---."'1":'..":: _ -----" ------_ ... ===.:;;;;;.-=:'~";;;'::= I SCALE 1:24 ODD -= --. . . . __ J._ -...~-........ , ... .!. . . ~ g------ ;;:: :::: - --------"-.... _---.--0 --0 "'- I I APPENDIXF: Community Panel 250 1330002A I I I I I I I I I I I I I I I I I ------------------- 800 'S1Tl'C • APPROXIMATE SCALE . o 800 FEET INSilIANC~ rRDsR •• ".;.., .":;, FlO~l~~j"~~~ M,AP , TOWIi Or-" ...... ' AGAW"-, ..•. ,', ...... ,,' .. ~ MASSACHUSSTTS .. IlAIIPDEN couiiri .'. I CllllllliMnHAII£L NUlllER 250133 0002 A ....... INDIiX FC?ft r~Gis.HOT ... UN"'0l ".i I FEBRUAilY 1. 1978 .... . " I I APPENDIXG: Groundwater Mounding Information I I I I I I I I I I I I I I I I I ------------------- "'I~- '---(1) • i.enutii-~ Vertical (WI PorCO/lilian . J.j, 1..J J. ,} I Groomd lOHl This equation Is esthnated In the calculator by using a table of values given by Hantllsh (19611. Incro •• o In IIydreulfe ~--1f-....:::. ... 1 " .. Id Ilj Inltl.IWller Lev" GROUNDWATER MOUND UNDER A RECTANGULAR RECHARGE AREA Using tIW HantuSh(1967) DerIVation Inputs w (Pen:o/8tlon Rate): h :Q.2 I lLiT) K (Hydraulic Conductivity): \.1441 [lJTJ S (specmc Yleld):110 _ ! (-I t(Time}:\l~_ _ I [T] hi (lnlOal Saturated TblcknessJ:1120 I III a (Length of Recha'lle A_J¥452 i III b (WIdth of Rech8'l/8 AreaJ:l420 _ ! III -KEEP UNITS CONSISTENT" r ~culat~~1 Results -Note that b.cause of estinatlons of an Integral fUnction, this Is an estimate" Moxlmum hydraulic heod: \121.1220000; (LI Increne in hydraulic head: \1.12200000 IIll Hantush, M.S.(1987[. ~rowth lind Decay of GroundWllter-Mounds In ReSponse to Uniform Porco/lltlon, Water Resources Research YOI. 3. no.1, pp 227-234_ ...... VI_ Cro •• Sedlon I I I I I I I I I I I I I I I I I I I Massachusetts Stormwaler Handbook Type III 2"'" RainIaIt=I.29" 11 Pond 2P: Infillra1ion Trench Hydrograph Inflow Anta=O.75O ac: Peak EIev--4.00' Storaae-1,212 cf 12 Time (hours) 13 Table 2.3.3. 1982 Rawls Ratesl8 Texture Class NRCS Hydrologic Soil Group . (HSG) Sand A Loamy Sand A Sandy Loam B Loam B Silt Loam C Sandy Clay Loam C Clay Loam D Silty Clay Loam D Sandy Clay D SiItyClav D Clay D 18 Rawls, Brakensick: and Saxton. )982 Volume 3: Documenting Compliance wilh lhe Massachusetts Stonnwater Management Standards Infiltration Rate InchesIHour 8.27 2.41 1.02 0.52 0.27 0.17 0.09 0.06 0.05 0.04 0.02 Chapter I Page 22 I I I I I I I I I I I I I I I I I I I ., I 3rd Edition Author: Braja M. Das Publisher: PWS Publishing CompanV Boston, MA Copyright: 1994 , i , \ . 134 CHAP1'ER FIVE Flow of Water in Soil: P ....... bility and s."pag. Based on his results, it appears that there is a hydraulic gradient .' (Figure 5.4) at which v = k(i -io) (for i ~ .') (5.11) and v = Iti'" (for j < i') (5.12) The preceding equation implies that, for very low hydraulic gradients, the relationship between v and i is nonlinear. The value of '" in Eq. (5.12) for four Swedish clays was about 1.5. However. there are several other studies to refute the preceding findings. These have been discussed in detail by Mitchell (1976). Taking all Points into oonsider· ation. Mitchell roncluded that Darcy's law is valid. 5.3 COEFFICIENT OF PERMEABILITY The fXJejficjent of permeobi/ity has the same unit as velocity. The term coefftdent 0/ ~ is mostly used by geotechnical engineers; geologists express the same KIm as ~ condrlctivity. In English Ilnits, the ooefficient of pem1I!Bbi.Iity is generally eAPilii ft/min or ft/day, and discharge in ft'. In 51 wUls, the coefficient of per. meability is exptcssui as mffili!£., and discharge in m'. The coefficient of permeability of soils is dependent on sever.d factIrs: fluid vis- cosity. pore-size dis1ribution, grnin-size distribution, void ratio, roughness of tninmU particles, and degree of soil saturation. In clayey soils, structure plays an importmt role in the coefficient of permeability. Other major factors that affect the ~biIity of clays are the ionic ronrentration and the thickness of layers of water held to the clay particles. The value of the coefficient of permeability (It) varies widely for different soils. Some typica1 values of permeability ooo!:fficients are given in Table 5.1. The permeability arificient of unsaturated soils is lower and increases rapidly with the degree of saluni· tiM. ., TABLE 5.1 'f7pIcal Value. of Permeability CoeIIIcieo> ... I I I I I I I I I I I I I I I I I I I HYOROlOGY HANDBOOK T AIU 5.1. TyPical Value Ranges for Porosities and Specific 'Yield for Various Aquifer Mall:!rials. Cloy &55 1-10 I'nocIuted Crys1aIIine RoO. 0-10 c;ad&I rill Io-~ GraYel ~ 15-30 ] il stone 1-20 0..5-5 s-I :zs-IO \0-30 !io&td and Gray,,! 10-J5 15-25 S;uodloloooe 5-3C 5-15 SNle IHO ().5-S Silt 35-50 'W-dua..Jt 10-50 Table 5.1 is taken from : Hydrology Handbook By American Society of Civil Engineers Task Committee on Hydrology Handbook Edition: 2, illustrated Published by ASCE Publications, 1996 I I I I I I I I I I I I I I I I I I I APPENDIXH: PrelPost development catchment locations and labels (in attached sleeve) I I I I I I I I I I I I I I I I I I I APPENDlXI: Pre-Development Hydrology • Type III, 2-Year 24 Hour Storm • Type III, 10-Year 24 Hour Storm • Type III, 25-Y ear 24 Hour Storm • Type III, 100-Year 24 Hour Storm I I I I I I I I I I I I I I I I I I I PRE-DEV LOPMENT A EA PRE DEVELOPMENT POINT OF INTEREST Routing Diagram for HYDROCAD2 -PRE-DEVELOPMENT Prepared by Quinn Engineering, Inc., Printed 1011812013 H}<lroCAOO 10.00 sin 02539 @2012H}<lroCADSoftwareS<i!ooansLlC I I I I I I I I I I I I I I I I I I I HYDROCAD2 -PRE-DEVELOPMENT Prepared by Quinn Engineering, Inc. Type 11/ 24-hr 2-YEAR RainfaJ/=3. 10" Printed 10/1812013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions llC Timespan=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Page 2 Reach routing by Stor-Ind+ Trans method -Pond routing by Stor-Ind method Subcatchment 15: PRE-DEVELOPMENT Runoff Area=278,346 sf 23.13% Impervious Runoff Depth>O.60" Flow Length=811' Tc=44.0 min CN=68 Runoff=2.01 cfs 0.317 af Pond 1 P: PRE DEVELOPMENT POINT OF INTEREST Inflow=2.01 cis 0.317 af Primary=2.01 cis 0.317 af Total Runoff Area = 6.390 ac Runoff Volume = 0.317 af Average Runoff Depth = 0.60" 76.87% Pervious = 4.912 ae 23.13% Impervious = 1.478 ac I I I I I I I I I I I I I I I I I I I HYDROCAD2 -PRE-DEVELOPMENT Type III 24-hr 2-YEAR Rainfall=3.10" Prepared by Quinn Engineering, Inc. Printed 1 0/18/2013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE-DEVELOPMENT AREA Runoff = 2.01 cfs @ 12.70 hrs, Volume= 0.317 af, Depth> 0.60" Runoff by SCS TR-20 method, UH=SCS, TIme Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.10" Area (sf) CN Descri ption • 154,242 55 WOODSHSGB • 37 ,406 98 EXISTING IMPERIOUS • 26,980 9.8 EXISTING BUIDLING • 27,486 61 GRASSHSG B • 32,232 75 1/4 ACRE LOT 278,346 68 Weighted Average 213,960 76.87% Pervious Area 64,386 23.13% Impervious Area Tc length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftIsec) (efs) 8.1 50 0.0600 0.10 Sheet Flow, 1A Woods: Light underbrush n= 0.400 35.9 761 0.0050 0.35 Shallow Concentrated Flow, 1 B Woodland Kv= 5.0 fps 44.0 811 Total P2= 3.10" Summary for Pond 1P: PRE DEVELOPMENT POINT OF INTEREST Inflow Area = 6.390 ac, 23.13% Impervious, Inflow Depth> 0.60" for 2-YEAR event Inflow = 2.01 cfs @ 12.70 hrs, Volume= 0.317 af Primary = 2.01 efs@ 12.70 hrs, Volume= 0.317 af, Atten= 0%, lag: 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Page 3 I I I I I I I I I I I I I I I I I I I HYDROCAD2 -PRE-DEVELOPMENT Prepared by Quinn Engineering, Inc. Type f/f 24-hr 10-YEAR Rainfal/=4.60" Printed 1 0/1812013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAO Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Page 4 Reach routing by Stor-Ind+ Trans method -Pond routing by Stor-Ind method Subcatchment 15: PRE-DEVELOPMENT Runoff Area=278,346 sf 23.13% Impervious Runoff Depth>1.44" Flow Length=811' Tc=44.0 min CN=68 Runoff=5.37 cfs 0.766 af Pond 1 P: PRE DEVELOPMENT POINT OF INTEREST Inflow=5.37 cfs 0.766 af Primary=5.37 cfs 0.766 af Total Runoff Area = 6.390 ac Runoff Volume :I 0.766 at Average Runoff Depth = 1.44" 76.87% Pervious = 4.912 ae 23.13% Impervious :I 1.478 ac I I I I I I I I I I I I I I I I I I I HYDROCAD2-PRE-DEVELOPMENT Prepared by Quinn Engineering, Inc. Type 11/ 24-hr 10-YEAR Rainfal1=4.60" Printed 10/1812013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE-DEVELOPMENT AREA Runoff = 5.37 cfs @ 12.65 hrs, Volume= 0.766 af, Depth> 1.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=4.60" Area (sf) CN Description • 154,242 55 WOODS HSGB • 37,406 98 EXISTING IMPERIOUS • 26,980 98 EXISTING BUIDLING • 27,486 61 GRASSHSGB • 32,232 75 1/4 ACRE LOT 278,346 68 Weighted Average 213,960 76.87% Pervious Area 64,386 23.13% Impervious Area Tc Length Slope Velocity Capacity DeSCription (min) (feet) (ftIft) (ftIsec) (cfs) 8.1 50 0.0600 0.10 Sheet Flow, 1A Woods: Light underbrush n= 0.400 35.9 761 0.0050 0.35 Shallow Concentrated Flow, 1 B Woodland Kv= 5.0 fps 44.0 811 Total P2= 3.10" Summary for Pond 1 P: PRE DEVELOPMENT POINT OF INTEREST Inflow Area = 6.390 ac, 23.13% Impervious, Inflow Depth> 1.44" for i0-YEAR event Inflow = 5.37 cfs @ 12.65 hrs, Volume= 0.766 af Primary = 5.37 cfs @ 12.65 hrs, Volume= 0.766 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, TIme Span= 5.00-20.00 hrs, dt= 0.05 hrs Page 5 I I I I I I I I I I I I I I I I I I I HYDROCAD2 -PRE-DEVELOPMENT Prepared by Quinn Engineering, Inc. Type III 24-hr 25-YEAR Rainfal/=5.30"· Printed 1 0/1812013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAO Software Solutions LLC Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS PageS Reach routing by Stor-Ind+ Trans method -Pond routing by Stor-Ind method Subcatchment 1S: PRE-DEVELOPMENT Runoff Area=278,346 sl 23.13% Impervious Runoff Oepth>1 .90" Flow Length=811' Tc=44.0min CN=68 Runoff=7.16cls 1.010al Pond 1 P: PRE DEVELOPMENT POINT OF INTEREST Inflow=7.16 cIs 1.010 af Primary=7.16 cfs 1.010 af Total Runoff Area = 6.390 ae Runoff Volume = 1.010 af Average Runoff Depth "1.90" 76.87% Pervious = 4.912 ae 23.13% Impervious "1.478 ae I I I I I I I I I I I I I I I I I I I HYDROCAD2 -PRE-DEVELOPMENT Prepared by Quinn Engineering, Inc, Type 1/1 24-hr 25-YEAR Rainfall=5.30" Printed 1 0/1812013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PRE-DEVELOPMENT AREA Runoff = . 7.16 cfs @ 12.64 hrs, Volume= 1.010 af, Depth> 1.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=5.30" Area (sf) CN Description • 154,242 55 WOODS HSGB • 37,406 98 EXISTING IMPERIOUS • 26,980 98 EXISTING BUIDLING • 27,486 61 GRASS HSGB • 32,232 75 1/4 ACRE LOT 278,346 68 Weighted Average 213,960 76.87% Pervious Area 64,386 23.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (fIlsec) (ets) 8.1 50 0.0600 0.10 Sheet Flow, 1A Woods: Light underbrush n= 0.400 35.9 761 0.0050 0.35 Shallow Concentrated Flow, 18 Woodland Kv= 5.0 fps 44.0 811 Total P2= 3.10" Summary for Pond 1 P: PRE DEVELOPMENT POINT OF INTEREST Inflow Area = 6.390 ac, 23.13% Impervious, Inflow Depth> 1.90" for 25-YEAR event Inflow = 7.16 cfs @ 12.64 hrs, Volume= 1.010 af Primary = 7.16cfs@ 12.64hrs, Volume= 1.010af, Atten=O%, Lag=O.Omin Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Page 7 I I I I I I I I I I I I I I I I I I I HYDROCAD2-PRE-DEVELOPMENT Prepared by Quinn Engineering, Inc. Type III 24-hr 100-YEAR Rainfal/=6.50" HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Time span=S.00-20.00 hrs, dt=O.OS hrs, 301 pOints Runoff by SCS TR-20 method, UH=SCS Printed 10/1812013 Page 8 Reach routing by Stor-Ind+ Trans method -Pond routing by Stor-Indmethod Subcatehment 1S: PRE-DEVELOPMENT Runoff Area=278,346 sf 23.13% Impervious Runoff Oepth>2.75" Flpw Length=811, Tc=44.0 min CN=68 Runoff=10.46 cts 1.462 af Pond 1P: PRE DEVELOPMENT POINT OF INTEREST Inflow=10.46 cfs 1.462 at Primary=10.46 cfs 1.462 at Total Runoff Area = 6.390 ac Runoff Volume = 1.462 af Average Runoff Depth = 2.7ft' 76.87% Pervious = 4.912 ae 23.13% Impervious = 1.478 ae I I I I I I I I I I I I I I I I I I I HYDROCAD2 -PRE-DEVELOPMENT Prepared by Quinn Engineering, Inc. Type III 24-hr 100-YEAR Rainfal/=6.50" Printed 10/1812013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC . Summary for Subcatchment 1S: PRE-DEVELOPMENT AREA Runoff = 10.46 cfs @ 12.62 hrs, Volume= 1.462 af, Depth> 2.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=6.50" Area (sf) CN Description * 154,242 55 WOODS HSG B * 37,406 98 EXISTING IMPERIOUS * 26,980 98 EXISTING BUIDLING * 27,486 61 GRASS HSGB * 32,232 75 1/4 ACRE LOT 278,346 68 Weighted Average 213,960 76.87% Pervious Area 64,386 23.13% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ft/sec) (cfs) 8.1 50 0.0600 0.10 Sheet Flow, 1A Woods: Light underbrush n= 0.400 35.9 761 0.0050 0.35 Shallow Concentrated Flow, 18 Woodland Kv= 5.0 fps 44.0 811 Total P2= 3.10" Summary for Pond 1P: PRE DEVELOPMENT POINT OF INTEREST Inflow Area = 6.390 ac, 23.13% Impervious, Inflow Depth> 2.75" for 100-YEAR event Inflow = 10.46 cfs @ 12.62 hrs, Volume= 1.462 af Primary = 10.46 cfs @ 12.62 hrs, Volume= 1.462 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Page 9 I I I I I I I I I I I I I I I I I I I APPENDIXJ: Post-Development Hydrology • Type ill, 2-Year 24 Hour Storm • Type ill, 10-Y ear 24 Hour Storm • Type ill, 2S-Year 24 Hour Storm • Type ill, 100-Year 24 Hour Storm I I I I I I I I I I I I I I I I I I I G-----I~B TRIB TO CULVERT T'NIN 'PIPE G ~BTorVERT G G EJ o SWALE 11 DIRECT ENTRY TO SWALE AREA STtsTH OF DlRECTf no EXIST1SHEo e '"r"" AREANORT~ EXIST. SHED ~ @ ~1 4R I---~M DIRECT ENTRY TO GRASSEO SWALE #2 SWALE ~ubca) M~r-------e INFILT~~ BASIN • lEBAY DIRECT ENTRY TO BASIN POST DEVELOPMENT REMAINING AREA POINT OF INTEREST Routing Diagram for HYDROCAD2 -REV1 -POST DEVELOPMENT Prepared by Quinn Engineering, Inc., Printed 1211312013 HydroCAD® 10.00 sin 02539 @2012 HydroCAO Software Solutions LLC I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Type III 24-hr 2-YEAR Rainfal/;3.10" Prepared by Quinn Engineering, Inc. Printed 12113/2013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Page 2 Time span=S.00-20.00 hrs, dFC.OS hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+ Trans method -Pond routing by Stor-Ind method Subcatchment 25: TRIB TO CULVERT Runoff Area=17,250 sf 17.88% Impervious Runoff Depth>0.61" Flow Length=148' Tc=9.4 min CN=68 Runoff=0.23 cfs 0.020 af Subcatchment 3S: TRIB. TO SWALE Runoff Area=83,434 sf 34.89% Impervious Runoff Depth>1.10" Flow Length=211' Slope=0.0200 'f Tc=16.3 min CN=78 Runoff=1.91 cfs 0.175 af Subcatchment 45: TRIB TO CULVERT Runoff Area=19,551 sf 78.65% Impervious Runoff Depth>1.95" Tc=5.0 min CN=90 Runoff=1 .09 cfs 0.073 af Subcatchment 5S: DIRECT ENTRY TO Runoff Area=6,017 sf 0.00% Impervious Runoff Depth>0.35" Tc=5.0 min CN=61 Runoff=O.04 cfs 0.004 af Subcatchment 6S: AREA NORTH OF Runoff Area=42,224 sf 72.80% Impervious Runoff Depth>1.78" Subcatchment 75: DIRECT ENTRY TO Flow Length=222' Tc=10.4 min CN=88 Runoff=1.85 cfs 0.144 af Runoff Area=12,862 sl 0.00% Impervious Runoff Depth>0.35" Tc=5.0 min CN=61 Runoff=0.08 cIs 0.009 al Subcatchment 85: DIRECT ENTRY TO WQS Runoff Area=3, 722 sf 0.00% Impervious Runoff Depth>0.35" Tc=5.0 min CN=61 Runoff=0.02 cIs 0.003 af Subcatchment 95: AREA SOUTH OF Runoff Area=37,944 sf 69.65% Impervious Runoff Depth>1.71" Flow Length=220' Tc=9.9 min CN=87 Runoff=1 .61 cIs 0.124 al Subcatchment 105: DIRECT ENTRY TO Runoff Area=2,028 sl 0.00% Impervious Runoff Depth>0.35" Tc=5.0 min CN=61 Runoff=O.Ol cIs 0.001 af Subcatchment 135: REMAINING AREA Runoff Area=53,300 sf 1.71% Impervious Runoff Depth>0.20" Flow Length=565' Tc=34.2 min CN=56 Runoff=0.09 cfs 0.021 af Reach lR: lWIN 8" PIPE Avg . Flow Depth=0.15' Max Vel=1.93 fps Inflow=0.23 cfs 0.020 af 8.0" Round Pipe x 2.00 n=0.012 L=83.0' S=0.0060 'f Capacity=2.03 cis Outf\ow=0.22 cfs 0.020 at Reach 2R: GRASSED 5WALE #1 Avg . Flow Depth=0.26' Max Vel=l.44 fps Inflow=2.14 cfs 0.199 af x 2.00 n=0.035 L=253.0' S=0.0099 'f Capacity=30.04 cfs Outflow=2.10 cfs 0.198 al Reach 3R: 8" PIPE Avg. Flow Depth=0.31' Max Vel=2.89 Ips Inflow=1.09 cIs 0.073 af 10.0" Round Pipe x 2.00 n=0.012 L=60.0' S=0.0058 '/' Capacity=3.63 cfs Outflow=l.07 cfs 0.073 af Reach 4R: GRASSED 5WALE #2 Avg. Flow Depth=0.23' Max Vel=1 .23 Ips Inflow=1 .63 cfs 0.125 al x 2.00 n=0.035 L=242.0' S=0.0083 'f Capacity=6.57 cIs Outflow=1.52 cIs 0.124 al Reach 5R: BASIN TO BVW Avg. Flow Depth=0.42' Max Vel=0.08 Ips Inflow=3.15 cfs 0.242 af x 2.00 n=0.400 L=205.0' S=O.0034 'f Capacity=14.77 cfs Outflow=1 .45 cIs 0.238 af Reach 6R: SWALE TO BVW Avg. Flow Depth=0.31, Max Vel=0.08 fps Inflow=1.32 cfs 0.126 af x 2.00 n=0.400 L=112.0' S=0.0063 'f Capacity=19.98 cfs Outflow=O.87 cfs 0.122 af I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type //I 24-hr 2-YEAR Rainfall=3. 10" Printed 1211312013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Page 3 Pond 3P: INFILTRATION BASIN & FOREBAY Peak Elev=91.13' Storage=3,753 ct Inflow=3.88 cfs 0.424 at Discarded=0.20 cts 0.141 at Primary=3.15 cfs 0.242 at Outflow=3.35 cfs 0.383 af Pond 4P: WATER QUALITY SWALE Peak Elev=89.29' Storage=578 ct Inflow=1.54 cfs 0.127 at Outflow=1.32 cfs 0.126 at Pond 5P: POST DEVELOPMENT POINT OF INTEREST Inflow=1.95 cts 0.381 at Primary=1 .95 cfs 0.381 af Total Runoff Area = 6.390 ac Runoff Volume = 0.574 af Average Runoff Depth = 1.08" 62.04% PelVlous = 3.964 ac 37.96% ImpelVlous = 2.425 ac I I I I I I I I I I I I I I I I I I I HYDROCAD2·REV1·POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type III 24-hr 2-YEAR Rainfal/=3.10" Printed 12113/2013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: TRIB TO CULVERT Runoff = 0.23 cfs @ 12.16 hrs, Volume= 0.020 af, Depth> 0.61" Runoff by SCS TR-20 method, UH"SCS, Time Span= 5.00-20.00 hrs, dt" 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.10" Area (sf) CN Description • 2,014 98 EXIST. IMPERVIOUS • 14,165 61 GRASS HSGB • 1,071 98 PROP. IMPERVIOUS 17,250 68 Weighted Average 14,165 82.12% Pervious Area 3,085 17.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, 1A Grass: Short n= 0.150 P2= 3.10" 1.9 98 0.0150 0.86 Shallow Concentrated Flow, 18 Short Grass Pasture Kv= 7.0 fps 9.4 148 Total Summary for Subcatchment 3S: TRIB. TO SWALE Runoff = 1.91 cfs@ 12.24 hrs, Volume= 0.175 af, Depth> 1.10' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.1 0" Area (sf) CN Descri ption • 15,980 98 PROP. IMPERVIOUS • 13,127 98 PROP. ROOF • 3,246 61 GRASS HGS B • 18,849 55 WOODS HSG B • 32,232 75 1/4 ACRE LOT 83,434 78 Weighted Average 54,327 65.11 % Pervious Area 29,107 34.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (Ntt) (Nsec) (cfs) 12.5 50 0.0200 0.07 Sheet Flow, 1A Woods: Light underbrush n= 0.400 3.8 161 0.0200 0.71 Shallow Concentrated Flow, 18 Woodland Kv= 5.0fps 16.3 211 Total Page 4 P2=3.10" I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type 11/ 24-hr 2-YEAR Rainfal/=3.10" Printed 1211312013 HydroCAD® 10.00 sIn 02539 © 2012 HydroCAD Software Solutions LLC Summary for Subcatchment 45: TRiB TO CULVERT Runoff = 1.09 cfs@ 12.07 hrs, Volume= 0.073 af, Depth> 1.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 111 24-hr 2-YEAR Rainfall=3.10" * * Area (sf) Tc (min) 5.0 15,377 4,174 19,551 4,174 15,377 Length (feet) eN DesCription 98 PROP. IMPERVIOUS 61 GRASS HSG B 90 Weighted Average 21.35% Pervious Area 78.65% Impervious Area Slope Velocity Capacity Description (tuft) (ft/sec) (cfs) Direct Entry, 1A Summary for Subcatchment 5S: DIRECT ENTRY TO SWALE Runoff = 0.04 cfs @ 12.12 hrs, Volume= 0.004 af, Depth> 0.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type'" 24-hr 2-YEAR Rainfall=3.10" * Area (sf) eN DesCription Tc (min) 5.0 6,017 61 GRASS HSG B 6,017 100.00% Pervious Area Length (feet) Slope Velocity Capacity Description (ft/tt) (ft/sec) (efs) Direct Entry, 1A Summary for Subcatchment 6S: AREA NORTH OF EXIST. SHED Runoff = 1.85 efs @ 12.15 hrs, Volume= 0.144 af, Depth> 1.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 111 24-hr 2-YEAR Rainfall=3.10" Area (sf) CN Description * 17,125 98 PROP. IMPERVIOUS * 11,485 61 GRASS HGS B * 13,614 98 EXIST. ROOF 42,224 88 Weighted Average 11,485 27.20% Pervious Area 30,739 72.80% Impervious Area Page 5 I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type III 24-hr 2-YEAR Rainfal/=3.10" Printed 12113/2013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftlsec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, 1A Grass: Short n= 0.150 P2= 3.10" 2.5 109 0.0110 0.73 Shallow Concentrated Flow, 18 Short Grass Pasture Kv= 7.0 fps 0.4 63 0.0210 2.94 Shallow Concentrated Flow, 1C Paved Kv= 20.3 fps 10.4 222 Total Summary for Subcatchment 75: DIRECT ENTRY TO BASIN Runoff = 0.08 cfs@ 12.12 hrs, Volume= 0.009 af, Depth> 0.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.10" * Area (sf) CN Description Tc (min) 5.0 12,862 61 GRASS HSG B 12,862 100.00% Pervious Area Length (feet) Slope Velocity Capacity Description (ftlft) (ftlsec) (cfs) Direct Entry, 1A Summary for Subcatchment 85: DIRECT ENTRY TO WQS Runoff = 0.02 cfs@ 12.12 hrs, Volume= 0.003 af, Depth> 0.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20,00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.10" * Area (sf) CN Description Tc (min) 5.0 3,722 61 GRASS HSG B 3,722 100.00% Pervious Area Length (feet) Slope Velocity Capacity Description (ftlft) (ftlsec) (cfs) Direct Entry, 1A Summary for Subcatchment 95: AREA SOUTH OF EXIST. SHED Runoff = 1.61 cfs@ 12.14 hrs, Volume= 0.124 af, Depth> 1.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.10" Page 6 I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type /1/ 24-hr 2-YEAR Rainfall"'3.10" Printed 1211312013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Area (sf) eN Description • 13,063 98 PROP. IMPERVIOUS • 11,516 61 GRASS HGSB • 13,365 98 EXIST. ROOF 37,944 87 Weighted Average 11 ,516 30.35% Pervious Area 26,428 69.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft} (ftlsec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, 1A Grass: Short n"' 0.150 P2"' 3.10" 2.0 107 0.0170 0.91 Shallow Concentrated Flow, 1 B Short Grass Pasture Kv"' 7.0 fps 0.4 63 0.0190 2.80 Shallow Concentrated Flow, 1C Paved Kv"' 20.3 fps 9.9 220 Total Summary for Subcatchment 105: DIRECT ENTRY TO SWALE Runoff "' 0.01 cfs @ 12.12 hrs, Volume"' 0.001 af, Depth> 0.35" Runoff by SCS TR-20 method, UH"'SCS, Time Span"' 5.00-20.00 hrs, dr-0.05 hrs Type III 24-hr 2-YEAR Rainfall=3.10" • Area (sf) Tc (min) 5.0 2,028 2,028 Length (feet) Runoff "' eN Description 61 GRASS HSG B 100.00% Pervious Area Slope Velocity Capacity Description (ft/It) (ft/sec) (cfs) Direct Entry, 1A Summary for Subcatchment 13S: REMAINING AREA 0.09 cfs@ 12.75 hrs, Volume"' 0.021 af, Depth> 0.20" Runoff by SCS TR-20 method, UH=SCS, Time Span"' 5.00-20.00 hrs, dt"' 0.05 hrs Type III 24-hr 2-YEAR Rainfall"'3.10" Area (sf) CN Description • 6,364 61 GRASSHSG B • 46,023 55 WOODS HSGB • 913 98 EXIST. IMPERVIOUS 53,300 56 Weighted Average 52,387 98.29% PerviOUS Area 913 1.71% Impervious Area Page 7 I I I I I I I I I I I I I I I I I I I HYDROCAD2·REV1·POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type III 24-hr 2-YEAR Rainfal/=3.10" Printed 12113/2013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (efs) 9.9 50 0.0360 O.OS Sheet Flow, 1A Woods: Light underbrush n= 0.400 P2= 3.10" 24.3 515 0.0050 0.35 Shallow Concentrated Flow, 18 Woodland Kv= 5.0 fps 34.2 565 Total Summary for Reach 1 R: TWIN 8" PIPE Inflow Area = 0.396 ac, 17.88% Impervious, Inflow Depth> 0.61" for 2-YEAR event Inflow = 0.23 efs @ 12.16 hrs, Volume= 0.020 af Outflow = 0.22 efs@ 12.18 hrs, Volume= 0.020 af, Atten= 3%, Lag= 1.4 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.93 fps, Min. Travel Time= 0.7 min Avg. Velocity = 0.94 fps, Avg. Travel Time= 1.5 min Peak Storage= 10 cf @ 12.17 hrs Average Depth at Peak Storage= 0.15' Bank-Full Depth= 0.67' Flow Area= 0.7 sf, Capacity= 2.03 cfs A factor of 2.00 has been applied to the storage and discharge capacity S.O" Round Pipe n= 0.012 Length= S3.0' Slope= 0.0060 'r Inlet Invert= 92.50', Outlet Invert= 92.00' Summary for Reach 2R: GRASSED SWALE #1 Inflow Area = 2.450 ac, 30.17% Impervious, Inflow Depth> 0.9S" for 2-YEAR event Inflow = 2.14cfs@ 12.23hrs, Volume= 0.199af Outflow = 2.10 cfs@ 12.32 hrs, Volume= 0.198 af, Atten= 2%, Lag= 5.3 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.44 fps, Min. Travel Time= 2.9 min Avg. Velocity = 0.60 fps, Avg. Travel Time= 7.0 min Peak Storage= 369 ef@ 12.27 hrs Average Depth at Peak Storage= 0.26' Bank-Full Depth= 1.00' Flow Area= 10.0 sf, Capacity= 30.04 efs pageS I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type 11/ 24-hr 2-YEAR Rainfall=3.10" Printed 12113/2013 HydroCAD® 10.00 sIn 02539 © 2012 HydroCAD Software Solutions LLC A factor of 2.00 has been applied to the storage and discharge capacity 2.00' x 1.00' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 3.0 'f Top Width= 8.00' Length= 253.0' Slope= 0.0099 'f Inlet Invert= 92.00', Outlet Invert= 89.50' :j: Summary for Reach 3R: 8" PIPE Inflow Area = 0.449 ac, 78.65% Impervious, Inflow Depth> 1.95" for 2-YEAR event Inflow = 1.09 cfs@ 12.07 hrs, Volume= 0.073 af Outflow = 1.07 cfs @ 12.09 hrs, Volume= 0.073 af, Alten= 2%, Lag= 0.8 min Routing by Stor-lnd+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.89 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.05 fps, Avg. Travel Time= 1.0 min Peak Storage= 22 cf @ 12.08 hrs Average Depth at Peak Storage= 0.31' Bank-Full Depth= 0.83" Flow Area= 1.1 sf, Capacity= 3.63 cfs A factor of 2.00 has been applied to the storage and discharge capacity 10.0" Round Pipe n= 0.012 Length= 60.0' Slope= 0.0058 'f Inlet Invert= 90.95', Outlet Invert= 90.60' Summary for Reach 4R: GRASSED SWALE #2 Inflow Area = 0.918 ac, 66.12% Impervious, Inflow Depth> 1.64" for 2-YEAR event Inflow = 1.63 cfs @ 12.14 hrs, Volume= 0.125 af Outflow = 1.52 cfs@ 12.24 hrs, Volume= 0.124 af, Alten= 6%, Lag= 5.7 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.23 fps, Min. Travel Time= 3.3 min Avg. Velocity = 0.42 fps, Avg. Travel Time= 9.5 min Page 9 I I I I I I I I I I I I I I I I I I I HYDROCAD2·REV1·POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type III 24-hr 2-YEAR Rainfal/=3.10" Printed 12/1312013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Peak Storage= 301 cf @ 12.18 hrs Average Depth at Peak Storage= 0.23' Bank-Full Depth= 0.50' Flow Area= 3.5 sf, Capacity= 6.57 cfs A factor of 2.00 has been applied to the storage and discharge capacity 2.00' x 0.50' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 3.0 'f Top Width= 5.00' Length= 242.0' Slope= 0.0083 'r Inlet Invert= 91 .00', Outlet Invert= 89.00' Summary for Reach 5R: BASIN TO BVW Inflow Area = 4.163 ae, 43.18% Impervious, Inflow Depth = 0.70" for 2-YEAR event Inflow = 3.15 cfs@ 12.38 hrs, Volume= 0.242 af Page 10 Outflow = 1.45 cfs @ 13.54 hrs, Volume= 0.238 af, Alten= 54%, Lag= 69.9 min Routing by Stor-lnd+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.08 fps, Min. Travel Time= 44.7 min Avg. Velocity = 0.05 fps, Avg. Travel Time= 71 .7 min Peak Storage= 3,876 cf@ 12.80 hrs Average Depth at Peak Storage= 0.42' Bank-Full Depth= 1.00' Flow Area= 108.0 sf, Capacity= 14.77 cfs A factor of 2.00 has been applied to the storage and discharge capacity 0.00' x 1.00' deep channel, n= 0.400 Sheet flow: Woods+light brush Side Slope Z-value= 83.0 25.0 'r Top Width= 108.00' Length= 205.0' Slope= 0.0034 'f Inlet Invert: 89.00', Outlet Invert= 88.30' :j: Summary for Reach 6R: SWALE TO BVW Inflow Area = 1.003 ac, 60.48% Impervious, Inflow Depth'" 1.51" for 2-YEAR event Inflow = 1.32 cfs@ 12.32 hrs, Volume= 0.126 af Outflow = 0.87 cfs@ 12.92 hrs, Volume= 0.122 af, Alten= 34%, Lag= 36.1 min I I I I I I I I I I I I I I I I I I I HYOROCA02·REV1·POSTOEVELOPMENT Prepared by Quinn Engineering, Inc. Type 11/ 24-hr 2-YEAR Rainfall=3. 10" Printed 12113/2013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.08 fps, Min. Travel Time= 22.1 min Avg. Velocity = 0.04 fps, Avg. Travel Time= 43.5 min Peak Storage= 1,159 cf @ 12.55 hrs Average Depth at Peak Storage= 0.31' Bank-Full Depth= 1.00' Flow Area= 108.0 sf, Capacity= 19.98 cfs A factor of 2.00 has been applied to the storage and discharge capacity 0.00' x 1.00' deep channel, n= 0.400 Sheet flow: Woods+light brush Side Slope Z-value= 83.0 25.0 'f Top Width= 108.00' Length= 112.0' Slope= 0.0063 'f Inlet Invert= 89.00', Outlet Invert= 88.30' Summary for Pond 3P: INFILTRATION BASIN & FOREBAY Inflow Area = 4.163 ac, 43.18% Impervious, Inflow Depth> 1.22" for 2-YEAR event Inflow = 3.88 cfs @ 12.19 hrs, Volume= 0.424 af Page 11 Outflow = 3.35 cfs@ 12.38 hrs, Volume= 0.383 at, Allen= 14%, Lag= 11 .3 min Discarded = Primary = 0.20 cfs@ 12.38 hrs, Volume= 0.141 at 3.15 cfs @ 12.38 hrs, Volume= 0.242 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 91 .13'@ 12.38 hrs Surf.Area= 8,681 sf Storage= 3,753 cf Plug-Flow detention time= 55.6 min calculated for 0.383 af (90% of inflow) Center-of-Mass del. time= 24.4 min ( 829.2 -804.8 ) Volume Invert Avai I. Storage Storage Description #1 90.60' 14,644 ct Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sg-It) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 90.60 91.00 92.00 Device Routing #1 Primary #2 Discarded 5,919 7,507 16,410 o 2,685 11,959 Invert Outlet Devices o 2,685 14,644 90.90' 10.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 90.60' 1.020 in/hr ExfIltration over Horizontal area I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type 11/ 24-hr 2-YEAR Rainfall=3.10" Printed 12113/2013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC ~carded OutFlow Max=0.20 cfs@ 12.38 hrs HW=91 .13' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.20 cfs) Primary OutFlow Max=3.13 cfs @ 12.38 hrs HW=91.13' (Free Discharge) 't-1=Broad-Crested Rectangular Weir (Weir Controls 3.13 cfs@ 1.36 fps) Summary for Pond 4P: WATER QUALITY SWALE Inflow Area = 1.003 ac, 60.48% Impervious, Inflow Depth> 1.52" for 2-YEAR event Inflow = 1.54 cfs@ 12.24 hrs, Volume= 0.127 af Outflow = 1.32 cfs @ 12.32 hrs, Volume= 0.126 af, Atten= 14%, Lag= 4.9 min Primary = 1.32 cfs@ 12.32 hrs, Volume= 0.126 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 89.29' @ 12.32 hrs Surf.Area= 2,287 sf Storage= 578 cf Plug-Flow detention time= 12.1 min calculated for 0.126 af (99% of inflow) Center-of-Mass del. time= 8.9 min ( 807.1 -798.2 ) Volume Invert Avail.Storage Storage Description #1 89.00' 2,699 cf Custom Stage Data (Prismatic) Usted below (Recalc) Elevation (feet) 89.00 90.00 Device Routing #1 Primary Surf.Area (S9-ft) 1,726 3,672 Inc. Store (cubic-feet) o 2,699 Cum.Store (cubic-feet) o 2,699 Invert Outlet Devices 89.00' 3.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coet. (English) 2.80 2.92 3.08 3.30 3.32 ~ary OutFlow Max=1.31 cfs @ 12.32 hrs HW=89.29' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 1.31 cfs @ 1.53 fps) Summary for Pond 5P: POST DEVELOPMENT POINT OF INTEREST Inflow Area = 6.390 ac, 37.96% Impervious, Inflow Depth> 0.71" for 2-YEAR event Inflow = 1.95 cfs @13.45 hrs, Volume= 0.381 af Primary = 1.95 cfs@ 13.45 hrs, Volume= 0.381 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Page 12 I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Type /1/ 24-hr 10-YEAR Rainfall=4. 60" Prepared by Quinn Engineering, Inc. Printed 1211312013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software 8olutions LLC Page 13 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SC8 TR-20 method, UH=SCS Reach routing by Stor-Ind+ Trans method -Pond routing by Stor-Ind method Subcatchment 2S: TRIB TO CULVERT Runoff Area=17,250 sf 17.88% Impervious Runoff Depth>1.46" Flow Lenglh=148' Tc=9.4 min CN=68 Runoff=0.62 cfs 0.048 af Subcatchment 35: TRlB. TO SWALE Runoff Area=83,434 sf 34.89% Impervious Runoff Deplh>2.20" Flow Lenglh=211' 8Iope=0.0200'r Tc=16.3 min CN=78 Runoff=3.87 cfs 0.351 af Subcatchment 45: TRIB TO CULVERT Runoff Area=19,551 sf 78.65% Impervious Runoff Deplh>3.30" Tc=5.0 min CN=90 Runoff=1.79 cfs 0.123 af Subcatchment 55: DIRECT ENTRY TO Runoff Area=6,017 sf 0.00% Impervious Runoff Depth>1.02" Tc=S.O min CN=61 Runoff=0.16 cfs 0.012 af Subcatchment 65: AREA NORTH OF Runoff Area=42,224 sf 72.80% Impervious Runoff Depth>3.10" Flow Length=222' Tc=10.4 min CN=88 Runoff=3.14 cfs 0.250 af Subcatchment 7S: DIRECT ENTRY TO Runoff Area=12.862 sf 0.00% Impervious Runoff Deplh>1.02" Tc=5.0 min CN=61 Runoff=0.35 cfs 0.025 af Subcatchment 65: DIRECT ENTRY TO WQS Runoff Area=3,722 sf 0.00% Impervious Runoff Depth>1.02" Tc=5.0 min CN=61 Runoff=0.10 cfs 0.007 af Subcatchment 95: AREA SOUTH OF Runoff Area=37 ,944 sf 69.65% Impervious Runoff Oepth>3.00" Flow Length=220' Tc=9.9 min CN=87 Runoff=2.78 cfs 0.218 af Subcatchment lOS: DIRECT ENTRY TO Runoff Area=2,028 sf 0.00% Impervious Runoff Depth>1.02" Tc=5.0 min CN=61 Runoff=O.06 cfs 0.004 af Subcatchment 135: REMAINING AREA Runoff Area=53,300 sf 1.71% Impervious Runoff Oepth>0.74" Flow Length=565' Tc=34.2 min CN=56 Runoff=0.51 cfs 0.075 al Reach 1 R: TWIN 8" PIPE Avg. Flow Depth=0.25' Max Vel=2.56 fps Inflow=0.62 cfs 0.048 af 8.0" Round Pipe x 2.00 n=0.012 L=83.0' 8=0.0060 'r Capacity=2.03 cIs Outflow=0.62 cIs 0.048 af Reach 2R: GRASSED SWALE #1 Avg. Flow Depth=0.39' Max Vel=1.80 Ips Inflow=4.53 cfs 0.411 al x 2.00 n=0.035 L=253.0' 8=0.0099 'I' Capacity=30.04 cfs Outflow=4.42 cts 0.410 al Reach 3R: 8" PIPE Avg. Flow Deplh=0.41' Max Vel=3.29 Ips Inflow=1.79 cIs 0.123 at 10.0" Round Pipe x 2.00 n=0.012 L=60.0' 8=0.0058 'r Capacity=3.63 cIs Outflow=1.76 cIs 0.123 af Reach 4R: GRASSED SWALE #2 Avg. Flow Depth=0.32' Max Vel=1.45 Ips Inflow=2.83 cIs 0.222 af x 2.00 n=0.035 L=242.0' 8=0.0083 '/' Capacity=6.57 cfs Outflow=2.70 cIs 0.221 af Reach 5R: BASIN TO BVW Avg . Flow Deplh=0.61' Max Vel=0.10 Ips Inflow=6.95 cfs 0.597 af x 2.00 n=0.400 L=205.0' 8=0.0034 'r Capacity=14.77 cfs Outflow=3.96 cfs 0.582 af Reach 6R: SWALE TO BVW Avg. Flow Depth=0.40' Max Vel=0.10 Ips Inflow=2.43 cfs 0.227 at x 2.00 n=0.400 L=112.0' 8=0.0063 'I' Capacity=19.98 cIs Outflow=1.69 cIs 0.222 al I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Prepared by Quinn Engineering. Inc. Type 1/1 24-hr 10-YEAR Rainfa//=4.60· Printed 1211312013 HydroCAD® 10.00· sin 02539 © 2012 HydroCAD Software Solutions LLC Page 14 Pond 3P: INFILTRATION BASIN & FOREBAY Peak Elev=91 .28' Storage=5, 183 cf Inflow=7.79 cfs 0.808 af Dlscarded=0.24 cfs 0.164 al Primary--6.95 cis 0.597 af Outflow=7.18 cfs 0.761 al Pond 4P: WATER QUALITY SWALE Peak Elev=89.42' Storage=905 cf Inflow=2.77 cfs 0.228 af Outflow=2.43 cfs 0.227 al Pond 5P: POST DEVELOPMENT POINT OF INTEREST Inflow=5.27 cis 0.878 al Primary=5.27 cfs 0.878 al Total Runoff Area = 6.390 ac Runoff Volume = 1.114 at Average Runoff Depth = 2.09" 62.04% Pervious = 3.964 ac 37.96% Impervious = 2.425 ac I I I I I I I I I I I I I I I I I I I HYDROCAD2· REV1 • POST DEVELOPMENT Type III 24-hr 10-YEAR Rainfall=4.60" Prepared by Quinn Engineering, Inc. Printed 12113/2013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 25: TRIB TO CULVERT . Runoff = 0.62 cfs @ 12.15 hrs, Volume= 0.048 af, Depth> 1.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=4.60" Area (sf) CN Description * 2,014 98 EXIST. IMPERVIOUS * 14,165 61 GRASS HSG B • 1,071 98 PROP. IMPERVIOUS 17,250 68 Weighted Average 14,165 82.12% Pervious Area 3,085 17.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ft/sec) (efs) 7.5 50 0.0100 0.11 Sheet Flow, 1A Grass: Short n= 0.150 P2= 3.10" 1.9 98 0.0150 0.86 Shallow Concentrated Flow, 1B Short Grass Pasture Kv= 7.0 fps 9.4 148 Total Summary for Subcatchment 3S: TRiB. TO SWALE Runoff = 3.87 cfs @ 12.23 hrs, Volume= 0.351 af, Depth> 2.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=4.60" Area (sf) CN Description • 15,980 98 PROP. IMPERVIOUS * 13,127 98 PROP. ROOF • 3,246 61 GRASSHGSB • 18,849 55 WOODS HSG B • 32,232 75 1/4 ACRE LOT 83,434 78 Weighted Average 54,327 65.11 % Pervious Area 29,107 34.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ft/sec) (cfs) 12.5 50 0.0200 0.07 Sheet Flow, 1A Woods: Light underbrush n= 0.400 3.8 161 0.0200 0.71 Shallow Concentrated Flow, 1 B Woodland Kv= 5.0fps 16.3 211 Total P2= 3.10" I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type III 24-hr 10-YEAR Rainfal/=4.60" Printed 1211312013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Summary for Subcatchment 45: TRIB TO CULVERT Runoff = 1.79 efs@ 12.07 hrs, Volume= 0.123 af, Depth> 3.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 111 24-hr 10-YEAR Rainfall=4.60" * * Area (sf) 15,377 4,174 19,551 4,174 15,377 Tc Length (min) (feet) 5.0 CN 98 61 Description PROP. IMPERVIOUS GRASSHSG B 90 Weighted Average 21.35% Pervious Area 78.65% Impervious Area Slope Velocity Capacity Description (ft/tt) (ft/sec) (efs) Direct Entry, 1A Summary for Subcatchment 55: DIRECT ENTRY TO SWALE Runoff = 0.16 cfs@ 12.09 hrs, Volume= 0.012 af, Depth> 1.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 111 24-hr 10-YEAR Rainfall=4.60" * Area (sf) CN Description Tc (min) 5.0 6,017 61 GRASS HSG B 6,017 100.00% Pervious Area Length Slope Velocity Capacity Description (feet) (ft/tt) (ft/sec) (efs) Direct Entry, 1A Summary for Subcatchment 6S: AREA NORTH OF EXIST. SHED Runoff = 3.14cfs@ 12.15hrs, Volume= 0.250 af, Depth> 3.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=4.60" Area (sf) CN Description * 17,125 98 PROP. IMPERVIOUS * 11,485 61 GRASS HGSB * 13,614 98 EXIST. ROOF 42,224 88 Weighted Average 11,485 27.20% Pervious Area 30,739 72.80% Impervious Area page 16 I I I I I I I I I I I I I I I I I I I HYDROCAD2 -REV1 -POST DEVELOPMENT Type 1J/24-hr 10-YEAR Rainfall=4.60" Prepared by Quinn Engineering, Inc. Printed 12113/2013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC page 17 Tc Length Slope Velocity Capacity Descri ption (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, 1A Grass: Short n= 0.150 P2= 3.10" 2.5 109 0.01 10 0.73 Shallow Concentrated Flow, 18 Short Grass Pasture Kv= 7.0 fps 0.4 63 0.0210 2.94 Shallow Concentrated Flow, 1 C Paved Kv= 20.3fps 10.4 222 Total Summary for Subcatchment 7S: DIRECT ENTRY TO BASIN Runoff = 0.35 cfs @ 12.09 hrs, Volume= 0.025 af, Depth> 1.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, cIt= 0.05 hrs Type III 24-hr 10-YEAR Rainfall=4.60" • Area (sf) Tc (min) 5.0 12,862 12,862 Length (feet) CN 'Description 61 GRASS HSG B 100.00% Pervious Area Slope Velocity Capacity Description (ftIft) (ft/sec) (cfs) Direct Entry, 1A Summary for Subcatchment 8S: DIRECT ENTRY TO WQS Runoff = 0.10 cfs@ 12.09 hrs. Volume= 0.007 af. Depth> 1.02" Runoff by SCS TR·20 method, UH=SCS. Time Span= 5.00-20.00 hrs, cIt= 0.05 hrs Type III 24·hr 10-YEAR Rainfall=4.60" • Area (sf) CN Description Tc (min) 5.0 3,722 61 GRASS HSG B 3,722 100.00% Pervious Area Length (feet) Slope Velocity Capacity Description (ftIft) (ft/sec) (cfs) Direct Entry, 1A Summary for Subcatchment 9S: AREA SOUTH OF EXIST. SHED Runoff = 2.78 cfs @ 12.14 hrs. Volume= 0.218 af, Depth> 3.00" Runoff by SCS TR·20 method. UH=SCS. Time Span= 5.00·20.00 hrs, dt= 0.05 hrs Type III 24·hr 10-YEAR Rainfall=4.60" I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type III 24-hr 10-YEAR Rainfal/=4.60" Printed 12113/2013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Area (sf) eN Description • 13,063 98 PROP. IMPERVIOUS • 11 ,516 61 GRASSHGSB • 13,365 98 EXIST. ROOF 37,944 87 Weighted Average 11,516 30.35% Pervious Area 26,428 69.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, 1A Grass: Short n= 0.150 P2= 3.10" 2.0 107 0.0170 0.91 Shallow Concentrated Flow, 1B Short Grass Pasture Kv= 7.0 fps 0.4 63 0.0190 2.80 Shallow Concentrated Flow, 1 C Paved Kv= 20.3 fps 9.9 220 Total Summary for Subcatchment 10S: DIRECT ENTRY TO SWALE Runoff = 0.06 cfs@ 12.09 hrs, Volume= 0.004 af, Depth> 1.02" Runoff by ses TR-20 method, UH=SeS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24·hr 1O-YEAR Rainfall=4.60" • Area (sf) eN Description Tc (min) 5.0 2,028 61 GRASS HSG B 2,028 100.00% Pervious Area Length (feet) Slope Velocity Capacity Description (ftIft) (ft/sec) (cfs) Direct Entry, 1A Summary for Subcatchment 13S: REMAINING AREA Runoff = 0.51 cfs @ 12.58 hrs, Volume= 0.075 af, Depth> 0.74" Runoff by ses TR·20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24·hr 10· YEAR Rainfall=4.60" Area (sf) eN DeScription • 6,364 61 GRASS HSGB • 46,023 55 WOODS HSG B • 913 98 EXIST. IMPERVIOUS 53,300 56 Weighted Average 52,387 98.29% Pervious Area 913 1.71 % Impervious Area Page 18 I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type IJI 24-hr 10-YEAR Rainfal/=4.60" Printed 1211312013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LlC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/It) (ft/sec) (efs) 9.9 50 0.0360 0.08 Sheet Flow, 1A Woods: Light underbrush n= 0.400 P2= 3.10" 24.3 515 0.0050 0.35 Shallow Concentrated Flow, 1 B Woodland Kv= 5.0 fps 34.2 565 Total Summary for Reach 1R: TWIN 8" PIPE Inflow Area = 0.396 ac, 17.88% Impervious, Inflow Depth> 1.46" for 10-YEAR event Inflow = 0.62 cfs@ 12.15 hrs, Volume= 0.048 af Outflow = 0.62 cfs@ 12.16 hrs, Volume= 0.048 af, Alten= 1%, Lag= 0.9 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.56 fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.14 fps, Avg. Travel Time= 1.2 min Peak Storage= 20 cf@ 12.15 hrs Average Depth at Peak Storage= 0.25' Bank-Full Depth= 0.67' Flow Area= 0.7 sf, Capacity= 2.03 cfs A factor of 2.00 has been applied to the storage and discharge capacity 8.0" Round Pipe n= 0.012 Length= 83.0' Slope= 0.0060 'f Inlet Invert= 92.50', Outlet Invert= 92.00' Summary for Reach 2R: GRASSED SWALE #1 Inflow Area" 2.450 ae, 30.17% Impervious, Inflow Depth> 2.01" for 10-YEAR event Inflow = 4.53 cfs@ 12.22 hrs, Volume= 0.411 af Outflow = 4.42 cfs @ 12.29 hrs, Volume= 0.410 af, Alten= 2%, Lag= 4.4 min Routing by Stor-lnd+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.80 fps, Min. Travel Time= 2.3 min Avg. Velocity = 0.71 fps, Avg. Travel TIme= 5.9 min Peak Storage= 628 cf @ 12.25 hrs Average Depth at Peak Storage= 0.39' Bank-Full Depth= 1.00' Flow Area= 10.0 sf, Capacity= 30.04 cfs Page 19 I I I I I I I I I I I I I I I I I I I HYDROCAD2 -REV1 -POST DEVELOPMENT Prepared by Quinn Engineering, Inc. Type III 24-hr 10-YEAR Rainfal/=4.60" Printed 12113/2013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC A factor of 2.00 has been applied to the storage and discharge capacity 2.00' x 1.00' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 3.0 'r Top Width= 8.00' Length= 253.0' Slope= 0.0099 'f Inlet Invert= 92.00', Outlet Invert= 89.50' :j: Summary for Reach 3R: 8" PIPE Inflow Area = 0.449 ac, 78 .65% Impervious, Inflow Depth> 3.30" for 10-YEAR event Inflow = 1.79cfs@ 12.07hrs, Volume= 0.123af Outflow = 1.76cfs@ 12.08hrs, Volume= 0.123af, Atten=2%, Lag=0.7min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.29 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.21 fps, Avg. Travel Time= 0.8 min Peak Storage= 32 cf@ 12.08 hrs Average Depth at Peak Storage= 0.41' Bank-Full Depth= 0.83' Flow Area= 1.1 sf, Capacity= 3.63 cfs A factor of 2.00 has been applied to the storage and discharge capacity 10.0" Round Pipe n= 0.012 Length= 60.0' Slope= 0.0058 'r Inlet Invert= 90.95', Outlet Invert= 90.60' Summary for Reach 4R: GRASSED SWALE #2 Inflow Area = 0.918 ac, 66.12% Impervious, Inflow Depth> 2.90· for 10-YEAR event Inflow = 2.83 cfs @ 12.14 hrs, Volume= 0.222 af Outflow = 2.70 cfs @ 12.22 hrs, Volume= 0.221 af, Atten= 4%, Lag= 4.8 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.45 fps, Min. Travel Time= 2.8 min Avg. Velocity = 0.49 fps, Avg. Travel Time= 8.3 min page 20 I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type f1124-hr 10-YEAR Rainfal/=4.60" Printed 1211312013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Peak Storage= 450 cf @ 12.17 hrs Average Depth at Peak Storage= 0.32' Bank-Full Depth= 0.50' Flow Area= 3.5 sf, Capacity= 6.57 cfs A factor of 2.00 has been applied to the storage and discharge capacity 2.00' x 0.50' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 3.0 'r Top Width= 5.00' Length= 242.0' Slope= 0.0083 'r Inlet Invert= 91 .00', Outlet Invert= 89.00' :j: Summary for Reach 5R: BASIN TO BVW Inflow Area = 4.1 63ac, 43.1 8% Impervious, Inflow Depth > 1.72" tor 10-YEARevent Inflow = 6.95 cfs @ 12.31 hrs, Volume= 0.597 af Page 21 Outflow = 3.96 cfs@ 13.22 hrs, Volume= 0.582 at, Alten= 43%, Lag= 54.6 min Routing by Stor-lnd+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.10 fps, Min. Travel Time= 34.7 min Avg. Velocity = 0.06 tps, Avg. Travel Time= 57.7 min Peak Storage= 8,257 cf@ 12.64 hrs Average Depth at Peak Storage: 0.61' Bank-Full Depth= 1.00' Flow Area= 108.0 sf, Capacity= 14.77 cfs A factor of 2.00 has been applied to the storage and discharge capacity 0.00' x ·1.00' deep channel, n= 0.400 Sheet flow: Woods+light brush Side Slope Z-value= 83.0 25.0 'r Top Width= 108.00' Length= 205.0' Slope: 0.0034 'r Inlet Invert= 89.00', Outlet Invert= 88.30' :j: Summary for Reach 6R: SWALE TO BVW I nflow Area = 1.003 ac, 60.48% Impervious, Inflow Depth> 2.71" for 10-YEAR event Inflow = 2.43 cfs @ 12.29 hrs, Volume= 0.227 af Outflow = 1.69 cfs @ 12.79 hrs, Volume= 0.222 af, Alten= 31 %, Lag= 30.2 min I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Type 11/ 24-hr 10-YEAR Rainfal/=4.60· Prepared by Quinn Engineering, Inc. Printed 12113/2013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Routing by Stor-lnd+Trans method, TIme Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.10 fps, Min. Travel TIme= 18.7 min Avg. Velocity = 0.05 fps, Avg. Travel Time= 39.5 min Peak Storage= 1,897 cf@ 12.48 hrs Average Depth at Peak Storage= 0.40' Bank-Full Depth= 1.00' Flow Area= 108.0 sf, Capacity= 19.98 cfs A factor of 2.00 has been applied to the storage and discharge capacity 0.00' x 1.00' deep channel, n= 0.400 Sheet flow: Woods+light brush Side Slope Z-value= 83.0 25.0 'f Top Width= 108.00' Length= 112.0' Slope= 0.0063 'f Inlet Invert= 89.00', Outlet Invert=88.30' Inflow Area = Inflow = Outflow = Discarded = Primary = Summary for Pond 3P: INFILTRATION BASIN & FOREBAY 4.163ac, 43.18% Impervious, InflowDepth> 2.33" for 10-YEARevent 7.79 cfs @ 12.19 hrs, Volume= 0.808 af 7.18 cfs@ 12.31 hrs, Volume= 0.761 at, Alten= 8%, Lag= 7.3 min 0.24 cfs @ 12.31 hrs, Volume= 0.164 af . 6.95 cfs @ 12.31 hrs, Volume= 0.597 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 91.28' @ 12.31 hrs Surf.Area= 10,042 sf Storage= 5,183 cf Plug-Flow detention time= 36.7 min calculated for 0.761 af (94% of inflow) Center-of-Mass del. time= 15.9 min ( 808.0 -792.0 ) Volume Invert Avail.Storaae Storage Description #1 90.60' 14,644 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) 90.60 91 .00 92.00 Device Routing #1 Primary Surf.Area (s9-tt) 5,919 7,507 16,410 Invert 90.90' #2 Discarded 90.60' Inc.Store (cubic-feet) o 2,685 11,959 Outlet Devices Cum. Store (cubic-feet) o 2,685 14,644 10.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 1.020 inlhr Exfiltration over Horizontal area Page 22 I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Prepared by Quinn Engineering. Inc. Type III 24-hr 10-YEAR Rainfall=4.60· Printed 12113/2013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Discarded Outflow Max=0.24 cfs @ 12.31 hrs HW=91 .2B' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.24 cfs) Primary Outflow Max=6.93 cfs @ 12.31 hrs HW=91 .2B' (Free Discharge) Ll=Broad-Crested Rectangular Weir 0/'Ieir Controls 6.93 cfs @ 1.80 fps) Summary for Pond 4P: WATER QUALITY SWALE Inflow Area = 1,003 ac, 60.48% Impervious, Inflow Depth> 2,73" for 10-YEAR event Inflow = 2.77 cfs@ 12.22 hrs. Volume= 0.228 at Outflow = 2.43 cf5 @ 12.29 hrs, Volume= 0.227 at. Atten; 12%. Lag= 4.4 min Primary = 2.43 cfs @ 12.29 hr5, Volume; 0.227 af Routing by Stor-Ind method. Time Span; 5,00-20.00 hrs. dt; 0,05 hrs Peak Elev= 89.42' @ 12,29 hrs Surf.Area= 2.549 5f Storage; 905 cf Plug-Flaw detention time= 10.4 min calculated tor 0,227 at (99% of inflow) Center-of-Mass de!. time= 7.9 min (792.3 -784,4 ) Volume Invert Avail.Storage Storage Description #1 89.00' 2,699 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) 89.00 90.00 Device Routing #1 Primary Surf.Area (5g-tt) 1.726 3,672 Inc.Store (cubic-feet) o 2.699 Invert Outlet Devices Cum.Store (cubic-feet) o 2,699 89.00' 3.0'long x O.S' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coet. (English) 2.80 2.92 3.08 3.30 3.32 ~mary OutFlow Max=2.41 cfs @ 12.29 hrs HW=89.42' (Free Discharge) 1=Broad-Crested Rectangular Weir 0/'Ieir Controls 2.41 cfs @ 1.91 fps) Summary for Pond 5P: POST DEVELOPMENT POINT OF INTEREST Inflow Area = 6.390 ac, 37.96% Impervious, Inflow Depth> 1.65" for 10-YEAR event Inflow = 5.27 cfs @ 13.13 hrs, Volume; 0.878 at Primary = 5.27 cfs @ 13,13 hrs, Volume= 0.878 at, Alten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5,00-20.00 hrs, dt= 0.05 hrs Page 23 I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Type III 24-hr 25-YEAR RainfaJ/=S.30" Printed 1211312013 Prepared by Quinn Engineering, Inc. HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Page 24 Time span=S.00-20.00 hrs, dt=O.OS hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+ Trans method -Pond routing by Stor-Ind method Subcatchment 2S: TRIB TO CULVERT Runoff Area=17,250 sf 17.88% Impervious Runoff Depth>1 .93" Flow Length=148' Tc=9.4 min CN=68 Runoff=0.83 cfs 0.064 af Subcatchment 38: TRIB. TO SWALE Runoff Area=83,434 sf 34.89% Impervious Runoff Oepth>2.76" Flow Length=211' Slope=0.0200 'f Tc=16.3 min CN=78 Runoff--4.85 cfs 0.440 af Subcatchment 45: TRIB TO CULVERT Runoff Area=19,551 sf 78.65% Impervious Runoff Depth>3.94" Tc=5 .0 min CN=90 Runoff=2.12 cfs 0.147 af Subcatchment 55: DIRECT ENTRY TO Runoff Area=6,017 sf 0.00% Impervious Runoff Depth>1.41" Tc=5.0 min CN=61 Runoff=0 .23 cfs 0.Q16 af Subcatchment 6S: AREA NORTH OF Runoff Area=42 ,224 sf 72.80% Impervious Runoff Depth>3. 73" Flow Length=222' Tc=10.4 min CN=88 Runoff=3.74 cfs 0.301 af Subcatchment 7S: DIRECT ENTRY TO Runoff Area=12,862 sf 0.00% Impervious Runoff Depth>1 .41" Tc=5.0 min CN=61 Runoff=0.50 cfs 0.035 af Subcatchment 8S: DIRECT ENTRY TO WQS Runoff Area=3, 722 sf 0.00% Impervious Runoff Depth>1.41" Tc=5.0 min CN=61 Runoff=0.15 cfs 0.010 af Subcatchment 9S: AREA SOUTH OF Runoff Area=37,944 sf 69.65% Impervious Runoff Depth>3.63" Flow Length=220' Tc=9.9 min CN=87 Runoff=3.33 cfs 0.263 af Subcatchment 1OS: DIRECT ENTRY TO Runoff Area=2,028 sf . 0.00% Impervious Runoff Depth>1.4'" Tc=5.0 min CN=61 Runoff=0.08 cfs 0.005 af Subcatchment 13S: REMAINING AREA Runoff Area=53,300 sf 1.71 % Impervious Runoff Depth>I.06" Flow Length=565' Tc=34.2 min CN=56 Runoff=0.78 cfs 0.108 af Reach 1R: TWIN 8" PIPE Avg. Flow Depth=0.30' Max Vel=2.77 fps Inflow=0.83 cfs 0.064 af 8.0" Round Pipe x 2.00 n=0.012 L=83.0' S=0.0060 'f Capacity=2.03 cfs Outflow=O.82 cfs 0.063 af Reach 2R: GRASSED SWALE #1 Avg . Flow Depth=O.44' Max Vel=1.92 fps Inflow=5.73 cfs 0.520 af x 2.00 n=0.035 L=253.0' S=0.0099 'r Capacity=30.04 cfs Outflow=5.59 cfs 0.518 af Reach 3R: 8" PIPE Avg. Flow Depth=0.46' Max Vel=3.43 fps Inflow=2.12 cfs 0.147 af 10.0" Round Pipe x 2.00 n=0.012 L=60.0' S=0.0058 'f Capacity=3.63 cfs Outflow=2.08 cfs 0.147 af Reach 4R: GRASSED SWALE #2 Avg . Flow Depth=035' Max Vel=1 .54 fps Inflow=3.40 cfs 0.269 af x 2.00 n=0.035 L=242.0' S=0.0083 '/' Capacity=6.57 cfs Outflow=3.25 cfs 0.268 af Reach 5R: BASIN TO BVW Avg. Flow Depth=0.68' Max Vel=0.11 fps Infiow=8.76 cfs 0.780 af x 2.00 n=0.400 L=205.0' S=O.0034 'f Capacity=14.77 cfs Outflow=5.29 cfs 0.759 af Reach 6R: SWALE TO BVW Avg. Flow Depth=0.43' Max Vel=0.1 1 fps Inflow=2.95 cfs 0.276 af x 2.00 n=0.400 L=112.0' S=0.0063 'f Capacity=19.98 cfs Outflow=2.09 cfs 0.270 af I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Type III 24-hr 25-YEAR Rainfal/=5.30" Prepared by Quinn Engineering, Inc. Printed 1211312013 HydroCAO® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Page 25 Pond 3P: INFILTRATION BASIN & FOREBAY Peak Elev=91.34' Storage=5,801 ct Inflow=9.73 cts 1.001 at Discarded=0.25 cis 0.173 af Primary=8.76 cfs 0.780 af Outflow=9.01 cfs 0.953 at Pond 4P: WATER QUAUTY SWALE Peak Elev=89.48' Slorage=l,046 cf Inflow=3.34 cfs 0.278 af Outflow=2.95 cfs 0.276 af Pond SP: POST DEVELOPMENT POINT OF INTEREST Inflow=7.07 cfs 1.138 at Primary=7.07 cfs 1.138 at Total Runoff Area = 6.390 ac Runoff Volume = 1.390 af Average Runoff Depth = 2.61" 62.04% Pervious = 3.964 ac 37.96% Impervious = 2.425 ac I I I I I I I I I I I I I I I I I I I HYDROCAD2 -REV1 -POST DEVELOPMENT Type 1J/24-hr 25-YEAR Rainfall=5.30" Prepared by Quinn Engineering, Inc. Printed 1211312013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 2S: TRIB TO CULVERT Runoff = 0.83 cfs @ 12.14 hrs, Volume= 0.064 af, Depth> 1.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=5.30" Area (sf) CN Description • 2,014 98 EXIST. IMPERVIOUS • 14,165 61 GRASS HSG B • 1,071 98 PROP. IMPERVIOUS 17,250 68 Weighted Average 14,165 82.12% Pervious Area 3,085 17.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftJft) (ftlsec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, 1A Grass: Short n= 0.150 P2= 3.10" 1.9 98 0.0150 0.86 Shallow Concentrated Flow, 18 Short Grass Pasture Kv= 7.0 fps 9.4 148 Total Summary for Subcatchrnent 3S: TRIB. TO SWALE Runoff = 4.85 efs @ 12.23 hrs, Volume= 0.440 af, Depth> 2.76" Runoff by SCS TR-20 method, UH=SCS, TIme Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=5.30" Area(st) CN Description • 15,980 98 PROP. IMPERVIOUS • 13,127 98 PROP. ROOF • 3,246 61 GRASS HGS B • 18,849 55 WOODS HSG B • 32,232 75 1/4 ACRE LOT 83,434 78 Weighted Average 54,327 65.11 % Pervious Area 29,107 34.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (efs) 12.5 50 0.0200 0.07 Sheet Flow, 1A Woods: Light underbrush n= 0.400 3.8 161 0.0200 0.71 Shallow Concentrated Flow, 18 Woodland Kv= 5.0fps 16.3 211 Total P2= 3.10" I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type /II 24-hr 25-YEAR Rainfal/=S.30" Printed 12/13/2013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Summary for Subcatchment 45: TRlB TO CULVERT Runoff = 2.12 cfs @ 12.07 hrs, Volume= 0.147 af, Depth> 3.94" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=5.30" • • Area (sf) 15,377 4,174 19,551 4,174 15,377 Tc Length (min) (feet) 5.0 CN Description 98 PROP. IMPERVIOUS 61 GRASS HSG B 90 Wei9hted Average 21.35% Pervious Area 78.65% Impervious Area Slope Velocity Capacity Description (ftIft) (ft/sec) (cfs) Direct Entry, 1A Summary for Subcatchment 5S: DIRECT ENTRY TO SWALE Runoff = 0.23 cfs @ 12.09 hrs, Volume= 0.016 af, Depth> 1.41" Runoff by SCS TR-20 method, UH=SCS, TIme Span= 5.00-20.00 hrs, dt; 0.05 hrs Type III 24-hr 25-YEAR Rainfall;5.3O" • Area (sf) CN Description Tc (min) 5.0 6,017 61 GRASS HSG B 6,017 100.00% PerviOUS Area Length (feet) Slope Velocity Capacity Description (ftIft) (ft/sec) (cfs) Direct Entry, 1A Summary for Subcatchment 6S: AREA NORTH OF EXIST. SHED Runoff ; 3.74 cfs@ 12.14 hrs, Volume= 0.301 af, Depth> 3.73" Runoff by SCS TR-20 method, UH;SCS, Time Span= 5.00-20.00 hrs, eft; 0.05 hrs Page 27 I Type III 24-hr 25-YEAR Rainfall=5.30" I I I I • • • Area (sf) 17,125 11,485 13,614 42,224 11,485 30,739 CN Description 98 PROP. IMPERVIOUS 61 GRASS HGS B 98 EXIST. ROOF 88 Weighted Average 27.20% Pervious Area 72.80% Impervious Area I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Type 11/ 24-hr 25-YEAR Rainfal/=5.30" Prepared by Quinn Engineering, Inc. Printed 12113/2013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Descri ption (min) (feet) (fUft) (fUsee) (ets) 7.5 50 0.0100 0.11 Sheet Flow, 1A Grass: Short n= 0.150 P2= 3.10" 2.5 109 0.0110 0.73 Shallow Concentrated Flow, 1 B Short Grass Pasture Kv= 7.0fps 0.4 63 0.0210 2.94 Shallow Concentrated Flow, 1C Paved Kv= 20.3fps 10.4 222 Total Summary for Subcatchment 7S: DIRECT ENTRY TO BASIN Runoff = 0.50 cfs @ 12.09 hrs, Volume= 0.035 af, Depth> 1.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=5.30" • Area (sf) CN Description Tc (min) 5.0 12,862 61 GRASS HSG B 12,862 100.00% Pervious Area Length (feet) Slope Velocity Capacity Description (fUft) (fUsee) (cfs) Dinect Entry. 1A Summary for Subcatchment 88: DIRECT ENTRY TO WQS Runoff = 0.15 cfs@ 12.09 hrs, Volume= 0.010 af, Depth> 1.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=5.30" • Area (sf) Tc (min) 5.0 3,722 3,722 Length (feet) CN Description 61 GRASS HSG B 100.00% Pervious hea Slope Velocity Capacity Description (ft/ft) (fUsee) (ets) Dinect Entry. 1A Summary for Subcatchment 9S: AREA SOUTH OF EXIST. SHED Runoff = 3.33 cfs@ 12.14 hrs, Volume= 0.263 af, Depth> 3.63" Runoff by SCS TR-20. method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=5.30" Page 28 I I I I I I I I I I I I I I I I I I I HYDROCAD2· REV1 • POST DEVELOPMENT Type 11/ 24-hr 25-YEAR Rainfal/=5.30" Prepared by Quinn Engineering, Inc. Printed 1211312013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Page 29 Area (sf) CN Description • 13,063 98 PROP. IMPERVIOUS • 11,516 61 GRASS HGS B • 13,365 98 EXIST. ROOF 37,944 87 Weighted Average 11,516 30.35% Pervious Area 26,428 69.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsee) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, lA Grass: Short n= 0.150 P2= 3.10" 2.0 107 0.0170 0.91 Shallow Concentrated Flow, 18 Short Grass Pasture Kv= 7.0 fps 0.4 63 0.0190 2.80 Shallow Concentrated Flow, 1C Paved Kv= 20.3 fps 9.9 220 Total Summary for Subcatchment 10S: DIRECT ENTRY TO SWALE Runoff = 0.08 efs@ 12.09 hrs, Volume= 0.005 af, Depth> 1.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=5.30" • Area (sf) CN Description Tc (min) 50 2,028 61 GRASS HSG B 2,028 100.00% Pervious Area Length (feet) Slope Velocity Capacity Description (fUft) (fUsee) (efs) Direct Entry, lA Summary for Subcatchment 13S: REMAINING AREA Runoff = 0.78 cfs @ 12.55 hrs, Volume= 0.108 af, Depth> 1.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=5.30" Area (sf) CN Description • 6,364 61 GRASSHSG B • 46,023 55 WOODS HSG B • 913 98 EXIST. IMPERVIOUS 53,300 56 Weighted Average 52,387 98.29% Pervious Area 913 1.71 % Impervious Area I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type III 24-hr 25-YEAR Rainfal/=5.30" Printed 12113/2013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsee) (cfs) 9.9 50 0.0360 0.08 Sheet Flow, 1A Woods: Light underbrush n= 0.400 P2= 3.10" 24.3 515 0.0050 0.35 Shallow Concentrated Flow, 18 Woodland Kv= 5.0fps 34.2 565 Total Summary for Reach 1R: lWIN 8" PIPE Inflow Area = 0.396 ac, 17.88% Impervious, Inflow Depth> 1.93" for 25-YEAR event Inflow = 0.83 cfs @ 12.14 hrs, Volume= 0.064 at Outflow = 0.82cfs@ 12.16hrs, Volume= 0.063af, Alten=I%, Lag=0.9min Routin9 by Stor-lnd+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ~ax. Velocity= 2.n fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.20 fps, Avg. Travel Time= 1.1 min Peak Storage= 25 cf @ 12.15 hrs Average Depth at Peak Storage= 0.30' Bank-Full Depth= 0.67' Flow Area= 0.7 sf, Capacity= 2.03 cfs A factor of 2.00 has been applied to the storage and discharge capacity 8.0" Round Pipe n= 0.012 Length= 83.0' Slope= 0,0060 'f Inlet Invert= 92.50', Outlet Inverl= 92.00' Summary for Reach 2R: GRASSED SWALE #1 Inflow Area = 2.450 ac, 30.17% Impervious, Inflow Depth> 2.55" for 25-YEAR event Inflow = 5.73 cfs @ 12.21 hrs, Volume= 0.520 at Outflow = 5.59 cfs @ 12.28 hrs, Volume= 0.518 af, Alten= 2%, Lag= 4.1 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.92 fps, Min. Travel Time= 2.2 min Avg. Velocity = 0.75 fps, Avg. Travel Time= 5.6 min Peak Storage= 744 cf@ 12.24 hrs Average Depth at Peak Storage= 0.44' Bank-Full Depth= 1.00' Flow Area= 10.0 sf, Capacity= 30.04 cfs page 30 I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVElOPMENT Prepared by Quinn Engineering, Inc. Type III 24-hr 25-Y£AR Rainfal/=5.30" Printed 1211312013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC A factor of 2.00 has been applied to the storage and discharge capacity 2.00' x 1.00' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 3.0 'r Top Width= 8.00' Length= 253.0' Slope= 0.0099 'r Inlet Invert= 92.00', Outlet Invert= 89.50' Summary for Reach 3R: 8" PIPE Inflow Area = 0.449 ac, 78.65% Impervious, Inflow Depth> 3.94" for 25-YEAR event Inflow = 2.12cfs@ 12.07hrs, Volume= 0.147af Outflow = 2.08 cfs @ 12.08 hrs, Volume= 0.147 af, Alten= 2%, Lag= 0.7 min Routing by Stor-lnd+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.43 fps, Min. Travel Time= 0.3 min Avg. Velocity = 1.29 fps, Avg. Travel Time= 0.8 min Peak Storage= 37 cf@ 12.08 hrs Average Depth at Peak Storage= 0.46' Bank-Full Depth= 0.83' Flow Area= 1.1 sf, Capacity= 3.63 cfs A factor of 2.00 has been applied to the storage and discharge capacity 10.0" Round Pipe n= 0.012 Length= 60.0' Slope= 0.0058 'r Inlet Invert= 90.95', Outlet Invert= 90.60' Summary for Reach 4R: GRASSED SWAlE #2 Inflow Area = 0.918 ac, 66.12% Impervious, Inflow Depth> 3.51" for 25-YEAR event Inflow = 3.40 cfs@ 12.14 hrs, Volume= 0.269 af Outflow = 3.25 cfs @ 12.21 hrs, Volume= 0.268 af, Alten= 4%, Lag= 4.6 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.54 fps, Min. Travel Time= 2.6 min Avg. Velocity = 0.51 fps, Avg. Travel Time= 7.9 min Page 31 I I I I I I I I I I I I I I I I I I I ~ HYDROCAD2-REV1-POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type 11/ 24-hr 25-YEAR Rainfal/=5.30" Printed 12113/2013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Peak Storage= 514 cf@ 12.17 hrs Average Depth at Peak Storage= 0.35' Bank-Full Depth= 0.50' Flow Area= 3.5 sf, Capacity= 6.57 cfs A factor of 2.00 has been applied to the storage and discharge capacity 2.00' x 0.50' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 3.0 'r Top Width= 5.00' Length= 242.0' Slope= 0.0083 'f Inlet Invert= 91.00', Outlet Invert= 89.00' Summary for Reach 5R: BASIN TO BVW Inflow Area = 4.163 ac, 43.18% Impervious, Inflow Depth> 2.25" for 25-YEAR even! Inflow = 8.76 cfs @ 12.30 hrs, Volume= 0.780 af Page 32 Outflow = 5.29 cfs @ 13.14 hrs, Volume= 0.759 af, Atten= 40%, Lag= 50.7 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.11 fps, Min. Travel Time= 32.3 min Avg. Velocity = 0.06 fps, Avg. Travel Time= 55.1 min Peak Storage= 10,264 cf@ 12.60 hrs Average Depth at Peak Storage= 0.68' Bank-Full Depth= 1.00' Flow Area= 108.0 sf, Capacity= 14.77 cfs A factor of 2.00 has been applied to the storage and discharge capacity 0.00' x 1.00' deep channel, n= 0.400 Sheet flow: Woods+light brush Side Slope Z-value= 83.0 25.0 'r Top Width= 108.00' Length= 205.0' Slope= 0.0034 'f Inlet Invert= 89.00', Outlet Invert= 88.30' Summary for Reach 6R: SWALE TO BVW Inflow Area = 1.003 ac, 60.48% Impervious, Inflow Depth> 3.30" for 25-YEAR event Inflow = 2.95 cfs @ 12.28 hrs, Volume= 0.276 af Outflow = 2.09 cfs@ 12.76 hrs, Volume= 0.270 af, Atten= 29%, Lag= 28.6 min I I I I I I I I I I I I I I I I I I I ~ HYDROCAD2·REV1·POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type 11/ 24-hr 25-YEAR Rainfal/=5.30" Printed 12113/2013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software SolutionsLLC Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.11 fps, Min. Travel Time= 17.7 min Avg. Velocity = 0.05 fps, Avg. Travel nme= 38.1 min Peak Storage= 2,230 cf@ 12.46 hrs Average Depth at Peak Storage= 0.43' Bank-Full Depth= 1.00' Flow Area= 108.0 sf, Capacity= 19.98 cfs A factor of 2.00 has been applied to the storage and discharge capacity 0.00' x 1.00' deep channel, n= 0.400 Sheet flow: Woods+light brush Side Slope Z-value= 83.0 25.0 'f Top Width= 108.00' Length: 112.0' Slope= 0.0063 'f Inlet Invert= 89.00', Outlet Invert: 88.30' Inflow Area = Inflow : Outflow : Discarded = Primary = Summary for Pond 3P: INFILTRATION BASIN & FOREBAY 4.163 ac, 43.18% Impervious, Inflow Depth> 2.89" for 25-YEAR event 9.73 cfs@ 12.18 hrs, Volume= 1.001 af 9.01 cfs @ 12.30 hrs, Volume: 0.953 af, Atten= 7%, Lag: 6.8 min 0.25 cfs @ 12.29 hrs, Volume= 0.173 af 8.76 cfs@ 12.30 hrs, Volume: 0.780 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev: 91.34' @ 12.29 hrs Surf.Area= 10,575 sf Storage= 5,801 cf Plug-Flow detention time: 32.7 min calculated for 0.953 af (95% of inflow) Center-of-Mass det. time: 15.0 min (802.7 -787.7) Volume Invert Avail.Storage Storage Description #1 90.60' 14,644 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sg-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 90.60 91.00 92.00 Device Routing #1 Primary #2 Discarded 5,919 7,507 16,410 o 2,685 11,959 Invert Outlet Devices o 2,685 14,644 90.90' 10.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coet. (English) 2.80 2.92 3.08 3.30 3.32 90.60' 1.020 in/hr Exfiltration over Horizontal area Page 33 I I I I I I I I I I I I I I I I I I I HYDROCAD2·REV1·POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type III 24-hr 25-YEAR Rainfal/=5.30" Printed 12113/2013 HydroCAD® 10.00 sin 02539 ©2012 HydroCAD Software Solutions LLC Discarded OutFlow Max=0.25 cfs @ 12.29 hrs HW=91.34' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.25 cfs) ~mary OutFlow Max=8.75 cfs @ 12.30 hrs HW=91.34' (Free Discharge) 1 =Broad-Crested Rectangular Weir (Weir Controls 8.75 cfs @ 1.97 fps) Summary for Pond 4P: WATER QUALITY SWALE Inflow Area = 1.003 ac, 60.48% Impervious, Inflow Depth> 3.32" for 25-YEAR event Inflow = 3.34 cfs @ 12.21 hrs, Volume= 0.278 af Outflow = 2.95 cfs @ 12.28 hrs, Volume= 0.276 af, Atten= 11%, lag= 4.1 min Primary = 2.95 cfs @ 12.28 hrs, Volume= 0.276 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 89.48' @ 12.28 hrs Surf.Area= 2,655 sf Storage= 1,046 cf Plug-Flow detention time= 9.9 min calculated for 0.276 af (99% of inflow) Center-of-Mass del. time= 7.6 min ( 787.3 -779.7) Volume Invert Avail.Storage Storage Description #1 89.00' 2,699 cf Custom Stage Data (Prismatic) listed below (Recalc) Elevation (feet) 89.00 90.00 Device Routing #1 Primary Surf.Area (sg-ft) 1,726 3,672 Inc.Store (cubic-feet) o 2,699 I nvert Outlet Devices Cum.Store (cubic-feet) o 2,699 89.00' 3.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 ~mary OutFlow Max=2.92 efs @ 12.28 hrs HW=89.47' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 2.92 cfs @ 2.05 fps) Summary for Pond 5P: POST DEVELOPMENT POINT OF INTEREST Inflow Area = 6.390 ae, 37.96% Impervious, Inflow Depth> 2.14" for 25-YEAR event Inflow = 7.07 cfs@ 13.06 hrs, Volume= 1.138 af Primary = 7.07 cfs @ 13.06 hrs, Volume= 1.138 af, Atten= 0%, lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Page 34 • I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Type III 24-hr 100-YEAR Rainfal/=6.50" Printed 1211312013 Prepared by Quinn Engineering, Inc. HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Page 35 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+ Trans method -Pond routing by Stor-Ind method Subcatchment 2S: TRIB TO CULVERT Runoff Area=17,250 sf 17.88% Impervious Runoff Depth>2.78" Flow Length=148' Tc=9.4 min CN=68 Runoff=1.22 cfs 0.092 af Subcatchrnent 38: TRIB. TO SWALE Runoff Area=83,434 sf 34.89% Impervious Runoff Depth>3.76" Flow Length=211' Slope=0.02oo 'f Tc=16.3 min CN=78 Runoff=6.59 cfs 0.600 af Subcatchrnent 48: TRIB TO CULVERT Runoff Area=19,551 sf 78.65% Impervious Runoff Depth>5.04" Tc=5.0 min CN=90 Runoff=2.68 cfs 0.189 af Subcatchment 55: DIRECT ENTRY TO Runoff Area=6,017 sf 0.00% Impervious Runoff Depth>2.15" Tc=5.0 min CN=61 Runoff=0.37 cfs 0.025 af Subcatchment 6S: AREA NORTH OF Runoff Area=42,224 sf 72.80% Impervious Runoff Depth>4.82" Flow Length=222' Tc=10.4 min CN=88 Runoft--4 .78 cfs 0.390 af Subcatchment 7S: DIRECT ENTRY TO Runoff Area=12,862 sf 0.00% Impervious Runoff Depth>2.15" Tc=5.0 min CN=61 Runoff=0.79 cfs 0.053 af Subcatchment 88: DIRECT ENTRY TO was Runoff Area=3, 722 sf 0.00% Impervious Runoff Depth>2.15" Tc=5.0 min CN=61 Runoff=0.23 cfs 0.015 af Subcatchment 9S: AREA SOUTH OF Runoff Area=37,944 sf 69.65% Impervious Runoff Depth>4.72" Flow Length=220' Tc=9.9 min CN=87 Runoft--4.28 cfs 0.342 af Subcatchment lOS: DIRECT ENTRY TO Runoff Area=2,028 sf 0.00% Impervious Runoff Depth>2.15" Tc=5.0 min CN=61 Runoff=0.12 cfs 0.008 af Subcatchment 13S: REMAINING AREA Runoff Area=53,300 sf 1.71 % Impervious Runoff Depth>l. 70" Flow Length=565' Tc=34.2 min CN=56 Runoff=1.34 cfs 0.174 af Reach lR: lWIN 8" PIPE Avg. Flow Deplh=0.37' Max Vel=3.04 Ips Infiow=1.22 cfs 0.092 af 8.0" Round Pipe x 2.00 n=0.012 L=83.0' S=0.0060 'f Capacity=2.03 cfs Oulflow=1.20 cfs 0.092 af Reach 2R: GRASSED SWALE #1 Avg. Flow Depth=0.52' Max Vel=2.09 fps Infiow=7.85 cfs 0.716 af x 2.00 n=0.035 L=253.0' S=0.0099 'f Capacity=30.04 cfs Outflow=7.68 cfs 0.714 af Reach 3R: 8" PIPE Avg. Flow Deplh=0.53' Max Vel=3.61 fps Infiow=2.68 cfs 0.189 af 10.0" Round Pipe x 2.00 n=0.012 L=60.0' S=0.0058 'f Capacity=3.63 cfs Oulflow=2.63 cts 0.188 at Reach 4R: GRASSED SWALE #2 Avg . Flow Depth=0.40' Max Vel=1 .66 tps Inflow=4.38 cfs 0.351 at x 2.00 n=0.035 L=242.0' S=0.0083 'f Capacity=6.S7 cfs Outflow--4.19 cfs 0.349 at Reach 5R: BASIN TO BVW Avg . Flow Depth=0.78' Max Vel=0.12 fps Inflow=ll.96 cts 1.108 af x 2.00 n=0.400 L=20S.0' S=0.0034 'f Capacity=14.77 cfs Oulflow=7.65 cts 1.079 af Reach 6R: SWALE TO BVW Avg. Flow Depth=O.48' Max Vel=0.11 fps Inflow=3.88 cfs 0.363 af x 2.00 n=0.400 L=112.0' 5=0.0063 'f Capacity=19.98 cfs Outflow=2.80 cts 0.356 af I I I I I I I I I I I I I I I I I I I HYDROCAD2 -REV1 -POST DEVELOPMENT Prepared by Quinn Engineering, Inc. Type 11/ 24-hr 100-YEAR Rainfall=6.50" Printed 1211312013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Page 36 Pond 3P: INFILTRATION BASIN & FOREBAYPeak Elev=91.44' Storage=6,828 ct Inflow=13.15 cfs 1.345 at Discarded=0.27 cts 0.187 at Primary=11.96 cts 1.108 at Outflow=12.23 cfs 1.295 at Pond 4P: WATER QUAUTY SWAlE Peak EleV=89.56' Storage=1,285 ct Inftow=4.32 cfs 0.365 at Outflow=3.88 cfs 0.363 at Pond 5P: POST DEVELOPMENT POINT OF INTEREST Inflow=10.31 cfs 1.609 at Primary=10.31 cts 1.609 at Total Runoff Area = 6.390 ac Runoff Volume = 1.887 af Average Runoff Depth = 3.54" 62.04% Pervious = 3.964 ac 37.96% Impervious = 2.425 ac I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Type 11/ 24-hr 100-YEAR Rainfall=6.50" Prepared by Quinn Engineering, Inc. HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: TRIB TO CULVERT Runoff = 1.22 ets @ 12.14 hrs. Volume= , 0,092 af, Depth> 2-18" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=6.50" Area (sO CN Description • 2,014 98 EXIST. IMPERVIOUS • 14,165 61 GRASSHSG B • 1,071 98 PROP. IMPERVIOUS 17,250 68 Weighted Average 14,165 82.12% Pervious Area 3,085 17.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftlsec) (ets) 7.5 50 0,0100 0.11 Sheet Flow, 1A Grass: Short n= 0.150 P2= 3,10" 1.9 98 0,0150 0.86 Shallow Concentrated Flow, 1 B Short Grass Pasture Kv= 7.0 fps 9.4 148 Total Summary for Subcatchment 3S: TRIB. TO SWALE Runoff = 6,59 cfs @ 12.22 hrs, Volume= 0.600 af, Depth> 3.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5,00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10()"YEAR Rainfall=6.50" Area (sf) CN Descri ption • 15,980 98 PROP. IMPERVIOUS • 13,127 98 PROP. ROOF • 3,246 61 GRASS HGSB • 18,849 55 WOODSHSGB • 32,232 75 1/4 ACRE LOT 83,434 78 Weighted Average 54,327 65.11 % Pervious Area 29,107 34.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cts) 12.5 50 0.0200 0.07 Sheet Flow, 1A Woods: Light underbrush n= 0.400 3.8 161 0.0200 0.71 Shallow Concentrated Flow, 1 B Woodland Kv= 5.0fps 16,3 211 Total Printed 12113/2013 Page 37 P2= 3.10" I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type III 24-hr 100-YEAR Rainfall=6.50" Printed 1211312013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: TRlB TO CULVERT Runoff = 2.68 cfs @ 12.07 hrs, Volume= 0.189 af, Depth> 5.04" Runoff by ses TR-20 method, UH=SeS, Time Span= 5.00-20.00 hrs, cIt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=6.50" • • Area (sf) Tc (min) 5.0 15,377 4,174 19,551 4,174 15,377 length (feet) CN Description 98 PROP. IMPERVIOUS 61 GRASS HSG B 90 Weighted Average 21.35% Pervious Area 78.65% Impervious Area Slope Velocity Capacity Description (ftIft) (fUse c) (cfs) Direct Entry, 1A Summary for Subcatchment 5S: DIRECT ENTRY TO SWALE Runoff = 0.37 cfs @ 12.08 hrs, Volume= 0.025 af, Depth> 2.15" Runoff by ses TR-20 method, UH=SeS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=6.50" • Area (sf) eN Description Tc (min) 5.0 6,017 61 GRASS HSG B 6,017 100.00% Pervious Area length (feet) Slope Velocity Capacity Description (ftIft) (fUsee) (cfs) Direct Entry, 1A Summary for Subcatchment 6S: AREA NORTH OF EXIST. SHED Runoff = 4.78 cfs@ 12.14 hrs, Volume= 0.390 af, Depth> 4.82" Runoff by ses TR-20 method, UH=SeS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=6.50" Area (sf) eN Descri ption • 17,125 98 PROP. IMPERVIOUS • 11,485 61 GRASS HGS B * 13,614 98 EXIST. ROOF 42,224 88 Weighted Average 11,485 27.20% Pervious Area 30,739 72.80% Impervious Area Page 38 I I I I I I I I I I I I I I I I I I I HYDROCAD2 -REV1 -POST DEVELOPMENT Prepared by Quinn Engineering, Inc. Type III 24-hr 100-YEAR Rainfal/=6.50" Printed 12113/2013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAO Software Solutions LLC Tc Length Slope Velocity Capacity Descri ption (min) (feet) (ftIft) (ft/sec) (cfs) 7.5 50 0.0100 0.11 Sheet Flow, lA Grass: Short n= 0.150 P2= 3.10" 2.5 109 0.0110 0.73 Shallow Concentrated Flow, 1 B Short Grass Pasture Kv= 7.0 fps 0.4 63 0.0210 2.94 Shallow Concentrated Flow, lC Paved Kv= 20.3fps 10.4 222 Total Summary for Subcatchment 7S: DIRECT ENTRY TO BASIN Runoff = 0.79 cfs@ 12.08 hrs, Volume= 0.053 af, Depth> 2.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=6.50" Area (sf) CN Description • 12,862 61 GRASS HSG B 12,862 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, lA Summary for Subcatchment 8S: DIRECT ENTRY TO WQS Runoff = 0.23 cfs @ 12.08 hrs, Volume= 0.015 af, Depth> 2.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=6.50" • Area (sf) Tc (min) 5.0 3,722 3,722 Length (feet) CN Description 61 GRASS HSG B 100.00% Pervious Area Slope Velocity Capacity Description (ftIft) (ft/sec) (cfs) Direct Entry, lA Summary for Subcatchment 9S: AREA SOUTH OF EXIST. SHED Runoff = 4.28 cfs @ 12.14 hrs, Volume= 0.342 af, Depth> 4.72" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=6.50" Page 39 I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type III 24-hr 1OO-YEAR RainfaJ/=6.50" Printed 1211312013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Area (sf) CN Description • 13,063 98 PROP. IMPERVIOUS • 11 ,516 61 GRASS HGS B • 13,365 98 EXIST. ROOF 37,944 87 Weighted Average 11,516 30.35% Pervious Area 26,428 69.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftlsec) (efs) 7.5 50 0.0100 0.11 Sheet Flow, 1A Grass: Short n= 0.150 P2= 3.10" 2.0 107 0.0170 0.91 Shallow Concentrated Flow, lB Short Grass Pasture Kv=7.0fps 0.4 63 0.0190 2.80 Shallow Concentrated Flow, 1C Paved Kv=20.3f~ 9.9 220 Total Summary for Subcatchment 10S: DIRECT ENTRY TO SWALE Runoff = 0.12 cfs@ 12.08 hrs, Volume= 0.008 af, Depth> 2.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=6.50" • Area (sf) CN Description Tc (min) 5.0 2,028 61 GRASS HSG B 2,028 100.00% Pervious Area Length (feet) Slope Velocity Capacity Description (ftIft) (ftlsec) (efs) Direct Entry, 1A Summary for Subcatchment 135: REMAINING AREA Runoff = 1.34 cfs @ 12.53 hrs, Volume= 0.174 af, Depth> 1.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YEAR Rainfall=6.50" Area (sf) CN Description • 6,364 61 GRASSHSG B • 46,023 55 WOODS HSGB • 913 98 EXIST. IMPERVIOUS 53,300 56 Weighted Average 52,387 98.29% Pervious Area 913 1.71% Impervious Area Page 40 I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type III 24-hr 100-YEAR Rainfall=6.50" Printed 1211312013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ftlsec) (cfs) 9.9 50 0.0360 0.08 Sheet Flow, 1A Woods: Light underbrush n= 0.400 P2= 3.10" 24.3 515 0.0050 0.35 Shallow Concentrated Flow, 18 Woodland Kv= 5.0 fps 34.2 565 Total Summary for Reach 1 R: TWIN 8" PIPE Inflow Area = 0.396 ac, 17.88% Impervious, Inflow Depth> 2.78" for 100-YEAR event Inflow = 1.22cfs@ 12.14hrs, Volume= 0.092af Outflow = 1.20 cfs @ 12.15 hrs, Volume= 0.092 af, Alten= 1 %, Lag= 0.8 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.04 fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.30 fps, Avg. Travel Time= 1.1 min Peak Storage= 33 cf @ 12.15 hrs Average Depth at Peak Storage= 0.37' Bank-Full Depth= 0.67' Flow Area= 0.7 sf, Capacity= 2.03 cfs A factor of 2.00 has been applied to the storage and discharge capacity 8.0"Round Pipe n= 0.012 Length= 83.0' Slope= 0.0060 'r Inlet Invert= 92.50', Outlet Invert= 92.00' •• Summary for Reach 2R: GRASSED SWALE #1 Inflow Area = 2.450 ac, 30.17% Impervious, Inflow Depth> 3.51 " for 100-YEAR event Inflow = 7.85 cfs @ 12.21 hrs, Volume= 0.716 af Outflow = 7.68 cfs@ 12.27 hrs, Volume= 0.714 at, Alten= 2%, Lag= 3.7 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.09 fps, Min. Travel Time= 2.0 min Avg. Velocity = 0.81 fps, Avg. Travel Time= 5.2 min Peak Storage= 935 cf@ 12.24 hrs Average Depth at Peak Storage= 0.52' Bank-Full Depth= 1.00' Flow Area= 10.0 sf, Capacity= 30.04 cfs Page 41 I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type III 24-hr 100-YEAR Rainfall=6.50" Printed 12113/2013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC A factor of 2.00 has been applied to the storage and discharge capacity 2.00' x 1,00' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 3.0 'r Top Width= 8.00' Length= 253.0' Slope= 0.0099 'r Inlet Invert= 92.00', Outlet Invert= 89.50' Summary for Reach 3R: 8" PIPE I nflow Area = 0.449 ac, 78.65% Impervious, Inflow Depth> 5.04" for l00-YEAR event Inflow = 2.68 cfs @ 12.07 hrs, Volume= 0.189 af Outflow = 2.63 cfs @ 12.08 hrs, Volume= 0.188 af, Alten= 2%, Lag= 0.6 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.61 fps; Min. Travel Time= 0.3 min Avg. Velocity = 1.40 fps, Avg. Travel Time= 0.7 min Peak Storage= 44 cf @ 12.08 hrs Average Depth at Peak Storage= 0.53' Bank-Full Depth= 0.83' Flow Area= 1.1 sf, Capacity= 3.63 cfs A factor of 2.00 has been applied to the storage and discharge capacity 10.0" Round Pipe n= 0.012 Length= 60.0' Slope= 0.0058 'r Inlet Invert= 90.95', Outlet Invert= 90.60' Summary for Reach 4R: GRASSED SWALE #2 Inflow Area = 0.918 ac, 66.12% Impervious, Inflow Depth> 4.59" for 100-YEAR event Inflow = 4.38 cfs @ 12.14 hrs, Volume= 0.351 af Outflow = 4.19 cfs@ 12.21 hrs, Volume= 0.349 at, Alten= 4%,· Lag= 4.4 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 1.66 fps, Min. Travel Time= 2.4 min Avg. Velocity = 0.57 fps, Avg. Travel Time= 7.1 min Page 42 I I I I I I I I I I I I I I I I I I I HYDROCAD2-REV1-POSTDEVELOPMENT Type III 24-hr 100-YEAR Rainfal/=6.50" Prepared by Quinn Engineering, Inc. Printed 12113/2013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Peak Storage= 618 cf@ 12.17 hrs Average Depth at Peak Storage= 0.40' Bank-Full Depth= 0.50' Flow Area= 3.5 sf, Capacity= 6.57 cfs A factor of 2.00 has been applied to the storage and discharge capacity 2.00' x 0.50' deep channel, n= 0.035 Earth, dense weeds Side Slope Z-value= 3.0 'f Top Width= 5.00' Length= 242.0' Slope= 0.0083 'r Inlet Invert= 91 .00', Outlet Invert= 89.00' Summary for Reach SR: BASIN TO BVW Inflow Area = 4.163 ac, 43.18% Impervious, Inflow Depth> 3.19" for 100-YEAR event Inflow = 11.96 cfs @ 12.28 hrs, Volume= 1.108 af Page 43 Outflow = 7.65 cfs @ 13.05 hrs, Volume= 1.079 af, Atten= 36%, Lag= 46.2 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.12 fps, Min. Travel Time= 29.4 min Avg. Velocity = 0.07 fps, Avg. Travel Time= 51 .6 min Peak Storage= 13,531 cf@ 12.56 hrs Average Depth at Peak Storage= 0.78' Bank-Full Depth= 1.00' Flow Area= 108.0 sf, Capacity= 14.77 cfs A factor of 2.00 has been applied to the storage and discharge capacity 0.00' x 1.00' deep channel, n= 0.400 Sheet flow: Woods+light brush Side Slope Z-value= 63.0 25.0 'f Top Width= 108.00' Length= 205.0' Slope= 0.0034 'r Inlet Invert= 89.00', Outlet Invert= 66.30' Summary for Reach 6R: SWALE TO BVW Inflow Area = 1.003 ac, 60.48% Impervious, Inflow Depth> 4.34" for 100-YEAR event Inflow = 3.88 cfs @ 12.27 hrs, Volume= 0.363 af Outflow = 2.80 cfs@ 12.71 hrs, Volume= 0.356 af, Atten= 28%, Lag= 26.6 min I I I I I I I I I I I I I I I I I I I HYDROCAD2·REV1·POSTDEVELOPMENT Prepared by Quinn Engineering, Inc. Type III 24-hr 100-YEAR Rainfall=6.50" Printed 1211312013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.11 fps, Min. Travel Time= 16.5 min Avg. Velocity = 0.05 fps, Avg. Travel Time= 35.2 min Peak Storage= 2,780 cf@ 12.43 hrs Average Depth at Peak Storage= 0.48' Bank-Full Depth= 1.00' Flow Area= 108.0 sf, Capacity= 19.98 cfs A factor of 2.00 has been applied to the storage and discharge capacity 0.00' x 1.00' deep channel, n= 0.400 Sheet flow: Woods+light brush Side Slope Z-value= 83.0 25.0 'r Top Width= 108.00' Length= 112.0' Slope= 0.0063 'f Inlet Invert= 89.00', Outlet Invert= 88.30' Inflow Area = Inflow = Outflow = Discarded = Primary = Summary for Pond 3P: INFILTRATION BASIN & FOREBAY 4.163 ac, 43.18% Impervious, Inflow Depth> 3.88" for 100-YEAR event 13.15 cfs @ 12.18 hrs, Volume= 1.345 af 12.23 cfs @ 12.28 hrs, Volume= 1.295 af, Alten= 7%, Lag= 6.3 min 0.27 cfs@ 12.28 hrs, Volume= 0.187 af 11 .96 cfs @ 12.28 hrs, Volume= 1.108 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 91.44' @ 12.28 hrs Surf.Area= 11,407 sf Storage= 6,828 cf Plug-Flow detention time= 27.9 min calculated for 1.291 af (96% of inflow) Center-of-Mass de!. time= 13.9 min (795.7 -781 .8) Volume Invert Avail.Storage Storage Description #1 90.60' 14,644 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sg-tt) Inc. Store (cubic-feet) Cum.Store (cubic-feet) 90.60 91 .00 92.00 Device Routing #1 Primary #2 Discarded 5,919 7,507 16,410 o 2,685 11 ,959 Invert Outlet Devices o 2,685 14,644 90.90' 10.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Ceef. (English) 2.80 2.92 3.08 3.30 3.32 90.60' 1.020 inlhr Exfiltration over Horizontal area page 44 I I I I I I I I I I I I I I I I I I I HYDROCAD2 -REV1 -POST DEVELOPMENT Type III 24-hr 100-YEAR Rainfal/=6.50" Prepared by Quinn Engineering, Inc. Printed 1211312013 HydroCAD® 10.00 sin 02539 © 2012 HydroCAD Software Solutions LLC Page 45 ~carded OutFlow Max=0.27 cfs @ 12.28 hrs HW=91.44' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.27 cfs) Primary Outflow Max=11.91 cfs @ 12.28 hrs HW=91.44' (Free Discharge) ~=Broad-Crested Rectangular Weir (Weir Controls 11 .91 cfs @ 2.22 fps) Summary for Pond 4P: WATER QUALITY SWALE I nflow Area = .1.003ac, 60.48% Impervious, InfiowDepth> 4.36" for 100-YEARevent Inflow = 4.32 cfs @ 12.21 hrs, Volume= 0.365 af Outflow = 3.88 cfs@ 12.27 hrs, Volume= 0.363 af, Alten= 10%, Lag= 3.7 min Primary = 3.88 cfs@ 12.27 hrs, Volume= 0.363 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 89.56' @ 12.27 hrs Surf.Area= 2,825 sf Storage: 1,285 cf Plug-Flow detention time= 9.3 min calculated for 0.362 af (99% of inflow) eenter-of-Mass del. time= 7.2 min ( 780.6 -773 .4 ) Volume Invert Avail.Storage Storage Description #1 89.00' 2,699 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) 89.00 90.00 Device Routing #1 Primary Surf. Area (sg-ft) 1,726 3,672 Inc.Store (cubic-feet) o 2,699 Invert Outlet Devices Cum.Store (cubic-feet) o 2,699 89.00' 3.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 ~mary Outflow Max=3.83 cfs @ 12.27 hrs HW=89.56' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 3.83 cfs @ 2.28 fps) Summary for Pond 5P: POST DEVELOPMENT POINT OF INTEREST Inflow Area = 6.390 ac, 37.96% Impervious, Inflow Depth> 3.02" for 100-YEAR event Inflow = 10.31 cfs@ 12.97 hrs, Volume= 1.609 af Primary = 10.31 cfs @ 12.97 hrs, Volume= 1.609 af, Alten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ., ,,,', r i , ". I ' • PRE DEVELOPMENT POST DEVELOPMENT CATCHMENT PLAN SCALE: 1"=60'-0· · ':~:"'" ". '. · . . . . . . . . . . . . .. ' .........•.... ". " .....•...... '. ··Exi~t··,RO.·. of.·· .. ·· ..... '.' .' ........ ' .... . · .. ... · . . . '. ~..,..~ · . . · .. · .. .. · .. · .. · . · . . · . . . · .... · . . . . · . . · .. · . . · . .... · .. .. . . · .. . . . . . . . . . . . · . . . , . · . . '. '. . . . . . . .. . . . . . . . . .. . .. . . . . '.' ·GRA~S . '. . ...... '. G~As'S··. '. . . . -. r-o . ....,. . ..,.. .. '-. '-.' ....,...,..,...,.-:---~ .. '-. -:-'. :-. -.1'~\(\!-,:~~ ~~ . . ~ os) DIRECT ENTRY TOSWALE ~s DIRECT ~ TOWQS · ... · .. . . . . . . . . · .... · . '. . . PRO~.·J~PERVJOUS .. . ........ ". . '. '. " '. ". '. ' ....... '. " . '.' . . . . . .. ... . ... <->.·bl~¢T.'E~;rRY"'" ...... ,,' ~~~~ r-;~.... 75 ·. . 'To.~AsIN. .... '. _.... -\- . . . . . ... . . . .. ' ... '. .',' -, ' ... " ", " . -\------................ -\- REMAINING -t' AREA --\- .. ENTRYTO @ SWALE s '" c; ___ ____. ,('- Q I" -'" IV) , "') d' '\ 'V era " -341\- • V Z -.. \j z ;; .... Z .... Z~ --\j ::Sz a .... o '" - z w ::;;: ::;;: o Uz o z-",(I) 0 5 J-~. (t: w Cl. :> L.U 0:: ~O Z DATE: OCTOBER 18, 2013 PRE-DEVELOPMENT AND KEY PLAN POST DEVELOPMENT • O· CATCHMENT PLANS SCALE: 1"=400 -~-=-_:::-:--=-:--, SHEET 1 OF 1 ---- == ------- o 0.0 '0.0 '0.0 0.0 0,0 0.0 '0.4 0.7 b.iI b.9 0.0 o , i .Il '--t;;-.~o~;v.;;o ",,".co -_J"b. 0 '0.0 0.0 0.0 0.0 0.0 \.0 \ 0 \.0 0,0 .1 1 0.3 0.3 0.2 '0.4 0.1 b.2 o D.G o. tJ .U 0.0 b.l .1 o D.O 'b.o 0.0 0.1 'b.o 'b.o 'b.o 'b.0 0.0 0.0 '.0 b .0 b .0 O.l 0.1 b.o b.o 0.0 c.o C.O c.O 0.0 b.o 0.11 0.11 0.11 0.11 0.0 0.0 t.o \ , t , 0.0 t , TYPE M M(POLE) BB BB(POLE) CC CC(POLE) o o 0.0 C.o 0.0 0.0 \.0 '0.3 2.l 2.0 0.0 0.0 2.0 '2.0 1.5 1.7 i.a i.? Scale: 1 "=30' NOTE 1: '2.3 ":2.0 I I I I b .~ 0.1 J.5 c.s '0.1 C.2 h. ~ h.! DISCONNECT AND REMOVE THE EXISTING POLE LIGHTING INCLUSIVE OF THE CONCRETE BASE AND RELATED BRANCH CIRCUIT BACK TO ITS SOURCE 0.6 b.B b.2 "0.2 0.2 . , FIXTURE & LAMP SCHEDULE LAMP MANUFACTURER CATALOGUE # No. TYPE MCGRAW EDISON GLEONM02LEDEl SL4CBA2LDIMMS!DIMLXX MCGRAW EDISON SSS4A15S(X)X-l MCGRAW EDISON GLEONM02LEDEl SL3CBA2LDIMMS!DIMLXX MCGRAW EDISON SSS4A15S(X)X-l MCGRAW EDISON (2)GLEONM02LEDE15WGCBA2LDIMMS!OIMLXX MCGRAW EDISON SSS4A 15S(X)X-2 '0.8 I . ;.s i.s 0.8 --- b.9 '0.3 b.1 '0.1 0.7 0.6 o.~ 0.6 0.8 2.~ 2.2 '0.9 'o.€ '0.2 0.1 0.1 0.2 '0.3 '0.3 0.3 b.o ". , 11.1 0.1 0.1 \.0 t.o REMARKS ._---- i. i.o t.) t. 0.0 t.o 0.0 O.C! 0.1 '0.2 \.0 i.o 0.3 1.0 t.o '0.4 b. , i.o 1.2 '0.1 0.0 0.1 'tI.o 0.0 0.1 '0.6 1Ji1\-.------ \.0 0.0 "it.D \.0 '0,1 "0.0 0.0 t~ .9 ., b .1 b.I 0.0 b.l \.0 . , b., i.o '0.1 0.0 b.l t.o • ~.1 ''"0.0 0.4 '0.2 b .1 1"0 0.0 0.2 b.l---:b~- 0.1 b.1 t.e • 0 .0 .. 1 "b.o O.C O.C o. r f~:'~'~---~f, lo '.0 a\ I 0.0 _=_. __ _ b\ 1 \ n. n \ REFER TO LIGHT FlXIURE SCHEDULE FOR POLE AND FIXTURE WE'> ~----HAND HOLE WI (2) 20A FUSES , V #6 COPPCR LUGGED ~-----TO POLE AT HANDHOLE -c(V ANCHOR BOLTS: COAT ALL BOLTS --r--------+-THREADS, NUTS & WASHERS EXPOSED r-'/~ ABOVE CONCRETE SHAFT WrTH "ZRC" • '" I "- ~ COLD GALV. AFTER LEVELING. ~------BASE COVER -.:1--------J~ER=PfF:l__ ~-----3/4" CHAMFER .,----.---ANCHOR BOLTS ___ ---RIGID STEEL CONOurr ~ -t-----~II-++v,~+JI~4_~~--~ \ 11-"I \ BRANCH CIRCUIT CONDUIT '9 I. ,'----PVC CONDUIT N--'------.---tt--I ',",,="=:!).~ - FINISH GRADE '---'I "''-----RIGID SfEEL TO PVC CONNECTOR lo '-----4#B REINFORCING RODS WITH #4 TIES C 12" D.C, 3/4" X 10'-0" LONG--J GROUND ROD 24" ROUND ABOVE GROUND MOUNTED POLE DETAIL NOT TO SCALE z o ~ u S DRAWN BY: CHECKED BY: CADDFlLE: PROJECT No. SHEET OF 1'-30' GCR JDS ES-I ~ w u z w '" w ~