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64-607 - CLARK AVENUE - CONSERVATION COMMISSION (2) ��-- � _ .. /// - - ��. fes,Su��, ,�-,� / - __ - _- - _ a a�Z -:_ "----- .�r �--_-_ -- I I 1 Project No. SALE-0026 1 Applicant: NSD Realty Trust 76 Oakville Street 1 Lynn, MA 01905 1 1 NOTICE 1 OF INTENT 1 1 1 "The Woodlands" 1 Clark Avenue SALEM, MASSACHUSETTS 1 1 November 24, 2015 1 1 � —W, &(— WILLIAMS 1 SPARAGES T 1 S 1 189 North Main Street,Suite 101 Middleton,MA 01949 Phone:978-539-8088 1 Fax:978-539-8200 www.wsengineers.com Massachusetts Department of Environmental Protection Provided by MassDEP: ' Bureau of Resource Protection - Wetlands MassDEP File Number WPA Form 3 - Notice of Intent Document Transaction Number L' Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Salem City/Town Important: When filling out A. General Information I, forms on the computer, use 1. Project Location (Note: electronic filers will click on button to locate project site): only the tab key to move your Clark Avenue Salem 01970 ' do not use the return a.Street Address b.City/Town c.Zip Code use the key. Latitude and Longitude: N 42.49258 W 70.93030 d.Latitude e.Longitude ' m Map 6 Parcels 7, 8 & 9 f.Assessors Map/Plat Number g. Parcel/Lot Number 2. Applicant: ' a.First Name b.Last Name Note: NSD Realty Trust Before c.Organization completing this 76 Oakville Street torn consult your local d.Street Address ' Conservation Lynn MA 01905 Commission e.City/Town f.State g.Zip Code regarding any municipal bylaw (781) 581-5333 (781) 593-2070 or ordinance. h. Phone Number i.Fax Number j.Email Address 3. Property owner(required if different from applicant): ❑ Check if more than one owner Barbara Driscoll a.First Name b. Last Name c.Organization ' 18 Wallace Road d.Street Address Lynn MA 01901 e.City/Town f.State g.Zip Code h. Phone Number i. Fax Number j. Email address 4. Representative(if any): Greg Hochmuth a.First Name b.Last Name ' Williams & Sparages c.Company 189 North Main Street, Suite 101 d.Street Address ' Middleton MA 01949 e.City/Town f.State g.Zip Code (978) 539-8088 (978) 539-8200 ghochmuth@wsengineers.com ' h.Phone Number i. Fax Number j.Email address 5. Total WPA Fee Paid (from NOI Wetland Fee Transmittal Form): ' $1,000.00 $487.50 $512.50 a.Total Fee Paid b.State Fee Paid c.City/Town Fee Paid ' wpaform3.doc•rev.3/11/2015 Page 1 of 9 Massachusetts Department of Environmental Protection Provided by.MassDEP: ' ,B/u'reaau/�ofResource }Protection - Wetlands MassDEP File Number YYPA Form J — Notice of Intent Document Transaction Number L' Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Salem City/rown A. General Information (continued) 6. General Project Description: To construct a portion of two stormwater management areas and conduct grading, associated with a residential subdivision, within 100 feet of Bordering Vegetated Wetlands. ' 7a. Project Type Checklist: (Limited Project Types see Section A. 7b.) 1. ❑ Single Family Home 2. ® Residential Subdivision 3. ❑ Commercial/Industrial 4. ❑ Dock/Pier 1 5. ❑ Utilities 6. ❑ Coastal engineering Structure 7. ❑ Agriculture (e.g., cranberries, forestry) 8. ❑ Transportation t9. ❑ Other 7b. Is any portion of the proposed activity eligible to be treated as a limited project(including Ecological Restoration Limited Project) subject to 310 CMR 10.24 (coastal) or 310 CMR 10.53 (inland)? 1. ❑ Yes ® No If yes, describe which limited project applies to this project. (See 310 CMR 10.24 and 10.53 for a complete list and description of limited project types) 2.Limited Project Type If the proposed activity is eligible to be treated as an Ecological Restoration Limited Project(310 CMR10.24(8), 310 CMR 10.53(4)), complete and attach Appendix A: Ecological Restoration Limited Project Checklist and Signed Certification. 8. Property recorded at the Registry of Deeds for: Essex 36055, 36056, 36057 a.County b.Certificate#(ff registered land) Page B. Buffer Zone & Resource Area Impacts (temporary & permanent) ' 1. ® Buffer Zone Only—Check if the project is located only in the Buffer Zone of a Bordering Vegetated Wetland, Inland Bank, or Coastal Resource Area. 2. ❑ Inland Resource Areas (see 310 CMR 10.54-10.58; if not applicable, go to Section B.3, Coastal Resource Areas). ' Check all that apply below. Attach narrative and any supporting documentation describing how the project will meet all performance standards for each of the resource areas altered, including ' standards requiring consideration of alternative project design or location. wpafonn3.doc•rev.3/11/2015 Page 2 of 9 Massachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection - Wetlands Mas$DEP File Number WPA Form 3 - Notice of Intent Document Transaction Number Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Salem City/rown B. Buffer Zone & Resource Area Impacts (temporary& permanent) (cont'd) Resource Area Size of Proposed Alteration Proposed Replacement(if any) For all projects a. ❑ Bank 1.linear feet 2.linear feet affecting other b. ❑ Bordering Vegetated Resource Areas, Wetland 1.square feet 2.square feet ' please attach a narrative c. ❑ Land Under explaining how1.square feet 2.square feet the resource Waterbodies and area was Waterways 3.cubic yards dredged ' delineated. Resource Area Size of Proposed Alteration Proposed Replacement(if any) d. ❑ Bordering Land Subject to Flooding 1.square feet 2.square feet 3.cubic feet of flood storage lost 4.cubic feet replaced e. ❑ Isolated Land Subject to Flooding 1.square feet 2.cubic feet of flood storage lost 3.cubic feet replaced if. ❑ Riverfront Area 1.Name of Waterway(if available) ' 2.Width of Riverfront Area(check one): ❑ 25 ft. -Designated Densely Developed Areas only ❑ 100 ft. - New agricultural projects only ❑ 200 ft. -All other projects i3. Total area of Riverfront Area on the site of the proposed project: square feet 4. Proposed alteration of the Riverfront Area: a.total square feet b.square feet within 100 ft. c,square feet between 100 ft.and 200 ft. 5. Has an alternatives analysis been done and is it attached to this NOI? ❑ Yes❑ No 6.Was the lot where the activity is proposed created prior to August 1, 1996? ❑ Yes❑ No 3. ❑ Coastal Resource Areas: (See 310 CMR 10.25-10.35) V wpafonn3.doc•rev.3/11/2015 Page 3 of 9 Massachusetts Department of Environmental Protection Provided by MassDEP: ' Bureau of Resource Protection - Wetlands MassDEP File Number WPA Form 3 - Notice of Intent DocumentTransactionNumber Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Salem City/Town B. Buffer Zone & Resource Area Impacts (temporary & permanent) (cont'd) Check all that apply below. Attach narrative and supporting documentation describing how the project will meet all performance standards for each of the resource areas altered, including standards requiring consideration of alternative project design or location. Online Users: Include your Resource Area Size of Proposed Alteration Proposed Replacement(if any) document ' transaction number a. E] Designated Port Areas Indicate size under Land Under the Ocean, below (provided on your receipt page) b. ❑ Land Under the Ocean 1,square feet ' with all supplementary information you 2.cubic yards dredged submit to the tDepartment. c. ❑ Barrier Beach Indicate size under Coastal Beaches and/or Coastal Dunes below d. ❑ Coastal Beaches 1.square feet 2.cubic yards beach nourishment e. ❑ Coastal Dunes 1.square feet 2.cubic yards dune nourishment Size of Proposed Alteration Proposed Replacement(if any) ' I. ❑ Coastal Banks 1.linear feet g. ❑ Rocky Intertidal Shores 1.square feet h.❑ Salt Marshes 1.square feet 2.sq It restoration,rehab.,creation i. ❑ Land Under Salt Ponds 1.square feet 2.cubic yards dredged j. ❑ Land Containing Shellfish 1.square feet I ' k. ❑ Fish Runs Indicate size under Coastal Banks, inland Bank, Land Under the Ocean, and/or inland Land Under Waterbodies and Waterways, above 1.cubic yards dredged I. ❑ Land Subject to Coastal Storm Flowage 1.square feet 4. ❑ Restoration/Enhancement If the project is for the purpose of restoring or enhancing a wetland resource area in addition to the square footage that has been entered in Section B.2.b or B.3.h above, please enter the additional ' amount here. a.square feet of BVW b.square feet of Salt Marsh ' 5. ❑ Project Involves Stream Crossings a.number of new stream crossings b.number of replacement stream crossings ' wpaform3.doc•rev.3/11/2015 Page 4 of 9 Massachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection - Wetlands MassDEP File Number WPA Form 3 - Notice of Intent Document Transaction Number Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Salem cityrrown C. Other Applicable Standards and Requirements ❑ This is a proposal for an Ecological Restoration Limited Project. Skip Section C and complete Appendix A: Ecological Restoration Notice of Intent— Required Actions (310 CMR 10.11). Streamlined Massachusetts Endangered Species Act/Wetlands Protection Act Review 1. Is any portion of the proposed project located in Estimated Habitat of Rare Wildlife as indicated on the most recent Estimated Habitat Map of State-Listed Rare Wetland Wildlife published by the Natural Heritage and Endangered Species Program (NHESP)?To view habitat maps, see the Massachusetts Natural Heritage Atlas or go to http://maps.massgis.state.ma.us/PRI EST HAB/viewer.htm. a. ❑ Yes ® No If yes, include proof of mailing or hand delivery of NOI to: Natural Heritage and Endangered Species Program Division of Fisheries and Wildlife MASSGIS 9/2015 1 Rabbit Hill Road b.Date of map Westborough, MA 01581 If yes, the project is also subject to Massachusetts Endangered Species Act(MESA) review(321 CMR 10.18). To qualify for a streamlined, 30-day, MESAIWetlands Protection Act review, please complete Section CA.c, and include requested materials with this Notice of Intent(NOI); OR complete Section C.1.f, if applicable. If MESA supplemental information is not included with the NOI, by completing Section 1 of this form, the NHESP will require a separate MESA filing which may take up to 90 days to review(unless noted exceptions in Section 2 apply, see below). ' c. Submit Supplemental Information for Endangered Species Review' 1. ❑ Percentage/acreage of property to be altered: (a)within wetland Resource Area percentage/acreage (b) outside Resource Area percentage/acreage 2. ❑ Assessor's Map or right-of-way plan of site 2. ❑ Project plans for entire project site, including wetland resource areas and areas outside of wetlands jurisdiction, showing existing and proposed conditions, existing and proposed tree/vegetation clearing line, and clearly demarcated limits of work" (a)❑ Project description (including description of impacts outside of wetland resource area& bufferzone) (b) ❑ Photographs representative of the site Some projects not in Estimated Habitat may be located in Priority Habitat,and require NHESP review(see http://www.mass.gov/eea/agencies/dfci/dfw/natural-heritage/regulatory-review. Priority Habitat includes habitat for state-listed plants and strictly upland species not protected by the Wetlands Protection Act. MESA projects may not be segmented(321 CMR 10.16).The applicant must disclose full development plans even if such plans are ' not required as part of the Notice of Intent process. wpaform3.doc•rev.3/11/2015 Page 5 of 9 Massachusetts Department of Environmental Protection Provided by MassDEP: Bureau of Resource Protection -Wetlands MassDEP File Number WPA Form 3 - Notice of Intent Document Transaction Number Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Salem cityrrown C. Other Applicable Standards and Requirements (contrd) (c)❑ MESA filing fee(fee information available at http://www.mass.gov/dfwele/dfw/nhesD/regulatory review/mesa/mesa fee schedule htm). Make check payable to"Commonwealth of Massachusetts- NHESP"and mail to NHESP at above address Projects altering 10 or more acres of land, also submit. (d)❑ Vegetation cover type map of site (e)❑ Project plans showing Priority& Estimated Habitat boundaries (t) OR Check One of the Following f. ❑ Project is exempt from MESA review. Attach applicant letter indicating which MESA exemption applies. (See 321 CMR 10.14, http://www.mass.gov/dfwele/dfw/nhesD/regulatory review/mesa/mesa exemptions.htm; the NOI must still be sent to NHESP if the project is within estimated habitat pursuant to 310 CMR 10.37 and 10.59.) 2. ❑ Separate MESA review ongoing. a. NHESP Tracking# b.Date submitted to NHESP 3. ❑ Separate MESA review completed. Include copy of NHESP"no Take"determination or valid Conservation & Management Permit with approved plan. 3. For coastal projects only, is any portion of the proposed project located below the mean high water line or in a fish run? a. ❑ Not applicable—project is in inland resource area only b.❑ Yes ❑ No If yes, include proof of mailing, hand delivery, or electronic delivery of NO[to either: South Shore-Cohasset to Rhode Island border,and North Shore-Hull to New Hampshire border: the Cape&Islands: Division of Marine Fisheries- Division of Marine Fisheries- Southeast Marine Fisheries Station North Shore Office Attn: Environmental Reviewer Attn: Environmental Reviewer 1213 Purchase Street—3rd Floor 30 Emerson Avenue New Bedford, MA 02740-6694 Gloucester,MA 01930 Email: DMF.EnvReview-South(o)state.ma.us Email: DMF.EnvReview-North(a)state.ma.us Also if yes, the project may require a Chapter 91 license. For coastal towns in the Northeast Region, please contact MassDEP's Boston Office. For coastal towns in the Southeast Region, please contact MassDEP's Southeast Regional Office. wpaform3.doc•rev.3/11/2015 Page 6 of 9 Massachusetts Department of Environmental Protection Provided by MassDEP: ' Bureau of Resource Protection - Wetlands MassDEP File Number WPA Form 3 - Notice of Intent Document Transaction Number ' Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Salem Cityrrown C. Other Applicable Standards and Requirements (cont'd) ' 4. Is any portion of the proposed project within an Area of Critical Environmental Concern (ACEC)? I ' online Users: a. ❑ Yes ® No If yes, provide name of ACEC(see instructions to WPA Form 3 or MassDEP Include your Website for ACEC locations). Note: electronic filers click on Website. document transaction b.ACEC number (provided on your 5. Is any portion of the proposed project within an area designated as an Outstanding Resource Water receipt page) (ORW)as designated in the Massachusetts Surface Water Quality Standards, 314 CMR 4.00? with all supplementary a. ❑ Yes ® No ' information you submit to the 6. Is any portion of the site subject to a Wetlands Restriction Order under the Inland Wetlands Department. Restriction Act(M.G.L. c. 131, §40A)or the Coastal Wetlands Restriction Act(M.G.L. c. 130, § 105)? ' a. ❑ Yes ® No 7. Is this project subject to provisions of the MassDEP Stormwater Management Standards? I ' a. ® Yes. Attach a copy of the Stormwater Report as required by the Stormwater Management Standards per 310 CMR 10.05(6)(k)-(q) and check if: 1. ❑ Applying for Low Impact Development(LID) site design credits(as described in Stormwater Management Handbook Vol. 2, Chapter 3) ' 2. ❑ A portion of the site constitutes redevelopment t 3.❑ Proprietary BMPs are included in the Stormwater Management System. b. ❑ No. Check why the project is exempt: ' 1. ❑ Single-family house 2. ❑ Emergency road repair t 3. ❑ Small Residential Subdivision (less than or equal to 4 single-family houses or less than or equal to 4 units in multi-family housing project)with no discharge to Critical Areas. D. Additional Information ' ❑ This is a proposal for an Ecological Restoration Limited Project. Skip Section D and complete Appendix A: Ecological Restoration Notice of Intent—Minimum Required Documents(310 CMR ' 10.12). Applicants must include the following with this Notice of Intent(NOI). See instructions for details. t Online Users:Attach the document transaction number(provided on your receipt page)for any of the following information you submit to the Department. ' 1. 0 USGS or other map of the area (along with a narrative description, if necessary)containing sufficient information for the Conservation Commission and the Department to locate the site. (Electronic filers may omit this item.) ' 2. 0 Plans identifying the location of proposed activities(including activities proposed to serve as a Bordering Vegetated Wetland [BVW] replication area or other mitigating measure) relative to the boundaries of each affected resource area. ' wpafonn3.doc•rev.3/11/2015 Page 7 of 9 ' Massachusetts Department of Environmental Protection Provided by.MassDEP: Bureau of Resource Protection -Wetlands MaeaDEP File Number WPA Form 3 — Notice of Intent Document Transaction Number Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Salem ' Citylrown ,I D. Additional Information (cont'd) 3. 0 Identify the method for BVW and other resource area boundary delineations (MassDEP BVW Field Data Form(s), Determination of Applicability, Order of Resource Area Delineation, etc.), and attach documentation of the methodology. 4. ® List the titles and dates for all plans and other materials submitted with this NOI. Definitive Subdivision Plan Set, "The Woodlands" (10 sheets) a.Plan Title Williams& Sparages LLC Peter M. Blaisdell, Jr. b.Prepared By c.Signed and Stamped by ' September 4, 2015 Varies d.Final Revision Date e.Scale f.Additional Plan or Document Title g. Date 5. ❑ If there is more than one property owner, please attach a list of these property owners not listed on this form. ' 6.❑ Attach proof of mailing for Natural Heritage and Endangered Species Program, if needed. 7. ❑ Attach proof of mailing for Massachusetts Division of Marine Fisheries, if needed. 8. 0 Attach NOI Wetland Fee Transmittal Form 9. 0 Attach Stormwater Report, if needed. E. Fees ' 1. ❑ Fee Exempt: No filing fee shall be assessed for projects of any city, town, county, or district of the Commonwealth, federally recognized Indian tribe housing authority, municipal housing authority, or the Massachusetts Bay Transportation Authority. Applicants must submit the following information (in addition to pages 1 and 2 of the NOI Wetland Fee Transmittal Form) to confirm fee payment: Z 56017- 11 �Z 3 15 2.Municipal Check Number 3.Check date IS41i .I �2;)IS 4.State Check Number 5.Check date ' t�e6 o r41, e4 6.Payor name on check: First Name 7.Payor1Zn eon check: Last Name ' wpafonn3.doc•rev.3/11/2015 Page 8 of 9 ^n x' fir• ¢ �v�a'k�i#'�'"k �'�+G'Ffb""y ', Yirv�'s.1 -+,;<� s� .L y r :t'a r 'r-,.`X'r waz• {'p'"' x5 iv"'tc z >r"`}4 R? e s Q[ '� x.�',",vv,�p + t KRs '� �y z '{"J v"+�,',{,, dh< ��t 1: is}M .. ^4.a�.gA.N33� "Z -q 3�Su YAsrr '4�+s NO s5 fj'>i"e4 r '^'l�pd ffWN Cbe1G0NSCTTOI , TERN 41 l 1BdaMnlle�x, L 1MAOJp�� refr,a f J` ra o- Lt L31S a SUeet �k ah d, <t $x $u f srx i * fi ". c r Fw .^ 4d a Ck t h A, J 1 PAY v ra= t '" 'ixxrtr £ ri �-* a §s'an i^tf 4r t Y.t vrSfi <�" Pr"„.es 6 °C 5p+g4 ys, s+ t d- r,a y t a#F r sv ax • # xi1^f F �3 yn}x Y r +. `4q 1D.THE 5." :r4 3 U� 4 a-r"e '� ORDEROF Q rx 3fio St r n - .r<s..v '' I°` ,.,. Tai s$ laZ a .it 1 fa�' '31r�ftR 4:0u s. v' 4 c{" „�C tISOLiJ1RS I. > _ w m h _ y IF p EMO '\ •�_ N.cGZc Q�Yil./✓JS WL' nc,e o F r C ;Jt --- AUTHORIZEo MINA -= 11■026692n■ '1:OLL30L498i: 05 90'S5052511' xSIFFII4 �-IT v,,: PAY O THE r,`.5 41��r si �R,� x -r I '��" X u 4T '�,2 4 +t�1 i .R^i � as asv *s F �s 'G• +!"�x r i+E'� �RDER ,.>a�.:/Kb`�w 1-+ MI #, 1 ; � 1 tt,, -::::t x rr "t *��'` t'x''�-S'""t' u"^^•aatn€'` .x'tke ' " ��r ., ,, d';i�`bi f t t v � �t�S�K r : t.r a # , IF • f IF MEMO - - ` AUTHORIZED SIGN RE-T--— u'02869•Ln■ 100LL30L71981: 05 9055052Su' i u'�d1" � � � '.• YrSaF a %�� F • � , � r k r � �� q'.racF''� ' 6 i �" r ti `�" 'S�"��, �'>� =�s yt �35tB kCflifl°�•� "" w j' t & yy rY��'�"` i A �B�,I�I��SIFBBtttL�Y1 ��'^AY°': �< _ ." 3 i N n Sa< 2 y}� +•ti ,s,. +1` : z i` ped 5'' S'A s* �, a s .! $ExaJ s ' T +'-x+l 0 r c.a'St " e �'3 Xi'a3'P 5r'7s afli rra"y - Y - tlirc` 7FIE '. .x�i.R" n '� �y ss i Fkr`i�eta"s t��-1i�� G•;k� 'moi S,�a" '�{` �. ,u+�,M ,e w�1I�i,�Ak ax y y }'^ x�i t� r r a �: RDER fJF +1 +r r s r'f v r �� *r r•�d^,�r, v y�jt'gsy 3.� as i.r i r,x�'si. ..� >, s• „w v* � d - .� r 'r§' a tz, �I t 3� q'•.:�. w 3 �v �4n �^,� 1 r 7 I fi»a v+�}r� e 2 t k {, a z j� �'S W ti 'F M/1Q) 75iJ Sia-�- "1 qr MEMO /Vo TT SYtu%Yu n�-yvJ- nbrm„vW l" rwk --- - _� ' _ AUTHORIZED SIGNATURE n@02.8693n■ 'i:OL,L300981: 05 90SSOS2S11@ i 1 Massachusetts Department of Environmental Protection � 3 Bureau of Resource Protection -Wetlands {1 WPA Form 3 — Notice of Intent t .. , e ; Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Salem City/Town IF. Signatures and Submittal Requirements I hereby certify under the penalties of perjury that the foregoing Notice of Intent and accompanying plans, documents, and supporting data are true and complete to the best of my knowledge. I understand that the Conservation Commission will place notification of this Notice in a local newspaper at the expense of the applicant in accordance with the wetlands regulations, 310 CMR 10.05(5)(a). ' I further certify under penalties of perjury that all abutters were notified of this application, pursuant to the requirements of M.G.L. c. 131, §40. Notice must be made by Certificate of Mailing or in writing by hand delivery or certified mail(return receipt requested)to all abutters within 100 feet of the property line of the project location. 1 � 4 I73 1.Sign ture of Applicant 2. Date 3.Signature of Property Owner(if different) 4.Date ✓�� 1� I1IZ3)IS 5.Signa ure Repres alive(if any) 6.Date —�— For Conservation Commission: ' Two copies of the completed Notice of Intent(Form 3), including supporting plans and documents, two copies of the NOI Wetland Fee Transmittal Form, and the city/town fee payment, to the Conservation Commission by certified mail or hand delivery. For MassDEP: One copy of the completed Notice of Intent (Form 3), including supporting plans and documents, one copy of the NOI Wetland Fee Transmittal Form, and a copy of the state fee payment to the MassDEP Regional Office(see Instructions)by certified mail or hand delivery. Other: If the applicant has checked the"yes"box in any part of Section C, Item 3, above, refer to that section and the Instructions for additional submittal requirements. The original and copies must be sent simultaneously. Failure by the applicant to send copies in a i timely manner may result in dismissal of the Notice of Intent. ' wpato"Idoc•rev.3/11/2015 Page 9 of 9 1 Project Narrative "The Woodlands" Clark Avenue ' Salem, Massachusetts IIntroduction: The project is located on a presently vacant property (there is evidence of an old foundation on top of the hill) with an address of Clark Avenue in the City of Salem. The project is bounded to the north by residential properties located off of Clark Street, to the east by property owned now or formerly (n/f) by the City of Salem and to the south by properties located off of Wyman Place and ' n/f Lynn Sand&Stone Company located off of Robinson Road. The proposal is to build two roadways,the first is a one thousand and eighty-nine(1089.03') shown ' on the plans as"Road A", the second is a two hundred ninety-nine (298.99') shown on the plans as Road B in order to provide access to a twenty-seven lot subdivision. Lots 1 through 26 are in the R1 Zone and will be a cluster residential subdivision,Lot 27 lies in both the R1 and I zones is not showing any development at this time on the proposed plans. The construction of the dwellings and roadway will include paved driveways,lawn,landscaping,sewer,drainage,storrawater detention basins,a subsurface infiltration area,water services and other various utilities. It should be noted that there are wetland resource areas located on the subject property and there are proposed activities within the one-hundred(100')buffer zone to the edge of bordering vegetated wetlands. Therefore,a Notice of Intent(NOI) filing will be filed with the Salem Conservation Conunission at a later date. No wetland resource areas are proposed to be altered as a result of this subdivision. Proposed Work In Buffer Zone: The activities proposed with jurisdictional areas include the construction of two (2) stormwater management areas and the grading associated with the. ' Jurisdictional Resource Areas: Bordering Vegetated Wetlands: There are two large Bordering Vegetated Wetlands that impact the subject property,The A-Series ' and D-Series. These resource areas were delineated for a previous filing on the property in 2007. An Order of Resource Area Delineation, (ORAD),was issued approving the resource area delineation followed by and Order of Conditions, (OOC), that was issued in 2007,DEP File Number ' 64-434. Greg J. Hochmuth,PWS,CWS,from Williams&Sparages, LLC,re-delineated the resource areas on the subject property for the purpose of this Notice of Intent Application. It should be noted that both delineations mirror one another for the most part. I ' The Bordering Vegetated Wetlands have a 100 foot Buffer Zone associated with them and both the BVW and the 100 Foot Buffer Zone are shown on the attached plan set. ' There is no work proposed within the Bordering Vegetated Wetlands. The Notice of Intent is for Buffer Zone activities only. Stormwater Stormwater is being managed according to the DEP s Stormwater Management Policies. The Stormwater Management is discussed in detail in the attached drainage report. Erosion Controls iErosion controls,in the form of trenched silt fence,are proposed to be installed along the limit of work,upslope of jurisdictional resource areas,to protect the resource areas from sediment during construction. The project will be subject to a NPDES permit and as such will be monitored regularly until the site is stabilized. r . r 2 WILLIAMS&SPARAGES 189 NORTH MAIN STREET CIVIL ENGINEERS,PLANNERS& WILLIAMS SUITE 101 LAND SURVEYORSSPARAGE MIDDLETON,MA 01949 & m' PHONE:(978)539-8088 T FAX: (978) 539-8200 S www.wsengineers.com 9� t�j �� S1 i .i �1r9IlON:RD.o ✓��W _l Fq� � a s� N-5� p,_ o Sf1LE1VI�,� s ong 8 Po,n'd h� i S .�L -w txrERvaLE � so O EES\60 0 150 6 0 � Ynnm Flax 129 p°`"s: " QPond.•.;.,. 1oD ��`�- d Hil �� > land Wh t f\ = 50 ��•P y1 ti�°y° t� p SOxS ° �) o i ,� y t ESSEXVSTx `' PP,C� 4a ,.n S CHfJ. St e ° b _�fi xtOLK'AVF� �(uo o Ba JP�r,P Roek, n oh; O? 'r•^Fy. 50 t- til .1.;t.'.-y'v Wills�'�Blaney eaefi�, S�Po1Dt Cliff Rock =sS s q/ _ �="Uncoln House; N , ,Ei d�� h `;l Old Point / [ � i -\`c�.r 9y ° `s/ Tedesco�Rock +9s i �j�, Sump F... brsr �rRe d Fred Bhss„ Rock Rocks ; Y 1 Lyn f Lynn; ut Outer ut kt N UNITED STATES GEOLOGIC SURVEY MAP VICINITY MAP 1 2015 LYNN QUADRANGLE "THE WOODLANDS" SUBDIVISION uTD SCALE: 1:24,000(1"=2000') (CLARK AVENUE) CONTOUR INVERVAL-10'(NAVD 88) SALEM,MASSACHUSETTS CITY OF SALEM ASSESSOR'S CERTIFICATION OF ABUTTERS AND PROPERTY OWNERS BOARD/COMMISSION: Conservation Commission PROJECT SITE: Map 6, Parcels 7, 8& 9 ' DATE: 9/10/2015 DESCRIPTION OF REQUIREMENT: All abutters and any property owner within 100 feet of the property line of the land where the activity is proposed including if land is separated by a public or private street or a body of water and not unreasonably distant from the project site. This is to certify that the time of the last assessment for taxation made by the City of Salem,the names and addresses of those listed on the attached sheets are "abutters and property owners"(as defined by Wetlands Protection Act 310 CMR 10.05(4)(a))to the parcel(s)of land listed above as the project site. Assessor's Signature: Date: Number of initialed pages attached: Once Certified,Return to: Tom Devine, Department of Planning and Community Development i r M y� t i 4M isz �5,aw i I 14, A r , wd M I o 4� t y 21111111110 0i 1r1118410a0lizziol "& mill, Parcel ID:06-0007-0 Parcel ID:06-0008-0 Parcel ID:06-0009-0 DRISCOLL BARBARA ET AL DRISCOLL BARBARA ET AL DRISCOLL BARBARA ET AL t18 WALLACE ROAD 18 WALLACE ROAD 18 WALLACE ROAD LYNN, MA 01901 LYNN, MA 01901 LYNN,MA 01901 ' Parcel 1D:06-0005-0 Parcel ID:06-0011-0 Parcel ID:06-0012-0 CONNICK JAMES E SALEM CONSERVATION COMM LYNN SAND&STONE 324 DEN QUARRY RD SALEM CITY OF C/O AGGREGATE INDUSTRIES LYNN, MA 01904 MA 1715 BROADWAY ' SAUGUS,MA 01906 Parcel ID:07-0001-0 Parcel ID:07-0079-0 Parcel ID:07-0086-0 ' ABDELGADIR ESAM Y KAK REALTY TRUST MUNROE WILLIAM M JR 48 CLARK STREET KELLOGG JOHN/KLEIN 46 CLARK ST SALEM,MA 01970 1 TECHNOLOGY WAY SALEM,MA 01970 SALEM,MA 01970 ' Parcel ID:02-0046-0 Parcel ID:03-0132-0 Parcel ID:03-0115-0 ROGATO ELLEN T ABRAHAM FRANCES DAMATO LILIANA ' ROGATO JEFFREY M ABRAHAM WALTER 9 CLARK AVENUE 13 CLARK AVENUE 20 CLARK STREET SALEM, MA 01970 SALEM,MA 01970 SALEM, MA 01970 ' Parcel ID:03-0137-0 Parcel ID:07-0076-0 Parcel ID:07-0002-0 ODAY RICHARD L LORRAINE M.GAGNE TRUST HYSENESHI ILIR 11 CLARK AVE GAGNE LORRAINE M TR HYSENESHI ESMA ' SALEM,MA 01970 42 CLARK STREET 44 CLARK STREET SALEM,MA 01970 SALEM,MA 01970 Parcel ID:07-0008-0 Parcel ID:02-0008-0 Parcel ID:06-0010-0 ' TORION JEANETTE H COLPITTS DAVID L BOZARJIAN ROBERT M 30 CLARK STREET COLPITTS PAULA L BOZARJIAN ELIZABETH A ' SALEM,MA 01970 18 CLARK AVENUE 20 CLARK AVE i SALEM,MA 01970 SALEM, MA 01970 ' Parcel ID:06-0019.0 Parcel ID:06-0006-0 Parcel ID:06-0017-0 TRAn 2014 FAMILY TRUST GOULD JOHN BARCIKOWSKI TADEUSZ i ' TRAN THANH CHI/TRAN SCOTT ALLISON BARCIKOWSKI JOANNA 21 CLARKE AVE 24 CLARK AVE 23 CLARK AVE SALEM,MA 01970 SALEM,MA 01970 SALEM, MA 01970 i ' Parcel ID:06-0015-0 Parcel ID:07-0003-0 Parcel ID:07-0004-0 , WIRYO SURYA FIALHO M GEORGE LEBLANC PAUL/LEBLANC WIRYO ISABELLE FIALHO L GAIL LEBLANC JOHN/LEBLANC ' 25 CLARK STREET 40 CLARK ST 38 CLARK ST ` SALEM,MA 01970 SALEM, MA 01970 SALEM,MA 01970 Parcel ID:07-0005-0 Parcel ID:07-0007-0 ' SLEISON JOSEPH LUCIANO ALFRED LOUISE P LUCIANO JOAN FRANCES 36 CLARK STREET 32 CLARK STREET SALEM,MA 01970 SALEM,MA 01970 4 V t 1 Notification to Abutters under the ' Massachusetts Wetlands Protection Act In accordance with the second paragraph of Massachusetts General Laws Chapter 131, ' Section 40,you are hereby notified of the following. A. The name of the applicant is NSD Realty Trust. B. The applicant has filed a Notice of Intent with the conservation Commission for the municipality of Salem seeking permission to remove,fill,dredge,or alter an Area subject to Protection under the Wetlands Protection Act(General Laws ' Chapter 131,Section 40). C. The address of the lot where the activity is proposed is Clark Avenue,Assessors ' Map 6, Parcels 7,8&9. ' D. Copies of the Notice of Intent may be examined at The Salem Conservation Commission Office,For more information,call: (978) 619-5685. X One:This is the applicant or,Representative or,other X (specify):Conservation ' Commission Office. E. Copies of the Notice of Intent may be obtained for a fee from the applicants representative,by calling this telephone number (978) 539-8088 between the hours of 8:00 and 4:30 on the following days of the week: Monday-Friday. ' F. Information regarding the date,time and place of the public hearing may be obtained from The Conservation Office.by calling this telephone number 978 619-5685 Note: Notice of the Public Hearing,including its date,time and place will be published ' at least five(5) days in advance in the Salem News. Note: Notice of the Public Hearing,including its date,time and place will be posted in ' the City or Town Hall not less than forty eight(48) hours in advance. Note:You also may contact your local Conservation Commission or the nearest Department of Environmental Protection Regional Office for more information about this application or the Wetlands Protection Act. To contact DEP call: Central Region: 508-767-2884 Northeast Region: 978-694-3200 Southeast Region:508-946-2718 Western Region:413-7841100 AFFIDAVIT OF SERVICE 1 Under the Massachusetts Wetlands Protection Act i (To be submitted to the Massachusetts Department of Environmental Protection and the Conservation Commission when filing a Notice of Intent) ' I, Greg J. Hochmuth, hereby certify under the pains and penalties of perjury that on November 24, 20151 gave notification to abutters in compliance with the second paragraph of Massachusetts General Law Chapter 131, Section 40, and the DEP Guide to Abutter Notification dated April 8, 1994, in connection with the following matter: ' A Notice of Intent filed under Massachusetts Wetlands Protection Act by NSD Real , Trust with the Salem Conservation Commission on November 24, 2015 for property located on Clark Ave., Assessors Map 6, Parcels 7, 8 &9. 1 The form of the notification, and a list of the abutters to whom it was given and their addresses, are attached to this Affidavit of Service. I11Z501ZOIS Name Date t r Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands NOI Wetland Fee Transmittal Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Important:When A. Applicant Information filling out fors ' on the computer, 1. Location of Project: use only the tab key to move your Clark Avenue Salem cursor-do not a.Street Address b.City/Town 1 use the return key. In' 2 b69 I $487.50 —ISIc.Check number d.Fee amount 2. Applicant Mailing Address: ' a.First Name b. Last Name t NSD Realty Trust c.Organization 76 Oakville Street d.Mailing Address Lynn MA 01905 e.City/Town f.State g.Zip Code (781) 581-533 (781) 593-2070 ' h.Phone Number i.Fax Number j.Email Address 3. Property Owner(if different): I Barbara Driscoll a.First Name b.Last Name c.Organization 18 Wallace Road d.Mailing Address Lynn MA 01901 e.Cityrrown f.State g.Zip Code h.Phone Number I.Fax Number j.Email Address To calculate B. Fees 1 filing fees,refer to the category fee list and Fee should be calculated using the following process &worksheet. Please see Instructions before examples in the filling out worksheet. instructions for filling out WPA Step 1/Type of Activity: Describe each type of activity that will occur in wetland resource area and buffer zone. For 3(Notice of Intent). Ste 2/Number of Activities: Identify the number of each Step fy type of activity. ' Step 311ndividual Activity Fee: Identify each activity fee from the six project categories listed in the instructions. Step 4/Subtotal Activity Fee: Multiply the number of activities(identified in Step 2)times the fee per category (identified in Step 3)to reach a subtotal fee amount. Note: If any of these activities are in a Riverfront Area in addition to another Resource Area or the Buffer Zone,the fee per activity should be multiplied by 1.5 and then added to the subtotal amount. ' Step 6/Total Project Fee: Determine the total project fee by adding the subtotal amounts from Step 4. Step 6/Fee Payments:To calculate the state share of the fee, divide the total fee in half and subtract$12.50.To ' calculate the city/town share of the fee,divide the total fee in half and add$12.50. ' noireeldoc•Wetland Fee Tranamitlal Form-rev.Ian Pagel of Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands NOI Wetland Fee Transmittal Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 IB. Fees (continued) Step 1/Type of Activity Step 2/Number Step Step 4/Subtotal Activity of Activities 3/Individual Fee Activity Fee Category 2.j. 2 $500.00 $1000.00 Step 6/Total Project Fee: Step 6/Fee Payments: ' Total Project Fee: $1 0 a.Tootaltal Fee from Step 5 . 1 State share of filing Fee: b12 T 0 b. l2 Total Fee less$12.50 City/Town share of filling Fee: $512.50 c. 1/2 Total Fee plus$12.50 ' C. Submittal Requirements a.) Complete pages 1 and 2 and send with a check or money order for the state share of the fee, payable to the Commonwealth of Massachusetts. Department of Environmental Protection Box 4062 Boston, MA 02211 b.) To the Conservation Commission: Send the Notice of Intent or Abbreviated Notice of Intent; a copy of this form; and the city/town fee payment. To MassDEP Regional Office(see Instructions):Send a copy of the Notice of Intent or Abbreviated Notice of Intent;a copy of this form;and a copy of the state fee payment. (E-filers of Notices of Intent may submit these electronically.) t nodeetrAoc•Wedand Fee Tmwitlel Form•rev.10H 1 Page 2 o12 ' Project No. SALE-0026 Applicant: NSD Realty Trust 76 Oakville Street Lynn, MA 01905 Stormwater Report & Mitigative Drainage Analysis for Proposed Cluster i Residential Subdivision 1 "The Woodlands" (Clarke Avenue) Salem, Massachusetts August 31, 2015 Revised: November 10, 2015 � � WILLIAMS "� \ SPARAGES T ' S 189 North Main Street,Suite 101 ' Middleton,MA 01949 978-539-8088 Ph 978-539-8200 Fax www.wsengmeers.com 1 i 1 i STORMWATER REPORT TABLE OF CONTENTS 1 (Revised November 10, 2015) i Section 1. USGS Locus Map 1 2. Checklist for Stormwater Report 3. Long Term Pollution Prevention Plan (LTPPP) 4. Construction Period Pollution Prevention Plan & Erosion 1 and Sedimentation Control (CPPPP) 5. Mitigative Drainage Analysis i 6. Summary Tables 7. Existing Condition HydroCAD Analysis 1 8. Proposed Condition HydroCAD Analysis 9. Compliance Calculations Total Groundwater Recharge Required 1 Percent Capture directed to Recharge Water Quality Volume/TSS Removal 1 TSS Removal Excel Spreadsheet Forebay sizing 1 Simple Dynamic Method for sizing Recharge Drawdown Time Catch Basin Capacity Analysis 1 Pipe Sizing Calculations 10. NRCS Soil Information i Soil Test Pit Logs (10/16/2015) 11. Operation & Maintenance Plan 12. Erosion & Sediment Control Plan 13. Snow disposal guidelines 14. Deicing Chemical (Road Salt) Storage 1 i 1 WILLIAMS& SPARAGES 189 NORTH MAIN STREET CIVIL ENGINEERS, E. ' SUITE 101 LAND SURVEYORS MIDDLETON,MA 0 1949 PHONE: (978) :0: 00 1 r �rll� OWN� Iwo 1115-14F PA J ��.�-^rte. 1� �iv``- ' ► 1 Yf'�Y � �tfi�.� � �_s ,� .✓i NNE ANY pgv yj .'Wl Ok ,�( �� AL,,� s > �,�♦Lh ate..��,�1. .�.�� - r' � . . . VICINITY MAP olk 010112 :: D. Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Re ort 11NIL Wooer► 5� A. Introduction Important:when A Stormwater Report must be submitted with the Notice of Intent permit application to document filling out forms compliance with the Stormwater Management Standards.The following checklist is NOT a substitute for on the computer, use only the tab the Stormwater Report(which should provide more substantive and detailed information) but is offered key to move your here as a tool to help the applicant organize their Stormwater Management documentation for their cursor-do not Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist, use the return the Stormwater Report must contain the engineering computations and supporting information set forth in key. Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and 1111110'{'�� I I certified by a Registered Professional Engineer(RPE) licensed in the Commonwealth. v 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 1 • 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. 'The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report,the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stornwater runoff to the post-construction best management practices. - ]For some complex projects,it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event,the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. swcheGc_r.doc•04/01/08 - Stormwater Report Checklist•Page 1 of 8 ' Massachusetts Department 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 (N.A.)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 Professional Engineer Block and Signature OF MASygn ' PETER M. tiN g BLAISHLL,JR, CIV!L m No.41613 90a PQSTEPti SSS/ONAL ENU Signature and Date ' Checklist Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? ® New development ' ❑ Redevelopment ❑ Mix of New Development and Redevelopment swcheck_cdoc•04/01/08 Stormwater Report Checklist•Page 2 of 8 ' Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program 1 �\ 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 and design of the project: ' ® No disturbance to any Wetland Resource Areas ® Site Design Practices (e.g. clustered development, reduced frontage setbacks) ' ❑ Reduced Impervious Area (Redevelopment Only) ® Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: ❑ Credit 1 ❑ Credit 2 ❑ Credit 3 ❑ Use of"country drainage"versus curb and gutter conveyance and pipe t ❑ Bioretention Cells(includes Rain Gardens) ❑ Constructed Stormwater Wetlands (includes Gravel Wetlands designs) ❑ Treebox Filter ' ❑ Water Quality Swale ® Grass Channel I ' ❑ Green Roof I ' ❑ Other(describe): ' Standard 1: No New Untreated Discharges ® No new untreated discharges ® Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth ' ❑ Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. swcheck_cdoc•04/01/08 - Stormwater Report Checklist•Page 3 of 8 ' Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report ' Checklist (continued) Standard 2: Peak Rate Attenuation ' ❑ Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. ® Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour ' storm. ® 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-site 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 ' ® Soil Analysis provided. ® Required Recharge Volume calculation provided. ' ❑ Required Recharge volume reduced through use of the LID site Design Credits. ® Sizing the infiltration, BMPs is based on the following method: Check the method used. ❑ Static ® Simple Dynamic ❑ Dynamic Field' ❑ Runoff from all impervious areas at the site discharging to the infiltration BMP. ® 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. ® Recharge BMPs have been sized to infiltrate the Required Recharge Volume. ® Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason: ' ® Site is comprised solely of C and D soils and/or bedrock at the land surface ❑ M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 ' ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 ® Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. f ❑ Calculations showing that the infiltration BMPs will drain in 72 hours are provided. ' ❑ Property includes a M.G.L. c. 21 E site or a solid waste landfill and a mounding analysis is included. '80%TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. swcheck—r.doc•04/01/08 Stormwater Report Checklist•Page 4 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 3: Recharge (continued) ❑ 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. ❑ 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. ® A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. ❑ 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: ' ❑ is within the Zone II or Interim Wellhead Protection Area ❑ is near or to other critical areas ' ❑ is within soils with a rapid infiltration rate(greater than 2.4 inches per hour) ❑ involves runoff from land uses with higher potential pollutant loads. ❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits. ® Calculations documenting that the treatment train meets the 80%TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided. swcheck_r.doc•04/01/08 Stormwater Report Checklist•Page 5 of 8 1 ' Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) Standard 4: Water Quality(continued) ® The BMP is sized (and calculations provided) based on: ' ® Th %:" r 1"Water Quality Volume or ❑ The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. ❑ 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 BMPs. ❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing Ithat the BMPs selected are consistent with the TMDL is provided. l 1 Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs) tom•A ' ❑ The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution Prevention Plan (SWPPP) has been included with the Stormwater Report. ❑ The NPDES 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. ❑ The NPDES Multi-Sector General Permit does not cover the land use. ❑ 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. ❑ All exposure has been eliminated. ❑ All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. ' ❑ 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 N•a ' El. The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP ' has approved for stormwater discharges to or near that particular class of critical area. ❑ Critical areas and BMPs are identified in the Stormwater Report. i swcheck_r.doc•04/01/08 - - - Stormwater Report Checklist•Page 6 of 8 ' 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 N, A . ❑ The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: ❑ Limited Project ❑ Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development provided there is no discharge that may potentially affect a critical area. ❑ Small Residential Projects: 24 single family houses or 2-4 units in a multi-family development with a discharge to a critical area ❑ Marina and/or boatyard provided the hull painting, service and maintenance areas are protected ' from exposure to rain, snow, snow melt and runoff ❑ Bike Path and/or Foot Path ❑ Redevelopment Project ❑ Redevelopment portion of mix of new and redevelopment. ' ❑ 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. ❑ The project involves redevelopment and a description of all 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. ® 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_r.doc•04/01/08 Stormwater Report Checklist•Page 7 of 8 t iMassachusetts 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) ❑ The project is highly 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. ' ❑ The project is not covered by a NPDES Construction General Permit. ❑ The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the ' Stormwater Report. ® 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 ® The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: ® Name of the stormwater management system owners; ® Party responsible for operation and maintenance; ® Schedule for implementation of routine and non-routine maintenance tasks; ® Plan showing the location of all stormwater BMPs maintenance access areas; ❑ Description and delineation of public safety features; ' ❑ Estimated operation and maintenance budget;and ® Operation and Maintenance Log Form. ' ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: ❑ 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; ' ❑ 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 ® The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; ® An Illicit Discharge Compliance Statement is attached; ❑ NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. swcheck_r.doc•04/01/08 Stormwater Report Checklist•Page 8 of 8 Long Term Pollution Prevention Plan (LTPPP) "The Woodlands" (Clark Avenue) Salem, Massachusetts August 31, 2015 This Long Term Pollution Prevention Plan has been prepared to comply with the provisions set forth in the Massachusetts Department of Environmental Protection(DEP) Stormwater Management Standards.Structural Best Management Practices (BMPs) require periodic maintenance to insure proper function and efficiency in pollutant removal from stormwater discharges that would otherwise reach wetland resource areas untreated. Maintenance schedules found below are as recommended in Department of Environmental Protections Massachusetts Stormwater Handbook and as recommended in the manufacturer's specifications. ' I. Street Sweeping: The streets shall be swept twice a year preferably but at the very least once per year in the spring 11. Ownership and Maintenance Responsibilities: tTo the best of our knowledge,after completion of the The Woodlands Subdivision, the City of Salem will assume full responsibility of continuing the operation and maintenance of the stormwater management system as well as.the long term pollution prevention plan outlined below unless a legally-binding agreement is made with another party to perform such duties. III. DEP Standard 4:Water Quality ' The Long Term Pollution Prevention Plan includes the following: A.Good housekeeping practices; Prevent or reduce pollutant runoff from reaching the wetland resource areas through street sweeping,stabilizing all disturbed areas with vegetative cover,catch basin cleaning and cleaning the sediment&oil separator units. B. Provisions for storing materials and waste products inside or under cover; All materials on site are to be stored in a neat and orderly fashion in their appropriate containers and,if possible,under a roof or other secure enclosure. All waste products are to be placed in secure receptacles until they are emptied by a solid waste management company licensed in the Commonwealth of Massachusetts. C. Vehicle washing controls; The Homeowner's Association shall encourage residents to wash their vehicles on lawn or gravel areas so that the ground can filter the water naturally. This will prevent soap,dirt and oil from reaching the storm drains and ultimately wetlands, streams,rivers or marine waters. Encourage residents to wash their vehicles at ' commercial car washes which recycle water and use approximately 60% on average of the amount of water used in a home wash. ' Long Term Pollution Prevention Plan The Woodlands Subdivision, Salem, MA ' August 31, 2015 D. Requirements for routine inspections and maintenance of Stormwater BMP's; t Follow the procedures outlined in the Operation and Maintenance Plan as well as the provided Long Term Inspection and Maintenance Forms. ' E. Spill prevention and response plans; Spill Prevention: As mentioned previously,all materials on site are to be stored in a neat and orderly fashion in their appropriate containers and,if possible,under a roof or other secure enclosure. Products shall be kept in their original containers with the original manufacturers label. Products should not be mixed unless recommended by the manufacturer. The manufacturer's recommendations for proper use and disposal shall be followed at all times and,if possible,all of the product should be used up before proper disposal. ' Response: The manufacturer's recommended methods for cleanup must be followed and spills cleaned up immediately after discovery. Spills shall be kept well ventilated and personnel must wear appropriate protective gear to prevent injury from contact ' with hazardous substances. Spills of toxic or hazardous material must be reported to the appropriate local and/or State agencies in accordance with the local and/or Commonwealth of Massachusetts regulations. ' F. Requirements for storage and use of fertilizers,herbicides and pesticides; Consult the Order of Conditions issued by the City of Salem Conservation ' Commission for any questions regarding these materials. Fertilizers: Fertilizers are to be applied at the minimum amounts recommended by ' the manufacturer and once applied shall be worked into the soil to limit the . possibility of entering the storm drains. Storage procedures are to be followed as - previously stated and the contents of any parfially used bags should be transferred to ' a sealable container,either bag or bin to avoid spilling. Herbicides and Pesticides:Storage of these materials are to be as outlined previously and especially out of the reach of pets and children, away from damp areas where their containers may succumb to moisture or rust and should not be stored near food. These materials must not be placed in the trash or washed down the drain. Handle using rubber gloves and use an appropriate mask when using these products for extensive periods of time. G. Provisions for maintenance of lawns,gardens,and other landscaped areas; These activities are to be left up to the individual homeowner's to schedule and perform. H.Pet waste management provisions; ' These activities are to be left up to the individual homeowner's to schedule and perform. t 2 ' Long Term Pollution Prevention Plan The Woodlands Subdivision, Salem, MA ' August 31, 2015 I. Provisions for operation and maintenance of septic systems; tNot applicable,project will be connected to municipal sewer. J. Provisions for solid waste management; ' All waste products are to be placed in secure receptacles until they are emptied by a solid waste management company licensed in the Commonwealth of Massachusetts. ' K.Snow disposal and plowing plans relative to Wetland Resource Areas; Snow disposal/removal is to be in compliance with the Bureau of Resource Protections (BRP's) Snow Disposal Guidelines effective March 8,2001,Guideline No. ' BRPG01-01. L. Winter Road Salt and/or Sand Use and Storage restrictions; ' Road Salt:Storage is to be as mentioned previously and the use must be in compliance with the Guidelines on Deicing Chemical (Road Salt)Storage effective date December 19, 1997,Guideline No. DWSG97-1 found in the BRP s Drinking ' Water Program. Sand Use: Encourage the use of environmentally friendly alternatives such as calcium 1 chloride and/or sand instead of road salt for melting ice whenever possible. M.Street Sweeping schedules; ' As mentioned previously, street sweeping should be performed by the City twice per year in the spring and fall;however,at the very least sweeping must occur once a year in the spring in order to minimize the amount of Total Suspended Solids load on the deep-sump catch basins and the other Best Management Practices tributary thereto. ' N. Provisions for prevention of illicit discharges to the stormwater management systems; There are no proposed illicit discharges to the proposed stormwater management systems as can be seen on the Definitive Plans. According to Standard 10 in the Massachusetts Stormwater Handbook,Illicit discharges to the stormwater management system are discharges that are not entirely comprised of stormwater. Notwithstanding the foregoing, an illicit discharge does ' not include discharges from the following activities or facilities: firefighting,water line flushing,landscape irrigation,uncontaminated groundwater,potable water sources,foundation drains,air conditioning condensation,footing drains,individual resident car washing,flows from riparian habitats and wetlands,dechlorinated water from swimming pools,water used for street washing and water used to clean ' residential buildings without detergents. O. Documentation that Stormwater BMP's are designed to provide for shutdown and ' containment in the event of a spill or discharges to or near critical areas or from land uses with higher potential pollutant loads (LUHPPL); Not applicable as this project does not meet the criteria for a LUHPPL. 3 ' Long Term Pollution Prevention Plan The Woodlands Subdivision, Salem, MA I ' August 31, 2015 O.Training for staff or personnel involved with implementing LTPPP; ' This responsibility lies with the Owner until after completion of the Stone Ridge Heights Subdivision when the Homeowner's Association will assume full responsibility unless a legally-binding agreement is made with another party to perform such duties for the Homeowner's Association. P. 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(��Cw b 1 E.'Y'CIOR , oj i �h `�..�t`. , g' i¢ -xs+'�wnyroawn KeSTm�s:e 'gym T 9°*TCa '"�' 1 B- r'�R�w.,.,+.�..w.ac,a,.-.�.a�J..�c.�. .� i..+4�"��"s«.A-.4�..4 '°�a''''�a .ss4✓.�'.::uat � � �1^- l .+d e^ t --®_ 111• �y.�R.+mg } _ ..yy t��«�s�yv "Tnrz 'Mn"&'�'* ` -.®_ •11 [ '^r E.w.v nlaw.r�.". d2�r.�u" .Aw .. � �1'.'W.nx •111 ��`` �� d �: � � �� •111 "bay�#a£.1 �tie"�'��.`vaw�..$js "ea`S"te+ •1 1 1 i iConstruction Period Pollution Prevention Plan and Erosion and Sedimention Control (Revised November 10, 2015) Pf#e t ant `indfflets The Woodlands �A Il 'afttl+lsmQ NSD Realty Trust i Mom Clark Avenue anddriis 76 Oakville Street to rttiffffprddSalem, MA Lynn, MA 01905 ot1 Ode This project involves the construction of two paved roadways to provide access for ` Ud a 26 lot cluster residential subdivision and one additional lot zoned mostly iDr tjarblrtCvltl2s industrial Soil disturbing activities inlcude: earth & ledge removal, clearing and grubbing; i installation of erosion and sediment control device, pavement installation, utility installation, home construction, landscaping and preparation for final loaming and seeding. final composite runoff coefficient for the site is approximately 0.4 The site is approximately 17.2 acres of which approximately 8.5 acres iwill be disturbed by construction activities. The order of activities shall be as follows: i1. Install construction entrances 9. Finished grading and slope stabilization 2. Install erosion control devices 10. Finished Paving i3. Clearing, cutting and grubbing 11. Loam and seed all disturbed areas. 4. Rough grading 12. Final cleanup including inspection and 5. Utility Installation cleanout of all stormwater structures. 6. Gravel and pavement base course installation i7. House lot construction B. Curbing and sidewalk construction The site is tributary to wetlands that are tributary to the Forest River iTemporary Stabilization -On sediment producing areas,where the period of exposure is more than two months, but less than 12 months, the following procedure should be followed: a. install needed surface water control measures, b. perform all cultural operations at right angles to the slope, c. establish adapted species from Table 1 below, d. apply seed uniformly to the rate indicated by broadcasting or hydraulic application, and e. cover seed with mulch as.needed. Permanent Stabilization -To reduce damages from sediment and runoff to downstream areas, and to avoid erosion on the site itself, a permanent type cover shall be established as soon as possible. Seeding herbaceous cover is usually the most economical and practical way to stabilize any large area. On this site a permanent cover utilizing standard commercial seed mixes containing species similar to Mixtures#3,#4, and #7 is appropriate. Sod or erosion control blanket infused with one of the aforementioned seed mixtures may be installed as permanent cover on the site at the Owner's discretion (See Table 2). i i MIXTURE NO. 1 -Dry to Very Dry Sites Switchgrass -20 lbs. (Blackwell or Nebraska 28) ' Redtop -3 lbs; or Annual Ryegrass - 15 lbs. Switchgrass seed requires a chilling period of three (3)weeks or longer at common household refrigerator ' temperatures, except when seeded in late fall or winter. Regular mowing should not be practiced. Very slow growing the first year. MIXTURE NO. 2 -Dry to Very Dry Sites ' Weeping Lovegrass -5 lbs. ' Cape and the Islands only. May be killed by severe winters, and should not be seeded where regular mowing will be practiced. Spring seeding only between April 15 and May 15. Should not be used for sand dune stabilization. ' MIXTURE NO. 3 -Moderately Moist to Dry Sites Red fescue-30 lbs. Redtop-3 lbs.; or Perennial Ryegrass - 15 lbs. Resistant to foot traffic. Tolerant of shade. Good for lawn type cover. ' MIXTURE NO.4-Moderately Moist to Very Dry Sites Tall fescue-40 lbs. ' Redtop -3 lbs.; or Perennial Ryegrass - 15 lbs. Resistant to foot traffic when well established. Tolerant of shade. ' MIXTURE NO.5 -Very Moist to Dry Sites Reed canarygrass.-20 lbs. ' Redtop-3 lbs.; or Perennial Ryegrass- 15 lbs. On moist and very moist sites, reed canarygrass can be established quicker by planting rootstocks. 1 1 ' MIXTURE NO. 6 -Moderately Moist to Dry Sites ' Crown vetch - 15 lbs. Redtop-3 lbs.; or Perennial Ryegrass- 15 lbs. Crown vetch should not be seeded as the basic species where regular mowing will be practiced. Spring seeding is preferred. MIXTURE NO. 7 -Moderately Moist to Dry Sites Standard commercial grass or grass-legume mixtures used for lawns or long-term forage crop production. Mixtures should contain at least 75% perennial grasses or legumes. Annual fertilization should be planned. ' MIXTURE NO.8 -Moderately Moist Sites Kentucky Bluegrass -20 lbs. Redtop-2 lbs.; or Perennial Ryegrass - 15 lbs. Only for high-fertility sites, usually four(4") inches or more topsoil. Good for lawn-type cover. MIXTURE NO. 9 -Moderately Moist to Very Dry Sites Sericea Lespedeza -20 lbs. ' Redtop-2 lbs.; or Perennial Ryegrass - 15 lbs. Cape and the Islands only, and seeded only in the spring. Should not be seeded where regular mowing will ' be practiced. ' REFERENCE United States Department of Agriculture, Soil Conservation Service, 1977. Guidelines for Soil and Water ' Conservation in Urbanizing Areas of Massachusetts. U.S.D.A. Soil Conservation Service, Amherst, Massachusetts, 88 pages. t t -f,� : � _ wTROLS�Cg tib` - sfwlni :', triictur`alRractices 3 y w p Silt Fencing-shall be installed as shown on the approved NOI Plan to help prevent erosion and sedimentation of the downstream wetland resources identified on the project. Catch Basins -shall be fitted with filter fabric during construction to prevent the accumulation of sediments in the catch basin sump. Catch Basin is to be cleaned as specified in the Long Term Pollution Prevention Plan and the Operation &Maintenance Plan. - ...lti ' The stormwater runoff shall be managed through the use of several best management practices: 1. Deep Sump Catch Basins w/hood 2. Oil &Sediment Separator Units 1 3, Infiltration Basins 4. Subsurface Infiltration Structure (Cultec Units or approved equivalent) 1 Waste Materials: All waste materials shall be collected and stored in secure metal dumpsters rented from a licensed solid waste management company in Massachusetts. The dumpsters shall meet all local and state solid waste management regulations as outlined in 310 CMR 19.00. All trash and construction debris generated on site shall be disposed of in the dumpsters. The dumpsters shall be emptied as often as necessary during construction and transferred to an approved solid waste facility licensed to accept municipal solid waste and/or construction and demolition debris. No construction waste shall be buried on site. All personnel shall be instructed regarding the correct procedure for waste disposal. Hazardous Waste: All hazardous waste materials shall be disposed of in a manner specified by local or State regulation or by the manufacturer. Site personnel shall be instructed in these practices. Sanitary Waste: All sanitary shall be collected from portable units, as needed, by a licensed septage hauler in Massachusetts, in accordance with the requirements of the local Board of Health. 1 �. •OTNER�qONTRgM(dOntinUed) Offsite.VehicleTrackin" t� .' Construction entrance and exit shall be via Clark Avenue. #MINGQF :ONTFtOLS/.MEASURES *�"� 4.y°3 _ As indicated in the Sequence of Major Activities, the installation of erosion and sediment control devices shall be in place prior to earth excavating activities. W4JC ,OMP,.Ug1 9PW v,F,SDERAI.VSTATE; 4NDJ-99A REGULATIONS ` The stormwater pollution prevention plan reflects the requirements of the Massachusetts Wetlands Protection Act(MGL c.131, section 40). There is no wetland filling associated with this project. It is strictly a buffer zone project. Note that there are no other applicable State or Federal requirements for sediment and erosion ' control plans (or permits),or stormwater management plans (or permits)required for this project to the best of our knowledge. NR f'OCEDURES :"urf 7r '44 The following items represent the inspection and maintenance practices that will be used to maintain sediment and erosion control for"rhe Woodlands"subdivision project. 1. All control measures shall be inspected at least once every fourteen (14)days and following any storm event of 0.5 inches or greater. 2. All measures shall be maintained in good working order; if a repair is necessary, it shall be initiated within 24 hours of the report. ' 3. Built up sediment shall be removed from silt fencing when it has reached one-third the height of the fence. 4. Sift fence shall be inspected for depth of sediment, tears,to see if the fabric is securely attached to the fence posts, and to see that the fence posts are firmly set in the ground. 6. The catch basin grates shall be inspected for grate elevation relative to current surface condition; condition of filter fabric, and degree to which sediment has accumulated on the grate and in the sump of the catch basin. N NANCE/aNSPEGTlOIfflFO9fPgf S Cont�nued� x rosiora_4fid.5ediirnent,Cc ntrol,Jns ction.at d'Maintenance Practices Cor tinueo 7`'4 ? 7. Temporary and permanent seeding and any plantings shall be inspected for bare spots, washouts, and healthy growth. 8. A maintenance inspection report shall be prepared following each inspection. A copy of the report form to be completed by the inspector is attached to the LTPPP. 9. NSD Realty Trust shall select three individuals who will be responsible for inspections, maintenance and repair activities as well as who shall be responsible for filling out the inspection and maintenance report. 10. Personnel selected for inspection and maintenance responsibilities shall receive training from NSD Realty Trust or their designated representative. They will be trained in all the inspection and maintenance practices necessary for keeping the erosion and sediment control devices used on site in good working order. It is expected that the following non-stormwater discharges will occur from the site during the construction period: 1. Water from water line flushing. 2. Pavement wash waters. All non-stormwater discharges shall be directed to the proposed site BMPs prior to discharge. i 1 1 1 1 1 . #,��K; i4NVENTpRYfORPOL=LUTIQNI'REVENTIONPL'i4N ' The materials or substances listed below are expected to be present on site during construction: x Concrete x Fertilizers x Wood x Petroleum Based Products x Structural Steel x Cleaning Solvents x Masonry Block x Paints (enamel and latex) ' x Othe Building Materials x Tar x Fiber Glass Insulation x Waterproofing Materials P!L �, = ...;REVENTION 1I The following are the material management practices that shall be used to reduce the risk of spills or other accidental exposure of materials and substances to stormwater runoff. Gond", ousekee 1 ' The following good housekeeping practices will be followed on site during the construction project. 1. A concerted effort shall be made to store only enough product required to complete a particular task. 2. All materials stored on site shall be stored in a neat and orderly fashion in their appropriate containers and, if possible, under a roof or other secure enclosure. 3. Products shall be kept in their original containers with the original manufacturer's label. 4. Substances shall not be mixed with one another unless recommended by the manufacturer. 5. Whenever possible, all of a product shall be used up before disposing of the container. 6. Manufacturer's recommendations for proper use and disposal shall be followed. 7. The site superintendent shall inspect daily to ensure proper use and disposal of materials on site. tlaatd4r� r�' ue'ts t The following practices are intended to reduce the risks associated with hazardous materials. 1. Products shall be kept in original containers unless they are not resealable. 2. Where feasible, the original labels and material safety data shall be retained, whereas they contain important product information. 3. If surplus product must be disposed, follow manufacturer's or local and State recommended methods for proper disposal. SP1L�"FREVENTJON�Continued�� 41 :a ' _ oduct;eS ecificackice The following roduct specific practices shall be followed on site: Petfoteum R;roducts u- All on site vehicles shall be monitored for leaks and receive regular preventative maintenance to reduce the risk of leakage. Petroleum products shall be stored in tightly sealed containers which are clearly labeled. Any bituminous concrete or asphalt substances used onsite shall be applied according to the manufacturer's recommendations. Feetitllzers.� �; Fertilizers shall be applied in the minimum amounts recommended by the manufacturer. Once applied, fertilizers shall be worked into the soil to limit exposure to stormwater. Storage shall be in a covered shed or trailer. The contents of any partially used bags of fertilizers shall be transferred to a sealable plastic bag or bin ' to avoid spills. All containers shall be tightly sealed and stored when not required for use. Excess paint shall not be discharged into any catch basin, drain manhole, or any portion of the stormwater management system. Excess paint shall be properly disposed of according to manufacturer's recommendations or State and local regulations. ' l''dlcfet$ 114 Concrete trucks shall not be allowed to wash out or discharge surplus concrete or drum wash #water on site. In addition to the good housekeeping and material management practices discussed in the previous sections of this plan, the following practices shall be followed for spill prevention and cleanup. 1. Manufacturer's recommended methods for cleanup shall be readily available at the on site trailer and site personnel shall be made aware of the procedures and the location of the information. I2. Materials and equipment necessary for spill cleanup shall be kept in the material storage area on site. Equipment and materials shall include, but not be limited to brooms,dust pans, mops, rags, gloves, goggles, kitty litter, sand, sawdust, and plastic and metal trash containers specifically for this purpose. 3. All spills shall be cleaned up immediately after discovery. 4. The spill area shall be kept well ventilated and personnel shall wear appropriate protective clothing to prevent injury from contact with a hazardous substance. 5. Spills of toxic or hazardous material shall be reported to the appropriate State and/or local authority in accordance with local and/or State regulations. 6. The spill prevention plan shall be adjusted to include measures to prevent a particular type of spill from reoccurring and how to clean up the spill if there is another occurrence. A description of the spill, what caused it, and the clean up measures shall also be included. 7. NSD Realty Trust or their assigned designee shall be the spill prevention and cleanup coordinator. NSD Realty Trust shall designate at least three other site personnel who will be trained in the spill control practices identified above. jQLSL°'U E NT-tQ"- ►N CER JEICAIj-ON I certify under penalty of law that this document and all its attachments were prepared under my direction or supervision in accordance with a system designed to assure that ' qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. ' Signed: Nick Meninno ' NSD Realty Trust Date: 1 ' The Woodlands (Clark Avenue) CONSTRUCTION PERIOD POLLUTION PREVENTION PLAN INSPECTION AND MAINTENANCE REPORT FORM TO BE COMPLETED EVERY 14 DAYS AND WITHIN 24 HOURS OF A RAINFALL EVENT OF 0.5 INCHES OR GREATER ' Inspector: Date: Inspector's Title: ' Days Since Last Rainfall: Amount of Last Rainfall: Structural Controls: Silt Fencing Average Are Fence ' Depth of Tears Posts Secure? Overall From To Sediment (yes/n )) (yes/no) Condition _ poor yes - no yes - no fair good poor yes - no yes - no fair good poor yes - no yes - no fair good poor yes - no yes - no fair good poor yes - no yes - no fair good Maintenance Required: To Be Performed By: On or Before: The Woodlands (Clark Avenue) Revised November 10, 2015 CONSTRUCTION PERIOD POLLUTION PREVENTION PLAN INSPECTION AND MAINTENANCE REPORT FORM TO BE COMPLETED EVERY 14 DAYS AND WITHIN 24 HOURS OF A RAINFALL EVENT OF 0.5 INCHES OR GREATER Inspector: Date: Inspector's Title: Days Since Last Rainfall: Amount of Last Rainfall: Structural Controls: Catch Basins and Grates Is Catch Basin Is Filter Fabric Sediment Buildup Sediment Buildup Grate to Grade in Place on Grate and Fabric in CB Sump Location es or no es or no minor/moderate/major) (0 - 100% es — nofes — no minor/moderate/maor es — no as — no minor/moderate/major es — no - no minor/moderate/major es — no yes — no minor/moderate/major) es — no yes — no minor/moderate/major) es — no yes — no minor/moderate/major es — no yes — no minor/moderate/major ' es — no es — no minor/moderate/major Maintenance Required: . To Be Performed By: On or Before: ' The Woodlands (Clark Avenue) Revised November 10, 2015 CONSTRUCTION PERIOD POLLUTION PREVENTION PLAN INSPECTION AND MAINTENANCE REPORT FORM ' TO BE COMPLETED EVERY 14 DAYS AND WITHIN 24 HOURS OF A RAINFALL EVENT OF 0.5 INCHES OR GREATER ' Inspector: Date: Inspector's Title: ' Days Since Last Rainfall: Amount of Last Rainfall: ' Infiltration Basins Condition of Condition of How Much Forebay Forebay Sediment Buildup ' Description Side Slopes Side Slopes Circle one ' minor/ moderate/ major ' minor/ moderate/ major ' minor/moderate/ major ' minor/ moderate/ major minor/ moderate / major ' Maintenance Required: ' To Be Performed By: On or Before: it 1 The Woodlands (Clark Avenue) CONSTRUCTION PERIOD POLLUTION PREVENTION PLAN (CPPPP) INSPECTION AND MAINTENANCE REPORT FORM ' CHANGES REQUIRED TO THE POLLUTION PREVENTION PLAN: ' REASONS FOR CHANGES: I , ' I certify under penalty of law that the above changes to the document and all its attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry tof the person or persons who manage the system, or those persons directly responsible for gathering the information,the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. SIGNATURE DATE 1 Project No. SALE-0026 Applicant: 1 NSD Realty Trust 76 Oakville Street 1 Lynn, MA 01905 1 Mitigative Drainage Analysis 1 "The Woodlands" 1 Proposed Cluster 1 Residential Subdivision Clark Avenue 1 Salem, Massachusetts 1 August 14, 2015 1 Revised: August 31, 2015 Revised: November 10, 2015 1 1 � WILLIAMS 1 � SPAPAGES 1 s 1 189 North Main Street,Suite 101 Middleton,MA 01949 978-539-8088 Ph 1 978-539-8200 Fax www.wsengineers.com Proposed Cluster Residential Subdivision �tH of MgSS9� 'The Woodlands", Salem, MA oPETER M. y° ' August 14, 2015 o BLAI COV L,JR. y Revised: August 31, 2015 No. 41613 Revised: November 10, 2015 y e� a ��Q tow Purpose: The purpose of this analysis is to compare the present or existing conditions and the post- development or proposed watershed conditions for the proposed cluster residential subdivision by analyzing the surface runoff rates to the limit of the watershed analysis shown on the accompanying ' watershed maps. The results of which are presented on the summary tables that follow in order to comply with the requirements of the Salem Massachusetts Subdivision Regulations as well as the Massachusetts Department of Environmental Protection(DEP) ten(10) Standards. Introduction: The project is located on an presently vacant property (there is evidence of an old foundation on top of the hill)with an address of Clark Avenue in the City of Salem. The project is bounded to the north by residential properties located off of Clark Street, to the east by property owned now or ' formerly (n/f) by the City of Salem and to the south by properties located off of Wyman Place and n/f Lynn Sand&Stone Company located off of Robinson Road. The proposal is to build two roadways,the first is a one thousand and eighty-nine(1089.03') shown on the plans as"Woodlands Road",the second is a two hundred ninety-nine (298.99 ) shown on the plans as"South Ridge Circle' in order to provide access to a twenty-seven lot cluster subdivision. ' Lots 1 through 26 are in the R1 Zone and will be a cluster residential subdivision, Lot 27 lies in both the R1 and I zones is not showing any development at this time on the proposed plans. The construction of the dwellings and roadway will include paved driveways,lawn,landscaping,sewer, drainage,stormwater detention basins,a subsurface infiltration area,water services and other various utilities. It should be noted that there are wetland resource areas located on the subject property and we are proposing activities within the one-hundred(100')buffer zone to the edge of bordering vegetated wetlands. Therefore,a Notice of Intent(NOD filing will be filed with the Salem Conservation Commission at a later date. Existing Condition Soils Analysis: In order to model the runoff parameters for both the existing and proposed watershed parameters, the parent soils on site were mapped using the Web Soil Survey (WSS) made available on the United States Department of Agriculture (USDA) National Resources Conservation Service (NRCS)website. The WSS provides vital soil data and information such as Hydrologic Soil Group (HSG)which is then input into a mathematical model to generate runoff curve numbers. The user inputs the soil cover type as well as the hydrologic soil group to generate a weighted curve ' number (CN)and also uses the topography of the land to generate a time of concentration(Tc)from which the stormwater runoff rate as well as volume may be calculated for a certain watershed for comparison. The soils present on site are comprised of Udorthents,smoothed and does not have a ' rating for its HSG with the NRCS. 2 Proposed Cluster Residential Subdivision "The Woodlands", Salem, MA ' August 14, 2015 Revised: August 31, 2015 Revised: November 10, 2015 The NRCS lists the majority of this property as being Chatfield-Hollis-Rock Outcrop Complex with hydrologic soil group B&C/D and a small portion on the southerly side as Whitman Loam with hydrologic soil group D. In order to be consistent with the previously approved drainage analysis by Eastern Land Survey,we have assumed that the hydrologic soil group for the property is "C We have also assumed that the limit of the hydrologic soil group "D" soils is coincident with the edge of bordering vegetated wetlands as shown on the accompanying watershed and soils maps. For the proposed subsurface infiltration pond and the surface detention ponds we have assumed a ' design infiltration rate of 0.27 in/hr.for"C" soils as found in the Hydrology Handbook for Conservation Commissioners,March 2002 Table 2-1. ' On October 16,2015 Williams &Sparages conducted soil test pit excavation in order to observe the depth to ledge,presence of groundwater and soil textural analysis. These testpits were performed in areas where the Applicant is proposing to construct stormwater management areas,both,surface and subsurface. It is important to note that we found that in these selected areas,there are soils present that would provide good areas for treatment and infiltration of stormwater runoff that will be captured by the proposed drainage system. However,we have not modified our analysis in that we agree with the prior Eastern Land Survey assumption that the site is largely covered with ledge and or ledge outcrops and that the average hydrologic soil group is"C" as mentioned above. Therefore,we have not modified the size of the proposed structures but have left the design infiltration rate at the conservative rate listed above at 0.27 inches per hour. ' We observed that the estimated seasonal high groundwater talbe (ESHGWT) or ledge,if encountered,would provide a vertical separation greater than four feet to the bottoms of Infiltration Ponds 1,2,3&4. The only exception is the testpit was performed at the proposed Cultec System in which we did not observe the ESHGWT,and therefore,a confirmatory testpit will be required to ensure that a minimum of 2' separation will be provided to the bottom of the system. ' Stormwater Modeling Methodology: The mathematical model used in this analysis was provided using the HydroCAD Version 10.0 ' developed by HydroCAD Software Solutions LLC. HydroCAD is a program that is used to model the hydrology and hydraulics of stormwater runoff and is based largely on programs and techniques developed by NRCS,specifically.TR-20 and TR-55 as well as other hydraulic calculation ' methods. HydroCAD allows the user,for a given rainfall event,to generate runoff hydrographs for single or ' multiple watersheds and is used to determine if a given drainage system is adequate under the desired conditions as well as to predict flooding or other impacts at specified locations such as erosion. 3 ' Proposed Cluster Residential Subdivision "The Woodlands", Salem, MA ' August 14, 2015 Revised: August 31, 2015 Revised: November 10, 2015 Three (3) design storm events were analyzed and the results presented in the tables that follow for the two (2) year,ten(10) year,and one-hundred (100) year storm events for comparison. ' Existing Condition Watershed: ' The limit of the watershed analysis has been delineated along the existing property lines and edge of bordering vegetated wetlands including the up gradient areas tributary thereto for comparison with the proposed condition as can be seen on the accompanying watershed maps. Using the methods described in the stormwater modeling explanation above,runoff curve numbers and times of concentration were generated for each watershed for the existing condition to be used for comparison with the proposed condition described below. A schematic of the mathematical model as well as the results of the calculations for the 2 year,10 year and 100 year,Type III,24-hour storm events are included in this report. ' Proposed Condition Watershed;- The atershedThe proposed development requires the construction of four (4) surface infiltration basins and a subsurface infiltration structure to provide peak rate of runoff mitigation as well as groundwater recharge opportunities in the volume provided below the outlets. However,because the property has a lot of ledge and shallow to ledge areas,it is our opinion that there is some infiltration occurring on the property in the exiting condition but is mostly shedding off and discharging towards the wetlands. Runoff from the roadway,driveways and some of the roof areas will be collected using deep-sump catch basins with hoods from the paved surfaces and piped directly into the proposed stormwater ' management areas,see plan for locations. Three-quarters (3/4) of the proposed roof area on Lot 12 will be directly discharged to the proposed subsurface infiltration system shown on the plans.The remaining roof areas will discharge to the ground and then discharge overland or be infiltrated into the ground surface. Pretreatment for the subsurface infiltration system will be through the use of the deep-sump catch basins with hoods and 1,500 gallon sediment&oil separator unit. The remaining stormwater management areas will receive pretreatment from deep-sump catch basins and sediment forebays with overflow spillways. ' The subsurface infiltration structure will be comprised of Cultec 330XL XD Heavy Duty Recharger ' units (or approved equivalent) connected together with internal manifolds and inspection ports brought to finish grade for maintenance and inspection. The structure will sit on a 6" crushed stone bed,have a 12" crushed stone border and will have a 6" crushed stone cover layer for additional ' storage volume. 1 4 ' Proposed Cluster Residential Subdivision "The Woodlands", Salem, MA August 14, 2015 Revised: August 31, 2015 Revised: November 10, 2015 iThere are two (2)existing isolated wetlands that exist on the parcel shown as Lot 27 on the proposed subdivision plans. Although there is no proposed disturbance for these wetlands,the tributary area shown for EX-4R,the wetland higher on the slope,will have an increase in the amount of flow tributary to it as shown on the accompanying watershed maps. However,this is a non-jurisdictional wetland and it is our position that there will be no adverse impact due to the proposed construction activities. Using the methods described above,runoff curve numbers and times of concentration were ' generated for each watershed for the existing condition to be used for comparison with the proposed condition described below. A schematic of the mathematical model as well as the results of the calculations for the 2 year,10 year and 100 year,Type III,24-hour storm events are included in ' this report. Conclusion: As can be seen by examining the following summary &performance tables,the proposed stormwater management system is effective for mitigating the peak flow rates of runoff from the ' limit of the watershed analysis for the 2, 10&100 year storm events. t 1 5 Proposed Cluster Residential Subdivision "The Woodlands", Salem, MA August 14, 2015 Revised: August 31, 2015 Revised: November 10, 2015 ■ Comparison Table ■ Total Peak Rate of Runoff leaving project area Description 24 hour Type Existing Proposed III Condition Condition Storm Event Peak Rate of Peak Rate of ' (year) Runoff Runoff Q cfs. Q cfs. Flow towards 2(3.1 inch) 5.1 4.6 Clarke Ave. 10 (4.5 inch) 9.7 8.1 Link 132L 100 (6.5 inch) 17.0 13.3 t Flow towards 2 (3.1 inch) 7.6 6.9 ' the southern 10 (4.5 inch) 16.5 14.8 wetlands 100 (6.5 inch) 31.0 27.4 Link 139L Flow towards 2 (3.1 inch) 4.8 4.5 the northern 10(4.5 inch) 11.3 9.0 wetlands 100 (6.5 inch) 22.2 16.6 Link 128L Total flow 2(3.1 inch) 12,1 10.9 discharging 10 (4.5 inch) 27.5 23.3 from project 100 (6.5 inch) 52.8 42.9 area ' Link 109L ' 6 Proposed Cluster Residential Subdivision "The Woodlands", Salem, MA August 14, 2015 Revised: August 31, 2015 Revised: November 10, 2015 Comparison Table Total Peak Rate tributary to non-jurisdictional Isolated Wetlands ' Description 24 hour Type Existing Proposed III Condition Condition Storm Event Peak Rate of Peak Rate of (year) Runoff Runoff Q cfs. Q cfs. Flow towards 2 (3.1 inch) 0.7 1.2 "B"Series 10 (4.5 inch) 1.7 2.6 Wetlands 100 (6.5 inch) 3.3 5.0 Link 130L Flow towards 2 (3.1 inch) 0.7 0.7 "C" Series 10 (4.5 inch) 1.7 1.7 Wetlands 100 (6.5 inch) 3.5 3.5 Link 141L r M 1 7 1 ' Existing Condition Watershed Analysis - Clark Avenue, Salem MA existing-submittal Type Ill 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 8/18/2015 tHydroCAD®9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 136S: EX-4 ' Runoff = 0.69 cfs @ 12.22 hrs, Volume= 3,170 cf, Depth= 0.77' ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 49,366 70 Woods, Good, HSG C 49,366 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 12.5 100 0.0800 0.13 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 100 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.3 220 0.0300 2.79 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 14.2 420 Total ' Subcatchment 136S: EX-4 Hydrograph 0.7 ®Runo9 0.7 - - Ty�e1 N1;24..h.r.2 yr .. 0.65 _. . 0.6 RialgfalP-310"' 0.66 0.5 RdhoffAiwea 49-366 sf- € 0.45 - Runoff !/©jfj��ryne=$,1/70} ----- 0.4 . . 1FlawL+ ng �yU ' 0.25 w - - Irs�1'#r im 0.2 r -- : s : : k i i h i POP RIPIRRMW 0.05 0 1 2 3 4 5 6 7 8 910111213141516171 19202122 23242526272829303132 3334353637363940 Time (hours) I, 1 Existing Condition Watershed Analysis - Clark Avenue, Salem MA ' existing-submittal Type 11/24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 8/18/2015 HydroCAD®9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 5 ' Summary for Subcatchment 111S: EX-1 Runoff = 4.53 cfs @ 12.21 hrs, Volume= 20,440 cf, Depth= 0.77" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" ' Area.(sf) CN Description 318,326 70 Woods, Good, HSG C ' 318,326 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (f/sec) (cfs) 12.5 100 0.0800 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.9 330 0.1500 6.24 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 13.4 430 Total Subcatchment 111S: EX-1 Hydrograph ---------------- -. 5 ®Runoff Type UC 24-hr Z yr! , Rainfall=3:10 Runoff Area-31$,326 S 3 Run;off Vo;lume=20,44'0 cf, g ROnoff 0epth"0 77"i ' 2- ' - f1d Length=43n' -- Tc=13 4 Min;:' -CNi 70;. . 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40 ' Time (houm) 1 ' Existing Condition Watershed Analysis - Clark Avenue, Salem MA existing-submittal Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 8/18/2015 ' HHvdroCAD®9.10 s/n 06611 ©2010 HvdroCAD Software Solutions LLC Page 4 Time span=0.00-40.00 hrs, dt=0.05 hrs, 801 points x 3 ' Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 111S: EX-1 Runoff Area=318,326 sf 0.00% Impervious Runoff Depth=0.77" Flow Length=430' Tc=13.4 min CN=70 Runoff=4.53 cfs 20,440 of Subcatchment 136S: EX-4 Runoff Area=49,366 sf 0.00% Impervious Runoff Depth=0.77" ' Flow Length=420' Tc=14.2 min CN=70 Runoff=0.69 cfs 3,170 cf Subcatchment 137S: EX-2 Runoff Area=127,758 sf 0.00% Impervious Runoff Depth=0.77" Flow Length=475' Tc=15.6 min CN=70 Runoff=1.71 cfs 8,203 cf Subcatchment 138S: EX-3 Runoff Area=221,679 sf 0.00% Impervious Runoff Depth=0.77" Flow Length=470' Tc=11.9 min CN=70 Runoff=3.27 cfs 14,234 cf Subcatchment 14OS: EX-5 Runoff Area=49,862 sf 0.00% Impervious Runoff Depth=0.77" Flow Length=560' Tc=12.3 min CN=70 Runoff=0.73 cfs 3,202 cf ' Subcatchment 142S: EX-RES 1 Runoff Area=93,234 sf 45.71% Impervious Runoff Depth=1.67" Flow Length=300' Tc=5.0 min CN=85 Runoff=4.20 cfs 12,995 cf ' Subcatchment 143S: EX-RES 2 Runoff Area=12,285 sf 30.00% Impervious Runoff Depth=1.39" Flow Length=105' Tc=5.0 min CN=81 Runoff=0.46 cfs 1,424 cf ' Link 109L: Total Surface Runoff discharging from project area Inflow=12.10 cfs 57,296 cf Primary--1 2.10 cfs 57,296 cf ' Link 1281.: Runoff towards existing wetlands to the north Inflow--4.78 cfs 21,864 cf Primary--4.78 cfs 21,864 cf Link 130L: Runoff towards Isolated Wetland"B"series Inflow--0.69 cfs 3,170 cf ' Primary--0.69 cfs 3,170 cf Link 132L: Runoff Into existing.catch basins on Clark Avenue Inflow--5.09 cfs 21,199 of ' Primary--5.09 cfs 21,199 cf Link 139L: Runoff towards existing wetlands to the south Inflow--7.62 cfs 35,433 of Primary--7.62 cfs 35,433 cf ' Link 141 L: Runoff towards Isolated Wetland "C"series Inflow--0.73 cfs 3,202 cf Primary--0.73 cis 3,202 of Total Runoff Area=872,510 sf Runoff Volume=63,668 cf Average Runoff Depth =0.88" 94.69%Pervious 826,204 sf 5.31% Impervious =46,306 sf Existing Condition Watershed Analysis - Clark Avenue, Salem MA ' existing-submittal Prepared by Microsoft Printed 8/18/2015 HydroCAD®9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment ' (sq-ft) Group Numbers 0 HSG A 0 HSG B ' 872,510 HSG C 111S, 136S, 137S, 1385, 1405, 142S, 1435 0 HSG D 0 Other ' 872,510 TOTAL AREA t 1 1 1 Existing Condition Watershed Analysis - Clark Avenue, Salem MA existing-submittal Prepared by Microsoft Printed 8/18/2015 1 HydroCAD®9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Pace 2 Area Listing (all nodes) 1 Area CN Description (sq-ft) (subcatchment-numbers) 1 766,991 70 Woods, Good, HSG C (111 S, 136S, 137S, 1385, 140S) 7,317 74 >75% Grass cover, Good, HSG C (142S) 74,137 81 1/3 acre lots, 30% imp, HSG C (142S, 143S) 1 24,065 98 Paved parking, HSG C (142S) 872,510 TOTAL AREA 1 1 1 1 1 1 1 i 1 1 1 . 1 1 s EX-3 EX-RES 1\ Runoff into existing Runoff e.islkg eeloh baste on Clark wetlands to south - ' Avarua EX-2 Run ftt.w Isolated EX-4 Wedand'B'series EX-1 ,Rra/A'towants wasting Total surface Runoff Runoff towards Isolated EX-5 / wetlards to the noM discharging kom PoJect Weiland'C"series area is EX-RES 2 Drainage Diagram for existing-submittal ' Prepared by Microsoft, Printed 8/18/2015 Hydr 136 9.10 s/n 06611 0 2010 HydroCAD Software Solutions LLC 1 1 1 1 1 1 1 1 Existing1 Watershed Analysis 1 1 1 1 1 1 1 1 Proposed Cluster Residential Subdivision "The Woodlands", Salem, MA August 14, 2015 ' Revised: August 31, 2015 Revised: November 10, 2015 Infiltration Basin 4 MdroCAD Pond 144P ' Top of Berm=122.5 Proposed Outlet Control Structure , Bottom of Berm=117.0 Rim=122.5 8'L Emergency Stone Spillway=122.0 18" Pipe level Q 117.50 12" RCP FES hiv. hi=122.00 (From Road A) 6" Orifice Q 117.50 ' 8" Orifice Q 120.50 12" RCP Inv.Out=114.50 Peak Rate of Runoff Out '24 hour Type III Peak Rate of (Qout) cfs. Storm Event Runoff In *Infiltration 12" 8'L Total Peak Water (YR) (Qin) cfs. (Discarded) RCP Stone Outflow Level (W.L.)ft. , Sp illwa 2 3.3 0.01 1.21 0.0 1.22 119.39 ' 10 5.6 0.02 1.54 0.0 1.56 120.42 ' 100 8.8 0.02 2.99 0.0 . 3.01 121.34 *Calculated infiltration rate and peak water levels are based upon a rate 0.27 inches per hour for hydrologic soil group"C" found in the Hydrology Handbook for Conservation Commissioners, , March 2002 Table 2-1. 12 Proposed Cluster Residential Subdivision , "The Woodlands", Salem, MA August 14, 2015 Revised: August 31, 2015 Revised: November 10, 2015 t Infiltration Basin 3 MdroCAD Pond 152P ' Top of Berm=118.5 Proposed Outlet Control Structure Bottom of Berm--115.0- Rim=118.5 ' 8'L Emergency Stone Spillway=118.0 18" Pipe level QO 115.50 12" RCP FES Inv. h1=126.50 (Into Sediment Forebay) 8" Orifice Q 115.50 ' 12" RCP Inv.Out--113.50 Peak Rate of Runoff Out ' (Qout)cfs. 24 hour Type III Peak Rate of Storm Event Runoff hi *Infiltration 12" 8'L Total Peak Water (YR) (Qin) cfs. (Discarded) RCP Stone Outflow Level (W.L.) ft. Spill a ' 2 2.3 0.02 0.79 0.0 0.81 116.06 10 4.0 0.02 1.48 0.0 1.50 116.60 100 6.6 0.02 2.07 0.0 2.10 117.35 *Calculated infiltration rate and peak water levels are based upon a rate 0.27 inches per hour for hydrologic soil group "C" found in the Hydrology Handbook for Conservation Commissioners, March 2002 Table 2-1. 11 ' Proposed Cluster Residential Subdivision ' "The Woodlands", Salem, MA August 14, 2015 ' Revised: August 31, 2015 Revised: November 10, 2015 t Infiltration Basin 2 HydroCAD Pond 143P Top of Berm--132.5 Proposed Outlet Control Structure ' Bottom of Berm=128.5 Rim=132.50 8'L Emergency Stone Spillway=132.00 18" Pipe level Q 128.50 , 12" RCP FES Inv. In=133.00 (From Road A) 2.5" Orifice Q 128.50 12" RCP Inv. Out=127.50 Peak Rate of Runoff Out ' (Qout) cfs. 24 hour Type III Peak Rate of , Storm Event Runoff In *Infiltration 12" 8'L Total Peak Water (YR) (Qin) cfs. (Discarded) RCP Stone Outflow Level (W.L.)ft. , S illwa 2 2.0 0.02 0.14 0.0 0.16 129.30 ' 10 3.4 0.02 0.20 0.0 0.22 130.12 , 100 5.5 0.03 0.26 0.0 0.29 131.20 *Calculated infiltration rate and peak water levels are based upon a rate 0.27 inches per hour for , hydrologic soil group"C" found in the Hydrology Handbook for Conservation Commissioners, March 2002 Table 2-1. , 10 Proposed Cluster Residential Subdivision "The Woodlands", Salem, MA August 14, 2015 , Revised: August 31, 2015 Revised: November 10, 2015 Infiltration Basin 1 HydroCAD Pond 142P Top of Berm=136.5 Proposed Outlet Control Structure , Bottom of Berm=132.0 Rim=136.50 8'L Emergency Stone Spillway=136.00 18" Pipe level Q 132.50 , 12" RCP FES Inv. In=132.90 (From Road A) 4" Orifice Q 132.50 8" Orifice 02134.00 10" Orifice 03134.50 ' 12" RCP Inv.Out=131.50 Peak Rate of Runoff Out , (Qout) cfs. , 24 hour Type III Peak Rate of Storm Event Runoff In *Infiltration 12" 8'L Total Peak Water (YR) . (Qin)cfs. (Discarded) RCP Stone Outflow Level (W.L.)ft. ' Spillway 2 2.0 0.01 0.49 0.0 0.50 134.10 ' 10 3.8 0.01 1.82 0.0 1.83 134.73 ' i 100 6.6 0.02 4.05 0.0 4.07 135.34 ' *Calculated infiltration rate and peak water levels are based upon a rate 0.27 inches per hour for ' hydrologic soil group "C' found in the Hydrology Handbook for Conservation Commissioners, March 2002 Table 2-1. ' 9 Proposed Cluster Residential Subdivision "The Woodlands", Salem, MA August 14, 2015 Revised: August 31, 2015 Revised: November 10, 2015 Proposed Subsurface Infiltration Area HydroCAD Pond 78P (40) Cultec Recharger 330XL HD Units-7 rows of 7 units Top of Stone=125.94(25.67x58.00') Top of Chambers=125.44 12" Inv. In=124.33 Bottom of Chambers=122.90 Bottom of 6" Stone bed=122.40 Peak Rate of Runoff Out , (Qout) cfs. 24 hour Type III Peak Rate of Storm Event Runoff In *Infiltration Overflow Total Peak Water (YR) (Qin) cfs. (Discarded) though Outflow Level (W.L.) ft. CB rim 2 0.7 0.01 0.0 0.01 124.00 ' 10 1.2 0.01 0.0 0.01 125.56 100 1.9 0.01 0.69 0.70 **127.91 ' *Calculated infiltration rate and peak water levels are based upon a rate 0.27 inches per hour for hydrologic soil group"C' found in the Hydrology Handbook for Conservation Commissioners, March 2002 Table 2-1. "This system is designed to accept,store and infiltrate the 2&the 10 year storm events. Should the ' system become surcharged,for example,in the 100 year storm, the gutter flow in the proposed roadway will bypass the proposed catch basins located at the entrance and flow directly to the ' existing catch basin located on Clark Avenue Extension. The proposed catch basin located at station 0+0 Right will act as a secondary outlet and has been modeled as a weir with overflow adding to the Clark Avenue Extension drainage system.The peak water level calculated will be , lower than the proposed cellar floor grade for the house located on Lot 12,therefore,okay. 8 Existing Condition Watershed Analysis - Clark Avenue, Salem MA ' existing-submittal Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 8/18/2015 HydroCAD®9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 137S: EX-2 ' Runoff = 1.71 cfs @ 12.25 hrs, Volume= 8,203 cf, Depth= 0.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 127,758 70 Woods, Good, HSG C 127,758 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' min (feet) (f/ft) (ft/sec) (cfs) 14.1 100 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.3 90 0.1300 5.80 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 285 0.0600 3.94 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 15.6 475 Total ' Subcatchment 137S: EX-2 Hydrograph Type III 24-hr 2 yr Redhfall=3:10 Rufi©ffAr.- ai=127,7;5;&sf runoff VoturhiD ZftZ Runoff,060th�077 FIdW Length=47'5'i Tc=1;5;.6 min; ' CN!=70 iz0 1111ilip NJ, Ill 11 Hill 0 1 2 3 4 5 6 7 8 9 101112131415161718192021222324252627282930313133343536373i 3940 Tim (hours) 1 Existing Condition Watershed Analysis - Clark Avenue, Salem MA ' existing-submittal Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 8/18/2015 HydroCAD®9.10 s/n 06611 ©2010 HydroCAD Software Solutions LLC Paqe 8 ' Summary for Subcatchment 138S: EX-3 Runoff = 3.27 cfs @ 12.19 hrs, Volume= 14,234 cf, Depth= 0.77" ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" ' Area (sf) CN Description 221,679 70 Woods, Good, HSG C ' 221,679 100.00% Pervious Area Tc Length Slope Velocity Capacity, Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.1200 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.8 275 0.1300 5.80 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 95 0.0500 3.60 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 11.9 470 Total Subcatchment 138S: EX-3 ' Hydrograph ®Runoff ' pt~ R24 hr fir; 3 Rainfal 1=3:10"' Rl off /area=221>�79 is . Runoff VOh0b =14 23,4 cf 2 r Runo#f;0epth=0:77 LL Fldw Length=470'; - CN=70 o ' 0 1 2 3 4 5 6 7 8 9 1011121 1 1 1 1718192021 2223242526272829-V 31 3233M35,%373839,M Time (hours) , 1 ' Existing Condition Watershed Analysis - Clark Avenue, Salem MA existing-submittal Type H/24-hr 2 yr Rainfa//=3.10" Prepared by Microsoft Printed 8/18/2015 HydroCAD®9.10 s/n 06611 ©2010 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 140S: EX-5 ' Runoff = 0.73 cfs @ 12.20 hrs, Volume= 3,202 cf, Depth= 0.77' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 49,862 70 Woods, Good, HSG C 49,862 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 100 0.1400 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.3 100 0.1400 6.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.0 360 0.0360 3.05 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 12.3 560 Total Subcatchment 14OS: EX-5 Hydrograph 0.6 _ .®Runoff _ 0.75- ------------- TWe III_ 4 hr 2 yr 0.7- Ra1hfej1=3:10''; 0.65 0.6- 0.55- .60.55 - Rdh ff, Area'-49' sf-- 0.5 I2Un V-glume:41' cf>- 0.45 0.4 R nQff aePth0.77" _ ' LL 003 f16W i engfih�-560' 0.25 Tc=12 min:_ o.z - 0.15 7-0.-- 01 0.05 ? -, 0 1 2 3 4 5 6 7 8 910111213141516171819202l22232425262728293031323334353637383940 Time (hours) 1 1 Existing Condition Watershed Analysis -Clark Avenue, Salem MA 1 existing-submittal Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 8/18/2015 HydroCAD@ 9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 10 1 Summary for Subcatchment 142S: EX-RES 1 [49] Hint: Tc<2dt may require smaller dt 1 Runoff = 4.20 cfs @ 12.08 hrs, Volume= 12,995 cf, Depth= 1.67' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 1 61,852 81 1/3 acre,Iots, 30% imp, HSG C 24,065 98 Paved parking, HSG C 1 7,317 74 >75% Grass cover, Good, HSG C 93,234 85 Weighted Average 50,613 54.29% Pervious Area 1 42,621 45.71% Impervious Area Tc Length Slope Velocity Capacity Description 1 (min) (feet) (ftfft) (ft/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.3 100 0.1000 5.09 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 1.2 150 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1 5.0 300 Total 1 1 i 1 1 1 1 Existing Condition Watershed Analysis - Clark Avenue, Salem MA existing-submittal Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 8/18/2015 HydroCAD®9.10 s/n 06611 ©2010 HydroCAD Software Solutions LLC Page 11 Subcatchment 142S: EX-RES 1 ' Hydrograph ®Rurwff 4 fiype 11124 hr 2 yr Rainfa11�310"i ' - �tWltioff At a=93; 34 sf 3 Runoff VQIUme=12,99'5 df 1 ° Rtanolf Depth=1. 6T'--- 2 Flow 6h th=300" Tc 5 O min ------------ -- 1 GN=95 ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24 25 26 27 28 29 30 3132 33 34 35 36 37 38 9 40 Time (hours) i I I Existing Condition Watershed Analysis -Clark Avenue, Salem MA ' existing-submittal Type ///24-hr 2 yr Rainfa// Prepared by Microsoft Printed 8/18/2015 HydroCAD®9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 143S: EX-RES 2 [49] Hint: Tc<2dt may require smaller dt ' Runoff = 0.46 cfs @ 12.08 hrs, Volume= 1,424 cf, Depth= 1.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description ' 12,285 81 1/3 acre lots, 30% imp, HSG C 8,600 70.00% Pervious Area ' 3,686 30.00% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) MM) (ft/sec) (cfs) 4.3 50 0.0400 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.4 55 0.0200 2.28 Shallow Concentrated Flow, , Unpaved Kv= 16.1 fps 4.7 105 Total, Increased to minimum Tc= 5.0 min Subcatchment 143S: EX-RES 2 ' Hydrograph .. 0.5 - t . ... ®Runoff 0.48 - --- 0.44 - Tyke Ill"2�4�hrr 2 ylrf 0.42 -- - -- 0.4 0.38 R�inf--------- �11�310- _ --- - --- -- --- -- - --- ------ - -- --- -- - - - -- 0:34 Rtihibfff Are 12, 8 f 0.32 -. ... _ -- .- 0.3 R!Un. . . Volume 0.2 - - - - -- 0.24 - RtanOff .?00th='1 X39'. .. f 0.22 F(af l eg1h=105'` 0.2 0.18. `-- - - ------------ 1 -0.16- T;6=6.0 11111tt;.. 0.14 -_ 0.12 ------ _ ._ -CW 00. ------ . __ -- - - - - -- , 0.06 -- - - - 0.04 - ... -- ` 0.02 - - - -- 0 0 1 2 3 4 5 6 7 8 9 101112 131415 16 17 1i 1920212223242526272829 303132 3334 35 36 37383940 ' Time (hours) - - 1 1 Existing Condition Watershed Analysis - Clark Avenue, Salem MA existing-submittal Type ll/24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 8/18/2015 HydroCAD®9.10 s/n 06611 ©2010 HvdroCAD Software Solutions LLC Page 13 1 Summary for Link 109L: Total Surface Runoff discharging from project area 1 Inflow Area = 773,282 sf, 5.99% Impervious, Inflow Depth = 0.89" for 2 yr event Inflow 12.10 cfs @ 12.18 hrs, Volume= 57,296 cf Primary = 12.10 cfs @ 12.18 hrs, Volume= 57,296 cf, Atten= 0%, Lag= 0.0 min 1 Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Link 109L: Total Surface Runoff dischargingfrom project area Hydrograph 1 ■Inflow ®Primry 12� ------ -- f�fl�rtr Ar`ea77 ;282 sf 1 - - 1 1 6 E LL 6 1 5 ' 4 :' --------- i----- --- .-- __2 .--' - .------------- -- - -- -- 1 3 - :-- r i , 2 - 0 1 2 3 4 5 6 7 8 9 10111213,41516171819202122232425262728293031323334353637383940 Time (hours) 1 1 1 i 1 i Existing Condition Watershed Analysis - Clark Avenue, Salem MA 1 existing-submittal Type W 24-hr 2 yr Rainfa// Prepared by Microsoft Printed 8/18/2015 HydroCAD@ 9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 14 1 Summary for Link 128L: Runoff towards existing wetlands to the north Inflow Area = 330,611 sf, 1.11% Impervious, Inflow Depth = 0.79" for 2 yr event 1 Inflow = 4.78 cfs @ 12.21 hrs, Volume= 21,864 cf Primary = 4.78 cfs @ 12.21 hrs, Volume= 21,864 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 . Link 128L: Runoff towards existing wetlands to the north 1 Hydrograph -_ ■Inflow - .._ �..... 119 Pjimry 5 flow Arei=330,611 !sf -- -- - --- - -- 1 - - 3 1 LL 12 : 0 1 2 3 4 5 6 7 8 9 1011121314151617181920"2122232425262728293031323334353637383940 Time (hours) 1 1 i - 1 Existing Condition Watershed Analysis - Clark Avenue, Salem MA existing-submittal Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 8/18/2015 HydroCAD@ 9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 15 Summary for Link 130L: Runoff towards Isolated Wetland 'B" series Inflow Area = 49,366 sf, 0.00% Impervious, Inflow Depth = 0.77" for 2 yr event Inflow 0.69 cfs @ 12.22 hrs, Volume= 3,170 cf Primary = 0.69 cfs @ 12.22 hrs, Volume= 3,170 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Link 130L: Runoff towards Isolated Wetland "B" series Hydrograph FW Inflow 0.75 remiss: - maty ®Pri 0.7- '366 , f .7366sf 0.65 - 0.6 _ -- - -- - - -- 0.55 0.5 ' ' 0.45 -_ q�q 0.4 LL 0.35 - -- ------------ - ------ 0.3. , .. -.. ___ ------------ 0.25- 0.2 .25 0.2 - --' 0.15 0.1 ' 0.05 0 1 2 3 4 5 6 7 8 910111213' 1516171819202'1222'3242`5262728293031323334353637383940 Time (hours) I 1 Existing Condition Watershed Analysis - Clark Avenue, Salem MA , existing-submittal Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 8/18/2015 HydroCAD@ 9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 16 1 Summary for Link 132L: Runoff into existing catch basins on Clark Avenue Inflow Area = 220,992 sf, 19.29% Impervious, Inflow Depth = 1.15" for 2 yr event 1 Inflow = 5.09 cfs @ 12.09 hrs, Volume= 21,199 cf Primary = 5.09 cfs @ 12.09 hrs, Volume= 21,199 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 Link 132L: Runoff into existing catch basins on Clark Avenue 1 Hydrograph i. . .i _ .... - t- ■ ' ■Primary 5 ' Ar w ,992 :sf -- ;- ---------- ----------- ------- ------ ------ 4- ' 1 ... 3- --------------- o i t LL2 1 . L 1 0 1 0 1 2 3 4 5 6 7 8 9 101,11,2-1,31,4 1,5 1,61,71,81,92,02,122 232425 26 27 28 29 30 31 32 33 34 35 36 37 383940 Time (hours) 1 1 it ' Existing Condition Watershed Analysis - Clark Avenue, Salem MA existing-submittal Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 8/18/2015 HydroCAD@ 9.10 s/n 06611 @2010 HvdroCAD Software Solutions LLC Page 17 Summary for Link 139L: Runoff towards existing wetlands to the south i ' Inflow Area = 442,671 sf, 9.63% Impervious, Inflow Depth = 0.96" for 2 yr event Inflow 7.62 cfs @ 12.13 hrs, Volume= 35,433 cf Primary = 7.62 cfs @ 12.13 hrs, Volume= 35,433 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Link 139L: Runoff towards existing wetlands to the south Hydrograph 1 Brim t ®Primary nflOnr �4te =442679 sf 7 — - 6 - { _ _ __ 1 5 ; 0 4 6 ---------- - - - 3 2 1 0 . . .-. . - 0 1 2 3 4 5 6 7 8 9 10111213141516171819202122232425262728293031323334353637363940 Time (hours) - - 1 M 1 Existing Condition Watershed Analysis - Clark Avenue, Salem MA 1 existing-submittal Type l/l 24-hr 2 yr Rainfall=3,10" Prepared by Microsoft Printed 8/18/2015 HydroCAD®9.10 s/n 06611 02010 HydroCAD Software Solutions LLC Page 18 ' Summary for Link 141L: Runoff towards Isolated Wetland "C" series Inflow Area = 49,862 sf, 0.00% Impervious, Inflow Depth = 0.77" for 2 yr event 1 Inflow = 0.73 cfs @ 12.20 hrs, Volume= 3,202 cf Primary = 0.73 cfs @ 12.20 hrs, Volume= 3,202 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 Link 141L: Runoff towards Isolated Wetland "C" series ' Hydrograph - - - ■Inflow 0.8 P mars -, ._ _ `_- ® rimary . 0.75 0.7 �r� bwra= 061 f 0.65 - - -- --- - _ - 0.6 - _ -_- 1 0.5 0.45 3 0:4 1 0 u 6.35 0.3 - 0.25 0.2 10.15 0.1 1 0 1 2 3 4 5 6 7 8 910111213141516171819202122232425262728293031323334353537383940 Time (hours) 1 1 1 Existing Condition Watershed Analysis - Clark Avenue, Salem MA ' existing-submittal Type ///24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 8/18/2015 HydroCAD®9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 1 Time span=0.00-40.00 hrs, dt=0.05 hrs, 801 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 111S: EX-1 Runoff Area=318,326 sf 0.00% Impervious Runoff Depth=1.67" Flow Length=430' Tc=13.4 min CN=70 Runoff=10.85 cfs 44,400 cf Subcatchment 136S: EX-4 Runoff Area=49,366 sf 0.00% Impervious Runoff Depth=1.67" Flow Length=420' Tc=14.2 min CN=70 Runoff=1.65 cfs 6,886 cf Subcatchment 137S: EX-2 Runoff Area=127,758 sf 0.00%, Impervious Runoff Depth=1.67" Flow Length=475' Tc=15.6 min CN=70 Runoff=4.10 cfs 17,820 cf Subcatchment 138S: EX-3 Runoff Area=221,679 sf 0.00% Impervious Runoff Depth=1.67" Flow Length=470' Tc=11.9 min CN=70 Runoff=7.90 cfs 30,920 cf Subcatchment 14OS: EX-5 Runoff Area=49,862 sf 0.00% Impervious Runoff Depth=1.67" Flow Length=560' Tc=12.3 min CN=70 Runoff=1.74 cfs 6,955 cf ' Subcatchment 142S: EX-RES 1 Runoff Area=93,234 sf 45.71% Impervious Runoff Depth=2.91" Flow Length=300' Tc=5.0 min CN=85 Runoff=7.30 cfs 22,602 cf Subcatchment 143S: EX-RES 2 Runoff Area--12,285 sf 30.00% Impervious Runoff Depth=2.55" ' Flow Length=105' Tc=5.0 min CN=81 Runoff=0.84 cfs 2,609 cf Link 109L: Total Surface Runoff discharging from project area Inflow=27.50 cfs 118,350 cf Primary=27.50 cfs 118,350 cf Link 128L: Runoff towards existing wetlands to the north Inflow=11.32 cfs 47,008 cf ' Primary=11.32 cfs 47,008 cf Link 13OL: Runoff towards Isolated Wetland "B"series Inflow--1.65 cfs 6,886 cf Primary--1.65 cfs 6,886 cf ! Link 132L: Runoff Into existing catch basins on Clark Avenue Inflow--9.74 cfs 40,422 cf Primary--9.74 cfs 40,422 of Link 139L: Runoff towards existing wetlands to the south Inflow--16.51 cfs 71,342 cf Primary--16.51 cfs 71,342 of ' Link 141L: Runoff towards Isolated Wetland "C"series Inflow--1.74 cfs 6,955 cf Primary--1.74 cfs 6,955 of ' Total Runoff Area=872,510 sf Runoff Volume= 132,190 cf Average Runoff Depth = 1.82" 94.69%Pervious=826,204 sf 5.31%Impervious=46,306 sf Existing Condition Watershed Analysis - Clark Avenue, Salem MA existing-submittal Type M 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 8/18/2015 HydroCAD®9.10 s/n 06611 @2010 HydroCAD Software Solutions LLC Page 2 , Time span=0.00-40.00 hrs, dt=0.05 hrs, 801 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 111 S: EX-1 Runoff Area=318,326 sf 0.00% Impervious Runoff Depth=3.21" Flow Length=430' Tc=13.4 min CN=70 Runoff=21.43 cis 85,075 d ' Subcatchment 136S: EX-4 Runoff Area=49,366 sf 0.00% Impervious Runoff Depth=3.21" Flow.Length=420' Tc=14.2 min CN=70 Runoff=3.26 cfs 13,193 cf Subcatchment 137S: EX-2 Runoff Area=127,758 sf 0.00% Impervious Runoff Depth=3.21" t Flow Length=475' Tc=15.6 min CN=70 Runoff=8.16 cis 34,144 d Subcatchment 138S: EX-3 Runoff Area=221,679 sf 0.00% Impervious Runoff Depth=3.21" ' Flow Length=470' Tc=11.9 min CN=70 Runoff=15.61 cis 59,245 d Subcatchment 14OS: EX-5 Runoff Area=49,862 sf 0.00% Impervious Runoff Depth=3.21" , Flow Length=560' Tc=12.3 min CN=70 Runoff=3.47 cfs 13,326 cf Subcatchment 142S: EX-RES 1 Runoff Area=93,234 sf 45.71% Impervious Runoff Depth=4.78" , Flow Length=300' Tc=5.0 min CN=85 Runoff=11.77 ds 37,107 d Subcatchment 143S: EX-RES 2 Runoff Area=12,285 sf 30.00% Impervious Runoff Depth=4.34" ' Flow Length=105' Tc=5.0 min CN=81 Runoff=1.43 ds 4,445 cf Link 109L: Total Surface Runoff discharging from project area Inflow--52.76 ds 220,017 d Primary--52.76 ds 220,017 d ' Link 128L: Runoff towards existing wetlands to the north Inflow--22.23 ds 89,520 d Primary--22.23 ds 89,520 cf ' Link 130L: Runoff towards Isolated Wetland"B"series Inflow--3.26 ds 13,193 d Primary--3.26 cis 13,193 d ' Link 132L: Runoff into existing catch basins on Clark Avenue Inflow=16.95 ds 71,251 cf Primary--16.95 ds 71,251 cf Link 1391.: Runoff towards existing wetlands to the south Inflow--30.96 ds 130,497 d Primary--30.96 ds 130,497 cf Link 141L: Runoff towards Isolated Wetland"C"series Inflow--3.47 ds 13,326 d ' Primary--3.47 ds 13,326 d Total Runoff Area=872,510 sf Runoff Volume=246,536 of Average Runoff Depth =3.39" , 94.69% Pervious=826,204 sf 5.31%Impervious =46,306 sf 1 1 i Proposed Condition 1 Watershed Analysis 1 1 1 1 1 1 1 1 1 1 r %tA CllAr.IG� Teb 044cvUAIN 0—� hi VIVO" QW, "par,wiirno J goats I l z& % 4-4. mw "w%..P C�.•.ss�*1sa � •. �NA�Rf*no+ 313.,; '' 1 xx, Rt{A MOL Y./�.ae LU�t 1 vacs owar n�c maouN\ q{Le�mme Awu pY,y $ITY^ Ai{B 1HS Ri PYM,Pud1 RVW1 vWalip IX R 1 14 P I�LT 1 IXiiF53R Tdf Sufv Puull 6<bYeNM1cm IX-1R Mvdfs PLNOI �_�� // vats v.SOR! auelwaasivem IX� GGG�� wmba�..K 1 w-vwoz : o�wie1\ t5t8 9t,' 1 � ,1�. %NPBvYAT WMtbgEV IwYW IXd�tb Wpl RRlE3 T piCBlpOv PRCB NSOR! M 1 Routing Diagram for proposed-SUBMITTAL_R Prepared by Microsoft, Printed 11/23/2015 "mCAD®10.00-15 s/n 06611 0 2015 HydroCAD Software Solutions LLC 1 ' Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Prepared by Microsoft Printed 11/23/2015 tHydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) ' 74,537 81 1/3 acre lots, 30% imp, HSG C (138S, 149S, 155S) 234,394 74 >75% Grass cover, Good, HSG C (80S, 81 S, 111 S, 136S, 137S, 138S, 1425, 143S, 144S, 145S, 146S, 147S, 149S, 1505, 151S, 152S, 153S, 1545, 1565) 94,546 98 Paved parking, HSG C (80S, 81S, 144S, 145S, 146S, 147S, 149S, 150S, 152S, 1535, 154S) 4,840 91 Rip Rap, HSG C (156S) ' 4,490 91 Rip rap slope, HSG C (111 S) 1,125 98 Roofs, HSG C (148S) 2,382 98 Unconnected pavement, HSG C (136S, 137S) ' 37,500 98 Unconnected roofs, HSG C (805, 111 S, 136S, 137S, 138S, 142S, 143S, 144S, 145S, 146S, 147S, 150S, 151S, 152S, 153S, 154S, 156S) 418,696 70 Woods, Good, HSG C (81 S, 111 S, 136S, 137S, 138S, 140S, 143S, 149S, ' 151S, 155S) 872,510 77 TOTAL AREA Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL_R Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD® 10.00-15 sln 06611 @2015 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 80S: PR-CB O+ORT [49] Hint: Tc<2dt may require smaller dt Runoff = 0.29 cfs @ 12.07 hrs, Volume= 901 cf, Depth= 2.16" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" ' Area (sf) CN Description 375 98 Unconnected roofs, HSG C 1,515 74 >75% Grass cover, Good, HSG C 3,107 98 Paved parking, HSG C 4,997 91 Weighted Average 1,515 30.32% Pervious Area ' 3,482 69.68% Impervious Area 375 10.77% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.10" 0.1 15 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 165 0.0500 4.54 Shallow Concentrated Flow, t Paved Kv= 20.3 fps 4.0 205 Total, Increased to minimum Tc = 5.0 min 1 ' Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 11l 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 81 S: PR-CB O+OLT [49] Hint: Tc<2dt may require smaller dt Runoff = 0.33 cfs @ 12.08 hrs, Volume= 1,026 cf, Depth= 1.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" ' Area(sf) CN Description 375 70 Woods, Good, HSG C ' 3,751 74 >75% Grass cover, Good, HSG C 3,023 98 Paved parking, HSG C 1,700 70 Woods, Good, HSG C 8,849 81 Weighted Average 1 5,826 65.84% Pervious Area 3,023 34.16% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.10" 0.1 15 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 0.6 160 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.0 200 Total, Increased to minimum Tc = 5.0 min Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 111 S: EX-1 R ' Runoff = 3.15 cfs @ 12.21 hrs, Volume= 13,751 cf, Depth= 0.87' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (so CN Description 141,864 70 Woods, Good, HSG C 37,700 74 >75% Grass cover, Good, HSG C 6,000 98 Unconnected roofs, HSG C ' 4,490 91 Rip rap slope, HSG C 190,054 72 Weighted Average 184,054 96.84% Pervious Area 6,000 3.16% Impervious Area 6,000 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.5 100 0.0800 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 100 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.7 275 0.1500 6.24 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 13.6 475 Total Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type ll/24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 HydroCAD@ 10.00-15 sln 06611 @2015 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 136S: EX-411 1 Runoff = 1.15 cfs @ 12.22 hrs, Volume= 5,113 cf, Depth= 0.87' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description ' 51,513 70 Woods, Good, HSG C 2,250 98 Unconnected roofs, HSG C 1,142 98 Unconnected pavement, HSG C ' 15,763 74 >75% Grass cover, Good HSG C 70,668 72 Weighted Average 67,276 95.20% Pervious Area 3,392 4.80% Impervious Area 3,392 100.00% Unconnected Tc LengthSlope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.5 100 0.0800 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 100 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.3 220 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 14.2 420 Total 1 II e z II 1 1 Proposed Condition Watershed Analysis -The Woodlands -Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 1 HydroCAD® 10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 137S: EX-2r 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.36 cfs @ 12.09 hrs, Volume= 1,153 cf, Depth= 1.03" 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" 1 Area (sf) CN Adj Description 500 70 Woods, Good, HSG C 1 375 98 Unconnected roofs, HSG C 1,240 98 Unconnected pavement, HSG C 11,363 74 >75% Grass cover, Good, HSG C 13,478 77 75 Weighted Average, UI Adjusted 11,863 88.02% Pervious Area 1,615 11.98% Impervious Area 1,615 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 1 3.3 50 0.0800 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.5 100 0.0400 3.22 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1 0.6 95 0.0260 2:60 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 35 0.1100 5.34 Shallow Concentrated Flow, 1 Unpaved Kv= 16.1 fps 4.5 280 Total, Increased to minimum Tc= 5.0 min 1 1 1 1 Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 ' proposed-SUBMITTAL_R Type /// 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 138S: EX-311 ' Runoff = 2.84 cfs @ 12.24 hrs, Volume= 13,329 cf, Depth= 0.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 400 81 1/3 acre lots, 30% imp, HSG C 159,236 70 Woods, Good, HSG C 3,750 98 Unconnected roofs, HSG C ' 32,000 74 >75% Grass cover, Good, HSG C 195,386 71 Weighted Average 191,516 98.02% Pervious Area 3,870 1.98% Impervious Area 3,750 96.90% Unconnected Tc Length Slope Velocity Capacity Description ' (min) (feet) (f/ft) (ft/sec) (cfs) 14.8 100 0.0530 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.5 180 0.1700 6.64 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3 45 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 15.6 325 Total 1 Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL_R Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 140S: EX-5 (No Change) ' Runoff = 0.73 cfs @ 12.20 hrs, Volume= 3,202 cf, Depth= 0.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sl) CN Description ' 49,862 70 Woods, Good, HSG C 49,862 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 100 0.1400 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 100 0.1400 6.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.0 360 0.0360 3.05 Shallow Concentrated Flow, 1Unpaved Kv= 16.1 fps 12.3 560 Total II i 1 1 1 ' Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 142S: PR- POND 2 ' [49] Hint: Tc<2dt may require smaller dt Runoff = 0.38 cfs @ 12.09 hrs, Volume= 1,237 cf, Depth= 1.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (so CN Description 13,712 74 >75% Grass cover, Good, HSG C ' 750 98 Unconnected roofs. HSG C 14,462 75 Weighted Average 13,712 94.81% Pervious Area ' 750 5.19% Impervious Area 750 100.00% Unconnected Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (f/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" ' 0.1 20 0.0700 4.26 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 15 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.6 85 Total, Increased to minimum Tc = 5.0 min. 1 1 ' Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 143S: PR-POND 1 ' [49] Hint: Tc<2dt may require smaller dt Runoff = 1.14 cfs @ 12.09 hrs, Volume= 3,690 cf, Depth= 1.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" ' Area (sf) CN Adj Description 4,125 98 Unconnected roofs, HSG C ' 33,998 74 >75% Grass cover, Good, HSG C 5,000 70 Woods, Good, HSG C 43,123 76 75 Weighted Average, UI Adjusted 38,998 90.43% Pervious Area 4,125 9.57% Impervious Area 4,125 100.00% Unconnected t Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 50 0.0550 0.22 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.10" 1.1 170 0.0250 2.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 65 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 5.0 285 Total 1 1 ' Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 144S: PR-CB 1+65 RT f [49] Hint: Tc<2dt may require smaller dt Runoff = 0.40 cfs @ 12.08 hrs, Volume= 1,256 cf, Depth= 1.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 1,125 98 Unconnected roofs, HSG C ' 3,458 98 Paved parking, HSG C 3,319 74 >75% Grass cover, Good HSG C 7,902 88 Weighted Average ' 3,319 42.00% Pervious Area 4,583 58.00% Impervious Area 1,125 24.55% Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 165 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.9 200 Total, Increased to minimum Tc= 5.0 min 1 1 Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 1 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 145S: PR-CB 3+50LT 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.87 cfs @ 12.08 hrs, Volume= 2,741 cf, Depth= 1.99" 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" 1 Area (sf) CN Description 2,625 98 Unconnected roofs, HSG C 1 7,358 98 Paved parking, HSG C 6,539 74 >75% Grass cover, Good HSG C 16,522 89 Weighted Average 1 6,539 39.58% Pervious Area 9,983 60.42% Impervious Area 2,625 26.29% Unconnected 1 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 20 0.0100 0.09 Sheet Flow, 1 Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1 1.7 285 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.3 315 Total 1 i 1 1 ' 1 1 1 1 Proposed Condition Watershed Analysis - The Woodlands -Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 146S: PR-CB 3+50RT ' [49] Hint: Tc<2dt may require smaller dt Runoff = 0.77 cfs @ 12.07 hrs, Volume= 2,402 cf, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 2,625 98 Unconnected roofs, HSG C 6,914 98 Paved parking, HSG C 3,775 74 >75% Grass cover, Good, HSG C 13,314 91 Weighted Average 3,775 28.35% Pervious Area 9,539 71.65% Impervious Area 2,625 27.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft1sec) (cfs) 2.9 15 0.0100 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 1.7 285 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.6 310 Total, Increased to minimum Tc = 5.0 min 1 ' Proposed Condition Watershed Analysis - The Woodlands -Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 I ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 147S: PR-CB 1+65 LT [49] Hint: Tc<2dt may require smaller dt Runoff = 0.48 cfs @ 12.07 hrs, Volume= 1,499 cf, Depth= 1.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" ' Area (sf) CN Description 1,500 98 Unconnected roofs, HSG C 4,314 98 Paved parking, HSG C 3,225 74 >75% Grass cover, Good, HSG C 9,039 89 Weighted Average ' 3,225 35.68% Pervious Area 5,814 64.32% Impervious Area 1,500 25.80% Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 0.6 165 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.9 200 Total, Increased to minimum Tc = 5.0 min 1Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 148S: 3/4 roof area Lot 12 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.08 cfs @ 12.07 hrs, Volume= 269 cf, Depth= 2.87" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" ' Area (sft CN Description 1,125 98 Roofs, HSG C ' 1,125 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, 1.0 0 Total, Increased to minimum Tc= 5.0 min 1 t ' Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Paae 17 Summary for Subcatchment 149S: EX-RES 1 r [49] Hint: Tc<2dt may require smaller dt Runoff = 4.27 cfs @ 12.08 hrs, Volume= 13,219 cf, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 61,852 81 1/3 acre lots, 30% imp, HSG C 24,065 98 Paved parking, HSG C 7,317 74 >75% Grass cover, Good, HSG C 1,606 70 Woods, Good, HSG C 94,840 85 Weighted Average 52,219 55.06% Pervious Area 42,621 44.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.3 100 0.1000 5.09 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 150 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.0 300 Total 1 ' Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 15OS: PR-CB Road B ' Runoff = 1.68 cfs @ 12.10 hrs, Volume= 5,442 cf, Depth= 2.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description ' 3,750 98 Unconnected roofs, HSG C 10,385 74 >75% Grass cover, Good, HSG C 17,318 98 Paved parking, HSG C ' 31,453 90 Weighted Average 10,385 33.02% Pervious Area 21,068 66.98% Impervious Area ' 3,750 17.80% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 4.3 35 0.0200 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.2 270 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 6.5 315 Total 1 1 t ' Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL_R Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD® 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 151 S: PR-POND 3 ' [49] Hint: Tc<2dt may require smaller dt Runoff = 0.60 cfs @ 12.09 hrs, Volume= 1,981 cf, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" ' Area (sf) CN Adj Description 375 98 Unconnected roofs, HSG C ' 20,077 74 >75% Grass cover, Good, HSG C 5,400 70 Woods Good HSG C 25,852 74 73 Weighted Average, UI Adjusted ' 25,477 98.55% Pervious Area 375 1.45% Impervious Area 375 100.00% Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 2:4 50 0.1700 0.34 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.10" 0.3 115 0.1700 6.64 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 10 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.7 175 Total, Increased to minimum Tc = 5.0 min I 1 1 Proposed Condition Watershed Analysis - The Woodlands -Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 1 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 152S: PR-CB 9+50LT 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.82 cfs @ 12.07 hrs, Volume= 2,549 cf, Depth= 2.16" 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" 1 Area (sf) CN Description 2,625 98 Unconnected roofs, HSG C 1 4,401 74 >75% Grass cover, Good, HSG C 7,107 98 Paved parking, HSG C 14,133 91 Weighted Average 1 4,401 31.14% Pervious Area 9,732 68.86% Impervious Area 2,625 26.97% Unconnected 1 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, 1 Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 260 0.0160 2.57 Shallow Concentrated Flow, 1 Paved Kv= 20.3 fps 5.0 295 Total 1 1 1 i 1 1 i 1 ' 1 Proposed Condition Watershed Analysis - The Woodlands -Salem MA Revised 8/31/2015 proposed-SUBMITTAL_R Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 ' HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 153S: PR-CB 10+84 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.93 cfs @ 12.07 hrs, Volume= 2,931 cf, Depth= 2.26" I ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 1,875 98 Unconnected roofs, HSG C 3,834 74 >75% Grass cover, Good, HSG C 9,884 98 Paved parking, HSG C 15,593 92 Weighted Average 3,834 24.59% Pervious Area ' 11,759 75.41% Impervious Area 1,875 15.95% Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (f 1ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, t Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.1 165 0.0160 2.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.4 200 Total, Increased to minimum Tc = 5.0 min II II 1 Proposed Condition Watershed Analysis - The Woodlands -Salem MA Revised 8/31/2015 proposed-SUBMITTAL_R Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 154S: PR-CB 9+50RT 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.87 cfs @ 12.07 hrs, Volume= 2,703 cf, Depth= 1.99" 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" 1 Area (sf) CN Description 1,875 98 Unconnected roofs, HSG C 1 6,425 74 >75% Grass cover, Good, HSG C 7,998 98 Paved parking, HSG C 16,298 89 Weighted Average 1 6,425 39.42% Pervious Area 9,873 60.58% Impervious Area 1,875 18.99% Unconnected 1 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 2.7 40 0.0800 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1 1.8 280 0.0160 2.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.5 330 Total, Increased to minimum Tc = 5.0 min 1 i 1 1 i 1 1 Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 155S: EX-RES 211 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.49 cfs @ 12.08 hrs, Volume= 1,538 cf, Depth= 1.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" ' Area (sf) CN Description 12,285 81 1/3 acre lots, 30% imp, HSG C ' 1,640 70 Woods, Good, HSG C 13,925 80 Weighted Average 10,240 73.53% Pervious Area 3,686 26.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) t 4.3 50 0.0400 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.4 55 0.0200 2.28 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 4.7 105 Total, Increased to minimum Tc = 5.0 min 1 1 Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL_R Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 156S: PR-POND 4 I [49] Hint: Tc<2dt may require smaller dt Runoff = 0.72 cfs @ 12.08 hrs, Volume= 2,275 cf, Depth= 1.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" ' Area (sf) CN Description 1,500 98 Unconnected roofs, HSG C ' 15,295 74 >75% Grass cover, Good, HSG C * 4,840 91 Rip Rap HSG C 21,635 79 Weighted Average ' 20,135 93.07% Pervious Area 1,500 6.93% Impervious Area 1,500 100.00% Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 50 0.1500 0.33 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 20 0.1200 5.58 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 0.1 30 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 25 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 2.8 125 Total, Increased to minimum Tc = 5.0 min Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 25 Summary for Pond 78P: Proposed CULTEC 330XL (Infiltration System #1) M Inflow Area = 14,971 sf, 50.97% Impervious, Inflow Depth = 1.76" for 2 yr event Inflow - 0.69 cfs @ 12.08 hrs, Volume= 2,196 cf Outflow = 0.01 cfs @ 10.75 hrs, Volume= 1,083 cf, Atten= 99%, Lag= 0.0 min Discarded = 0.01 cfs @ 10.75 hrs, Volume= 1,083 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs /3 Peak Elev= 124.00' @ 22.51 hrs Surf.Area= 1,489 sf Storage= 1,652 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 614.4 min ( 1,428.9 - 814.5 ) Volume Invert Avail.Storage Storage Description #1A 122.40' 1,274 cf 25.67'W x 58.00'L x 3.54'H Field A 5,272 cf Overall - 2,086 cf Embedded = 3,186 cf x 40.0% Voids #2A 122.90' 2,086 cf Cultec R-330XL x 40 Inside#1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L= 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap 5 Rows of 8 Chambers 3,361 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 122.40' 0.270 in/hr Exfiltration over Surface area #2 Secondary 127.75' 4.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 ' 3.30 3.31 3.32 Discarded OutFlow Max=0.01 cfs @ 10.75 hrs HW=122.46' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=122.40' TW=0.00' (Dynamic Tailwater) 2=13road-Crested Rectangular Weir ( Controls 0.00 cfs) Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL_R Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 HydroCAD@ 10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 26 Pond 78P: Proposed CULTEC 330XL (Infiltration System #1) - Chamber Wizard Field A Chamber Model =Cultec R-330XL (Cultec Recharger®330XL- DISCONTINUED, Use R-330XLHD for new designs) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap 52.0"Wide + 6.0" Spacing = 58.0" C-C Row Spacing 8 Chambers/Row x 7.00' Long = 56.00' Row Length +12.0" End Stone x 2 = 58.00' Base Length 5 Rows x 52.0" Wide + 6.0" Spacing x 4+ 12.0" Side Stone x 2 = 25.67' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover= 3.54' Field Height 40 Chambers x 52.2 cf= 2,086.3 cf Chamber Storage 5,272.4 cf Field -2,086.3 cf Chambers = 3,186.1 cf Stone x 40.0%Voids = 1,274.4 cf Stone Storage Chamber Storage + Stone Storage = 3,360.7 cf= 0.077 of Overall Storage Efficiency= 63.7% 40 Chambers 195.3 cy Field 118.0 cy Stone I li r ' Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 ' HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 27 Summary for Pond 142P: Detention Pond 1 ' Inflow Area = 60,064 sf, 24.18% Impervious, Inflow Depth = 1.29" for 2 yr event Inflow - 2.02 cfs @ 12.08 hrs, Volume= 6,445 cf Outflow = 0.50 cfs @ 12.49 hrs, Volume= 6,132 cf, Atten= 75%, Lag= 24.8 min ' Discarded 0.01 cfs @ 12.49 hrs, Volume= 688 cf Primary 0.49 cfs @ 12.49 hrs, Volume= 5,444 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 134.10' @ 12.49 hrs Surf.Area= 1,653 sf Storage= 2,319 cf ' Flood Elev= 136.50' Surf.Area= 3,660 sf Storage= 8,258 cf Plug-Flow detention time= 136.0 min calculated for 6,132 cf(95% of inflow) Center-of-Mass det. time= 109.6 min ( 949.5 - 839.9 ) ' Volume Invert Avail.Storage Storage Description #1 132.00' 8,258 cf Custom Stage Data(Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 132.00 600 0 0 133.00 1,060 830 830 134.00 1,590 1,325 2,155 135.00 2,210 1,900 4,055 136.00 2,910 2,560 6,615 136.50 3,660 1,643 8,258 ' Device Routing Invert Outlet Devices #1 Primary 131.50' 12.0" Round Culvert L= 175.0' CPP, square edge headwall, Ke= 0.500 ' Inlet/Outlet Invert= 131.50'/ 129.75' S= 0.0100 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 132.75' 4.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 134.00' 8.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 134.50' 10.0"Vert. Orifice/Grate C= 0.600 #5 Secondary 136.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 ' 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' #6 Discarded 132.00' 0.270 in/hr Exfiltration over Surface area ' Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type W 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD® 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 28 Discarded OutFlow Max=0.01 cfs @ 12.49 hrs HW=134.10' (Free Discharge) ' t-6=Exfltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.49 cfs @ 12.49 hrs HW=134.10' TW=0.00' (Dynamic Tailwater) ' t-1=Culvert (Passes 0.49 cfs of 5.29 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.46 cfs @ 5.24 fps) 3=0rifice/Grate (Orifice Controls 0.04 cfs @ 1.08 fps) ' =Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow, Max=0.00 cfs @ 0.00 hrs HW=132.00' TW=0.00' (Dynamic Tailwater) L-5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 1 iii Proposed Condition Watershed Analysis - The Woodlands -Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type Ill 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 ' HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 29 Summary for Pond 143P: Detention Pond 2 ' Inflow Area = 44,298 sf, 45.76% Impervious, Inflow Depth = 1.73" for 2 yr event Inflow - 2.02 cfs @ 12.08 hrs, Volume= 6,380 cf Outflow = 0.16 cfs @ 13.50 hrs, Volume= 5,934 cf, Atten= 92%, Lag= 85.3 min Discarded 0.02 cfs @ 13.50 hrs, Volume= 1,852 cf Primary 0.14 cfs @ 13.50 hrs, Volume= 4,082 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 129.30' @ 13.50 hrs Surf.Area= 3,099 sf Storage= 3,348 cf ' Flood Elev= 136.50' Surf.Area= 6,340 sf Storage= 17,293 cf Plug-Flow detention time= 355.0 min calculated for 5,927 cf(93% of inflow) Center-of-Mass det. time= 319.4 min ( 1,137.0 - 817.7 ) Volume Invert Avail.Storage Storage Description #1 128.00' 17,293 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 128.00 1,800 0 0 128.50 2,560 1,090 1,090 129.00 2,890 1,363 2,453 130.00 3,590 3,240 5,693 131.00 4,350 3,970 9,663 132.00 5,160 4,755 14,418 132.50 6,340 2,875 17,293 Device Routing Invert Outlet Devices #1 Primary 127.50' 12.0" Round Culvert ' L= 16.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 127.50'/ 127.00' S= 0.0313 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Secondary 132.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #3 Discarded 128.00' 0.270 in/hr Exfitration over Surface area #4 Device 1 128.50' 2.5"Vert. Orifice/Grate C= 0.600 Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 30 Discarded OutFlow Max=0.02 cfs @ 13.50 hrs HW=129.30' (Free Discharge) t-3=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.14 cfs @ 13.50 hrs HW=129.30' TW=0.00' (Dynamic Tailwater) ' t--1=Culvert (Passes 0.14 cfs of 4.31 cfs potential flow) t,4=Orifice/Grate (Orifice Controls 0.14 cfs @ 4.01 fps) ' Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=128.00' TW=0.00' (Dynamic Tailwater) t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) ISI ' Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 31 Summary for Pond 144P: Detention Pond 4 Inflow Area = 67,659 sf, 48.57% Impervious, Inflow Depth = 1.86" for 2 yr event Inflow - 3.32 cfs @ 12.08 hrs, Volume= 10,459 cf Outflow = 1.01 cfs @ 12.41 hrs, Volume= 9,742 cf, Atten= 70%, Lag= 20.1 min ' Discarded 0.02 cfs @ 12.41 hrs, Volume= 1,088 cf Primary 1.00 cfs @ 12.41 hrs, Volume= 8,654 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 119.36' @ 12.41 hrs Surf.Area= 2,611 sf Storage= 3,845 cf ' Plug-Flow detention time= 145.0 min calculated for 9,742 cf(93% of inflow) Center-of-Mass det. time= 108.8 min ( 922.1 - 813.2 ) Volume Invert Avail.Storage Storage Description #1 117.00' 18,006 cf Custom Stage Data (Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 117.00 790 0 0 118.00 1,460 1,125 1,125 119.00 2,230 1,845 2,970 120.00 3,285 2,758 5,728 121.00 4,480 3,883 9,610 122.00 5,825 5,153 14,763 122.50 7,150 3,244 18,006 Device Routing Invert Outlet Devices #1 Primary 114.50' 12.0" Round Culvert L= 13.0' CPP, square edge headwall, Ke= 0.500 ' Inlet/Outlet Invert= 114.50'/ 114.00' S= 0.0385 'P Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Discarded 117.00' 0.270 in/hr Exfiltration over Surface area #3 Device 1 118.00' 6.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 120.50' 8.0"Vert. Orifice/Grate C= 0.600 #5 Secondary 122.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 1 1 1 Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL-IR Type ///24-hr 2 yr Rainfafl=3.10" Prepared by Microsoft Printed 11/23/2015 1 HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 32 Discarded OutFlow Max=0.02 cfs @ 12.41 hrs HW=119.36' (Free Discharge) 1 t-2=Exfltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=1.00 cfs @ 12.41 hrs HW=119.36' TW=0.00' (Dynamic Tailwater) 1 L7=Culvert (Passes 1.00 cfs of 7.90 cfs potential flow) 3=Orifice/Grate (Orifice Controls 1.00 cfs @ 5.07 fps) =Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=117.00' TW=0.00' (Dynamic Tailwater) 1 T-5=13road-Crested Rectangular Weir ( Controls 0.00 cfs) 1 1 1 1 1 i i li i 1 1 i ' Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 33 Summary for Pond 152P: Detention Pond 3 ' Inflow Area = 57,305 sf, 37.42% Impervious, Inflow Depth = 1.55" for 2 yr event Inflow - 2.28 cfs @ 12.09 hrs, Volume= 7,423 cf Outflow = 0.81 cfs @ 12.40 hrs, Volume= 6,983 cf, Atten= 64%, Lag= 18.3 min Discarded 0.02 cfs @ 12.40 hrs, Volume= 1,831 cf Primary 0.79 cfs @ 12.40 hrs, Volume= 5,151 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 116.06' @ 12.40 hrs Surf.Area= 2,912 sf Storage= 2,701 cf Flood Elev= 136.50' Surf.Area= 5,400 sf Storage= 12,340 cf Plug-Flow detention time= 224.3 min calculated for 6,974 cf(94% of inflow) Center-of-Mass det. time= 193.6 min ( 1,017.7 -824.1 ) ' Volume Invert Avail.Storage Storage Description #1 115.00' 12,340 cf Custom Stage Data (Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 115.00 2,200 0 0 116.00 2,870 2,535 2,535 117.00 3,600 3,235 5,770 118.00 4,560 4,080 9,850 118.50 5,400 2,490 12,340 Device Routing Invert Outlet Devices ' #1 Primary 113.50' 12.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 113.50'/ 113.00' S= 0.05007 Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 115.50' 8.0"Vert. Orifice/Grate C= 0.600 #3 Secondary 118.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' #4 Discarded 115.00' 0.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.02 cfs @ 12.40 hrs HW=116.06' (Free Discharge) ' t-4--Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.79 cfs @ 12.40 hrs HW=116.06' TW=0.00' (Dynamic Tailwater) L -Culvert (Passes 0.79 cfs of 5.42 cfs potential flow) ' 2=Orifice/Grate (Orifice Controls 0.79 cfs @ 2.54 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=115.00' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 HydroCAD® 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 34 Summary for Link 109L: Total Surface Runoff discharging from project area Inflow Area = 751,980 sf, 20.55% Impervious, Inflow Depth = 1.06" for 2 yr event Inflow - 10.88 cfs @ 12.18 hrs, Volume= 66,321 cf Primary = 10.88 cfs @ 12.18 hrs, Volume= 66,321 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL_R Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 35 Summary for Link 128L: Runoff towards existing wetlands to the north Inflow Area = 315,936 sf, 19.88% Impervious, Inflow Depth = 1.06" for 2 yr event Inflow - 4.48 cfs @ 12.21 hrs, Volume= 28,026 cf Primary = 4.48 cfs @ 12.21 hrs, Volume= 28,026 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs i i 1 Proposed Condition Watershed Analysis -The Woodlands -Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 1 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Pape 36 Summary for Link 130L: Runoff towards Isolated Wetland "B" series 1 Inflow Area = 70,668 sf, 4.80% Impervious, Inflow Depth = 0.87' for 2 yr event Inflow - 1.15 cfs @ 12.22 hrs, Volume= 5,113 cf Primary = 1.15 cfs @ 12.22 hrs, Volume= 5,113 cf, Atten= 0%, Lag= 0.0 min II, 1 Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 1 1 1 1 1 1 1 1 1 1 I ' Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 37 Summary for Link 132L: Runoff towards Clark Avenue Drainage System ' Inflow Area = 123,289 sf, 42.07% Impervious, Inflow Depth = 1.40" for 2 yr event Inflow - 4.63 cfs @ 12.08 hrs, Volume= 14,372 cf Primary = 4.63 cfs @ 12.08 hrs, Volume= 14,372 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 1 1 ! ! Proposed Condition Watershed Analysis - The Woodlands -Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 1 HydroCAD® 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 38 Summary for Link 139L: Runoff towards existing wetlands to the south ! Inflow Area = 436,044 sf, 21.03% Impervious, Inflow Depth = 1.05' for 2 yr event Inflow 6.88 cfs @ 12.12 hrs, Volume= 38,296 cf Primary = 6.88 cfs @ 12.12 hrs, Volume= 38,296 cf, Atten= 0%, Lag= 0.0 min ! Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 ! ! ! ! ! 1 1 i 1 1 1 i Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 11/23/2015 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 39 Summary for Link 141 L: Runoff towards Isolated Wetland "C" series ' Inflow Area = 49,862 sf, 0.00% Impervious, Inflow Depth = 0.77" for 2 yr event Inflow 0.73 cfs @ 12.20 hrs, Volume= 3,202 cf Primary = 0.73 cfs @ 12.20 hrs, Volume= 3,202 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 I� 1 ' Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type /// 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 11/23/2015 HydroCAD® 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Paae 1 Summary for Subcatchment 8OS: PR-CB O+ORT [49] Hint: Tc<2dt may require smaller dt Runoff = 0.46 cfs @ 12.07 hrs, Volume= 1,457 cf, Depth= 3.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" ' Area (sf) CN Description 375 98 Unconnected roofs, HSG C 1,515 74 >75% Grass cover, Good, HSG C 3,107 98 Paved parking, HSG C 4,997 91 Weighted Average 1,515 30.32% Pervious Area 3,482 69.68% Impervious Area 375 10.77% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 15 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 165 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.0 205 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment 81 S: PR-CB O+OLT [49] Hint: Tc<2dt may require smaller dt Runoff 0.61 cfs @ 12.08 hrs, Volume= 1,879 cf, Depth= 2.55" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" ' Area (sf) CN Description 375 70 Woods, Good, HSG C 3,751 74 >75% Grass cover, Good, HSG C 3,023 98 Paved parking, HSG C 1,700 70 Woods, Good, HSG C 8,849 81 Weighted Average 5,826 65.84% Pervious Area ' 3,023 34.16% Impervious Area 1 r Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL_R Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 11/23/2015 rHydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 2 Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 15 0.0312 3.59 Shallow Concentrated Flow, r Paved Kv= 20.3 fps 0.6 160 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 4.0 200 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment 111 S: EX-1 R rRunoff = 7.10 cfs @ 12.20 hrs, Volume= 28,831 cf, Depth= 1.82' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (so CN Description r 141,864 70 Woods, Good, HSG C 37,700 74 >75% Grass cover, Good, HSG C 6,000 98 Unconnected roofs, HSG C * 4,490 91 Rip rap slope HSG C 190,054 72 Weighted Average 184,054 96.84% Pervious Area ' 6,000 3.16% Impervious Area 6,000 100.00% Unconnected r Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.5 100 0.0800 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 100 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.7 275 0.1500 6.24 Shallow Concentrated Flow, r Unpaved Kv= 16.1 fps 13.6 475 Total ' Summary for Subcatchment 136S: EX-411 Runoff = 2.60 cfs @ 12.21 hrs, Volume= 10,720 cf, Depth= 1.82' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" r r r ' Proposed Condition Watershed Analysis -The Woodlands -Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 11/23/2015 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 3 Area (sf) CN Description ' 51,513 70 Woods, Good, HSG C 2,250 98 Unconnected roofs, HSG C 1,142 98 Unconnected pavement, HSG C 15,763 74 >75% Grass cover, Good, HSG C 70,668 72 Weighted Average 67,276 95.20% Pervious Area 3,392 4.80% Impervious Area 3,392 100.00% Unconnected Tc Length Slope Velocity Capacity Description ' (min) (feet) (f/ft) (f/sec) (cfs) 12.5 100 0.0800 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 100 0.0800 4.55 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 1.3 220 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 14.2 420 Total Summary for Subcatchment 137S: EX-2r [49] Hint: Tc<2dt may require smaller dt Runoff = 0.74 cfs @ 12.08 hrs, Volume= 2,303 cf, Depth= 2.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Adj Description 500 70 Woods, Good, HSG C 375 98 Unconnected roofs, HSG C 1,240 98 Unconnected pavement, HSG C 11,363 74 >75% Grass cover, Good, HSG C 13,478 77 75 Weighted Average, UI Adjusted 11,863 88.02% Pervious Area 1,615 11.98% Impervious Area 1,615 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 3.3 50 0.0800 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.5 100 0.0400 3.22 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 0.6 95 0.0260 2.60 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1 0.1 35 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.5 280 Total, Increased to minimum Tc = 5.0 min 1 Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 11/23/2015 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Pape 4 Summary for Subcatchment 138S: EX-3R Runoff = 6.59 cfs @ 12.23 hrs, Volume= 28,435 cf, Depth= 1.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description ' 400 81 1/3 acre lots, 30% imp, HSG C 159,236 70 Woods, Good, HSG C 3,750 98 Unconnected roofs, HSG C 32,000 74 >75% Grass cover, Good, HSG C 195,386 71 Weighted Average 191,516 98.02% Pervious Area 3,870 1.98% Impervious Area 3,750 96.90% Unconnected Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 14.8 100 0.0530 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.5 180 0.1700 6.64 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3 45 0.0200 2.28 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 15.6 325 Total ' - Summary for Subcatchment 140S: EX-5 (No Change) Runoff - 1.74 cfs @ 12.18 hrs, Volume= 6,955 cf, Depth= 1.67' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 49,862 70 Woods, Good, HSG C 49,862 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (f 1ft) (f/sec) (cfs) 10.0 100 0.1400 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 100 0.1400 6.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.0 360 0.0360 3.05 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 12.3 560 Total ' Proposed Condition Watershed Analysis -The Woodlands -Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 11/23/2015 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 142S: PR- POND 2 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.79 cfs @ 12.08 hrs, Volume= 2,471 cf, Depth= 2.05" ! Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" ! Area (sf) CN Description 13,712 74 >75% Grass cover, Good, HSG C ! 750 98 Unconnected roofs, HSG C 14,462 75 Weighted Average 13,712 94.81% Pervious Area 750 5.19% Impervious Area 750 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 20 0.0700 4.26 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 15 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.6 85 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment 143S: PR-POND 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.37 cfs @ 1.2.08 hrs, Volume= 7,368 cf, Depth= 2.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Ad! Description 4,125 98 Unconnected roofs, HSG C 33,998 74 >75% Grass cover, Good, HSG C 5,000 70 Woods Good, HSG C ! 43,123 76 75 Weighted Average, UI Adjusted 38,998 90.43% Pervious Area 4,125 9.57% Impervious Area 4,125 100.00% Unconnected ! ! ' Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type /// 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 11/23/2015 HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 6 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 3.8 50 0.0550 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 1.1 170 0.0250 2.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 65 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 5.0 285 Total Summary for Subcatchment 144S: PR-CB 1+65 RT [49] Hint: Tc<2dt may require smaller dt ' Runoff = 0.67 cfs @ 12.07 hrs, Volume= 2,105 cf, Depth= 3.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 1,125 98 Unconnected roofs, HSG C 3,458 98 Paved parking, HSG C 3,319 74 >75% Grass cover, Good, HSG C 7,902 88 Weighted Average 3,319 42.00% Pervious Area 4,583 58.00% Impervious Area 1,125 24.55% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 0.6 165 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.9 200 Total, Increased to minimum Tc= 5.0 min Summary for Subcatchment 145S: PR-CB 3+50LT [49] Hint: Tc<2dt may require smaller dt Runoff - 1.42 cfs @ 12.08 hrs, Volume= 4,537 cf, Depth= 3.30" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" ' Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD® 10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Pape 7 Area (sf) CN Description ' 2,625 98 Unconnected roofs, HSG C 7,358 98 Paved parking, HSG C 6,539 74 >75% Grass cover, Good, HSG C 16,522 89 Weighted Average ' 6,539 39.58% Pervious Area 9,983 60.42% Impervious Area 2,625 26.29% Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 3.6 20 0.0100 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 1.7 285 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.3 315 Total Summary for Subcatchment 146S: PR-CB 3+50RT ' [49] Hint: Tc<2dt may require smaller dt Runoff = 1.22 cfs @ 12.07 hrs, Volume= 3,881 cf, Depth= 3.50" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 2,625 98 Unconnected roofs, HSG C 6,914 98 Paved parking, HSG C t 3,775 74 >75% Grass cover, Good, HSG C 13,314 91 Weighted Average 3,775 28.35% Pervious Area 9,539 71.65% Impervious Area 2,625 27.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 15 0.0100 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 285 0.0200 2.87 Shallow Concentrated Flow, ' Paved Kv= 20.3 fps 4.6 310 Total, Increased to minimum Tc = 5.0 min 1 Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 11/23/2015 ' HydroCADO 10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 147S: PR-CB 1+65 LT [49] Hint: Tc<2dt may require smaller dt Runoff = 0.79 cfs @ 12.07 hrs, Volume= 2,482 cf, Depth= 3.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" ' Area (sf) CN Description 1,500 98 Unconnected roofs, HSG C ' 4,314 98 Paved parking, HSG C 3.225 74 >75% Grass cover, Good, HSG C 9,039 89 Weighted Average ' 3,225 35.68% Pervious Area 5,814 64.32% Impervious Area 1,500 25.80% Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, ' 0 Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 165 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.9 200 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment 148S: 3/4 roof area Lot 12 ' [49] Hint: Tc<2dt may require smaller dt Runoff 0.11 cfs @ 12.07 hrs, Volume= 400 cf, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" t Area (sf) CN Description 1,125 98 Roofs HSG C 1,125 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, 1.0 0 Total, Increased to minimum Tc = 5.0 min Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL_R Type ///24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 149S: EX-RES 1r ' [49] Hint: Tc<2dt may require smaller dt Runoff = 7.42 cfs @ 12.07 hrs, Volume= 22,992 cf, Depth= 2.91" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" tArea (sf) CN Description 61,852 81 1/3 acre lots, 30% imp, HSG C ' 24,065 98 Paved parking, HSG C 7,317 74 >75% Grass cover, Good, HSG C 1,606 70 Woods, Good, HSG C ' 94,840 85 Weighted Average 52,219 55.06% Pervious Area 42,621 44.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.10" 0.3 100 0.1000 5.09 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 150 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.0 300 Total Summary for Subcatchment 150S: PR-CB Road B Runoff = 2.70 cfs @ 12.09 hrs, Volume= 8,901 cf, Depth= 3.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" ' Area (sf) CN Description 3,750 98 Unconnected roofs, HSG C ' 10,385 74 >75% Grass cover, Good, HSG C 17,318 98 Paved parking, HSG C 31,453 90 Weighted Average 10,385 33.02% Pervious Area 21,068 66.98% Impervious Area 3,750 17.80% Unconnected ' Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 11/23/2015 ' HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 10 Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (f/sec) (cfs) 4.3 35 0.0200 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, ' Paved Kv= 20.3 fps 2.2 270 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.5 315 Total Summary for Subcatchment 151 S: PR-POND 3 ' [49] Hint: Tc<2dt may require smaller dt ' Runoff = 1.30 cfs @ 12.08 hrs, Volume= 4,084 cf, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" ' Area (sf) CN Ado Description 375 98 Unconnected roofs, HSG C ' 20,077 74 >75% Grass cover, Good, HSG C 5,400 70 Woods, Good, HSG C 25,852 74 73 Weighted Average, UI Adjusted ' 25,477 98.55% Pervious Area 375 1.45% Impervious Area 375 100.00% Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 2.4 50 0.1700 0.34 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.3 115 0.1700 6.64 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 0.0 10 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.7 175 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment 152S: PR-CB 9+50LT ' [49] Hint: Tc<2dt may require smaller dt Runoff - 1.29 cfs @ 12.07 hrs, Volume= 4,120 cf, Depth= 3.50" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" 1 Proposed Condition Watershed Analysis -The Woodlands- Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD®10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 11 Area (sf) CN Description 2,625 98 Unconnected roofs, HSG C 4,401 74 >75% Grass cover, Good, HSG C 7,107 98 Paved parking HSG C 14,133 91 Weighted Average 4,401 31.14% Pervious Area 9,732 68.86% Impervious Area 2,625 26.97% Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) ' 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 1.7 260 0.0160 2.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.0 295 Total Summary for Subcatchment 153S: PR-CB 10+84 ' [49] Hint: Tc<2dt may require smaller dt Runoff = 1.45 cfs @ 12.07 hrs, Volume= 4,681 cf, Depth= 3.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 1,875 98 Unconnected roofs, HSG C 3,834 74 >75% Grass cover, Good, HSG C ' 9,884 98 Paved parking, HSG C 15,593 92 Weighted Average 3,834 24.59% Pervious Area 11,759 75.41% Impervious Area 1,875 15.95% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft(sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.1 165 0.0160 2.57 Shallow Concentrated Flow, ' Paved Kv= 20.3 fps 4.4 200 Total, Increased to minimum Tc = 5.0 min Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL_R Type /// 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD® 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 154S: PR-CB 9+50RT [49] Hint: Tc<2dt may require smaller dt Runoff = 1.42 cfs @ 12.07 hrs, Volume= 4,475 cf, Depth= 3.30" 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" ' Area (sf) CN Description 1,875 98 Unconnected roofs, HSG C ' 6,425 74 >75% Grass cover, Good, HSG C 7,998 98 Paved parking, HSG C 16,298 89 Weighted Average ' 6,425 39.42% Pervious Area 9,873 60.58% Impervious Area 1,875 18.99% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 40 0.0800 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 1.8 280 0.0160 2.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.5 330 Total, Increased to minimum Tc = 5.0 min ' Summary for Subcatchment 155S: EX-RES 2R [49] Hint: Tc<2dt may require smaller dt Runoff = 0.92 cfs @ 12.08 hrs, Volume= 2,856 cf, Depth= 2.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 12,285 81 1/3 acre lots, 30% imp, HSG C 1,640 70 Woods, Good, HSG C ' 13,925 80 Weighted Average 10,240 73.53% Pervious Area 3,686 26.47% Impervious Area i Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL_R Type ///24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 11/23/2015 HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 13 Tc Length Slope Velocity Capacity Description i (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.0400 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.4 55 0.0200 2.28 Shallow Concentrated Flow, i Unpaved Kv= 16.1 fps 4.7 105 Total, Increased to minimum Tc = 5.0 min iSummary for Subcatchment 156S: PR-POND 4 [49] Hint: Tc<2dt may require smaller dt ' Runoff = 1.38 cfs @ 12.08 hrs, Volume= 4,285 cf, Depth= 2.38" i Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description i 1,500 98 Unconnected roofs, HSG C 15,295 74 >75% Grass cover, Good, HSG C 4,840 91 Rip Rap, HSG C i 21,635 79 Weighted Average 20,135 93.07% Pervious Area 1,500 6.93% Impervious Area i1,500 100.00% Unconnected Tc Length Slope Velocity Capacity Description i (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 50 0.1500 0.33 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 20 0.1200 5.58 Shallow Concentrated Flow, i Unpaved Kv= 16.1 fps 0.1 30 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps i 0.0 25 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.8 125 Total, Increased to minimum Tc = 5.0 min iSummary for Pond 78P: Proposed CULTEC 330XL (Infiltration System #1) i Inflow Area = 14,971 sf, 50.97% Impervious, Inflow Depth = 2.99" for 10 yr event Inflow 1.18 cfs @ 12.07 hrs, Volume= 3,735 cf Outflow - 0.01 cfs @ 9.45 hrs, Volume= 1,133 cf, Atten= 99%, Lag= 0.0 min ' Discarded = 0.01 cfs @ 9.45 hrs, Volume= 1,133 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 i ' Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 11/23/2015 HydroCAD® 10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 14 Peak Elev= 125.56' @ 24.04 hrs Surf.Area= 1,489 sf Storage= 3,136 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 582.1 min ( 1,383.9- 801.8 ) Volume Invert Avail.Storage Storage Description #1A 122.40' 1,274 cf 25.67'W x 58.001 x 3.54'H Field A 5,272 cf Overall -2,086 cf Embedded = 3,186 cf x 40.0% Voids #2A 122.90' 2,086 cf Cultec R-330XL x 40 Inside #1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap 5 Rows of 8 Chambers 3,361 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 122.40' 0.270 in/hr Exfiltration over Surface area #2 Secondary 127.75' 4.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 ' Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.01 cfs @ 9.45 hrs HW=122.46' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=122.40' TW=0.00' (Dynamic Tailwater) 't2=Broad-Crested Rectangular Weir ,( Controls 0.00 cfs) Summary for Pond 142P: Detention Pond 1 MInflow Area = 60,064 sf, 24.18% Impervious, Inflow Depth = 2.39" for 10 yr event Inflow = 3.81 cfs @ 12.08 hrs, Volume= 11,955 cf ' Outflow = 1.83 cfs @ 12.25 hrs, Volume= 11,637 cf, Atten= 52%, Lag= 10.6 min Discarded = 0.01 cfs @ 12.25 hrs, Volume= 748 cf Primary 1.82 cfs @ 12.25 hrs, Volume= 10,889 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 134.73' @ 12.25 hrs Surf.Area= 2,042 sf Storage= 3,479 cf ' Flood Elev= 136.50' Surf.Area= 3,660 sf Storage= 8,258 cf Plug-Flow detention time= 90.7 min calculated for 11,623 cf(97% of inflow) ' Center-of-Mass det. time= 76.4 min ( 900.1 - 823.7 ) Volume Invert Avail.Storage Storage Description #1 132.00' 8,258 cf Custom Stage Data (Prismatic) Listed below (Recalc) ' Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 11/23/2015 ' HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 15 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 132.00 600 0 0 133.00 1,060 830 830 134.00 1,590 1,325 2,155 135.00 2,210 1,900 4,055 136.00 2,910 2,560 6,615 136.50 3,660 1,643 8,258 ' Device Routing Invert Outlet Devices #1 Primary 131.50' 12.0" Round Culvert ' L= 175.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 131.50'/ 129.75' S= 0.01007' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 132.75' 4.0"Vert. Orifice/Grate C= 0.600 ' #3 Device 1 134.00' 8.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 134.50' 10.0"Vert. Orifice/Grate C= 0.600 #5 Secondary 136.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' #6 Discarded 132.00' 0.270 in/hr Exfltration over Surface area Qiscarded OutFlow Max=0.01 cfs @ 12.25 hrs HW=134.73' (Free Discharge) ' L-6=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=1.82 cfs @ 12.25 hrs HW=134.73' TW=0.00' (Dynamic Tailwater) ' L1=Culvert (Passes 1.82 cfs of 5.77 cfs potential flow) Orifice/Grate (Orifice Controls 0.57 cfs @ 6.48 fps) 3=Orifice/Grate (Orifice Controls 1.06 cfs @ 3.02 fps) Orifice/Grate (Orifice Controls 0.20 cfs @ 1.63 fps) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=132.00' TW=0.00' (Dynamic Tailwater) =Broad-Crested Rectangular Weir ( Controls 0.00 cfs) tSummary for Pond 143P: Detention Pond 2 ' Inflow Area = 44,298 sf, 45.76% Impervious, Inflow Depth = 2.95" for 10 yr event Inflow 3.42 cfs @ 12.08 hrs, Volume= 10,889 cf Outflow = 0.23 cfs @ 13.77 hrs, Volume= 10,272 cf, Atten= 93%, Lag= 101.4 min ' Discarded = 0.02 cfs @ 13.77 hrs, Volume= 2,110 cf Primary 0.20 cfs @ 13.77 hrs, Volume= 8,163 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 130.12' @ 13.77 hrs Surf.Area= 3,683 sf Storage= 6,135 cf Flood Elev= 136.50' Surf.Area= 6,340 sf Storage= 17,293 cf ' Plug-Flow detention time= 375.1 min calculated for 10,259 cf(94% of inflow) Center-of-Mass det. time= 345.1 min ( 1,149.1 - 804.1 ) 1 ' Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 11/23/2015 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 16 Volume Invert Avail.Storage Storage Description ' #1 128.00' 17,293 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 128.00 1,800 0 0 128.50 2,560 1,090 1,090 ' 129.00 2,890 1,363 2,453 130.00 3,590 3,240 5,693 131.00 4,350 3,970 9,663 ' 132.00 5,160 4,755 14,418 132.50 6,340 2,875 17,293 Device Routing Invert Outlet Devices ' #1 Primary, 127.50' 12.0" Round Culvert L= 16.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 127.50'/ 127.00' S= 0.0313 'P Cc= 0.900 ' n= 0.010, Flow Area= 0.79 sf #2 Secondary 132.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 ' 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #3 Discarded 128.00' 0.270 in/hr Exfiltration over Surface area #4 Device 1 128.50' 2.5"Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.02 cfs @ 13.77 hrs HW=130.12' (Free Discharge) ' 3=Exfltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.20 cfs @ 13.77 hrs HW=130.12' TW=0.00' (Dynamic Tailwater) 't--')=Culvert (Passes 0.20 cfs of 5.51 cfs potential flow) Orifice/Grate (Orifice Controls 0.20 cfs @ 5.93 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=128.00' TW=0.00' (Dynamic Tailwater) ' 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 144P: Detention Pond 4 ' Inflow Area = 67,659 sf, 48.57% Impervious, Inflow Depth = 3.11" for 10 yr event Inflow = 5.55 cfs @ 12.07 hrs, Volume= 17,560 cf Outflow = 1.35 cfs @ 12.46 hrs, Volume= 16,836 cf, Atten= 76%, Lag= 23.3 min Discarded = 0.02 cfs @ 12.46 hrs, Volume= 1,197 cf Primary = 1.32 cfs @ 12.46 hrs, Volume= 15,638 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 120.21' @ 12.46 hrs Surf.Area= 3,541 sf Storage=6,457 cf ' Plug-Flow detention time= 112.8 min calculated for 16,815 cf(96% of inflow) i i Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 11/23/2015 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 17 Center-of-Mass det. time= 90.5 min (.890.2 - 799.7 ) i Volume Invert Avail.Storage Storage Description #1 117.00' 18,006 cf Custom Stage Data (Prismatic) Listed below(Recalc) i Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 117.00 - 790- - 0 -- 1 0-- - 118.00 --118.00 1,460 1,125 1,125 119.00 2,230 1,845 2,970 120.00 3,285 2,758 5,728 i 121.00 4,480 3,883 9,610 122.00 5,825 5,153 14,763 122.50 7,150 3,244 18,006 i Device Routing Invert Outlet Devices #1 Primary 114.50' 12.0" Round Culvert L= 13.0' CPP, square edge headwall, Ke= 0.500 i Inlet/Outlet Invert= 114.50'/ 114.00' S= 0.0385 'P Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Discarded 117.00' 0.270 in/hr Exfiltrafion over Surface area i #3 Device 1 118.00' 6.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 120.50' 8.0"Vert. Orifice/Grate C= 0.600 #5 Secondary 122.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 i 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ipisr-arded OutFlow Max=0.02 cfs @ 12.46 hrs HW=120.21' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.02 cfs) i Primary OutFlow Max=1.32 cfs @ 12.46 hrs HW=120.21' TW=0.00' (Dynamic Tailwater) t--1=Culvert (Passes 1.32 cfs of 8.63 cfs potential flow) i ItOrifice/Grate (Orifice Controls 1.32 cfs @ 6.75 fps) -Orifice/Grate ( Controls 0.00 cfs) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=117.00' TW=0.00' (Dynamic Tailwater) iBroad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 152P: Detention Pond 3 iInflow Area = 57,305 sf, 37.42% Impervious, Inflow Depth = 2.72" for 10 yr event Inflow - 3.99 cfs @ 12.09 hrs, Volume= 12,984 cf i Outflow 1.50 cfs @ 12.36 hrs, Volume= 12,517 cf, Atten= 63%, Lag= 16.3 min Discarded = 0.02 cfs @ 12.36 hrs, Volume= 1,940 cf Primary 1.48 cfs @ 12.36 hrs, Volume= 10,577 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf iRouting by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 1 Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type if/24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 18 Peak Elev= 116.60' @ 12.36 hrs Surf.Area= 3,311 sf Storage= 4,401 cf Flood Elev= 136.50' Surf.Area= 5,400 sf Storage= 12,340 cf Plug-Flow detention time= 148.3 min calculated for 12,517 cf(96% of inflow) Center-of-Mass det. time= 127.5 min ( 938.0 - 810.4 ) Volume Invert Avail.Storage Storage Description #1 115.00' 12,340 cf Custom Stage Data (Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 115.00 2,200 0 0 116.00 2,870 2,535 2,535 117.00 3,600 3,235 5,770 118.00 4,560 4,080 9,850 118.50 5,400 2,490 12,340 Device Routing Invert Outlet Devices #1 Primary 113.50' 12.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 113.50'/ 113.00' S= 0.0500 '/' Cc= 0.900 ' n= 0.010, Flow Area= 0.79 sf #2 Device 1 115.50' 8.0"Vert. Orifice/Grate C= 0.600 #3 Secondary 118.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 ' 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' #4 Discarded 115.00' 0.270 in/hr Exfltration over Surface area Discarded OutFlow Max=0.02 cfs @ 12.36 hrs HW=116.60' (Free Discharge) t4=Exfiltration (Ex filtration Conttols 0.02 cfs) Primary OutFlow Max=1.47 cfs @ 12.36 hrs HW=116.60' TW=0.00' (Dynamic Tailwater) t--1=Culvert (Passes 1.47 cfs of 6.10 cfs potential flow) tt2=Orifice/Grate (Orifice Controls 1.47 cfs @ 4.22 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=115.00' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Link 109L: Total Surface Runoff discharging from project area Inflow Area = 751,980 sf, 20.55% Impervious, Inflow Depth = 2.09" for 10 yr event Inflow = 23.32 cfs @ 12.17 hrs, Volume= 130,683 cf Primary = 23.32 cfs @ 12.17 hrs, Volume= 130,683 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL_R Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 11/23/2015 HydroCAD@ 10.00-15 s/n 06611 @2015 HvdroCAD Software Solutions LLC Page 19 Summary for Link 128L: Runoff towards existing wetlands to the north Inflow Area = 315,936 sf, 19.88% Impervious, Inflow Depth = 2.11" for 10 yr event Inflow = 9.04 cfs @ 12.19 hrs, Volume= 55,488 cf Primary = 9.04 cfs @ 12.19 hrs, Volume= 55,488 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Summary for Link 130L: Runoff towards Isolated Wetland "B" series Inflow Area = 70,668 sf, 4.80% Impervious, Inflow Depth = 1.82" for 10 yr event Inflow 2.60 cfs @ 12.21 hrs, Volume= 10,720 cf Primary 2.60 cfs @ 12.21 hrs, Volume= 10,720 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 132L: Runoff towards Clark Avenue Drainage System Inflow Area = 123,289 sf, 42.07% Impervious, Inflow Depth = 2.46" for 10 yr event Inflow = 8.11 cfs @ 12.08 hrs, Volume= 25,295 cf Primary = 8.11 cfs @ 12.08 hrs, Volume= 25,295 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Summary for Link 139L: Runoff towards existing wetlands to the south Inflow Area = 436,044 sf, 21.03% Impervious, Inflow Depth = 2.07" for 10 yr event ' Inflow _ 14.80 cfs @ 12.12 hrs, Volume= 75,195 cf Primary 14.80 cfs @ 12.12 hrs, Volume= 75,195 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 141 L: Runoff towards Isolated Wetland "C' series Inflow Area = 49,862 sf, 0.00% Impervious, Inflow Depth = 1.67" for 10 yr event Inflow - 1.74 cfs @ 12.18 hrs, Volume= 6,955 cf Primary = 1.74 cfs @ 12.18 hrs, Volume= 6,955 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Proposed Condition Watershed Analysis -The Woodlands -Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 11/23/2015 HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 8OS: PR-CB O+ORT [49] Hint: Tc<2dt may require smaller dt Runoff = 0.69 cfs @ 12.07 hrs, Volume= 2,268 cf, Depth= 5.45' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" ' Area (sf) CN Description 375 98 Unconnected roofs, HSG C ' 1,515 74 >75% Grass cover, Good, HSG C 3,107 98 Paved parking, HSG C 4,997 91 Weighted Average 1,515 30.32% Pervious Area 3,482 69.68% Impervious Area 375 10.77% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 15 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 0.6 165 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.0 205 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment 81 S: PR-CB O+OLT ' [49] Hint: Tc<2dt may require smaller dt Runoff 1.03 cfs @ 12.07 hrs, Volume= 3,202 cf, Depth= 4.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 375 70 Woods, Good, HSG C 3,751 74 >75% Grass cover, Good, HSG C 3,023 98 Paved parking, HSG C 1,700 70 Woods, Good, HSG C 8,849 81 Weighted Average 5,826 65.84% Pervious Area ' 3,023 34.16% Impervious Area Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL-R Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 11/23/2015 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 21 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 15 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 160 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.0 200 Total, Increased to minimum Tc= 5.0 min Summary for Subcatchment 111 S: EX-1 R Runoff = 13.56 cfs @ 12.19 hrs, Volume= 53,957 cf, Depth= 3.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 141,864 70 Woods, Good, HSG C 37,700 74 >75% Grass cover, Good, HSG C 6,000 98 Unconnected roofs, HSG C * 4,490 91 Rip rap slope, HSG C 190,054 72 Weighted Average 184,054 96.84% Pervious Area 6,000 3.16% Impervious Area 6,000 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 12.5 100 0.0800 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 100 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.7 275 0.1500 6.24 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 13.6 475 Total Summary for Subcatchment 136S: EX-4R Runoff = 4.97 cfs @ 12.20 hrs, Volume= 20,063 cf, Depth= 3.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL_R Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 11/23/2015 ' HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 22 Area (sf) CN Description ' 51,513 70 Woods, Good, HSG C 2,250 98 Unconnected roofs, HSG C 1,142 98 Unconnected pavement, HSG C 15,763 74 >75% Grass cover, Good, HSG C ' 70,668 72 Weighted Average 67,276 95.20% Pervious Area 3,392 4.80% Impervious Area 3,392 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.5 100 0.0800 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.4 100 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.3 220 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 14.2 420 Total Summary for Subcatchment 137S: EX-2r ' [49] Hint: Tc<2dt may require smaller dt ' Runoff = 1.35 cfs @ 12.08 hrs, Volume= 4,169 cf, Depth= 3.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Ado Description 500 70 Woods, Good, HSG C ' 375 98 Unconnected roofs, HSG C 1,240 98 Unconnected pavement, HSG C 11,363 74 >75% Grass cover, Good, HSG C ' 13,478 77 75 Weighted Average, UI Adjusted 11,863 88.02% Pervious Area 1,615 11.98% Impervious Area 1,615 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 50 0.0800 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.5 100 0.0400 3.22 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.6 95 0.0260 2.60 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 35 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.5 280 Total, Increased to minimum Tc = 5.0 min ' Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 11124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 138S: EX-3111 ' Runoff = 12.88 cfs @ 12.22 hrs, Volume= 53,839 cf, Depth= 3.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description ' 400 81 1/3 acre lots, 30% imp, HSG C 159,236 70 Woods, Good, HSG C 3,750 98 Unconnected roofs, HSG C ' 32,000 74 >75% Grass cover, Good, HSG C 195,386 71 Weighted Average 191,516 98.02% Pervious Area ' 3,870 1.98% Impervious Area 3,750 96.90% Unconnected Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 14.8 100 0.0530 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.5 180 0.1700 6.64 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3 45 0.0200 2.28 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 15.6 325 Total Summary for Subcatchment 14OS: EX-5 (No Change) Runoff = 3.47 cfs @ 12.17 hrs, Volume= 13,326 cf, Depth= 3.21" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type 111 24-hr 100 yr Rainfall=6.50" ' Area (sf) CN Description 49,862 70 Woods, Good, HSG C 49,862 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 100 0.1400 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 100 0.1400 6.02 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 2.0 360 0.0360 3.05 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 12.3 560 Total i ' Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 11/23/2015 HydroCADO 10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 142S: PR- POND 2 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.45 cfs @ 12.08 hrs, Volume= 4,474 cf, Depth= 3.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" ' Area (so CN Description 13,712 74 >75% Grass cover, Good, HSG C ' 750 98 Unconnected roofs, HSG C 14,462 75 Weighted Average 13,712 94.81% Pervious Area j ' 750 5.19% Impervious Area 750 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 20 0.0700 4.26 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 15 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.6 85 Total, Increased to minimum Tc = 5.0 min ' Summary for Subcatchment 1435. PR-POND 1 [49] Hint: Tc<2dt may require smaller dt Runoff = 4.31 cfs @ 12.08 hrs, Volume= 13,340 cf, Depth= 3.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Adj Description ' 4,125 98 Unconnected roofs, HSG C 33,998 74 >75% Grass cover, Good, HSG C 5,000 70 Woods, Good, HSG C 43,123 76 75 Weighted Average, UI Adjusted 38,998 90.43% Pervious Area 4,125 9.57% Impervious Area 4,125 100.00% Unconnected Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL-R Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 25 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 50 0.0550 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 1.1 170 0.0250 2.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 65 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 5.0 285 Total Summary for Subcatchment 144S: PR-CB 1+65 RT [49] Hint: Tc<2dt may require smaller dt 1 Runoff = 1.05 cfs @ 12.07 hrs, Volume= 3,364 cf, Depth= 5.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 1,125 98 Unconnected roofs, HSG C ' 3,458 98 Paved parking, HSG C 3,319 74 >75% Grass cover, Good, HSG C 7,902 88 Weighted Average 3,319 42.00% Pervious Area 4,583 58.00% Impervious Area 1,125 24.55% Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, t Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 0.6 165 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.9 200 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment 145S: PR-CB 3+50LT ' [49] Hint: Tc<2dt may require smaller dt Runoff - 2.20 cfs @ 12.08 hrs, Volume= 7,188 cf, Depth= 5.22" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type 111 24-hr 100 yr Rainfall=6.50" ' Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type ///24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 11/23/2015 HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 26 Area (sf) CN Description ' 2,625 98 Unconnected roofs, HSG C 7,358 98 Paved parking, HSG C 6,539 74 >75% Grass cover, Good, HSG C 16,522 89 Weighted Average 6,539 39.58% Pervious Area 9,983 60.42% Impervious Area 2,625 26.29% Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 20 0.0100 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 285 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.3 315 Total Summary for Subcatchment 146S: PR-CB 3+50RT [49] Hint: Tc<2dt may require smaller dt Runoff = 1.85 cfs @ 12.07 hrs, Volume= 6,044 cf, Depth= 5.45' ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" ' Area (sf) CN Description 2,625 98 Unconnected roofs, HSG C 6,914 98 Paved parking, HSG C ' 3,775 74 >75% Grass cover, Good, HSG C 13,314 91 Weighted Average 3,775 28.35% Pervious Area 9,539 71.65% Impervious Area 2,625 27.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 15 0.0100 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" ' 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 285 0.0200 2.87 Shallow Concentrated Flow, ' Paved Kv= 20.3 fps 4.6 310 Total, Increased to minimum Tc = 5.0 min Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL_R Type 11124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 11/23/2015 HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 147S: PR-CB 1+65 LT [49] Hint: Tc<2dt may require smaller dt Runoff = 1.22 cfs @ 12.07 hrs, Volume= 3,933 cf, Depth= 5.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 1,500 98 Unconnected roofs, HSG C 4,314 98 Paved parking, HSG C 3,225 74 >75% Grass cover, Good, HSG C 9,039 89 Weighted Average ' 3,225 35.68% Pervious Area 5,814 64.32% Impervious Area 1,500 25.80% Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 165 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.9 200 Total, Increased to minimum Tc = 5.0 min Summary for Subcatchment 148S: 3/4 roof area Lot 12 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.17 cfs @ 12.07 hrs, Volume= 587 cf, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 1,125 98 Roofs, HSG C 1,125 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, 1.0 0 Total, Increased to minimum Tc = 5.0 min Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD® 10.00-15 s/n 06611 @2015 HVdroCAD Software Solutions LLC Page 28 Summary for Subcatchment 149S: EX-RES 1 r [49] Hint: Tc<2dt may require smaller dt Runoff = 11.97 cfs @ 12.07 hrs, Volume= 37,746 cf, Depth= 4.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 61,852 81 1/3 acre lots, 30% imp, HSG C ' 24,065 98 Paved parking, HSG C 7,317 74 >75% Grass cover, Good, HSG C 1,606 70 Woods, Good, HSG C 94,840 85 Weighted Average 52,219 55.06% Pervious Area 42,621 44.94% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.10" 0.3 100 0.1000 5.09 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 150 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.0 300 Total Summary for Subcatchment 150S: PR-CB Road B Runoff = 4.14 cfs @ 12.09 hrs, Volume= 13,980 cf, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 3,750 98 Unconnected roofs, HSG C ' 10,385 74 >75% Grass cover, Good, HSG C 17,318 98 Paved parking, HSG C 31,453 90 Weighted Average ' 10,385 33.02% Pervious Area 21,068 66.98% Impervious Area 3,750 17.80% Unconnected Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL-R Type ///24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD® 10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 29 Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 35 0.0200 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.2 270 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.5 315 Total Summary for Subcatchment 151 S: PR-POND 3 ' [49] Hint: Tc<2dt may require smaller dt ' Runoff = 2.44 cfs @ 12.08 hrs, Volume= 7,557 cf, Depth= 3.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Ado Description 375 98 Unconnected roofs, HSG C 20,077 74 >75% Grass cover, Good, HSG C 5,400 70 Woods, Good, HSG C 25,852 74 73 Weighted Average, UI Adjusted ' 25,477 98.55% Pervious Area 375 1.45% Impervious Area 375 100.00% Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 2.4 50 0.1700 0.34 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.10" 0.3 115 0.1700 6.64 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 0.0 10 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.7 175 Total, Increased to minimum Tc= 5.0 min tSummary for Subcatchment 152S: PR-CB 9+50LT ' [49] Hint: Tc<2dt may require smaller dt Runoff - 1.96 cfs @ 12.07 hrs, Volume= 6,416 cf, Depth= 5.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" 1 Proposed Condition Watershed Analysis - The Woodlands -Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 11/23/2015 HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 30 Area (sf) CN Description ' 2,625 98 Unconnected roofs, HSG C 4,401 74 >75% Grass cover, Good, HSG C 7,107 98 Paved parking, HSG C 14,133 91 Weighted Average ' 4,401 31.14% Pervious Area 9,732 68.86% Impervious Area 2,625 26.97% Unconnected Tc Length Slope Velocity Capacity Description _ min) (feet) (ft/ft) (ft/sec) (cfs) ' 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 1.7 260 0.0160 2.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.0 295 Total Summary for Subcatchment 153S: PR-CB 10+84 ' [49] Hint: Tc<2dt may require smaller dt Runoff = 2.19 cfs @ 12.07 hrs, Volume= 7,227 cf, Depth= 5.56" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" ' Area (sf) CN Description 1,875 98 Unconnected roofs, HSG C 3,834 74 >75% Grass cover, Good, HSG C ' 9,884 98 Paved parking, HSG C 15,593 92 Weighted Average 3,834 24.59% Pervious Area ' 11,759 75.41% Impervious Area 1,875 15.95% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" ' 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.1 165 0.0160 2.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.4 200 Total, Increased to minimum Tc = 5.0 min Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 11/23/2015 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment 154S: PR-CB 9+50RT ' [49] Hint: Tc<2dt may require smaller dt Runoff = 2.20 cfs @ 12.07 hrs, Volume= 7,091 cf, Depth= 5.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 1,875 98 Unconnected roofs, HSG C 6,425 74 >75% Grass cover, Good, HSG C 7,998 98 Paved parking, HSG C 16,298 89 Weighted Average ' 6,425 39.42% Pervious Area 9,873 60.58% Impervious Area 1,875 18.99% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 40 0.0800 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.8 280, 0.0160 2.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.5 330 Total, Increased to minimum Tc = 5.0 min ' Summary for Subcatchment 155S: EX-RES 2R ' [49] Hint: Tc<2dt may require smaller dt Runoff 1.59 cfs @ 12.07 hrs, Volume= 4,915 cf, Depth= 4.24" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" ' Area (sf) CN Description 12,285 81 1/3 acre lots, 30% imp, HSG C 1,640 70 Woods, Good, HSG C ' 13,925 80 Weighted Average 10,240 73.53% Pervious Area 3,686 26.47% Impervious Area i 1 Proposed Condition Watershed Analysis -The Woodlands -Salem MA Revised 8/31/2015 proposed-SUBMITTAL-11 Type 11124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 11/23/2015 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 32 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.0400 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.4 55 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.7 105 Total, Increased to minimum Tc = 5.0 min ' Summary for Subcatchment 156S: PR-POND 4 [49] Hint: Tc<2dt may require smaller dt ' Runoff = 2.39 cfs @ 12.08 hrs, Volume= 7,445 cf, Depth= 4.13" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 1,500 98 Unconnected roofs, HSG C 15,295 74 >75% Grass cover, Good, HSG C 4,840 91 Rip Rap, HSG C 21,635 79 Weighted Average 20,135 93.07% Pervious Area 1,500 6.93% Impervious Area 1,500 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 50 0.1500 0.33 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 20 0.1200 5.58 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 30 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 25 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.8 125 Total, Increased to minimum Tc = 5.0 min Summary for Pond 7813: Proposed CULTEC 330XL (Infiltration System #1) [93) Warning: Storage range exceeded by 1.97' [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=113) Inflow Area = 14,971 sf, 50.97% Impervious, Inflow Depth = 4.86" for 100 yr event Inflow 1.89 cfs @ 12.07 hrs, Volume= 6,057 cf Outflow 0.70 cfs @ 12.50 hrs, Volume= 3,230 cf, Atten= 63%, Lag= 25.5 min Discarded = 0.01 cfs @ 8.05 hrs, Volume= 1,187 cf ' Secondary= 0.69 cfs @ 12.50 hrs, Volume= 2,043 cf 1 ' Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type ///24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 33 Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 127.91' @ 12.50 hrs Surf.Area= 1,489 sf Storage= 3,361 cf tPlug-Flow detention time= 392.8 min calculated for 3,226 cf(53% of inflow) Center-of-Mass det. time= 282.0 min ( 1,072.1 - 790.1 ) ' Volume Invert Avail.Storage Storage Description #1A 122.40' 1,274 cf 25.67'W x 58.00%x 3.54'H Field A 5,272 cf Overall -2,086 cf Embedded = 3,186 cf x 40.0% Voids #2A 122.90' 2,086 cf Cultec R-330XL x 40 Inside#1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap 5 Rows of 8 Chambers 3,361 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 122.40' 0.270 in/hr ExFltration over Surface area #2 Secondary 127.75' 4.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 ' 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 ' Discarded OutFlow Max=0.01 cfs @ 8.05 hrs HW=122.46' (Free Discharge) L1=Exilltration (Exfiltration Controls 0.01 cfs) ' Secondary OutFlow Max=0.65 cfs @ 12.50 hrs HW=127.90' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 0.65 cfs @ 1.06 fps) ' Summary for Pond 142P: Detention Pond 1 Inflow Area = 60,064 sf, 24.18% Impervious, Inflow Depth = 4.12" for 100 yr event Inflow 6.56 cfs @ 12.08 hrs, Volume= 20,636 cf Outflow 4.07 cfs @ 12.18 hrs, Volume= 20,315 cf, Atten= 38%, Lag= 6.3 min Discarded = 0.02 cfs @ 12.18 hrs, Volume= 817 cf Primary = 4.05 cfs @ 12.18 hrs, Volume= 19,498 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 ' Peak Elev= 135.34' @ 12.18 hrs Surf.Area= 2,449 sf Storage= 4,851 cf Flood Elev= 136.50' Surf.Area= 3,660 sf Storage= 8,258 cf Plug-Flow detention time= 66.2 min calculated for 20,289 cf(98% of inflow) Center-of-Mass det. time= 57.8 min ( 867.1 -809.3 ) t ' Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD@ 10.00-15 s/n 06611 @ 2015 HvdroCAD Software Solutions LLC Page 34 Volume Invert Avail.Storage Storage Description ' #1 132.00' 8,258 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc,Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 132.00 600 0 0 133.00 1,060 830 830 134.00 1,590 1,325 2,155 . 135.00 2,210 1,900 4,055 136.00 2,910 2,560 6,615 136.50 3,660 1,643 8,258 ' Device Routing Invert Outlet Devices #1 Primary 131.50' 12.0" Round Culvert L= 175.0' CPP, square edge headwall, Ke= 0.500 ' Inlet/Outlet Invert= 131.50'/ 129.75' S= 0.01007' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 132.75' 4.0"Vert. Orifice/Grate C= 0.600 ' #3 Device 1 134.00' 8.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 134.50' 10.0"Vert. Orifice/Grate C= 0.600 #5 Secondary 136.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' #6 Discarded 132.00' 0.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.02 cfs @ 12.18 hrs HW=135.33' (Free Discharge) t-6=Exfltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=4.03 cfs @ 12.18 hrs HW=135.33' TW=0.00' (Dynamic Tailwater) t-1=Culvert (Passes 4.03 cfs of 6.19 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.65 cfs @ 7.49 fps) 3=Orifice/Grate (Orifice Controls 1.68 cfs @ 4.82 fps) =Orifice/Grate (Orifice Controls 1.70 cfs @ 3.11 fps) ' econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=132.00' TW=0.00' (Dynamic Tailwater) Broad-Crested Rectangular Weir ( Controls 0.00 cfs) ' Summary for Pond 143P: Detention Pond 2 ' Inflow Area = 44,298 sf, 45.76% Impervious, Inflow Depth = 4.80" for 100 yr event Inflow 5.47 cfs @ 12.08 hrs, Volume= 17,706 cf Outflow - 0.29 cfs @ 14.19 hrs, Volume= 16,823 cf, Atten= 95%, Lag= 127.0 min Discarded = 0.03 cfs @ 14.19 hrs, Volume= 2,514 cf Primary = 0.26 cfs @ 14.19 hrs, Volume= 14,309 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 ' Proposed Condition Watershed Analysis -The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD0 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 35 Peak Elev= 131.20' @ 14.19 hrs Surf.Area= 4,514 sf Storage= 10,561 cf Flood Elev= 136.50' Surf.Area= 6,340 sf Storage= 17,293 cf Plug-Flow detention time= 449.1 min calculated for 16,802 cf(95% of inflow) Center-of-Mass det. time= 421.9 min ( 1,213.7- 791.8 ) Volume Invert Avail.Storage Storage Description #1 128.00' 17,293 cf Custom Stage Data (Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 128.00 1,800 0 0 128.50 2,560 1,090 1,090 129.00 2,890 1,363 2,453 130.00 3,590 3,240 5,693 131.00 4,350 3,970 9,663 132.00 5,160 4,755 14,418 132.50 6,340 2,875 17,293 ' Device Routing Invert Outlet Devices #1 Primary 127.50' 12.0" Round Culvert L= 16.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 127.50'/ 127.00' S= 0.03137' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Secondary 132.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 ' 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #3 Discarded 128.00' 0.270 in/hr Exfltration over Surface area #4 Device 1 128.50' 2.5"Vert. Orifice/Grate C= 0.600 ' Discarded OutFlow Max=0.03 cfs @ 14.19 hrs HW=131.20' (Free Discharge) t3=ExFltration (Exfiltration Controls 0.03 cfs) ' Primary OutFlow Max=0.26 cfs @ 14.19 hrs HW=131.20' TW=0.00' (Dynamic Tailwater) 't-1=Culvert (Passes 0.26 cfs of 6.77 cfs potential flow) t--4--Orifice/Grate (Orifice Controls 0.26 cfs @ 7.76 fps) ' Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=128.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 144P: Detention Pond 4 Inflow Area = 67,659 sf, 48.57% Impervious, Inflow Depth = 5.00" for 100 yr event Inflow 8.76 cfs @ 12.07 hrs, Volume= 28,178 cf Outflow 2.41 cfs @ 12.42 hrs, Volume= 27,447 cf, Atten= 72%, Lag= 20.9 min Discarded = 0.03 cfs @ 12.42 hrs, Volume= 1,330 cf Primary = 2.38 cfs @ 12.42 hrs, Volume= 26,117 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type Ill 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD® 10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 36 Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 ' Peak Elev= 121.06' @ 12.42 hrs Surf.Area= 4,561 sf Storage= 9,882 cf Plug-Flow detention time= 97.1 min calculated for 27,447 cf(97% of inflow) ' Center-of-Mass det. time= 81.4 min ( 869.1 - 787.6 ) Volume Invert Avail.Storage Storage Description #1 117.00' 18,006 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 117.00 790 0 0 118.00 1,460 1,125 1,125 119.00 2,230 1,845 2,970 ' 120.00 3,285 2,758 5,728 121.00 4,480 3,883 9,610 122.00 5,825 5,153 14,763 I ' 122.50 7,150 3,244 18,006 Device Routing Invert Outlet Devices ' #1 Primary 114.50' 12.0" Round Culvert L= 13.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 114.50'/ 114.00' S= 0.0385 'f Cc= 0.900 n= 0.010, Flow Area= 0.79 sf ' #2 Discarded 117.00' 0.270 in/hr Exfiltration over Surface area #3 Device 1 118.00' 6.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 120.50' 8.0"Vert. Orifice/Grate C= 0.600 #5 Secondary 122.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 ' 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 piscarded OutFlow Max=0.03 cfs @ 12.42 hrs HW=121.06' (Free Discharge) 2=Exfltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=2.38 cfs @ 12.42 hrs HW=121.06' TW=0.00' (Dynamic Tailwater) t�ivert (Passes 2.38 cfs of 9.31 cfs potential flow) 3-Orifice/Grate (Orifice Controls 1.58 cfs @ 8.07 fps) Orifice/Grate (Orifice Controls 0.79 cfs @ 2.54 fps) S$econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=117.00' TW=0.00' (Dynamic Tailwater) T-S=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 1 ' Proposed Condition Watershed Analysis - The Woodlands -Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 11124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 11/23/2015 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 37 Summary for Pond 152P: Detention Pond 3 IInflow Area = 57,305 sf, 37.42% Impervious, Inflow Depth = 4.51" for 100 yr event Inflow = 6.56 cfs @ 12.09 hrs, Volume= 21,537 cf Outflow = 2.10 cfs @ 12.41 hrs, Volume= 21,049 cf, Atten= 68%, Lag= 19.0 min Discarded 0.02 cfs @ 12.41 hrs, Volume= 2,062 cf Primary 2.07 cfs @ 12.41 hrs, Volume= 18,987 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 117.35' @ 12.41 hrs Surf.Area= 3,938 sf Storage= 7,097 cf ' Flood Elev= 136.50' Surf.Area= 5,400 sf Storage= 12,340 cf Plug-Flow detention time= 109.4 min calculated for 21,023 cf(98% of inflow) Center-of-Mass det. time= 96.9 min ( 894.9- 798.1 ) Volume Invert Avail.Storage Storage Description #1 115.00' 12,340 cf Custom Stage Data (Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 115.00 2,200 0 0 116.00 2,870 2,535 2,535 117.00 3,600 3,235 5,770 118.00 4,560 4,080 9,850 ' 118.50 5,400 2,490 12,340 Device Routing Invert Outlet Devices #1 Primary 113.50' 12.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 113.50'/ 113.00' S= 0.0500 '/' Cc= 0.900 ' n= 0.010, Flow Area= 0.79 sf #2 Device 1 115.50' 8.0"Vert.Orifice/Grate C= 0.600 #3 Secondary 118.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' #4 Discarded 115.00' 0.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.02 cfs @ 12.41 hrs HW=117.35' (Free Discharge) t4=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=2.07 cfs @ 12.41 hrs HW=117.35' TW=0.00' (Dynamic Tailwater) 't-1--Culvert (Passes 2.07 cfs of 6.92 cfs potential flow) t2=Orifice/Grate (Orifice Controls 2.07 cfs @ 5.93 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=115.00' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) ' Proposed Condition Watershed Analysis - The Woodlands - Salem MA Revised 8/31/2015 proposed-SUBMITTAL R Type 11124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 11/23/2015 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 38 ' Summary for Link 109L: Total Surface Runoff discharging from project area ' Inflow Area = 751,980 sf, 20.55% Impervious, Inflow Depth = 3.76" for 100 yr event Inflow - 42.85 cfs @ 12.17 hrs, Volume= 235,581 cf Primary = 42.85 cfs @ 12.17 hrs, Volume= 235,581 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 128L: Runoff towards existing wetlands to the north Inflow Area = 315,936 sf, 19.88% Impervious, Inflow Depth = 3.77" for 100 yr event ' Inflow 16.57 cfs @ 12.19 hrs, Volume= 99,298 cf Primary 16.57 cfs @ 12.19 hrs, Volume= 99,298 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 130L: Runoff towards Isolated Wetland "B" series ' Inflow Area = 70,668 sf, 4.80% Impervious, Inflow Depth = 3.41" for 100 yr event Inflow 4.97 cfs @ 12.20 hrs, Volume= 20,063 cf Primary = 4.97 cfs @ 12.20 hrs, Volume= 20,063 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 132L: Runoff towards Clark Avenue Drainage System Inflow Area = 123,289 sf, 42.07% Impervious, Inflow Depth = 4.28" for 100 yr event ' Inflow 13.33 cfs @ 12.07 hrs, Volume= 43,959 cf Primary 13.33 cfs @ 12.07 hrs, Volume= 43,959 cf, Atten= 0%, Lag= 0.0 min i ' Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 139L: Runoff towards existing wetlands to the south Inflow Area = 436,044 sf, 21.03% Impervious, Inflow Depth = 3.75" for 100 yr event ■ Inflow 27.44 cfs @ 12.12 hrs, Volume= 136,282 cf Primary = 27.44 cfs @ 12.12 hrs, Volume= 136,282 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Summary for Link 141 L: Runoff towards Isolated Wetland "C" series Inflow Area = 49,862 sf, 0.00% Impervious, Inflow Depth = 3.21" for 100 yr event Inflow 3.47 cfs @ 12.17 hrs, Volume= 13,326 cf Primary 3.47 cfs @ 12.17 hrs, Volume= 13,326 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs A /&, PROJECT NO. '5&-Le COIG ,t & WILLIAMS 189 North Main Street, Suite 101 SPARAGES Middleton, MA 01949 (978) 539-8088 Office T (978) 539 8200 Fax ts www.wsengineers.com 1 A f"tt" Ir {i t - I .. _._. t �.._ ._ -_.;__ q . I _�'g ' I EE i -fF ' A '2-/?-o PROJECT VV WILLIAMS 189 North Main Street, Suite 101 1 SPARAGESMiddleton, MA 01949 ' """ " "�" (978) 539-8088 Office TP e `'�-+a°�� (978) 539 8200 Fax 1 www.wsengineers.com UIL tc tl _. AT 1 - .. . rl= j ._.j.._...�_.... �.. ..... : Ti 19 { i (Q ._. �_�.€}�•- I --- - ��— tet- tE � � � i ....4_ .��...._ , - _ . _ i e ._► _. = FZ _L " _.. .._._. _ — - 3 _.�_... INSTRUCTIONS: version V Autorrtated.•Mar 4,2008, 1 1rrBM 'Column, c6cl `on Btite.Cell YaActi�taYe.=Drop Down,'Meiu 2...�eCett 8MP from;flrop Dawn Menet; 3,After 3MP,Is,selected,,I;SS,RetOoyalapdcith@r sp)gMXtsa. jk4O *jk tycpmp,i0ted, B: C b; B F SSS'RernoVai Starthzg TSS' Amount Remaining BMP' Rate! Load* Removed (C* Load D=E „ t .r , z p 2~ 1_oa 0.25 =�111 6,10 0.36,' , y 0;5.8 s Y� 111•••fffYYY!!S �.55' y Int , O Otl:_ USSR 0.0,0 0.55: GAS, 0.00 7E , 0.% SeparaSd form l ds:tts ke Cotnploted for Each Total T--SS Removal = 44, oua�t Qr SMP rr lex P,r©ject, . Prepared By: MW 'Equals remaining load from previous BMP(E) Date: , �+ vuhich enters the BMP Non4toinated TSS C.afcui8dan Sfieet:; must be used If Proprietary EMP Proposer! 1.From Ma5sDEP Stornivratet Handbook Vat ..Mass.Dept of Environmental Protection V INSTRUCTIONS: Version 1,Automated:Mar.4, 2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3.After BMP is selected, TSS Removal and other Columns are automatically completed. Location: B C D E F TSS Removal Starting TSS Amount Remaining }y BMP1 Rate' Load* Removed C*D Load D-E M 6 h� �Deep�M'g and Cfoodl#c{', t „� fki 44 ^[ atehin 0.25 1.00 0.25 0.75 Y r ' o ittfitt�rat ft ( si►" 0.80 0.75 0.60 0.15 w t„ NA t r ' ( r ar 0.00 0.15 0.00 0.15 U) V - 0.00 0.15 0.00 0.15 WIN 0.00 0.15 0.00 0.15 Separate Form Needs to be Completed for Each Total TSS Removal = F 85%, Outlet or BMP Train Project: M'Lk-oo38 j �MFe a E Prepared By: !_ � *Equals remaining load from previous BMP (E) Date: 1allow :5t `tUhx _, Rx which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 - Mass.Dept.of Environmental Protection v INS7 RUC TQ4N& 'Versbn 1,utomete&-mer.4,2008: 1.'trnBNIP Columtt,cik�c on,ejue Ceti to:Aotn/ate grog powh_f+]tertu 2 e�ect:BMP'from Dtop Down Metid, 3,,AfteCBNIP is 5e1ec14�ii,7SS Remi vet.and other'Galumns are aut p, PC ally coMple ed B D; E TSS Rertioa(41 Startirt TSS' Amotant Remaining BMt?�' Rate' odd* Removed :C*� Load D E ay .> 44 2 " w 0r 0?5 0.18 0MMRRI IN :5fi M- E Q d 90 0`s58, 0.00 0:55 I o.t#0 _s o.o _ a:5 Q { q 0.00, % separate,Form N"ds to. be GomplaWd for Each TO T$S ReMQVW = 440 outlart o`rWR Train F'ro}e Ct Prepared By' It 'Equals rerimainng Ioad from.previous BMP(E) which entert-Abe BMP Noh-aut,','d T9$:;Cs(ellletion Sheet-; must be used:ff-Oiopdel*q,SMP`Proposed - :1.IProm INas3DEP`Stomrv+ater Hai�gbook Vo{ p Mess. Dept of Emkonmenta!Protection V INSTRUCTIONS Venuon 1, PutomaW.Mae.d 2006 1 In BMP Colum.1dick on E3tue Ge(I tal ctiyate Errop°Down ItiCent( 2 Select;BMP.-ftVM op Dmtim:Metiu 3:After,BMPi6telected,TSS;Removat and ather:Ggkirrins are a4totrtattealijr computed, LG1GBti0h' , L' B b E; T5S°Reriavai Starting TS$ Amourit Remaining BMP1 Rated LQad_* Removed' C*D; . Load.,(,D-E-),, LN 10.75 0s0 b:1$ d 00 tr>is 0.00 0.is f 2 ri fair ;0.01' . ....- 0:15 o.ttitt 0,15- - a Y E} a P n r 0:00: 05 0.00 0: 5 P'le! *,,flatttt N,eads to- be CotitpieYeii trot Each. TO#aI TO Removal ss^To Outiei qr BMP Tragi e Project: s i ii u t.r h1` 1 Prepared By: . ��. �' "Equals remaining load from previous BMP(E) a Date: " r which enters the.BMP No"utomated TSS.Gatcul n St3aet,; mustbe osed"Wffgp"ry,BMB Propot" i.FroinMassDEPStonnwetertiandboolt!loi.9 Mass.Dept,of Environmental Protection. 1 A PROJECT NO. SD.�- cxa cp 'W, Cn WILLIAMS 189 North Main Street, Suite 101 1 �� SPARAGES Middleton, MA 01949 ocmca � wva(a •mmroa t L (978) 539-8088 Office (978) 539 8200 Fax 1S www.wsengineers.com 1Lbe _j 4 ' - - t t- , 11 qp Fp - _. 4--v _ x _I_ _. _ _ 1 �'-.- - _ L _.. .. , ._._ 1. __..�_ .�_�.-....,t.__ 11 I _ Af i'----- , _ - i PROJECT NO. S&tg-- -txy,( W, &- WILLIAMS 189 North Main Street, Suite 101 1 SPARAGES Middleton, MA 01949 PW,m � pµMO i fUIIHYII\S +OL�a l (978) 539-8088 Office 1 (978) 539 8200 Fax S www.wsengineers.com Lj } - _ 4 -op f t —}i _ __ _ .__. 1 _ I Lb- 1 : - - .._._..1 .. --�---- .-- _. -i. ! - 2 1 ` f 1 '� I I � � T" 1 �� r I. I I_ . ..�_ 1 . � I I I ��_-I. �- ' 2a PROJECT NO. 5P C-- cc?-(p W, \_ WILLIAMS 189 North Main Street, Suite 101 SPAIZAGES Middleton, MA 01949 T �� (978) 539-8088 Office (978) 539 8200 Fax s www,wsengineers.com 1 i l �. ... i i 41t A i + ._Lt _ '4 1- �........ 1._. ! - ; i ! - hill V.._. _fj_ .i ! i f � _I I _`► - I � i (� i i I I»_ � I f � ; A \0/2, PROJECT NO. SpLie-nem WILLIAMS 189 North Main Street, Suite 101 r SPARAGESMiddleton, MA 01949 SL¢'I{pis IASh11tl • gµML6 p=,�v E (978) 539-8088 Office (978) 539 8200 Fax www.wsengineers.com Lts _y I _ _ __ 3 { ,. ! k sTZ 51 ._�..aj.. ! 1 ' 1 i Vk 1 - -f r _-E E 6. +1 4..H-4 14 4�f IL { 1 r m__ t f { - { - _.. ....... . - . U._ A \\/,a, PROJECT NO. SAUL oaf, & WILLIAMS 189 North Main Street, Suite 101 1 SPAI2AGES Middleton, MA 01949 wcnrzss : awrtas :suevcrtus (978) 539-8088 Office (978) 539 8200 Fax www.wsengineers.com _._._ .0- i F , € - - i� - `°gip - - j ! z�. _J_ _ __�.__ h 1 €- , _ . - _ - _ ►, - _ : f PROJECT NO. ' , & WILLIAMS f 189 North Main Street, Suite 101 SPARAGESMiddleton, MA 01949 wn "`" (978) 539-8088 Office T a�r-et-t (978) 539 8200 Fax www.wsengineers.com z , Q I i t4 I H - _ � € — - t I f ! ! i : A f ..__ - Am _ - -14 I r II __ : t 1 i31 d +ate as o i 1 e GRA OPENING"RA?I',0 Y IA 11i 1 6 rP-=7f8.`a= CO, 1 4. - r tw o rare. 0,35 rO 301, ilt-60r° 0.iA 3, F 1TO* r r 1 � t 1x � . : Q.B. _ W, 114 0.3 0 a 'A CCLE -LIMNING AREA 1 P e ix +i" fWtq cJRe1 F . 'P":zvltll tMfTNfwi'' f+U(t81'. 30 a0 50 69' 80, 100': Q:°41 t 4 :asCNivaE Q" (FT 3s1: , 1 GHItRT 1,1 Grate inlet capactji in pump oanditions.. �x 1 1 I IQ-/-�s PROJECT NO. 5AeA-oca4 C WILLIAMS 189 North Main Street, Suite 101 ' SPARAGES Middleton, MA 01949 PYgf[R : NMNIIS SWXAIS 1 �� GnQ T`f � ut �s l�y „ �t g (978) 539-8088 Office (978) 539 8200 Fax ' S .( 31_ a _ o- www.wsengineers.com -_._-__.._E_. . _ 1._ 1 I I i f I FT jig. I jEr j rr I� t � i � _ f + 1 - - _. _�} tA / PROJECT NO. car ' cx�2(G �1CRWILLIAMS ! 189 North Main Street, Suite 101 SPARAGES Middleton, MA 01949 (978) 539-8088 Office �(i G 4' t ( �p ,J kS — too �Ic�. tm ' T (978) 539 8200 Fax www.wsengineers.com ! + ! ! ( I t I fill_ __ _ _ i_- i 1—l" _ � y Am i ._tPo _.. i _ f- .� r t _� ( 3 L LA . .. ' V.^N PtY 1 100 Year,Storm Event-(' lP/Zo HY-4 Analysis Results' 1 Culvert Summary Table - 18" HOPE Citivert.Crossing:Retention Pond`10ine n 1 "otal ulvert ea6fo Wet diet MOW", ormal -Htieal uiet Taftwate "utlet aiiwate ischar r ct3ar" ,r ontroi oiltrolTyppth pth pth tleptln ebGty (cis) e_Ccfs) leva"tio 13 epth(O thStt) k) ft) ft) ft) iUs) aioctty 1 .72t. 72,._ 35.51. 1.26- .51 ,Pf - .73 0.83 1.50 135.20 67 00 .40 99 135.54 Is, ,54 '' R .78 :85 1.60 iZ$. 7&. . .00 ,. A$ .0 135,58 1,31 .56 ,66 Z8: .88 50 1'5:20 :88 .00_ 27 27' 135.59 1.34 .59 f :80 w ills,0 135:20 .98 00 ;48- f35Al 31 `:62 f Al .90 :59 13 '.t^f! .09' .90 84 135.85 140" FC e'3 x,91 1".50 35x20 .19, A0 82` 62 to468 Ft ,85` 83 ;50 135.30 .30 t00 135.71 146 71 Ff .$7 '.94 :`66 3 .. Q 40 " :l)0 19 A8 35.74 ,�4§ 74f .96 50 135',24 50 :00 :38 :38 135:72 1.63; :77 0 90 97 50. 35'20 Al 00 ,5e; 58 35:81 1-56'' 8f if 92 99, . 0 135:20 .71 00 1 Mrs: ''�.��K.�!a+t�.��-�•�� `,_.,f,C�t�:: 1 1 1 1 1 i 1 1.t)(1 Year Storm Stent HY-8 Analysis Results Culvert Summary Table 15 HDPE Ctilvert,`Grossing Deterttign Pon 2,P pe In ot&I uwart .eadwa[,1iet e1 Iov. ortnal ikical utl t aitivat$ utf't ailwate [![&char isah�r er ontrol (rtn"! Type epth , pati pth popth. elocity eats), e t `watb pth{ "`atrs�e) (ft3 ft) ) >q fu&) �ioc7ty ,29.. .26-- 36.09 28 0v. -S2n 13 21 A3 1130JO.. .35. .00 142n- 23 .. :35, .23, 130.19- .37 ;00 .334 ;43, _.62. o` 62n-- 2& _ 'i45 .28. . 130.T9 _ .29 00 t.84:__ $6.57 `.76 .v '-S2n .34 54 .34 1--30.19 .81 .. .00 36. 36 36.7o 189 p`' 1 S26 38 61 36 136.19 A8 .00 98_ .88 136.8:1 ,00 .01" 1=9tn 81 .43 130.19 16 :00 � 40` 40 1 6.93 1,12: .Qf 1-S2n :47' 7,4 A71 30:.19 .12 loo »92 42 13704 1:.23 A' 1 $214 50 $0 50 l3b.,16 49 b0 i4$ `A3 11716S2rt 54 ;65 sit 1$0:19 71 :00 95 96 tY,44 1.47- x 2n 58 90" $ 1$b19 :96` .00 _ . .97 137.42 1.tF1 10* .$2n: :67 s94. .62 'too YeaJr Storrn Event HY-$ Analysis 'Resuits°. CulvertSummary Table-12"HDPE govIen Crossing Detention Pond 3 Pipe In otalvieadwtitl ulow ormal. �`ducal, (L Tailwateloutlot, +siiwate ' Dlbchar- a>Icfs> Diol 'irtolypmpilgph gtih DepEtx> ity eft s ' clocriy' n It ills.._ .13 . 14$.12 .94 V, .. 1'-S26__ .34: ;82' :34'. 116.87 .97 M :57- 146.26. ] 08, S,•Un.. .36` $6 _. 138. 196.87. .46, .00. 02. 02 146.42 1 24 .0"; 52n .41 .74 .44— > 118.87„ .93 .00-- ;4,6 145.54 9.41 :0"- 2rr. A6 .79 t45 118.87'. .99 00. .... 90 90 11,4$,$6 6Z 0` 32ii` 46' 84 .40 1,18,6 '01" .00 34 34 146.03 65 0` Stn 51 67 52; 1=16.$7 10.49 .00 79- 79 14:29 :A' 0., 82n 54 91 60; f1`6';87 10:69 600 2d :23 1tF9 68 40 0 2n 57 :93is-1, 1"(6:87 10 00 87 .67 14690 72 84 Stn- 60 116.$7 11.10 b0 12 _t 147 24 00' Stn, 63 93 .60 16;67 11.27 :00 $. OB 14762 ..44 48 $2n' 87 :86 :ti9' 10.87- .11.40 00. 1 IR�.7a Ir 100 Year Storm Event HY-8 Analysis Results ,ulVbrt Summary Table- 18" HDPE. CulvertCrossing: Detention Pond 4:Pine:Im ot81 invert eaByoE islet apet ,Ipw' orm:11 �rihGei �,V" a�larete Outlet a7lwate r ischar ischar r -orilrol odtrol ypa pth epth epth Depth_ lodty r 84OW ,e ON, ,10'00 ptif(ft "pth((u ftj H} ft} (4) tYls) e1001ty tt his 53 57 _ 141 77 , 77 :0" 11-S2n 25 :60 25:_ 120.48'12.80 00 19 19 141 90., 90 -0" 1- 2n : 29 68 .29 20.46 '13:74 00 :89 al, . 142 1 31' ., 17,5_ :33 30,48;' 3.03 o0. 143 43.... 14Y.12,1.1:12 :0' _32rt". ,33 81 .33z 12tl.4fi_ 16.06 ,00 . 05 05. . 142x^24<22 0,'. -S2n _ 36 88 3& i2Q: '15.60 000 . 14'x.32, -S2ir` 38 :91 .40 12046 14.40 0.00.' 1424,2` f:42 V 1=$26 4096 .d0:. 180_46.:18 43 -00 ;8a �0 14253`_ 63 0`._ S2ri- 42 .. 1;01 .42< 1201897- 00 14264: 1'64 .0'. S26 44 146. 254 AW 14 .... 14__. 42.7)lx...1'd78c.. ..... .0=. .... 826= ,46 -. . 1d _ .46; . 120.46::18.04- .00,_... 6, Alr 42.80' C69 31' 2nr- �48. �,A4 ._ :48�, 20.46. 8.16' _ £00 1 2'°7 20 100 Year Storm Event 11 HY=8 Analysis Results ' Culvert Summary Table- 12 HDPE(Copy)- Culvert Crossing: Cuftec"System Pipe In ofal rt .eadws islet uUet Ffow Normal 'riticei , udet towwate udet, attwate „i 'char _isch6t 0r: hfrdf ,oritfdl Type, @pth . pth _klh Depth elodty _ e. e,�crs) ievado epth epth(rt fg. Ep ft) VQ fust ab* I ' .01 .44 12 01 08 ,86, ,FFf 04; .04 ltbO, 12791... 05_ .00 Y15. 95 12 91 14 B8 Ff 06' 05 t.00 127 91" 08 .00, 147.91 15. .88 Ff. .0,7` .10 1;,W 127 91: . .OB .00 .12. .08 127:91' .1`9 M Ff 09` .11` 100 27:91: .10 OQ 10'� .d9 127:81 24 :86 " (( 009 ,12 .00 27;91` 11 00 .20 .10- 41, 1 .32 A f 10 .10 Ut}_ 127$1, .13 00 .23= xti2 127;91; .48: ;436 f 30 14 1:00 1 79( ' .27 .,id 12791 20 :fi . -FFf '[1 `.15 1.40` 1278t 17 `:00 .31 F1 12 .18 UQ 127,81 .20 Od 3A 57` 927:91" :2 BB FFf A2 .18 t 127a9T .22 ;00 ;3B .t9 12Y91' 24, :66, .t3 Al, 1.00! 127:9tf ;24 00 wi4e '447 � ' ',I3vf��4• kms. `�t1L.-- .: ' 1 1 1 MaPguwdruss 3a0,em.i'a 3 (i�+a Woo�anc�a d�rlc AV,eP.ue Salem Mlk}, k� k r wsw� Sar_ 2°?srio` 3v�; 341T3R 341sao, >1�. - 34 44Q , • . � 151936'N P Y P P yOo{ O F ar m'ary R - ar gtzn P 34131a 3413W '3U43e 34s`3zo_ :341594 ,341aW 34R3a:, ,341ODD 341M, '3419W r3 3:, mwsmAyp e1:3.m0=lanA (S1r KOX)avo1 .yr. 0 f 30 MappoJe11a5:i4N�MiCN6 CL�ittrq �'.5-r-q o'Alr'iLS'UIIhRnC 1SNYKS�9 _ N'aWrat<R9sourcds Web SOR Survey 9118/2015 Conservation ServlOe: National CatO atiye Sol Survey Page 7 of 4 Hydrologic Soil Group—Essex County,Massachusetts,Southern Part (The Woodlands-Clark Avenue,Salem MA) MAP LEGEND MAP INFORMATION Area of Interest(AOI) ® C The soil surveys that comprise your A01 were mapped at 1:15,800. CD Area of Interest(AOI) ® CID Warning:Son Map may not be vatld at this scale. Soils D Soil Rating Polygons ® Enlargement of maps beyond the scale of mapping can cause ES A p Not rated or not available misunderstanding of the detail of mapping and accuracy of soil line Water Features placement The maps do not show the small areas of contesting (� AD Streams and Canals soils that could have been shown at a more detailed scale. _.- ® S Please rel on the bar scale on each ma sheet for ma ® Transportation Y p p BID Rails measurements. .. C r+I interstate Highways Source of Map: Natural Resources Conservation Service 0 Web Soil Survey URL: http:ftwebsoilsuNey.nres.usda.gov GD ,R,w US Routes Coordinate System: Web Mercator(EPSG:385) D Major Roads Maps from the Web Soil Survey are based on the Web Mercator F--j Not rated or not available Local Roads projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Sal Rating Ones Background Albers equal-area conic projection,should be used H more accurate A Aerial Photography calculations of distance or area are required. "Y AN This product is generated from the USDA-NRCS certified data as of S the version date(s)listed below. ,v BID Soil Survey Area: Essex County,Massachusetts,Southern Part Survey Area Data: Version 11,Sep 19,2014 sv C Soil map unitsare labeled(as space allows)for map scales 1:50,000 CID or larger. ^� 0 Date(s)aerial Images were photographed: Aug 10,2014—Aug . r Not rated or not available 25,2014 Soil Rating Points The orthophoto or other base map on which the son lines were ® A compiled and digitized probably differs from the background imagery displayed on Mese maps.As a result,some minor shifting ® AID of map unit boundaries may be evident ® a ® RID Natural Resources Web Soil Survey 9/1 812 01 5 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group-Essex County,Massachusetts,Southern Part The Woodlands-Clark Avenue, Salem MA Hydrologic Soil Group ' Hydrologic.SollGroup—SummarybyrMapUnit—Essex County, Massachusetts,Southern Part.(MA606) - - Map unit symbol -Map unit name ` Rating - Acres in AOI -Percent of AOI 53A I Freetown muck,ponded,!AID 0.5 1.1% 0 to 1 percent slopes MLRA144A ........... ...—.._..._.. _........._-- -..._....... _.._-___. . ......_.__. ... ,._....._ ,..._._.._.. . . .. ._....._._......_i 73A Whitman loam,0 to 3 D 5.0 10.6% percent slopes, extremely stony . . ...... _ ...... ... _. .. ... __.._ ........ __.......... ___ ... ......_..__ ........_....._. _.. . ......_....... .......... 102C Chatfield-Ffollis Rock B 57 12.1% f outcrop complex 3 to i 15 percent slopes 102E Chatfield-Hollis-Rork B 361 ! 76.3% outcrop complex,15 to 35 percent slopes___ __..._--- .....- .... ..... . . ......... .__ ._ ..... ___. .. _.__. ....... __.._.._ Totals for Area of Interest 47.3j 100.0% ' h:O,5%.4AeV Ile, " 1`r.t-/t e I.rJF�l 4�1�3•'� W/ QRPIAIL PPKOMO C Lf-V,AnoNS ' ?q eftM.O LAOD 51KAA?f 06p� Natural Resources Web Soil Survey 9/18/2015 �i Conservation Service National Cooperative Soil Survey Page 3 of 4 1 ' Hydrologic Soil Group--Essex County,Massachusetts,Southern Part The Woodlands-Clark Avenue, Salem MA Description 1 Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation,are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups(A, B,C, and D)and three dual classes(AID, B/D,and C/D).The groups are defined as follows: 1 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(A/D, B/D,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 D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition L 1 Component Percent Cutoff. None Speed Tie-break Rule: Higher 1 lupe Natural Resources Web Soil Survey 9/18/2015 S� conservation Service National Cooperative SWI Survey Page 4 of 4 1 ' Address: CL-04y. ana Date: 10/111111111 pj YS Soil Evaluator: Excavation tor: Pi*4 BOH Witness: M.R. Land Use: oo ment,Meadow/Residential,Commercial,Industrial ' Slope: None, IghS� Vegetation: Gras oniferous/Deciduous ree Wetland r1;�,S Landform: Drumlin, 1 ,Moraine, Esker, Kame,Lake,Outwash Plain,Kettle, Flood Plain T't Position on Landscape: .Top, Middl o TP: M LSand ' Fill(htm) S.Loam-F.,V.F. . ,.. ' 2 O u Loamm a opt Str ess, - ose M Q Ap Sand-F,M,C,V.C. 2.5 2 2 Grav: Granular V.Friable Grav:N ,a L Sand 5 Y 3 3 Conc: Cobb: Blocky Friable (� ( B w g h s 70a�lll .,V.F. 7.5 4 4 Stone: Platey Firm 1 C S d g r 5 5 Depl: adlr. Prismatic V.Firm NO Mao-$ E R 10 YR 6. 6 S.Ang.blocky Ext.Firm Fill(htm) GL 7 7 ESHGW: Columnar 1J JpWalry8 - 8 Sat/Damp 8 Depth: tr.ess, , , se A p Sand-F,M,C,V.C. 2.5 2 2 Grav: Granular V.Friable ( (3 E rClas�[V: 5 Y 3 3 Conc: Cobb: Blocky Friable t�hK S { w h s F.,V.F. 7.5 4 4 Stone: Platey. Firm { 04L d g r 5 5 Depl: Bdlr: Prismatic V.Firm ARS` R 10 YR 6 6 S.Ang.blocky Ext.Firm Fill(htm) GL 7 7 ESHGW: Columnar G 8 8 Sat/Damp 13 r w 1 1 Depth: tr.ess, se ^ y„(�,/ 3` A p Sand-F M,C,V.C. 2.5 2 2 Grav: Granular V.Friable IA/ E Sand S{G1 5 V 3 3 Conc: Cobb: Blocky Friable . Oef�t,1A �M1�- Bw g h s m-F.,V.F.J 7.5 4 4 Stone: at rm g r Loam 5 5 Depl: Sclir: Prismatic . rm .-J Weep �j� R Casslll: 10 YR 6 6 _ S.Ang.blocky Ext.Firm W Fill(htm) Class N: GL 7 7 ESHGW: a Columnar Y© 8 8 7�� Sat/Damp Depth: tr.ess, se A Sand-F,M;C,V.C. .2.5 2 2 Grav: Granular V.Friable E LSand 5 y 3 3 Conc: Cobb: Blocky Friable B w g h s S.Loam-F.,V.F. 7.5 4 4 Stone: Platey Firm C l d g r Loam 5 5 ,Depl: Bdlr. Prismatic V.Firm R Cass III:_ 10 YR 6 6 SAng.blocky Ext.Firm Stand Fill(htm) Cass N: GL 7 7 ESHGW: Columnar H20- 8 8 Sat/Damp Depth: % Str.lessWMS Loose YQ A p Sand-F,M,C,V.C. 2.5 2 2 Grav: Granular V.Friable E L Sand 5 V 3 3 Conc. Cobb: Blockv Friable B w g h s S.Loam-F.,V.F. 7.5 4 4 Stone: Platey Firm C-14g r Loam 5 5 Depl: Bdlr: Prismatic V.Firm R Class 111: 10 YR 6 6 S.Ang.blockv Ext.Firm Fill(htm) Class IV: GL 7 7 ESHGW: Columnar 8 8 Sat/Damp Gravel: 2mm to 3 inches Stones:10 inches to 2 feet Cobbles:3 inches to 10 inches Boulders:>2 feet Perc Test ' 5Presmk Hole*_ Sketch Shell t-SAM 2AYNP1`• Bottom �7G.�G 7 ute Presoa Start mute Presoak f.� �� UP ute Presoak(12") 15 Minute Presoak(12") Time atTime at 6"_ Time 9"-6" _ Rate: Rate: Other notes: a e i Sand-F,M,C.V.C. r TP: 3 L Sand . a 1 Fill(him) S. Loam-F.,V.F. ww�c. �ymr W O u p r.ess, ouse Q PpSand-F,M,C,V.C. 2.5 2 2 - Grav: Granular V.Friable a�K 1 L - 5 Y 3 3 Coop Cobb: Blocky Friable bs Bwghs .Loa .,V.F. 7.5 4 4 Stone: Platey Firm !!" O C 1 d g r Lo 5 5 Depl: Ildb: Prismatic V.Firm R Class III:_ 10 YR 6 6 SAng.blocky Ext.Firm Fill(him) Class IV: GL 7 7 ESHGW: Columnar x 1 x 1 Sat/Damp �(. I i Lieptn: r.ess, ose A Sand-F,M,C,V.C. 2.5 2 2 Grav: Granular -V.Friable E S Y 3 3 Conc: Cobb: Blocky Friable h s .Loam F.,V.F. 7.5 4 4 Stone: Platey Firm ,Z d g r 5 5 Dept: _ BCIr Prismatic V.Firm R Class III:_ 1U YR b b S.Ang.blocky Ext.Firm Fill trim) Class IV: GL 7 7 ESHGW: Columnar x x Sat/Damp ep STMe5 ose Ap S2 - M,C,V.C. 2.5 2 Z G2v: Granular le I E Sano 5 Y 3 3 Conc: - Cobb: Blocky Friable Bwghs S. am-F.,V.F. 7.5 4 4 Stone: Platey Firm ' Weep C 1;1,3 d g r Loam 5 S Depl: Sdir: Prismatic V.Flrm R (:lasslll: lU YR b 6 S.Ang.blocky EM.Ffrm Y® Fill(Atm) Class IV: GL 7 7 ESHGW: Columnar x 1 x SaVDamp Depth: r.es, ose • _ E L San ,M,C,V.C. 2.5 Z Z G2v: G2nular Friable e /r/�1� E LSantl 5 Y 3 3 Conc: Cobb: Blocky Friable Bwghs S.Loam-F.,V.F. 7.5 4 4 Stone: Platey Firm - ' C1,2,3tlgr Loam 5 5 Depl: Bdlr. Prismatic V.Firm Stand - Class 111:_ 10 YR b b S.Ang.bbcky Ext.Firm H2O P,(111M) Class IV: GL 7 7 ESHGW: Columnar it x Sat/Damp Y49A p n - , , , Leptin: .e , ose- E L Sand 5 Y 2 2 Conc: G2v: Granular , V.Friable B w g h s S.Loam-F.,V.F. 7.5 3 3 Depl: Cobb: Blocky Friable C 1,2,3 d g r Loam 4 4 ESHGW: Stone: Platey Firm R Class III: 10 YR 5 5 Bdir. Prismatic V.Firm Class IV: GL b,7,8b,7,8 SAng.blocky Ext.Firm a e i Sand-F,M,C,V.C. TP: 3 M LSantl - L�tFill(htm) S.Loam-F.,V.F. ? ;; `R II Loam O p : ose Sand-F,M,C,V.C. 2.5 2 2 Grav: Granular V.Friable V 1 L 5 nd 5 Y 3 3 Conc: Cobb: Blocky Friable s B w g h s - .,V.F. 7.5 4 4 Stone: Platey Firm C 1 d g r 5 5 Depl: Bdlr. Prismatic V.Hrm W='to R Class 111:_ 10 YR b D SAng.blocky Ext.Firm 1 JM Fill(htm) Class IV: GL 7 7 ESHGW: Columnar V x x Sat/Damp ptn: 76 btr.lessWM,b Loose 9p A p Sand-F,M,C,V.C. 2.5 2 2 Grav: Granular V.Friable E 5 Y 3 3 Conc Cobb: Blocky Friable e If'tF fl�v/ h s S.Loa F.,V.F. 7.5 4 4 Stone: Platey Firm a Q 81/� 1,2 dg! m 5 5 Depl: 8tllr: Prismatic V.Firm V�L EN. � R Class ill: 10 YR D 6 SAng.blocky Ekt.FirnltL-- Fill(htm) Class IV: GL 7B 77 ESHGW: Columnar 1nRwit ! p : r.ess, p, se 11✓t�Y d� 3Z E p Sand-F M C,V.G 2.5 2 2 Grav: Granular Friable V.Friable `- 7 S'{� 5 Y 3 3 Conc: Cobb:oBloc Friable r(i,%} J 51�4.WeeP 1 F,21 3�r Loam m-F.,V. ZS 5 5 Depl: BalStone: e tic �� IH Class III:_ 10 YR D 6 S.Ang.blocky Ext.Firm Y© "?I Fill(him) Class IV: GL 7 7 ESHGW: Columnar �'✓ x x Sat/Damp p r.ess, . se A Sand-F,M,C,V.C. 2.5 2 2 Grav: Granular V.Friable E LSantl 5 Y 3 3 Conc: Cobb: Blocky Friable Bwghs S.Loam-F.,V.F. 7.5 4 4 Stone: Platey Firm C 1,2,3 d g r Loam 5 5 Depl: Bdir: Prismatic V.Firm �r Stand R Clan IIL'_ 10 YR b b S.Ang.blocky Ext.Firm H2O Fill(him) Class IV:_ GL 7 7 ESHGW: Columnar x x Sat/Damp YA p rid- , , , p tr.ess, ose t E LSantl 5 Y 2 2 Conc: Grav: Granular V.Friable Bwghs S.Loam-F.,V.F. 7.5 3 3 Dept: Cobb: Blocky Friable C1,2,3 d g r Loam 4 4 ESHGW: Stone: Platey Firm R Class ill: S.An 10 YR 5 5 Btllr: V.Firm M YMp Class IV:. GL 6,7,8 6,7,8 S.Ang.bio.DioCky Ext.Frm Is- a e i Sand-F,M,C,V.C. S ,n m, I -_ w 1 Tris -.xi 5' �N TP: L Sand Fill(him) S.Loam-F., 0 u lD2m �_ N O V P r.ess, V oose Wry) Ap Sano-F,M,C,V.C. 2.5 Z Z Grav: Gfdnular V.Friable L 5 Y 3 3 Conc: Cobb: Blocky Friable �S ' Bwghs .Loa F.,V.F. 7.5 4 4 Stone: Platey Firm /Vr C 1 tl g r 5 5 Depl: Btllr: Prismatic V Ext.Firm—7 'Z R Class 111: 10 YR ti 6 S.Ang.blocky Ext.Flrm Fill(him) CIas51V: GL 7 7 ESHGW: Columnar x x Sat/Damp 1-ftb.AM M ep : r.ess, oose �� Ap Sand-F,M,C,V.C. 2.5 Z 2 Grav: Granular V.Friable 5 Y 3 3 Conc: Cobb: Blocky Friable 9449* '.ih 1 s S.LOa F.,V.F. 7.5 4 4 Stone: Platey Firm L tA1 ( __ ,2 tlgr 5 5 Depl: Btllr Prismatic V.Firm Mfr Tw�� R Class s III:IV: lU YR b 6 Columnar Ext.Firm /� Fill(him) CW551V: GL 7 7 ESHGW: Columnar ./ 8 8 Sat/Damp p r.a ose 41 A S -F,M,C,VyC� 2.5 Z 2 Grav: Granular � V.Friable ,(�x 1 E Sa S`, 5 Y 3 3 Cont: Cobb: 8i F w g h s S. am-F.,V.F. 7.5 4 4 Stone: at irm Weep ,2,3®gr Loam 5 5 Dept: Bdlr: otic m R Class III:_ 10 YR b b 7SAng.blockV Ext.Fim1Y© Fill(him) Class IV: GL 7 7 ESHGW: nar 8 x �� amp Depth: r.es, Loose A p Sand-F,M,C,V.C. 2.5 2 2 Grav: Granular V.Friable E L Sand 5 Y 3 3 Conc: Cobb: BIOCKy Friable Bwghs S.Loam-F.,V.F. 7.5 4 4 Stone: - Platey Firm ' stolid C 1,2,3 tl g r Loam 5 5 Depl: Bdlr: Prismatic V.Firm R (lass 111:_ 10 YR b b S.Ang.blocky Ext.Firm H2O Fill(htm) Class IV: GL 7 7 ESHGW: Columnar x x Sat/Damp Y(5p - , , , r.ess, se E Llano - 5 Y L 2 Cont: Grav: Granular V.FnaDle Bwghs S.Loam-F.,V.F. 7.5 3 3 Depl: Cobb: BIOCKy Friable C 1,2,3 tl g r Loam 4 4 ESHGW: Stone: Platey Firm R Class III:_ 10 YR 5 5 BOIr: Prismatic V.Firm ' - Clas51V: GL b,7,8 b,7,8 - S.Ang.blocky EM.Firm O e i Sand-F,M,C,V.C. ._. a;....__ .... TP: L.Sand 1 _ 3 1�w O Lo Fill(Mm) S.loam-F.,V.F. IN' .. . (� u am Depth:. . _... r.ess, 'A 6^10i 0 1�p:> and-F,M,C,V.C. 2.5 2 2 Grav: Granular V.Friable 5 Y 3 3 Conc: Cobb: Blocky Friable LO 1 Bwghs .LOd F.,V.F. 7.5 4 4 Stone: Platey Firm 8 C 1 tl g r 5 5 Depl: etllr: Prismatic V.Firm R Class Ill:_ 10 YR b b 5.Ang.bloCky Ext.Firm Fill(him) ClasS IV: GL 7 7 ESHGW: Columnar 8 8 5at/Damp �001f. 8 Depth: .ess, o5e Ap Sand-F,M;C,V.C. 2.5 2 Z Grav: Granular V.Friable {0111 1� E 5 Y 3 3 Conc: Cobb: - Blocky Friable hs .Loam .,V.F. 7.5 4 4 Stone: Platey Firm ,2 tl g r 5 5 Dept: BOIr: Prismatic V.Flrm 3(0 R Class 111:_ 10 YR 6 6 S.Ang.blOcky EM.FIMI 1 Fill(him) Class IV: GL 7 7 ESHGW: Columnar C`�ai�yY, 8 x Sat/Damp Depth: r.ess, ose '..• G A to rSa -FM,CV.C. 2.5 2 2 Grav: Granular V.FriableE �j�� 5 Y 3 3 Conc: Cobb: Blocky Friable ghs -F.,V.F. 7.5 4 4 Stone: l�/ WeeP 2,3�r 5 5 Dept: Mr., alit V.Firm _ 10 YR 6 6 S.Ang.blocky Ext.Firm YOtoFill thtM) : GL 7 7 �SHG�W�: Columnar , tJ 8 8 717A Sat/Damp p r.ess, ose �sr Ap Sand-F,M,C,V.C. 2.5 2 2 Grav: Granular V.Fnable E L5and 5 Y 3 3 Conc: Cobb: Blocky Friable Bwghs 5.Loam-F.,V.F. 7.5 4 4 Stone: Platey Firm flf�i� Stand C1,2,3 tlgr Loam -5 5 Depl: gdlr: Prismatic V.Firm Stand Class ill:— 10 YR 6 D S.Ang.blotky Ext.Firm HZO FIII(him) Class N: GL 7 7 ESHGW: Columnar 8 8 Sat/Damp W-LO �. P an - , , , . . P : tr.ess, ole E LSand 5 Y 2 2 Conc: Grav: Granular V.Friable Bwghs S.Loam-F.,V.F. 7.5 3 3 Dept: Cobb: Blocky Friable C 1,2,3 tl g r Loam 4 4 E5HGW: Stone: Platey Firm dovi R Class III: 10 YR 5 5 Mir: Prismatic V.Firm �� Class IV: GL 6,7,8 6,7,8 S.Ang.blocky Ext.Firm sand-F,M,C,V.C. �. +; 't ;- . { 5 '"t'W `} . rr_ONUMORM 4/6� it L5an0 b.' �"., „ 3 I O Fill(htm) S.Loam-F.,V.E w e u roam c Y. W 0 Depth; r.ess, ose W 4.4u A Sand-F,M,C,V.C. 2.5 2 2 Cobb Granular FriaV.Friable L tl 5 Y 3 3 Conc Cobb: BIOCNy Friable Bw g h s =79F.,V.F. 7.5 4 4 Stone: Platey Firm C 1 d g f 5 5 Depl: BdIr: Prismatic V.Firm ttR Class III: 30 YR 6 6 S.Ang.blocky Ext.Firm O Fill(htm) Class IV: GL 7 7 ESHGW: Columnar {� 8 8 SaVDamp IW ep r.ess, ose A E, to Ap 5antl-F,M,C,V.0 2.5 2 2 Grav: Granular. V.Friable 11%0 , p E L S 5 Y 3 3 Conc: Cobb: Blocky Friable am- .,V.F. 7.5 4 4 Stone: Platey Firm /f�Y1L 1,T 0 g r 5 5 Dept: BOIr: Prismatic V.Firm R Classlll: lU YR 6 6 S.Ang.blocky Ext.Firm Fill(htm) Class IV: GL 7 7 ESH(W: Columnar 8 8 bat/Damp ep r.ess, wow p S - M,C,V.C. 2.5 2 2 Grav: Granular 44,A S� 5 Y 3 3 Conc: Cobb: Blocky Friable ' B W g h 5 5. am-F.,V. . 7.5 4 9 Stone: Platey Firm Weep 1 ,2,3 tl g r Loam 5 5 Dept Bdlr: Prismatic V.Firm —w Class ill: 2U YR 6 6 S.Ang.Dlocky E#.Firm Y© Fill(htm) Class IV: GL 7 7 ESHGW: Columnar a aI, B B 5aVDamp ' p r.ess, ose A p Santl-F,M,C,V.C. 2.5 T 2 Grav: Granular V.Friable E LSand 5 Y 3 3 Cone: Cobb: BIOckY Friable' B W g h s S.Loam-F.,V.F. 7.5 4 4 Stone: Platey _ Firm ' - C 1,2,3 tl g r Loam 5 5 Depl: Btllf: Prismatic V.Firm Stand Class 111: 1U YR b 6 SAng.blOcky Ext.Firm H2O Fill(htm) Class IV: GL 7 7 ESHGW: Columnar li a 8 Sat/Damp y�l� - , p : .es, ose (9 E LSand 5 Y 2 2 Conc: Grav: Granular V.Fnable B w g h s S.Loam-F.,V.F. 7.5 3 3 Depl: Cobb: Blocky Friable C 1,2,3 tl g r Loam 4 4 ESHGW: Stone: Platey Firm R Class III: lU YR 5 5 BOIr: Prismatic V.Firm Class IV: GL b,7,8 b,7,8 IS.Ang.blockV 1EXt.Firm Sand-F,M,C,V.C. TP: 7 L Sand Fill(htm) S.Loam-F.,V.F. ._ m.. p wow y l D rR 5antl-F,M,C'V.C. 2.5 2 2 Grav: Granular VFriaDle 5 Y 3 3 Conc: Cobb: BIOCky Ffiable h s 5.Loa F.,V.F. 7.5 4 4 Stone: Platey Firm g5 5 Depl: Btllr: Prismatic V.Firm M. ClassIII: 10 YR 6 D S.Ang.blocky EM.Firm tm) Class IV:. GL 7 7 E5HGW: Columnar R 1 B 1 ISat/Damp MY1dSI i Deptn: r.ess, se I9 AD SanWF,M,C,V.C. 2.5 2 T Grav: Granular V.Friable ` Y (� 5 Y 3 3 Conc: Cobb: Blocky Friable h s .Loa F.,V.F. 7.5 4 4 Stone: Platey Firm ,2 tl g r 5 5 Depl: BdIC Prismatic V.Firm R Class ill: 10 YR 6 6 S.Ang.blocky Ext.Firm �y wFU Fill(htm) Class IV: GL 7 7 ESHGW: Columnar 8 Sat/Damp P7iR• p r.ess, se 04t Irs �� A Sand-F M,CVC 2.5 2 2 Grav: Granular V.Friable A" E San ${7 5 Y 3 3 Conc: Cobb: rS Friable of B w g h s -F.,V.F. 7.5 4 4 Stone: rm f,jr. Weep ' 1,2,�gr Loam 5 5 Dept Bdir: c rm R Class ill: 10 YR 6 6 locky Ext.Firm Y� Fill(htm) Class IV: GL 7 7 ES GW: nar a a mp Depth: r.ess, se AP Sand-F,M,C,V.0 2.5 2 2 Grav: Granular V.Friable E LSand 5 Y 3 3 Conc: Cobb: Blocky Friable B w g h s S.Loam-F.,V.F. 7.5 4 4 Stone: Platey Firm Stand 1,2,3 d gr Loam 5 '5 Depl: BOIr: Prismatic V.Finn Class ill: 10 YR 6 6 I S.Ang.Dlocky Ext.Firm H2O I(htm) Class IV: GL 7 7 ESHGW: Columnar ' ` a a Sat/Damp Y O p an - , pt : r.ess, se V E LSand 5 Y 2 2 Conc: Grav: Granular V.Friable B w g h s S.Loam-F.,V.F. 7.5 3 3 Depl: Cobb: Blocky Friable C 1,2,3 tl g r Loam 4 4 ESHGW: Stone: Platey Firm R Class III: 10 YR 5 5 Bdlr: Prismatic V.Firm Class IV: 6L 6,7,8 6,7,3 S.Ang.blocky Ext.Firm 7C1dgr Sand-F,M,C,V.C. p TP: LSantl r pa y S.Loam-F.,V.F. } v + i r �p imam — ' " . - L u` s ' Lr.essDose Sand-F,M,CV.C. 2.5 2 2 Grav: Granular Minable L5 5 Y 3 3 Conc: Cobb: BIOcky Friable .Loa . V.F. 7.5 4 4 Stone: Platey Firm 5 5 Dept Bdlr: Prismatic V.Fmin R Classlll: 10 YR D D S.Ang.blocky Ext.Firm Fill(htm) Class IV: GL 7 7 ESHGW: Columnar x x5a w�+l p r..lessess,W se A Santl-F,M,C,V.C. 2.5 2 2 Grav: Granular V.Friable 5 Y 3 .3 Conc: Cobb: Blocky Friable e0M hs V.F. 7.5 4 4 Stone: Platey Firm L 1,2 tlgr 5 5 Dept: Bdir. - Prismatic V.Firm ANO Z/_ R Class III' 10 YR b b S.Ang.DlOCky Ext.Firm JJ�O Fill lhtm) Class IV. Gl. 7 7 ESHGW: Columnar [fNtt^ ALS_ x x Sat/Damp �IK I ElFpfff— r.ess, , , Dose kWA to6 Ap Sa '2- M V.C. 2.5 2 Grav: Granular V.Fnable E San Uta 5 Y 3 3 Conc: Cobb: Blo le ' Bwghs am-F.,V.F. 7.5 4 4 Stone: la FI Weep ,2,3mgr Loam 5 5 Dept: BdIr: atic V.Finn Class 111: 10 YR b b S.Ang.blocky Ext.Firm Y© Fill lhtm) Class IV: GL 7 7 ESHGW: Columnar x x Sat/Damp . A it Depth: r.ess,w,m,b Loose A Santl-F,M,C,V.C. 2.5 2 2 Grav: Granular V.Fnable E LSantl 5 Y 3 3 Conc: Cobb: Blocky Friable Bwghs S.Loam-F.,V.F. 7.5 4 4 Stone: Platey Firm 1,2,3 d g r Loam 5 5 Dept: BdIr: Prismatic V.Firm Stand Class Ill: 10 YR b b S.Ang.blocky Ext.Fiml H2O Fill(htm) Claw IV: GL 7 7 ESHGW: Columnar - x x Sat/Damp Y© A p band-F,MiCi I it Li - r.ess, se ' E LSantl 5 Y 2 2 Conc: Grav: Granular V.Fnable Bwghs S.Loam-F.,V.F. 7.5 3 3 Dept: Cobb: Blocky Friable C 1,2,3 d gr Loam 4 4 ESHGW: Stone: Platey Firm R Class III: lU YR 5 5 BtlIC Prismatic V.Firm Class IV: GL b,7,8b,7,8S.Ang.blocky Ext.Firm am mom no= ammmm OEM a e i Sand-F,M,C,V.C. € ' '. ri. LSand ,µ4 r Fill(Irtm) 5.Loam-F.,V.F.u roam y p r.ess, se i�`3 �� O p Santl-F,M,C,V.C. 2.5 2 2 Grav: Granular V.Friable . LSantl 5 Y 3 3 Conc: Cobb: Blocky Friable ' B W g h s S.loam-F.,V.F. 7.5 - 4 4 - Stone: - Platey Firm V) C l d g r loam 5 5 Dept: BdIr: Prismatic V.Firm R Gass III:_ 10 YR b 6 5.Ang.blocky Ext.Firm Fill(htm) Claw IV: GL 7 7 ESHGW: Columnar 1�PfJ x 81— 15at/Damp p bir.mesess, ose : 1 Q A Sand-F,M,C,V.C. 2.5 2 2 Grav: Granular V.Friable a LSantl 5 Y 3 3 Conc: Cobb: Blocky Friable aSew h s S.Loam.F.,V.F. 7.5 4 4 Stone: Platey Firm 1,2 tlgr Loam 5 5 Dept: BdIr: Prismatic V.FImi �WA^ �C R Class Ill: 10 YR D b S.Ang.blocky Ext.Firm V Fill(htm) Class IV: GL 7 7 ESHGW: Columnar x x Sat/Damp it D : Gr.ess, ose L 36 Ap Sand-F,M,C,V.G 2.5 2 2 Grav: Granular V.Friable9 V E L Sand 5 Y 3 3 Conc: Cobb: rSAnng.blocky Friable Y W g h s S.Loam-F.,V.F. 7.5 4 4 Stone: Fi Weep C ,2,�i gr Loam 5 5 Dept: Bi V.Firm Pk ` '0w Claw Ill:IV: GL YR b D _ Ext.Firm y/Fvl) (�/ Fill(htm) Class IV:. GL 7 7 ESHGW:x x p r.ess, Loose AIt Sand-F,M,C,V.C. 2.5 2 2 Grav: Granular V.Friable E L Sand 5 Y 3 3 Coni. Cobb: Blocky Friable Bwghs S.Loam-F.,V.F. 7.5 4 4 Stone: Platey Firm ilk� 'S rid C1,2,3dgr Loam 5 5 Dept: BdIr: Prismatic V.Flml R Class III:_ 10 YR 6 6 5.Ang.Diocky Ext Firm H2O Fill(htm) Class IV: GL 7 7 ESHGW: Columnar x x Sat/Damp .W1 Y p an - , , , . . Depth: tr.ess, Loose E L Sand 5 Y 2 2 Conc: Grav: Granular V.Friable �s Bwghs 5.Loam-F.,V.F. 7.5 3 3 Dept: Cobb: Blocky Friable C 1,2,3 tl g r Loam 4 4 ESHGW: Stone: Platey Firm R Class ill:_ 10 YR 5 5 BdIr: Prismatic V.Fkrn Class IV: GL I 6,7,86,7,8 5Ang.blocky Ext.Flrm Operation & Maintenance Plan ' Proposed Cluster Residential Subdivision"The Woodlands' Clarke Avenue,Salem MA August 14, 2015 Revised: August 31, 2015 Revised: November 10, 2015 ' Structural Best Management Practices (BMPs) require periodic maintenance to insure proper function and efficiency in pollutant removal from stormwater discharges that would otherwise discharge from the proposed impervious areas untreated. Maintenance schedules found below are ' as recommended in the manufacturer's specifications. The following BMPs shall be utilized for project for pollutant removal from stormwater discharge as ' well providing additional groundwater recharge on site by directing the proposed runoff to four (4) surface infiltration basins and one (1) subsurface infiltration structure comprised of Cultec Chambers or approved equivalent: • Deep Sump Catch Basins with hoods • 1,500 Gallon Sediment&Oil Separator • Street Sweeping • Cultec Recharger 330XL Chambers(Subsurface Infiltration Structure) • Infiltration Basins 1,2,3&4 Deep Sump Catch Basins with hoods&1,500 Gallon Sediment&Oil Separator: ' • Inspect the units at least four times per year with special consideration given to the end of foliage and snow removal seasons. • Inspect the condition of the catch basin hoods installed in the outlet pipes from the catch basins. If damaged,remove and replace with a new unit. • Sediments must also be removed four times per year or whenever the depth of deposits is greater than or equal to one half the depth from the bottom of the invert of the lowest pipe in ' the unit. Clamshell buckets and/or vacuum trucks are typically used to remove sediment in Massachusetts. • Catch basin cleanings may be taken to a landfill or other facility permitted by MassDEP to accept solid waste,without any prior approval by MassDEP. However,some landfills require catch basin cleanings to be tested before they are accepted. For information on all of ' the MassDEP requirements pertaining to the disposal of catch basin cleanings go to www.Mass.gov/dep/recycle/laws/cafacts.doc ' Street Sweeping ' • . Street sweeping should be conducted as needed or once minimum per year in the spring (March or April). t Operation & Maintenance Plan Proposed Cluster Residential Subdivision ' Salem, MA August 14, 2015 Revised: August 31, 2015 Revised: November 10, 2015 Cultec Recharger 330XL Chambers: • Access to the chambers is through the inspection ports to be located at either end of the row of chambers where shown on the site plan. ' • From the surface,through these inspection ports,the sediment may be measured. A stadia rod may be used to measure the depth of sediment,if any. ' • Once the depth of sediment is in excess of three (3") inches, the affected Cultec Chambers shall be excavated and the six (6) inch stone bed beneath them is removed and replaced with clean stone. • Should standing water be present in bottom of system during a routine inspection or more than twenty-four (24)hours after the end of a rainfall event,it may be as a result of the stone bed layer being clogged with fine particles. The amount of elapsed time required for the water to infiltrate completely should be recorded. If after seventy-two (72)hours from the end of a rainfall event there is still standing water in the bottom of the chambers,excavate the system and replace the stone bed layer with clean stone as mentioned above. • We recommend the following schedule for system maintenance Monthly in first year of service: -Check inlets and outlets for clogging and remove any debris as necessary -Check for settlement in areas over and surrounding the system Spring and fall in the second year service: -Check inlets and outlets for clogging and remove any debris as necessary -Check for settlement in areas over and surrounding the system One year after commissioning and every year following: -Check inlets and outlets for clogging and remove any debris as necessary -Inspect the interior of the chambers via inspection ports and measure sediment or depth of standing water -Check for settlement in areas over and surrounding the system -Confirm that no unauthorized modifications have been performed to the site • It should be noted that most failures occur in subsurface systems such as these due to inadequate pre-treatment which leads to clogging. However,with the installation of deep- sump catch basins with hoods and the Sediment&Oil Separator we do not expect there to be any adverse impacts to the system due to debris accumulation. 2 ' Operation &Maintenance Plan Proposed Cluster Residential Subdivision ' Salem, MA August 14, 2015 Revised: August 31, 2015 t Revised: November 10, 2015 Infiltration Basins: t • Infiltration basins are prone to clogging and failure so it is imperative to develop and implement aggressive maintenance plans and schedules. Installing the required ' pretreatment BNVs,e.g.deep-sump catch basins and sediment forebays,will significantly reduce the maintenance requirements for the basin. • Inspections and preventative maintenance shall be performed at least twice a year,and after every time drainage discharges through the high outlet orifice or a major storm event which is defined as a storm that is equal to or greater than the 2-year,24-hour storm(3.1 inches in a 24 hour storm) • After the basin is on line,inspect it after every major storm for the first few months to ensure ' that it is stabilized and functioning properly. Take corrective action if necessary. • Note the time that water remains standing in the basin after a storm event. Standing water ' within the basin 48 to 72 hours after a storm indicates that the infiltration capacity of the basin may have been overestimated or the bottom has been clogged. ' • If the reason is clogging,determine the cause,e.g. erosion,excessive compaction,or low spots and take the necessary corrective action. Thereafter,inspect the infiltration basin at least twice per year. ' • Important items to check during the inspections include: Signs of differential settlement, Cracking, Erosion, Leakage in the embankments, Tree growth on the embankments, Condition of riprap, Sediment accumulation and, ' Health of the turf. • At least twice a year the buffer area,side slopes,and basin bottom shall be mowed. Remove the grass clippings and accumulated organic matter to prevent an impervious organic mat from forming. Remove trash and debris at this time as well as using deep tilling to break up any clogged surfaces,revegetate immediately. ' • Remove sediment from the basin as necessary only when the floor of the basin is completely dry. Use light equipment to remove the top layer to prevent compacting the underlying soil. Deep till the remaining soil and revegetate as soon as possible. 3 Erosion & Sediment Control Plan The Woodlands (Clarke Avenu) 1 Salem, MA August 31,2015 In order to limit the amount of erosion and sedimentation that takes place during and after construction,it is important to implement a management plan,which will protect and Iimit the amount of land area that is devoid of vegetation at any given time. Prior to Construction-Prior to start of construction activities, the owner,builder,and site contractor shall clearly identify areas that may be affected by the proposed clearing and earth moving activities by reviewing the approved grading plan as part of an initial site visit. During the site visit, the limit of work line shall be reviewed to confirm the type of erosion control measure to be used to protect downstream wetland resources and abutting property. Limits of tree clearing shall be verified during the initial site visit with emphasis on identifying"save areas'for existing trees and vegetation where.practicable. Erosion and Sediment Control Device Siltfence and haybales are proposed as the primary erosion control device for this project(see construction detail provided on the subdivision plan set). It is important for the owner,builder,and/or site contractor to have access to a supply of haybales should the need arise for additional erosion and sediment control measures. Haybales can be used along a slope and/or together with siltfence to protect against concentrated stormwater runoff over exposed surfaces (see attached construction detail for haybale installation). The erosion and sediment control devices shall be inspected every 7 days or within 24-hours of a 1/2-inch (or greater) rainfall event to ensure that they are operating properly. If sediment levels begin to build up on the erosion control devices,it may be necessary to remove the accumulated sediment to ensure that the erosion control devices continue to operate as designed. Sediment shall be removed if it builds up more than 12-inches above the ground surface at the erosion control device. Earth-moving Activities After trees and other vegetation are cleared,earth-moving(or grading) activities can begin. The approved grading plan shall be used to help guide the site contractor during regrading activities. Often times it is helpful to have a land surveyor establish benchmark elevations and/or lines of grade to aid the site contractor during regrading activities. This is the time during which the site is most vulnerable to erosion. Therefore,it is important for the site contractor to finalize grading activities as soon as practicable following land clearing. Areas than remain exposed longer than 30 working days in an interim condition shall be stabilized in a temporary fashion. Once final grades have been established,permanent vegetation can be established. Temporary Seeding During construction it may be necessary to temporarily stabilize areas that will not be brought to final grade for a period Longer than 30 working days. Temporary seeding is accomplished using fast-growing grass seed species such as ryegrass. Seeding shall be performed in accordance with the guidelines set forth in the Temporary Seeding Guidance,which is an excerpt from a publication entitled,"Massachusetts Erosion and ' Sediment Control Guidelines for Urban and Suburban Areas,May 2003,prepared by Franklin,Hampden,and Hampshire Conservation Districts." ' Erosion &Sediment Control The Woodlands (Clarke Avenu) Salem, MA August31, 2015 Permanent Seeding&Plantings ' Once final grades have been established and the weather permits,every effort shall be made to establish permanent vegetation on disturbed and exposed areas. In addition to grass seed, tree and shrub plantings shall be an integral part of the permanent stabilization plan. Care shall be taken by the owner,builder,and/or site contractor to select trees,shrubs,and seed mixes that are best suited to the soil conditions on the site. Soil moisture, depth to seasonal groundwater,and exposure to sunlight shall be carefully considered when selecting species. In recent years,the emphasis on using plant species native to Massachusetts has grown. Information on the use of non-native and native species can be found on the web and in many local nursery catalogs. ' Permanent seeding shall be performed in accordance with the guidelines set forth in the Permanent Seeding Guidance,which is an excerpt from a publication entitled,"Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban Areas,May 2003,prepared by Franklin,Hampden, and Hampshire Conservation Districts." ' 2 ! ! 1 ! ! Attachment A ! "Temporary Seeding Guidance Document" ! ! 1 ! ! 1 ! i ! 1 1 1 1 I 142 Erosion and Sediment Control Practices Maintenance Inspectseeded areas.forfailure and make necessar"y repairs and ,reseed immediafelyConduct orfollow up survey after one-year and replace-failed.plants vrhere'necessary. Ifsvegetative coverts muadegriateto"prevent ri LOOsfon,overseed and fertilize fn accordance-with soil:test results. If"a stand has less t han'40,F cover,reevaluate choice of plant materials, ait71 quantities of lime and fertillier. Re-e t#bltsh;the;stand,.foliowing seedbed preparation and seeding recommendations, omitting=Bine and fertilizer in thz absence of soil,'test resat, if the=seasoi},prevents resp ingr mtticluorf ute�netting,is�an effec.,tive temporarqcoyer� 1 Seeded areas should befertilized during the,second growing season. Lime and fertilize thereafter at periodtc,intervals,as+needed:, ' North,'Carzrlina Depariment of Enuironrneat,Realth;;and!Natural Resources, �roeron,a..dzSedimenfL'%+�tratY?!bL M�ea�1 Raleigh,ATG,F.ehritary 199`1. Pei conal cotamunicatfon,Richar [.I:l)eVehd,.USpA,lVatlira ,Resoiirces Cpfis`erVation Service,,Amherst,MA. 4t:�S Envlroamenta'T Proteetmon ABQacy,'.�jQrm:tYaterIKdnasevn�iit;Fnr, '4nstrweOW Adfid les,EPA832;1t,92-W5;WA6hftrgta4,DC,September,1.992, W4shingwo,State=Depotmentof Ecology;StorrriwiaEerMunaaemerit tilaririaf4. ' f t4 the .Sgt Sawed Basin OlymO,''fa,WA,F.,ebruary,,l'992. Planting,tapiil groiNitt ;antttt ual grasses,small,gramns or1legumesto provide irdttal .temporary covet Car erosion control on disturbed areas: .Purpose' 'Co lemporarily stablllze areas,that wtllnot be brought to fimil grade for?a,. period.otrixor`etha- 0`w6rking'days. To stabillie=disturbed,areas beforeffinal°grading or,firaseason-notsutia_ble_ for perrnanent seedmgr Temporary seedfrig`control's turnoff and ero"sion.uutil%perrttane t vegetation or other:erosion control measures can be.established: ' Root systems,hold datkn thesolls,sothat they areless apt to,be,ci;rrrfed, 4fisill by>sWrm water:tunoff dr.Wind. Temporaryseeding alsoxeducesthe problems°associated:with=mud.and'. ' dust from bare soli surfaces during construction Erosion and Sedimenf�Control Giuidelines Erosion and Sediment Control Practices 143 Where Practice Applies On any cleared, unvegetated,or sparsely vegetated soil surface where vegetative cover is needed for less than one year.Applications of this practice include diversions, dams,temporary sediment basins, ' temporary road banks,and topsoil stockpiles. Where permanent structures are to be installed or extensive re- grading of the area will occur prior to the establishment of permanent vegetation. Areas which will not be subjected to heavy wear by construction traffic. I Areas sloping up to 10%for 100 feet or less,where temporary seeding is the only practice used. ' Advantages This Is a relatively inexpensive form of erosion control but should only be used on sites awaiting permanent planting or grading.Those sites should have permanent measures used. Vegetation will not only prevent erosion from occurring, but will also trap sediment in runoff from other parts of the site. Temporary seeding offers fairly rapid protection to exposed areas. ' Disadvantages/Problems Temporary seeding is only viable when there is a sufficient window in time for plants to grow and establish cover. It depends heavily on the season and rainfall rate for success. ' if sown on subsoil,growth will be poor unless heavily fertilized and limed.Because overfertilization can cause pollution of stormwater runoff, other practices such as mulching alone may be more appropriate.The potential for over4ertilization is an even worse problem in or near aquatic systems. Once seeded,areas should not be travelled over. Irrigation may be needed for successful growth. Regular irrigation is not encouraged because of the expense and the potential for erosion in areas that are not regularly inspected. Planning Considerations Temporary seedings provide protective cover for less than one year.Areas must be reseeded annual or planted with perennial ' vegetation. Temporary seeding is used to protect earthen sediment control practices and to stabilize denuded areas that will not be brought into final grade for several weeks or months.Temporary seeding can provide a nurse crop for permanent vegetation, provide residue for soil protection and seedbed preparation,and help prevent dust production ' during construction. Erosion and Sediment Control Guidelines 144 Erosion and Sediment Control Practices Use low-maintenance native species wherever possible. ' Planting should be timed to minimize the need for irrigation. Sheet erosion,caused by the impact of rain on bare soil, is the source of most fine particles in sediment.To reduce this sediment load in runoff,the soil surface itself should be protected.The most efficient and economical means of controlling sheet and rill erosion is to establish vegetative cover.Annual plants which sprout rapidly and survive for only one growing season are suitable for establishing temporary vegetative cover.Temporary seeding is effective when combined with construction phasing so bare areas of the site are minimized at all times. Temporary seeding may prevent costly maintenance operations on other erosion control systems. For example, sediment basin clean-outs will be reduced if the drainage area of the basin is seeded where grading and construction are not taking place. Perimeter dikes will be more effective if ' not choked with sediment. Proper seedbed preparation and the use of quality seed are important in this practice just as in permanent seeding. Failure to carefully follow ' sound agronomic recommendations will often result in an inadequate stand of vegetation that provides little or no erosion control. Soil that has been compacted by heavy traffic or machinery may need to be loosened.Successful growth usually requires that the soil be ' tilled before the seed is applied.Topsoiling is not necessary for temporary seeding; however, it may improve the chances of establishing temporary vegetation in an area. ' Planting Procedures Time of Planting Planting should preferably be done between April 1 and June 30,and September 1 through September 30. If planting is done in the months of July and August, irrigation may be required. If planting is done between October 1 and March 31, mulching should be applied immediately after planting. If seeding is done during the summer months, irrigation of some ' sort will probably be necessary. Site Preparation Before seeding, install needed surface runoff control measures such as gradient terraces, interceptor dike/swales,level spreaders, and sediment basins. ' Seedbed Preparation The seedbed should be firm with a fairly fine surface. Perform all cultural operations across or at right angles to the slope. See Topsoiling and Surface Roughening for more information on seedbed preparation.A minimum of 2 to 4 inches of tilled topsoil is required. Erosion and Sediment Control Guidelines 1 Erasion and Sediment Control Practices 145 (. Mifig and'Eertiiiza#ion ' Apply,uniformly 2 tonswof ground limestone per acre(1 OQ lbs.per 1,000,Sq.Ft) or according to soil test. Apply uniformly 1¢10-1,0 analysts fertil zenat the rate of 4QO ibs.per acre(194hs.per 1,000 Sq. Ft j or as'indicated by soil test. Forty percent of the nitrogen should be fn organic form. Work in lime and fertilizer tp a depth of,;9 inches usingaanysuitable- ' egttipment -s � :- .r•-+ �,R 5_��,�.� art., y �yJ'4'^ j � � dt „ $�t'v'� � '`'§ +1�p,1�4+ (j�1y��ut�y�c♦:e.1'tt3�'� T e$edl±#� tti Seeding _ Seiect_adapte&specfes f,ifi the accompanying table. Apply seed uniformly accotxling to the rate=fndicatecl tt°tle table by browcasturg,dulling or-hydrattllc afrpli�attoti. Cbvei seeds suftableegtlfpmeitt.as follows o.Rye grass V.tncb 11.fNiltet 'rta to�i0 wOats 1 to 1-4/2 inches ,�«Wmterrye 1 to t=i/21idnchbss Muth f)so an efleetfve mulch such as dean gttn straw;'lackedanifJar tled down with.riettfrig to proYectseetlled attd enconragetplant growth. Common Trouble Points Lime„and JertlRzo not irtcorporatad to al least 4 fiches. R1a3!tie lost to rttrtofftor rern�iii,cdricentrated"near the stirface where they- may Inhibit-germination. Mal'ck'rate naiTequdte,pr;ttr'aiv vnuldli 44(tacked down,. Results damag In poor.germination or failure, and,.e_rasion damage."Repair- ed areas,,;reseed aril mulch. Emsrot�and Se2iirtront CoR��-'Cui'deiirtts. 146Erosion and Sediment Control Practices Annual ryegrAss used fnr•tem�orpry seeding R}regrass=reseeds Mielf:and makes it difficulttto establish a good cover of permanent vegetation. Seed nol.brbade"t A JMO or rale too low ' Results in patchy,groW.th and erosion, Maintenar>ce ' Inspect within 6v-weeks of planting t4 see if stands are adequate. Cheekford'ama}feafterheav 4ains Stands.should beuniforwanddens,e- Fertilize,reseed,and m ulch damaged and sparse a7eas immediately,Tack or tie ilowp�tCeh as necessa'r�: :Seeds should•be.supplied with adequate moisture.Furnish water as neet d,espe tally in Abngrrdally hot or dry weaihersor on adverse sites;.. lydater apphcatl"oil=rates should be c ontrotfed to pi*verit runoff. 4v�ad ' 14fassachusetts DepartmenGotEi►vironmental'Prbtection,Officeof Watershed Max►a$emenf,Nonpo+ht Source't?rogl am, assachttsefts ' Nal»artSoi+ Iiia..�rremgntlNmruaf $oston,i"achusetts,_Juite, t993 . North Carolina Departrr[enY of.finvimnrneut;,Health and Natural Resources,, 1.roser►mrdd [ICodtmle[d Mhnof,Italei$h',NC,FebrtadP 1991 U -. vlro►mtental pcotecdan r�genncy,Sr�.s.W6rsritfi ►#gcmet Fer Conit'eructien AAhnretP's; >?1832-Rw 0405 %shington, I,>C,Seprember, 1992 1 askingtcrrrStat DefEartment,of.Ecology9torm " A't pt' rrmuirt•, Jyr..the:�ar'get;SartnrfBasia Olympia,WA,y"e1�ruar`y;'t992:. t, Ate pbrary sediment barrier instalTe l paralte('to the bank", a; stream-,aY:lakei.Used W contain the sediment pr»dttced liy eortstrnctio ' operations-'on the bank of a stream or lake:a40#110yr, its removal'. Why Prac#tce Ap'les The slit Curtain is used along;the b3rrks o.UstM4ms orlakAes;where, sediriient cdtild pollute ot�deg ade the-stream or lake. E{os(onanfi 3edirraentControlt uidelines ' Attachment B "Permanent Seeding Guidance Document" ' 132 Erosion and Sediment Control Practices Maintenance The effective life of a sediment trap depends.upon adequate ma ntenane'6.7ke trap;Should,tie readily accessible for periodic makitenance;and seifi hent removal. Seta stake at one=hall'the design,depth.This will be the"cleanout lever 'lkeinoye sediment when 11f has accumulated tv one-halk_the design depth, Iaspe6tsedimenttraps afteceachslgnY6cant rainfall event.Repair any erosion and pipingtioles tmmediate� Crean''or replac8_spiilway gravel facin.g it lo 9904 Promptly.replace,any displacedriprap,being:carefui that-nostones in the-spiliway areabovettestgn grade Iaspect veetati6n reSee4l arid,rentulch If tteG E xsaTy., Cheek,spiliway depthsperiodfcallyto.ensure aiiiaimum of 1.5 it depth from►o�,poinY of the settled embaRkrnent to fif best point of spilicstay' crest Ellt atiyitow areas of the embanktli'etAt Yo maintain"design elevation, After,alt sedimen&producing'_areas have been stablUed,utspected', ' and;approved,removexJtestructure and a1r unstable=sedimenf.Smoot, ;n, to fiend with adlom[tigaYeas andsYabilize3n accordance with vegetation plan - .' 113inpiclk E L.?and ki All 44-4 L` Mt1tirrLlr/r.^...�dlDaoil�ri„Qr1+ i in "leiJNdrYip ;RoCkttigha{zI County Conservation District,August 1992, hiorth Carcitfna 1)opaYtri dot OfjSpvlr m0fer t; Reatib,and Natural Res'ourcps, 1 eyai�n aond�'ediment QAtro!�%ptt- faane t.;kalelgh,, Februaly T997,. ' l�S;Fnvlrc�itttTpatalPCofectioriAgent Stnrin'WaterMnnaeeinenfdor ,;�nxhnretfon:Tetuntu9:,TPA-832'4t 92.605,,Washington„DC,.Septetnber,,199-2 ' Waahington State I7opatYnent bf,F,icot9gl! for the EjOdSoundBasin,Olympia,WA,February 1991 ' Th Westabiisftfttyegetative e©ver on disttirbed:areas, Purpose 1'armanent ceding of grass and plantfag trees'and;shrubs provides, stabilization to,the'soil,by isgiding soilpartciea In place. Vegetatiaft reduces sediments and runoff to,downstrea'm-,areas by: slowing thevelocity of runoff and permftting greater.in81fratioa ofthe rung#f,, Ero`sidn an i#SSlirztert Control Guidelines Erosion and Sediment Control Practices 133 Vegetation also filters sediments,helps the soil absorb water, improves wildlife habitats, and enhances the aesthetics of a site. Where Practice Applies . Permanent seeding and planting is appropriate for any graded or cleared area where long-lived plant cover is needed to stabilize the soil. Areas which will not be brought to final grade for a year or more. Some areas where permanent seeding is especially important are filter strips, buffer areas,vegetated swales,steep slopes,and stream banks. . This practice is effective on areas where soils are unstable because of their texture or structure, high water table,winds, or steep slope. Advantages ' Advantages of seeding over other means of establishing plants include the small initial establishment cost,the wide variety of grasses and legumes available,low labor requirement, and ease of establishment in difficult areas. Seeding is usually the most economical way to stabilize large areas. Well established grass and ground covers can give an aesthetically pleasing,finished look to a development. Once established,the vegetation will serve to prevent erosion and retard the velocity of runoff. Disadvantages/Problems Disadvantages which must be dealt with are the potential for erosion during the establishment stage,a need to reseed areas that fail to establish,limited periods during the year suitable for seeding,and a need for water and appropriate climatic conditions during germination. Vegetation and mulch cannot prevent soil slippage and erosion if soil is not inherently stable. Coarse, high grasses that are not mowed can create a fire hazard in some locales.Very short mowed grass, however, provides less stability and sediment filtering capacity. Grass planted to the edge of a watercourse may encourage fertilizing and mowing near the water's edge and increase nutrient and pesticide ' contamination. Depends initially on climate and weather for success. May require regular irrigation to establish and maintain. ' Planning considerations Selection of the right plant materials for the site, good seedbed ' preparation,timing, and conscientious maintenance are important. Whenever possible,native species of plants should be used for landscaping.These plants are already adapted to the locale and Erosion and Sediment control Guidelines 134 Erosion and Sediment Control Practices survivability should be higher than with "introduced"species. Native species are also less likely to require irrigation,which can be a large maintenance burden and is neither cost-effective nor ecologically sound. If non-native plant species are used, they should be tolerant of a large range of growing conditions, as low-maintenance as possible,and not invasive. Consider the microclimate within the development area. Low areas may be frost pockets and require hardier vegetation since cold air tends to sink and flow towards low spots.South-facing slopes may be more difficult to re-vegetate because they tend to be sunnier and drier. Divert as much surface water as possible from the area to be planted. Remove seepage water that would continue to have adverse effects on soil stability or the protecting vegetation.Subsurface drainage or other engineering practices may be needed.In this situation,a permit may be needed from the local Conservation Commission:check ahead of time to avoid construction delays. Provide protection from equipment, trampling and other destructive agents. Vegetation cannot be expected to supply an erosion control cover and ' prevent slippage on a soil that is not stable due to its texture, structure, water movement,or excessive slope. ' Seeding Grasses and Legumes Install needed surface runoff control measures such as gradient terraces, berms,dikes, level spreaders,waterways, and sediment basins prior to ' seeding or planting. ' Seedbed Preparation If infertile or coarse-textured subsoil will be exposed during land shaping, It is best to stockpile topsoil and respread it over the finished slope at ' a minimum 2-to 6-inch depth and roll it to provide a firm seedbed.If construction fill operations have left soil exposed with a loose,rough,or irregular surface, smooth with blade and roil. Loosen the soil to a depth of 3-5 inches with suitable agricultural or . ' construction equipment. Areas not to receive top soil shall be treated to firm the seedbed after incorporation of the lime and fertilizer so that it is depressed no more than �1-I inch when stepped on with a shoe.Areas to receive topsoil shall not be firmed until after topsoiling and lime and fertilizer is applied and incorporated, at which time it shall be treated to firm the seedbed as ' described above.This can be done by rolling or cultipacking. Cool Season Grasses Cool Season Grasses grow rapidly in the cool weather of spring and fall, Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices 135 and set seed in June and July. Cool season grasses become dormant when summer temperatures persist above 85 degrees and moisture is scarce. Lime and Fertilizer Apply lime and fertilizer according to soil test and current Extension Service recommendations. In absence of a soil test,apply lime(a pH of 5.5-6.0 is desired)at a rate of 2.5 tons per acre and 10-20-20 analysis fertilizer at a rate of 500 pounds per acre(40%of N to be in an organic or slow release form).Incorporate lime and fertilizer into the top 2-3 inches of soil. Seeding Dates Seeding operations should be performed within one of the following periods: . April 1 -May 31, August 1 -September 10, ,.. November 1 -December 15 as a dormant seeding(seeding rates shall be increased by 50%for dormant seedings). ' Seeding Methods Seeding should be performed by one of the following methods. Seed should be planted to a depth of y to t i inches. w Drill seedings, o. Broadcast and rolled, cultipacked or tracked with a small track piece ' of construction equipment, Hydroseeding,with subsequent tracking. Mulch Mulch the seedings with straw applied at the rate of 14 tons per acre. Anchor the mulch with erosion control netting or fabric on sloping ' areas. Warm Season Grasses Warm Season Grasses begin growth slowly in the spring,grow rapidly in the hot summer months and set seed in the fall. Many warm season grasses are sensitive to frost in the fall,and the top growth may die back. Growth begins from the plant base the following spring. Lime and Fertilizer ' Lime to attain a pH of at least 5.5.Apply a 0-10-10 analysis fertilizer at the rate of 600 lbs./acre. Incorporate both into the top 2-3 inches of soil. (30 lbs.of slow release ' nitrogen should be applied after emergence of grass in the late spring.) Erosion and Sediment Control Guidelines 136 Erosion and Sediment Control Practices Seeding Dates t Seeding operations should be performed as an early spring seeding(April 1-May 15) with the use of cold treated seed. A late fall early winter dormant seeding(November 1 -December 15) can also be made, however the seeding rate will need to be increased by 50%. Seeding Methods Seeding should be performed by one of the following methods: Drill seedings (de-awned or de-bearded seed should be used unless the drill is equipped with special features to accept awned seed). a Broadcast seeding with subsequent rolling, cultipacking or tracking the seeding with small track construction equipment.Tracking should be oriented up and down the slope. a Hydroseeding with subsequent tracking. If wood fiber mulch is used, it should be applied as a separate operation after seeding and tracking to assure good seed to soil contact. Mulch Mulch the seedings with straw applied at the rate of iii tons per acre. Anchor the mulch with erosion control netting or fabric on sloping areas. Seed Mixtures for Permanent Cover Recommended mixtures for permanent seeding are provided on the following pages.Select plant species which are suited to the site conditions and planned use.Soil moisture conditions,often the major limiting site factor,are usually classified as follows: Dry-Sands and gravels to sandy loams. No effective moisture supply from seepage or a high water table. Moist-Well drained to moderately well drained sandy loams, loams, and finer; or coarser textured material with moderate influence on root zone ' from seepage or a high water table. Wet-All textures with a water table at or very near the soil surface,or with enduring seepage. When other factors strongly influence site conditions, the plants selected ' must also be tolerant of these conditions. Erosion and Sediment Control Guidelines Erosion and Sediment Control Practices 137 { y 3h tP ern an >iYdi MI]Ctures f g = � Seg ,Pounds ped ' r �+ r `r t�ilX &SR1rC s $0$d 1y�17(fI1T$ ik �'2 /�OP$w"h+ 1 �o�Sf 3 'r pEf�14ks"' 3 l Dry F tttle�Slud tez �'2 � � ��"Use Wr[r geasn pianUn rocedu BrooQiBedge M*Roadldsi z+ € g 2 ?` x r `� Itiimbtd I o egr s i' � t�Q x SOn.d and Ctkavel Ska¢ilizatlotp' „g5wltoltgrasy �` 1Q ,Qxlp * nl4verrsoSTitesinoculatib"iWitfttitroti F?x s u =: c ry .p fyxing bktgrla' -�3,,#`�.,�a � ' Rry ,�Deertdugue�y ,� x$�� O,S5� `�,;,�� UseFNar�S�a�o�pla¢t�ingp�o��dures�� , 'S It Mine Sol�a Iovee;r�gttlres2in�eul�tion'witltnt[iQgeni�v�, �_u y 117ti11�xdCk4'rlas' ..`` ."." .� ` ofthis MW a B IoE�A1�J s ears" s" Bld5easso a 4 xacedure � � �Swlt 4425yyyq� atdan Graueiplts y 3_ �iutitary l,sndfil4�o�bt �Edeennlal,�r '� �� .c �'` (y' /�u ��tS��ox�Bl��n a�d�M�*'iyl}�•'tti�ingr S a�rE�o � ,e� a 1*eretlnl t ` 'Q'iYx � '�a\77 v � ��•s�i'r � 4t � �'i. s e'�" v��s� t s � r aiapada � f 14rvidaSulckcavet ro gt Q �5e a,o Q bltis [i a$ 1�1y@, x Aiealegr §t TDQ6 ccilt tnd tci'all Sow indtgetf4tYs P>tttt , ' ° �:'? }- e s m ��lv£ , •'4.2 v "Co1Q a�t��O�11"g CoOD S Qeraistb � :S e2i f 1 A l atle ' $ t S F F x F"M �� '� ��e118t � t, �: "��I*F��O�� `," �U��' �S°d��& P►R�QC li�RrOe�lUt'0t�" C s� '0 4 atv-�tlr'y 4 ps 4v ,ite4i t,�y2ta x r p Erosion and Sediment Control Guidelines i f 138 Erosion and Sediment Control Practices iWIN _Ni f , Perri ariertt Seedtng�X l_ tures Y g, x ' li-s Seed+ P&64 Mi�C 5r SNurture Acte 1 QDb s $emaSks' eed l t,$ 9 3gfst Creepingent -gr ass 5 ' p'f0 " Use�Co41 Se co pt ahngproce<_v{e5.' ea Fanged B,otrass 5 _ °0 10. + •Papa Bai3tzs, aW1lCleadgt �r(as �y 9Rtr� 41U *WaterwaysJatt� Itanks` �IUeJOintsR�e�dg`K�55�MU'R-+ "''E ��wc �,x^t 3 OX�CP=.G112�1$5 ��+, z`� ��10 ' � ° �, ""� .tfr,� i:� �`��F �' '" ;• Perenhi ti4_ '� �"c MOI t �p. d}fi�CIY� � a$� .�. . + ,V $" �+ '•°� +da pE £�i' � "�`i x � 3�a„ * `'^'''`�,G,� 'V✓e�' `� r4+rp(t�''��iSt�rdss g"2 '�`fir��tO lQ s,y'��+°" u� =PCu�Btl��6�nt�t`�$'"�.ff�Y�del W�'�` C' '. f}47t. _�` .et. OtBt� �{�'Q�'$x y� � � ar"+(}�d� �'�;;A"'`��•�,,.t3S�eY�DO� 80ne � nP�YJ' l1C�x�f+�`}„�'``' I S`�7� +,F4 RAI, sr� "r ,��v�,t �a�l�� Y � � ��a ��• u�t� i �x��te>'�+$y��p ��'�r>Gs r�>~ �� nYCtt8n�7(!ngui s�'�� r�� '� �r� �� nc�itio�s•,hptei �nS111 `��** � � g` '�� M `:` �M��Y� � >m � +>�V�V. N Y��""`�^�, �' �" h�§'y4/ z` .({j•5 I � e"h�•``� "2. � ✓ ' 4 °+��+ h � ,.,._: sY r -gs' '�= 's 5 t ,3 '' t '�$ •"^ sL` i ��`}�� uy�S � m'4 '�',�y ,�.�- r �.�A �` '� a�� r s� ,,� "'� �'�FC .x. kk+*�-w• k Et'`' a`l�t„� v='*. ,'��aY�' � � t� � �Yeget��tue plaifiittng�ty��krt<�i"?ttt>3 ' W� 7"t'a,.3�`s pp "2 t,"t" q�a`*'"'t>t i �"k��U,yS�� tY ' � 'N•�rv��8+q�' '`+nb �.$'�"rK "'`�''3t.«' }d s k�°Y` �''-+ �'x T y s•ey,�t �y� ��F � + '«+ s +mss �a t u� K x'` r: '�SE� Kia.ai�� ? �-� ��`�` Erosion and Sediment Control Guidelines 1 Erosion and Sediment Control Practices 139 Notes: *Species such as Tumble Lovegrass,Fringed Bromegrass,Wood Reedgrass,Bush Clover and Beach Pea,while known to be commercially available from specific seed suppliers,may not always be available from your particular seed suppliers.The local Natural Resources Conservation Service office may be able to help with a source of supply.In the event a particular species listed In a mix can not be obtained,however,It may be possible to substitute another species. Seed mixtures by courtesy of Natural Resources Conservation Service,Amherst MA. (PLS) Pure Live Seed Warm Season grass seed is sold and planted on the basis of pure live seed.An adjustment is made to the bulk rate of the seed to compensate for inert material and non-viable seed. Percent of pure live seed is calculated by multiplying the percent purity by the percent germination; (%purity)x(%germination)=percent PLS. For example,if the seeding rate calls for 10 lbs./acre PLS and the seed lot has a purity of 70%and germination of 75%,the PIS factor is: (.70 x.75) =.53 10 lbs.divided by.53 =approx. 19 lbs. Therefore, 19 lbs of seed from the particular lot will need to be applied to obtain 10 lbs. of pure live seed. Special Note Tall Fescue,Reed Canary Grass, Crownvetch and Birdsfoot Trefoil are no longer recommended for general erosion control use in Massachusetts due to the invasive characteristics of each. If these species are used, It is recommended that the ecosystem of the site be analyzed for the effects species invasiveness may impose.The mixes listed in the above mixtures include either species native to Massachusetts or non-native species that are not perceived to be invasive, as per the Massachusetts ' Native Plant Advisory Committee. Wetlands Seed Mixtures For newly created wetlands,a wetlands specialist should design plantings to provide the best chance of success. Do not use introduced, invasive plants like reed canarygrass (Phalaris arundinacea) or purple loosestrife(Lythrum salicaria).Using plants such as these will cause many more problems than they will solve. The following grasses all thrive in wetland situations: es Fresh Water Cordgrass(Spartina pectinata) us Marsh/Creeping Bentgrass(Agrostis stolonifera, var. Palustric) cs Broomsedge(Andropogon virginicus) es Fringed Bromegrass(Bromus ciliatus) cs Blue Joint Reed Grass(Calamagrostis cavedensis) es Fowl Meadow Grass(Glyceria striata) eg Riverbank Wild Rye(Elymus riparius) cps Rice Cutgrass(Leersia oryzoides) es Stout Wood Reed(Cinna arundinacea) es Canada Manna Grass(Glyceria canadensis) Erosion and Sediment Control Guidelines ' 940 Erosion and Sediment Control Practices A sample wetlands seed mix developed by The New England Environmental Wetland Plant Nursery is shown on the following page. Wetland Seed Mixture The New England Environmental Wetland Plant Nursery has developed a seed mixture which is specifically designed to be used in wetland replication projects and stormwater detention basins. It ' is composed of seeds from a variety of indigenous wetland species. Establishing a native wetland plant understory in these areas provides quick erosion control, wildlife food and cover, and helps to reduce the establishment of undesirable invasive species such as Phragmites and purple loosestrife(Lythrum salicaria).The species have been selected to represent varying degrees of drought tolerance,and will establish themselves based upon microtopography and the resulting variation in soil moisture. Erosion and Sediment Control Guidelines 1 Erosion and Sediment Control Practices 147 _ ��tO�IIR6R�qTM r+w:+: "..;;U� �"F� 1 �'9 t."� is r'`�b'�tis,t"� r"`;•4 .a #`�1 y�+'�. t: *`sw n'• tr�u��Gle�{tlrlfr�Rl/7Pe�' �p�.yE a !r��0'3II.�1%:�, �• a" �*'f��.; `�B�IStI�EA�S'`�� .� '§E.-�i z^.a' � Crek��tYt�d� � �' �� "`�` a �+�,_ip=a�8itioRto'�sdtir�CE$Careas 'royft"ic':�ee�1�� 2 's. ��`. m'd 2t�.r�.. =E•�a� �� Y�;h-A i r��ap, s � a�',';[kp 'F�t aw�tle8dos�� s � =k� �5 � � Pr�1 (ic deed ti5dgcer thHvIs ,� �.��, "'�; a e a A'�tt�'dtttt{i t111IH�aT$ rtge u14Y tolel"a2s�5 ,�!(` h"�S?A` �}'f � ��i�C� ehti+?.Qbf11I��'t�W9�1`s✓FS�'�'}� } t ke:�j �#i'it 's�'��AK�`if Erosion and Sediment Control Guidefpne's w Guidelines On Deicing Chemical(Road Salt) Storage I Water, Wastewater& Wetlands I MassDGP Page 1 of 2 t MassDEP Massachusetts Department of Environmental Protection Guidelines On Deicing Chemical (Road Salt) Storage Bureau of Resource Protection Drinking Water Program Effective Date:December 19, 1997. Guideline No.DWS097-1 Applicability:Applies to all parties staring road salt or other chemical deicing agents. Supersedes:Fact Sheet:DEICING CHEMICAL(ROAD SALT)STORAGE(January 1996) Approved by:Arlan O'Donnell,Asst.Commissioner for Resource protection PURPOSE:To summarize salt stomp prohibition standards around drinking water supplies and current salt storage practices. APPLICABILITY:11=guidelines are issued on behalf of the Bureau of Resource protection's Drinking Water program They apply to all parties storing road salt or other chemical deicing agents. . I. The Road Salt Problem: Historically,there have been incidents in Massachusetts where improperly stored road salt has polluted public and private drinking water supplies.Recognizing the problem,state and local governments have taken steps in recent years to remediate impacted water supplies and to protect water supplies from future contamination.As a result of property designing storage sheds,new incidents are uncommon.These guidelines summarize salt storage prohibition standards around drinking water supplies and current salt storage practices. 11. Salt Pile Restrictions in Water Supply Protection Areas: Uncovered storage of salt is forbidden by Massachusetts General Law Chapter 85,section 7A in areas that would threaten water supplies.The Drinking Water Regulations,310 CMR 22.21(2)(b) also restrict deicing chemical storage within vvelihead protection areas(Zone I i and Zone H)for public water supply wells,as follows:"smrage of sodium chloride, chemically treated abrasives or other chemicals used for the removal of ice and snow on roads[are prohibitedl,unless such storage is within a structure designed to prevent the I generation and escape of contaminated runoff or leachate."For drinking water reservoirs, i 310 CMR 22.200 prohibits,through local bylaw,uncovered or uncontained storage of road or parking lot de-icing and sanding materials within Zone A at new reservoirs and at those ? reservoirs increasing their withdrawals under MGL Chapter 210,the Water Management Act. For people on a low-sodium diet,20 mg/L of sodium in drinking water is consistent with the bottled water regulations'meaning of"sodium free."At 20 mg/L,sodium contributes 109A or leas to the sodium level in people on a sodium-restricted diet.For more information htq)://www. gov/deptasagui.htm htm 1/23/2012 Guidelines On Deicing Chemical(Road Salt) Storage I Water, Wastewater&Wetlands MassDEP Page 2 of 2 contact:Catherine Saratmas at 617-556-1070 or wtherinesarafinas rr fatc.ma.us,or Suzanne Robert at 617-292.5620 or summe.robertastale.ma.us. _ _ III. Salt Storage Best Management Practices (BMP): Components of an"environment-friendly"roadway deicing salt storage facility include: IR! • the right site=a flat site; t� • adequate space for salt piles; • storage on a pad(imporvious/paved area); • storage under a roof;and • mnofrcollection/containment. For more information,see'ILe Salt Storage Handbook,6th ed.Virginia:Salt Institute,2006 - (phone 703.549.4648 or hitp://www.saftilistitute.org/pttbli IV. Salt Storage Practices of the Massachusetts Highway Department: The Massachusetts Highway Department(MHD)has 216 permanent sah storage sheds at 109 locations in the state.On leased land and slate land under arteries and ramps,where the MHD cannot build sheds,salt piles are stored under impermeable material.This accounts for an additional 15 sites.The MHD also administers a program to assist municipalities with the construction of sah storage sheds.Of 351 communities,201 municipalities have used state funds for salt storage facilities. For more information about MHD's salt storage facilities,contact Poul Brown at the Massachusetts Highway Department,10 Park Flare,Boston,MA 02116(phone 617-973- 7792). 1 httpJ/www.mass.gov/dap/water/laws/saltgui.htm_- 1/23/2012 Snow Disposal Guidance I Water, Wastewater& Wetlands I MasSDEP Page 1 of 4 V 0 MassDEP Massachusetts Department of Environmental Protection Snow Disposal Guidance Effective Date:March 8,2001 Guideline No.BRPG01-01 R - Applicability:Applies to all federal,state,regional and local agencies,as well as to private Ubusinesses. Supersedes:DRP Snow Disposal Guideline BRPG97-1 issued 12/19/97,and all previous snow disposal guidance Approved by:Glenn Haas,Assistant Commissioner for Resource Protection PURPOSE:To provide guidelines to all government agencies and private businesses regarding snow disposal site selection,site preparation and maintenance,and emergency snow disposal options that are acceptable 10 the Department of Environmental Protection, Bureau of Resource Protection. APPLICABILITY:These Guidelines are issued by the Bureau of Resource Protection on RR behalfofall Bureau Programs(including Drinking Water Supply,Wetlands and Waterways, - u Wastewater Management,and Watershed Planning and Permitting).Tbey apply to public u agencies and private businesses disposing of snow in the Commonwealth of Massachusetts. INTRODUCTION . Finding a place to dispose of collected snow poses a challenge to municipalities and businesses as they clear roads,parking lots,bridges,and sidewalks.While we are all aware of the threats to public safety caused by snow,collated snow that is contaminated with road $al,Band,litter,and automotive pollutants such as oil also threeteos public health and the f envirormem. As snow melts,road salt,send,litter,and other pollutants are transported into surface water or though Ute soil where they may evepiirhlly reach the groundwater.Road salt and other pollutants can contaminate water supplies aix'm're toxic to aquatic life at certain levels.Sand washed into watorbodies can create send bars or fill in wetlands and ponds,impacting aquatic life,causing flooding,and affecting our use of these resources, There are several'steps than communities can take to minimize the impacts of snow disposal on public health and the environment.These steps will help communities avoid the costs of a contaminated water supply,degraded wate+bodim and flooding.Everything we do onthe land has the potential to impact our water resources,Given the authority of local - goveagrdent over the use of the land,municipal officials and staff have a crrgcally.important role.utplay in proteptipg our water resources: •(lmpurgwse of ttmcse gulAefirus is to:helpsnuntepalities andbuatrttsses:seleCf;prepare an maintain apprtiPriatte snow disposal sites before flu snow begins to accurntilate through the. http:/Avww.mass.gov/dep/water/law-dstiowdisp.htm {v 1/23/2012 Snow Disposal Guidance I Water, Wastewater&Wetlands MassDEP Page 2 of 4 winter. RECOMMENDED GUIDELINES - These snow disposal guidelines address:(I)site selection;(2)site preparation and ' maintenance;and(3)emergency snow disposal. I.SITE SELECTION The key to selecting effective snow disposal sites is to locate them adjacent to or on pervious surfaces in upland areas away from water resources and wells.At these locations, the snow meltwater can filter in to the soil,leaving behind sand and debris which can be removed in the springtime.The following areas should be avoided: • Avoid dumping of snow into any waterbody,including rivers,the ocean,reservoirs, ponds,or wetlands.In addition to water quality impacts and flooding,snow disposed of in open water can cause navigational hazards when it freezes into ice blocks. • Do not dump snow within a Zone 11 or interim Wellhead Protection Area(I WPA)of a public water supply well or within 75 feet of a private well,where road salt may contaminate water supplies. ' • Avoid dumping snow on MassDEP-designated high and medium-yield aquifers where it may contaminate groundwater(see the next page for harmatlon on ordering maps from MassGIS showing the locations of aquifers,Zone 11's,and IWPAs in your community). • Avoid dumping snow in sanitary landfills and grant pits.Snow meltwater will create more contaminated leachate in landfills posing a greater risk to groundwater, and in gravel pits,there is little opportunity for pollutants to be filtered out of the ' meltwater because groundwater is dose to the land surface. • Avoid disposing of snow on top of storm drain catch basins or in stonnwater drainage swales or ditches Snow combined with sand and debris may block a storm drainage system,causing localized flooding.A high volume of sand,sediment,and litter released from melting snow also may be quickly transported through the system into surface water. Site Selection Procedures ' a. It is important that ft municipal Department of Public Works or Highway - Department,Conservation Commission,and Board of Health work together to select appropriate snow disposal sites.The following steps should be taken: b. Estimate how much snow disposal capacity is needed for the season so that an adequate number of disposal sites can be selected and prepared. c. Identify sites that could potentially be used for snow disposal such as municipal ' - open space(eg.,parking lots or parks). d. Sites located in upland locations flat am not likely to impar sensitive environmental resources should be selected first. e. If more stomp space is stili needed,prioritize the sites with the least environmental ' impact(using the site selection criteria,and local or MassGIS maps as a guide). MassGIS Maps of Open Space and Water Resources ' If local maps do not show the infoemation you need to select appropriate snow disposal sites,you may order maps from MassGIS(Massachusetts Geographic Information System) which show publicly owned open spaces and approximate locations of sensitive environmental resources(locations should be fold-verified where possible).Different 1 hq:.//Ww,w.mas,.S.,..gov/dep/water/laws/snowdisp.htm 1/23/2012 ISnow Disposal Guidance I Water, Wastewater& Wetlands I MassDEP Page 3 of 4 coverages or map themes depicting sensitive environmental resources are available from MassGIS on tire map you order.At a minimum,you should order the Priority Resources ® Map.The Priority Resources Map includes aquifers,public water supplies,MassDEP- approved Zane ti's,Interim Wellhead Protection Areas,Wetlands,Open Space,Areas of Critical Environmental Concent,NHESP Wetlands Habitats,MassDEP Permitted Solid Waste facilities,Surface Water Protection areas(Zone A's)and base map features.The cost of this map is S25.00.Other coverages or map themes you may consider,depending on the location ofyour city or town,include Outstanding Resource Waters and MassDEP Eelgrass Resources.These are available at$25.00 each,with each map theme being depicted on a i separate map.Maps should be ordered from MassGIS via the Internet at hup:1Avww.mass.gov/mgis.Maps may also be ordered by fax at(617)626.1249(order form available from the MassOIS web site)or mail.For rather information,contact MassGIS at (617)626-1189. 2.SITE PREPARATION AND MAINTENANCE . In addition to carefully selecting disposal sites before the winter begins,it is important to prepare and maintain these sites to maximize their effectiveness.The following maintenance measures should be undertaken for all snow disposal sites: a A sift fence or equivalent barrier should be placed securely on the downgradient side of the snow disposal site. • To filter pollutants out of the meltwater,a 50-foot vegetative buffer strip should be maintained during the growth season between the disposal site and adjacent waterbodies. a Debris should be cleared from the site prior to using the site for snow disposal. • Debris should be cleared from the site and properly disposed of at the end of the snow season and no later than May 15. 3.EMERGENCY SNOW DISPOSAL As mentioned earlier,it is important to estimate the amount of snow disposal capacity you will need so that an adequate number of upland disposal sites can be selected and prepared. If despite your planning,upland disposal sites have been exhausted,snow may be disposed of near waterbodies.A vegetated buffer of at least 50 feet should still be maintained between the site and the waterbody in these situations.Furthermore,it is essential that the other guidelines for preparing and maintaining snow disposal sites be followed to minimize the threat to adjacent waterbodies. Under extraordinary conditions,when all land-based snow disposal options are exhausted, disposal of snow that is not obviously contaminated with road soft,sand,and other _ pollutants may be allowed in certain waterbodies under certain conditions.In these dire situations,notify your Conservation Commission mad the appropriate MassDEP Regiomal Service Center before disposing of snow in a waterbody. ' Use the following guidelines in these emergency situations: • Dispose of snow in open water with adequate now and mixing to prevent ice dams ' from forming. . • Ire not dispose of snow in saltmarshes,vegetated wetlands,oetified veinal pools, shellfish beds,mudflats,drinking water reservoirs and their tributaries,Zone IIs or IWPAs of public water supply wells,Outstanding Resource Waters,or Arems of Critical Environmental Concent. http://www.mass.gov/dep/water/laws/snowdisp.htm 1/23/2012 1 Project No. SALE-0026 Applicant: NSD Realty Trust 76 Oakville Street Lynn, MA 01905 1 1 Mitigative Drainage Analysis Proposed Cluster 1 Residential Subdivision 1 "The Woodlands" 1 Clark Avenue 1 Salem, Massachusetts August 14, 2015 Revised: August 31, 2015 Revised: November 10, 2015 Revised: December 20, 2015 1 Revised: January 29, 2016 WIU LAMS SPARAGES S 189 North Main Street,Suite 101 Middleton,MA 01949 978-539-8088 Ph 1 978-539-8200 Fax www.wsengineers.com J \ Proposed Cluster Residential Subdivision `y.�' N OF MAS`Sq "The Woodlands",Salem,MA PETER M. Revised:AAuggustust 31,2015 c5c ' August �� BLAISOELL,JR. � 0 Revised:November 10,2015 CIVIL Revised:December 20,2015 No.41613 Revised:January 29,2016 F r T ' Purpose: ' The purpose of this analysis is to compare the present or existing conditions and the post- development or proposed watershed conditions for the proposed cluster residential subdivision by analyzing the surface runoff rates to the limit of the watershed analysis shown on the accompanying ' watershed maps. The results of which are presented on the summary tables that follow in order to comply with the requirements of the Salem Massachusetts Subdivision Regulations as well as the Massachusetts Department of Environmental Protection(DEP) ten(10)Standards. ' Introduction: The project is located on a presently vacant property (there is evidence of an old foundation on top of the hill)with an address of Clark Avenue in the City of Salem. The project is bounded to the ' north by residential properties located off of Clark Street, to the east by property owned now or formerly (n/f)by the City of Salem and to the south by properties located off of Wyman Place and n/f Lynn Sand&Stone Company located off of Robinson Road. ' The proposal is to build two roadways,the first is a one thousand and eighty-nine (1089.03') shown on the plans as"Woodlands Road", the second is a two hundred ninety-nine (298.99) shown on the plans as"South Ridge Circle" in order to provide access to a twenty-seven lot cluster subdivision. Lots 1 through 26 are in the R1 Zone and will be a cluster residential subdivision, Lot 27 lies in both the R1 and I zones is not showing any development at this time on the proposed plans. The ' construction of the dwellings and roadway will include paved driveways,lawn,landscaping,sewer, drainage,stormwater detention basins,a subsurface infiltration area,water services and other various utilities. ' It should be noted that there are wetland resource areas located on the subject property and we are proposing activities within the one-hundred (100')buffer zone to the edge of bordering vegetated t wetlands. Therefore,a Notice of Intent(NOD filing will be filed with the Salem Conservation Commission at a later date. ' At the request of the Conservation Commission Chairman,Mr. Gregory St.Louis,we have modeled the two non-jurisdictional Isolated Wetlands,"B" &"C" series as detention basins and have included the results in the summary tables that follow. ' Existing Condition Soils Analysis: ' In order to model the runoff parameters for both the existing and proposed watershed parameters, the parent soils on site were mapped using the Web Soil Survey (WSS) made available on the United States Department of Agriculture (USDA)National Resources Conservation Service (MRCS)website. ' The WSS provides vital soil data and information such as Hydrologic Soil Group (HSG)which is then input into a mathematical model to generate runoff curve numbers. 2 ' Proposed Cluster Residential Subdivision 'The Woodlands",Salem,MA August 14,2015 Revised:August 31,2015 Revised:November 10,2015 Revised:December 20,2015 ' Revised:January 29,2016 The user inputs the soil cover type as well as the hydrologic soil group to generate a weighted curve number (CN) and also uses the topography of the land to generate a time of concentration(Tc) from which the stormwater runoff rate as well as volume may be calculated for a certain watershed for comparison. The soils present on site are comprised of Udorthents,smoothed and does not have a rating for its HSG with the NRCS. The NRCS lists the majority of this property as being Chatfield-Hollis-Rock Outcrop Complex with ' hydrologic soil group B&C/D and a small portion on the southerly side as Whitman Loam with hydrologic soil group D. In order to be consistent with the previously approved drainage analysis by Eastern Land Survey,we have assumed that the hydrologic soil group for the property is "C". We have also assumed that the limit of the hydrologic soil group"D" soils is coincident with the edge of bordering vegetated wetlands as shown on the accompanying watershed and soils maps. ' For the proposed subsurface infiltration pond and the surface detention ponds we have assumed a design infiltration rate of 0.27 in/hr. for"C' soils as found in the Hydrology Handbook for Conservation Commissioners,March 2002 Table 2-1. 1 On October 16,2015 Williams&Sparages conducted soil test pit excavation in order to observe the depth to ledge,presence of groundwater and soil textural analysis. These testpits were performed in areas where the Applicant is proposing to construct stormwater management areas,both,surface and subsurface. It is important to note that we found that in these selected areas,there are soils present that would provide good areas for treatment and infiltration of stormwater runoff that will be captured by the proposed drainage system. However,we have not modified our analysis in that we agree with the ' prior Eastern Land Survey assumption that the site is largely covered with ledge and or ledge outcrops and that the average hydrologic soil group is"C" as mentioned above. Therefore,we have not modified the size of the proposed structures but have left the design infiltration rate at the conservative rate listed above at 0.27 inches per hour. We observed that the estimated seasonal high groundwater table (ESHGWT) or ledge,if encountered,would provide a vertical separation greater than four feet to the bottoms of Infiltration Ponds 1,2,3&4. The only exception is the testpit was performed at the proposed Cultec System in which we did not observe the ESHGWT,and therefore,a confirmatory testpit will be required to ensure that a minimum of 2' separation will be provided to the bottom of the system. ' Stormwater Modeling Methodology. The mathematical model used in this analysis was provided using the HydroCAD Version 10.0 ' developed by HydroCAD Software Solutions LLC. HydroCAD is a program that is used to model the hydrology and hydraulics of stormwater runoff and is based largely on programs and techniques developed by NRCS,specifically TR-20 and TR-55 as well as other hydraulic calculation ' methods. 3 ' Proposed Cluster Residential Subdivision "The Woodlands".Salem,MA ' August 14,2015 Revised:August 31,2015 Revised:November 10,2015 Revised:December 20,2015 Revised:January 29,2016 HydroCAD allows the user,for a given rainfall event, to generate runoff hydrographs for single or multiple watersheds and is used to determine if a given drainage system is adequate under the desired conditions as well as to predict flooding or other impacts at specified locations such as erosion. ' Three (3) design storm events were analyzed and the results presented in the tables that follow for the two (2)year,ten(10)year,and one-hundred (100)year storm events for comparison. ' Existing Condition Watershed: The limit of the watershed analysis has been delineated along the existing property lines and edge of bordering vegetated wetlands including the up gradient areas tributary thereto for comparison with the proposed condition as can be seen on the accompanying watershed maps. Using the methods described in the stormwater modeling explanation above,runoff curve numbers and times of concentration were generated for each watershed for the existing condition to be used for comparison with the proposed condition described below. A schematic of the mathematical model as well as the results of the calculations for the 2 year,10 year and 100 year,Type III,24-hour storm events are included in this report. ' Proposed Condition Watershed The proposed development requires the construction of four(4) surface infiltration basins and a subsurface infiltration structure to provide peak rate of runoff mitigation as well as groundwater recharge opportunities in the volume provided below the outlets. However,because the property has a lot of ledge and shallow to ledge areas,it is our opinion that there is some infiltration occurring on the property in the exiting condition but is mostly shedding off and discharging towards the wetlands. Runoff from the roadway,driveways and some of the roof areas will be collected using deep-sump catch basins with hoods from the paved surfaces and piped directly into the proposed stormwater ' management areas,see plan for locations. Three-quarters (3/4) of the proposed roof area on Lot 12 will be directly discharged to the proposed subsurface infiltration system shown on the plans. The remaining roof areas will discharge to the ground and then discharge overland or be infiltrated into ' the ground surface. Pretreatment for the subsurface infiltration system will be through the use of the deep-sump catch ' basins with hoods and 1,500 gallon sediment&oil separator unit. The remaining stormwater management areas will receive pretreatment from deep-sump catch basins and sediment forebays with overflow spillways. i 4 ' Proposed Cluster Residential Subdivision "The Woodlands",Salem,MA ' August 14,2015 Revised:August 31,2015 Revised:November 10,2015 Revised:December 20,2015 Revised:January 29,2016 IThe subsurface infiltration structure will be comprised of Cultec 330XL XD Heavy Duty Recharger units (or approved equivalent) connected together with internal manifolds and inspection ports ' brought to finish grade for maintenance and inspection. The structure will sit on a 6" crushed stone bed,have a 12" crushed stone border and will have a 6" crushed stone cover layer for additional storage volume. tThere are two (2) existing isolated wetlands that exist on the parcel shown as Lot 27 on the proposed subdivision plans. Although there is no proposed disturbance for these wetlands,the tributary area ' shown for EX-4R,the wetland higher on the slope,will have an increase in the amount of flow tributary to it as shown on the accompanying watershed maps. Although these are a non- jurisdictional wetlands,it is our position that there will be no adverse impact due to the proposed ' construction activities.However,as mentioned above we have modeled these isolated wetlands as detention basins in both the existing and proposed conditions. The results in the summary tables that follow. We assumed a slight infiltration rate,0.09 inches/hour which is coincident with 1 hydrologic soil group"D". Using the methods described above,runoff curve numbers and times of concentration were generated for each watershed for the existing condition to be used for comparison with the proposed condition described below. A schematic of the mathematical model as well as the results ' of the calculations for the 2 year,10 year and 100 year,Type III,24-hour storm events are included in this report. Conclusion: As can be seen by examining the following summary &performance tables,the proposed ' stormwater management system is effective for mitigating the peak flow rates of runoff from the limit of the watershed analysis for the 2,10&100 year storm events. The peak flow rate summary tables presented below show the comparison of the values calculated using a time of concentration(Tc) of 5 minutes vs.the Tc of 6 minutes. Many of the subcatchments already had times of concentration in excess of 6 minutes so there was no change in many of the calculated values. As you can see from the table,the difference between the calculated values are negligible,generally 0-2% for the existing condition and,0-3% for the proposed condition. ' Our analysis of the isolated wetland"B" series calculates that it will discharge runoff over a low spot for the 2,10&100 year storm events towards the existing wetlands to the south. The"C" series is deeper and will capture and retain the 2 year storm but will start discharge for the 10 and 100 year storms. It is important to note that during our delineation of these two areas,we did not observe any defined channels,streams,flow paths with debris or other typical indications that these areas overtop. However,we have routed these two areas as detention ponds in both the existing and ' proposed conditions as mentioned previously. 5 Proposed Cluster Residential Subdivision "The Woodlands",Salem,MA ' August 14,2015 Revised:August 31,2015 Revised:November 10,2015 Revised:December 20,2015 - Revised:January 29,2016 Comparison Table - Total Peak Rate of Runoff leaving project area Description 24 hour Type Existing Condition Proposed III Peak Rate of Runoff Condition Storm Event (Q) cfs. Peak Rate of Runoff (year) (Q) cfs. Flow towards Clarke Ave. 2 (3.1 inch) 5.1 4.5 Link 132L 10 (4.5 inch) 9.8 8.0 100 (6.5 inch) 17.2 13.0 Total Flow towards the 2 (3.1 inch) 8.2 7.6 southern wetlands 10 (4.5 inch) 18.1 16.8 ' Link 139L 100 (6.5 inch) 34.1 31.4 ' Flow towards the northern 2(3.1 inch) 4.8 4.5 wetlands 10 (4.5 inch) 11.4 9.1 Link 128L 100 (6.5 inch) 22.3 16.5 Total flow discharging from 2 (3.1 inch) 12.8 12.0 project area 10 (4.5 inch) 29.3 25.8 Link 109L 100(6.5 inch) 56.2 47.6 *Break out of 2 (3.1 inch) 3.8 4.6 southern wetlands 10 (4.5 inch) 9.2 10.4 (Compared to EX-3&Series 100 (6.5 inch) 18.1 20.1 B &C" Isolated Wetlands) Link 142L It is important to point out that the reason that there is an increase in the proposed peak flow rate for Link 142L is that we have purposefully routed stormwater that would normally reach Clark Avenue around the existing homes. However,as you can see above for Link 139L,there is an overall decrease in the peak rate of runoff towards the Southern Wetlands. 6 Proposed Cluster Residential Subdivision "The Woodlands",Salem,MA August 14,2015 Revised:August 31,2015 Revised:November 10,2015 Revised:December 20,2015 Revised:January 29,2016 Comparison Table Total Peak Rate tributary to non-jurisdictional Isolated Wetlands Description 24 hour Type Existing Proposed III Condition Condition Storm Event Peak Rate of Peak Rate of (year) Runoff Runoff Q cfs. Q cfs. Flow towards"B" Series 2 (3.1 inch) 0.7 1.2 Wetlands 10 (4.5 inch) 1.7 2.6 Subcatchment 136S 100 (6.5 inch) 3.3 5.0 Flow towards 2 (3.1 inch) 0.7 0.7 "C" Series Wetlands 10 (4.5 inch) 1.7 1.7 Subcatchment 140 S 100 (6.5 inch) 3.5 3.5 r 7 Proposed Cluster Residential Subdivision "The Woodlands',Salem,MA 4 August 14,2015 Revised:August 31,2015 Revised:November 10,2015 Revised:December 20,2015 Revised:January 29,2016 Proposed Subsurface Infiltration Area HydroCAD Pond 78P 0 (40) Cultec Recharger 330XL HD Units-5 rows of 8 units Top of Stone=125.94(25.67x59.50') n Top of Chambers=125.44 u 12" Inv. In=124.33 Bottom of Chambers=122.90 Bottom of 6"Stone bed=122.40 Peak Rate of Runoff Out (Qout) cfs. O 24 hour Type III Peak Rate of Storm Event Runoff In *Infiltration Overflow Total Peak Water (YR) (Qin) cfs. (Discarded) though Outflow Level (W.L.)ft. CB rim 2 0.7 0.01 0.0 0.01 124.00 10 1.2 0.01 0.0 0.01 125.56 100 1.8 0.01 0.72 0.73 **127.91 *Calculated infiltration rate and peak water levels are based upon a rate 0.27 inches per hour for hydrologic soil group"C' found in the Hydrology Handbook for Conservation Commissioners, March 2002 Table 2-1. **This system is designed to accept,store and infiltrate the 2&the 10 year storm events. Should the system become surcharged,for example,in the 100 year storm,the gutter flow in the proposed roadway will bypass the proposed catch basins located at the entrance and flow directly to the existing catch basin located on Clark Avenue Extension. The proposed catch basin located at station 0+0 Right will act as a secondary outlet and has been modeled as a weir with overflow adding to the Clark Avenue Extension drainage system.The peak water level calculated will be lower than the proposed cellar floor grade for the house located on Lot 12,therefore,okay. 8 Proposed Cluster Residential Subdivision "The Woodlands",Salem,MA August 14,2015 Revised:August 31,2015 Revised:November 10,2015 Revised:December 20,2015 Revised:January 29,2016 Infiltration Basin 1 HydroCAD Pond 142P Top of Berm--136.5 Proposed Outlet Control Structure Bottom of Berm=132.0 Rim=136.50 8'L Emergency Stone Spillway=136.00 18" Pipe level Q 132.50 12" RCP FES Inv. In=132.90 (From Road A) 4" Orifice Q 132.50 8" Orifice @ 134.00 10" Orifice Q 134.50 12" RCP Inv.Out--131.50 Peak Rate of Runoff Out (Qout) cfs. 24 hour Type III Peak Rate of Storm Event Runoff In *Infiltration 12" 8'L Total Peak Water (YR) (Qin)cfs. (Discarded) RCP Stone Outflow Level (W.L.)ft. Spillway ' 2 2.0 0.01 0.49 0.0 0.50 134.10 ' 10 3.7 0.01 1.82 0.0 1.83 134.73 100 6.4 0.02 4.03 0.0 4.04 135.33 *Calculated infiltration rate and peak water levels are based upon a rate 0.27 inches per hour for hydrologic soil group"C' found in the Hydrology Handbook for Conservation Commissioners, March 2002 Table 2-1. ' 9 Proposed Cluster Residential Subdivision "The Woodlands",Salem,MA 1 August 14,2015 Revised:August 31,2015 Revised:November 10,2015 Revised:December 20,2015 Revised:January 29,2016 Infiltration Basin 2 MdroCAD Pond 143P 1 Top of Berm--132.5 Proposed Outlet Control Structure Bottom of Berm=128.0 Rim--132.50 ' 8'L Emergency Stone Spillway=132.00 18" Pipe level @ 128.50 12" RCP FES Inv. In=133.00 (From Road A) 2.5" Orifice @ 128.50 12" RCP hiv. Out=127.50 Peak Rate of Runoff Out ' (Qout)cfs. 24 hour Type III Peak Rate of Storm Event Runoff In *Infiltration 12" 8'L Total Peak Water ' (YR) (Qin) cfs. (Discarded) RCP Stone Outflow Level (W.L.)ft. S illwa 1 2 2.0 0.02 0.14 0.0 0.16 129.30 1 10 3.4 0.02 0.20 0.0 0.23 130.12 100 5.4 0.03 0.26 0.0 0.29 131.20 *Calculated infiltration rate and peak water levels are based upon a rate 0.27 inches per hour for hydrologic soil group"C' found in the Hydrology Handbook for Conservation Commissioners, March 2002 Table 2-1. 10 ' Proposed Cluster Residential Subdivision "The Woodlands",Salem,MA I August 14,2015 Revised:August 31,2015 Revised:November 10,2015 Revised:December 20,2015 Revised:January 29,2016 1 Infiltration Basin 3 HydroCAD Pond 152P Top of Berm=118.5 Proposed Outlet Control Structure Bottom of Berm=115.0 Rim=118.5 8'L Emergency Stone Spillway=118.0 18" Pipe level Q 115.50 12' RCP FES Inv.hi=126.50 (Into Sediment Forebay) 8" Orifice Q 115.50 12" RCP Inv.Out=113.50 ' Peak Rate of Runoff Out ' (Qout) cfs. 24 hour Type III Peak Rate of Storm Event Runoff hi *Infiltration 12" 8'L Total Peak Water (YR) (Qin) cfs. (Discarded) RCP Stone Outflow Level (W.L.)ft. S illwa ' 2 2.3 0.02 0.79 0.0 0.81 116.06 10 4.0 0.02 1.47 0.0 1.49 116.60 100 6.5 0.02 2.07 0.0 2.09 117.35 ' *Calculated infiltration rate and peak water levels are based upon a rate 0.27 inches per hour for hydrologic soil group"C' found in the Hydrology Handbook for Conservation Commissioners, ' March 2002 Table 2-1. 1 11 Proposed Cluster Residential Subdivision "The Woodlands",Salem,MA ' August 14,2015 Revised:August 31,2015 Revised:November 10,2015 Revised:December 20,2015 Revised:January 29,2016 Infiltration Basin 4 HydroCAD Pond 144P Top of Berm--l".5 Proposed Outlet Control Structure Bottom of Berm=117.0 Rim=122.5 8'L Emergency Stone Spillway=122.0 18" Pipe level Q 117.50 12" RCP FES Inv. In=122.00 (From Road A) 6" Orifice Q 117.50 ' 8" Orifice Q 120.50 12" RCP Inv. Out=114.50 Peak Rate of Runoff Out (Qout) cfs. 24 hour Type III Peak Rate of Storm Event Runoff In *Infiltration 12" 8'L Total Peak Water (YR) (Qin)cfs. (Discarded) RCP Stone Outflow Level (W.L.)ft. S illwa 2 3.3 0.01 1.00 0.0 1.01 119.36 10 5.4 0.02 1.32 0.0 1.35 120.21 100 8.5 0.03 2.38 0.0 2.41 121.06 i ' *Calculated infiltration rate and peak water levels are based upon a rate 0.27 inches per hour for hydrologic soil group"C"found in the Hydrology Handbook for Conservation Commissioners, March 2002 Table 2-1. 12 Proposed Cluster Residential Subdivision "The Woodlands",Salem,MA August 14,2015 Revised:August 31,2015 Revised:November 10,2015 Revised:December 20,2015 Revised:January 29,2016 Non-Jurisdictional Isolated Wetland "B" Series HydroCAD Pond 145P Top=142.6± Bottom=141.6± 8' Long Spillway(assumed) Q 141.94 ' Peak Rate of Runoff Out (Qout)cfs. 24 hour Type III Peak Rate of Storm Event Runoff In *Infiltration 8'L Spillway Total Peak Water (YR) (Qin)cfs. Discarded Outflow Level (W.L.)ft. 2 1.2 0.0 1.07 1.08 142.09 10 2.6 0.01 2.44 2.45 142.19 ' 100 5.0 0.01 4.71 4.71 142.32 *Calculated infiltration rate and peak water levels are based upon a rate 0.09 inches per hour for hydrologic soil group"D" found in the Hydrology Handbook for Conservation Commissioners, March 2002 Table 2-1. 13 Proposed Cluster Residential Subdivision "The Woodlands",Salem,MA August 14,2015 Revised:August 31,2015 Revised:November 10,2015 Revised:December 20,2015 Revised:January 29,2016 Non Jurisdictional Isolated Wetland "C" Series HydroCAD Pond 146P tTop=134.0± Bottom=131.67± I8' Long Spillway (assumed) Q 133.7 ' Peak Rate of Runoff Out (Qout) cfs. 24 hour Type III Peak Rate of Storm Event Runoff In *Infiltration 8'L Spillway Total Peak Water (YR) (Qin) cfs. Discarded Outflow Level (W.L.) ft. 2 0.7 0.01 0.0 0.01 133.33 10 1.7 0.01 0.17 0.18 133.74 100 3.5 0.01 2.10 4.71 133.93 *Calculated infiltration rate and peak water levels are based upon a rate 0.09 inches per hour for hydrologic soil group"D" found in the Hydrology Handbook for Conservation Commissioners, March 2002 Table 2-1. i i 1 1 i 14 EX-RES 1 EX-3 4—�Non-jurisdicitlonal EX-4 V Isolated Welland"B" Series Runoff into existing Runoff to arts existing Add catch basins on Clark wetlan to the south Avenue EX-2 1L y Non-jurisdictional EX-5 Isolated Wetland'C" Series EX-1r' Mill 6N I'Ria� - Ai '.. Run towards existing Total Surface Runoff off wetlands to the north discharging from project area EX-RES 2 Routing Diagram for existing-submittal-R(Tc=6 min) bn Lk Prepared by Microsoft, Printed 2/2/2016 015 Hydr HydroCAD@ 10.00-15 s/n 06611 @ 2—oCAD Software Solutions LLC Existing Watershed Condition - The Woodlands Revised January 29,2016 existing-submittal-R(Tc=6 min) Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 1 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) ' 74,137 81 1/3 acre lots, 30% imp, HSG C (142S, 143S) 7,317 74 >75% Grass cover, Good, HSG C (142S) 24,065 98 Paved parking, HSG C (1425) 766,991 70 Woods, Good, HSG C (111 S, 136S, 137S, 1385, 140S) 872,510 72 TOTAL AREA Existing Watershed Condition - The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 2 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A 0 HSG B 872,510 HSG C 111S, 136S, 137S, 138S, 140S, 142S, 143S 0 HSG D 0 Other 872,510 TOTAL AREA ' Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Prepared by Microsoft Printed 2/2/2016 ' HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 3 Ground Covers (all nodes) ' HSG-A HSG-B HSG-C HSG-D Other Total Ground (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover ' 0 0 74,137 0 0 74,137 1/3 acre lots, 30% imp 0 0 7,317 0 0 7,317 >75% Grass ' cover, Good 0 0 24,065 0 0 24,065 Paved parking 0 0 766,991 0 0 766,991 Woods, Good ' 0 0 872,510 0 0 872,510 TOTAL AREA 1 1 t t 1 1 1 Existing Watershed Condition - The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 111 S: EX-1 ' Runoff = 4.53 cfs @ 12.21 hrs, Volume= 20,440 cf, Depth= 0.77' Runoff-by SCS-TR-20-method,UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (so CN Description ' 318,326 70 Woods, Good, HSG C 318,326 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.5 100 0.0800 0.13 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" ` 0.9 330 0.1500 6.24 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 13.4 430 Total Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 HydroCAM 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 136S: EX-4 ' Runoff = 0.69 cfs @ 12.22 hrs, Volume= 3,170 cf, Depth= 0.77' RunoffbySCS-TR-20-method,UH=SCS,Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 1 49,366 70 Woods, Good, HSG C 49,366 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.5 100 0.0800 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 100 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.3 220 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 14.2 420 Total ! I Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 ! HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 137S: EX-2 ! Runoff = 1.71 cfs @ 12.25 hrs, Volume= 8,203 cf, Depth= 0.77' Runoff by SCS TR-20-method;-UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ! Type III 24-hr 2 yr Rainfall=3.10" Area_(sf) CN Description I 127,758 70 Woods, Good, HSG C 127,758 100.00% Pervious Area ! Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 100 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 90 0.1300 5.80 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 285 0.0600 3.94 Shallow Concentrated Flow, I Unpaved Kv= 16.1 fps 15.6 475 Total ! ! I 1 I I 1 ! ! Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type Ill 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 ! HydroCADO 10.00-15 s/n 06611 @2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 138S: EX-3 ! Runoff = 3.27 cfs @ 12.19 hrs, Volume= 14,234 cf, Depth= 0.77' Runoff--by SCSTR-20method,-UH=SCS, Weighted-CN, Time Span=-0,00-40.00 hrs, dt= 0.05 hrs ! Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description ! 221,679 70 Woods, Good, HSG C 221,679 100.00% Pervious Area 1 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.1200 0.16 Sheet Flow, ! Woods: Light underbrush n= 0.400 P2= 3.10" 0.8 275 0.1300 5.80 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 95 0.0500 3.60 Shallow Concentrated Flow, ! Unpaved Kv= 16.1 fps 11.9 470 Total ! ! 1 ! 1 1 i i 1 ' Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 ' HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Pape 8 Summary for Subcatchment 140S: EX-5 1 Runoff = 0.73 cfs @ 12.20 hrs, Volume= 3,202 cf, Depth= 0.77' RunoffbySCS TR-20 method, UH=SCS,Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 49,862 70 Woods, Good, HSG C 49,862 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 100 0.1400 0.17 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 100 0.1400 6.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.0 360 0.0360 3.05 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 12.3 560 Total I 1 1 1 t 1 1 1 1 t Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 ' HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 142S: EX-RES 1 Runoff = 4.12 cfs @ 12.09 hrs, Volume= 12,995 cf, Depth= 1.67' Runoff-by-SCS-TR-20-method,-UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 61,852 81 1/3 acre lots, 30% imp, HSG C 24,065 98 Paved parking, HSG C 7,317 74 >75% Grass cover, Good, HSG C ' 93,234 85 Weighted Average 50,613 54.29% Pervious Area 42,621 45.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.10" 0.3 100 0.1000 5.09 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 150 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.0 300 Total, Increased to minimum Tc = 6.0 min 1 I Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 143S: EX-RES 2 Runoff = 0.45 cfs @ 12.10 hrs, Volume= 1,424 cf, Depth= 1.39" Runoff-by-SCS TR-20-method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description ' 12,285 81 1/3 acre lots, 30% imp, HSG C 8,600 70.00% Pervious Area 3,686 30.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 4.3 50 0.0400 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.4 55 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.7 105 Total, Increased to minimum Tc = 6.0 min ' Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type /// 24-hr 2 yr Rainfall=3.10 Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 11 Summary for Pond 145P: Non-jurisdicitional Isolated Wetland "B" Series Inflow Area = 49,366 sf, 0.00% Impervious, Inflow Depth = 0.77" for 2 yr event Inflow - 0.69 cfs @ 12.22 hrs, Volume= 3,170 cf Outflow-- = 0.64 cfs-@- 12.30 hrs, Volume 3,146 cf, Atten= 8%, Lag= 4.5 min Discarded 0.00 cfs @ 12.30 hrs, Volume= 256 cf Primary 0.63 cfs @ 12.30 hrs, Volume= 2,890 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 142.04' @ 12.30 hrs Surf.Area= 1,828 sf Storage= 302 cf ' Plug-Flow detention time= 55.7 min calculated for 3,146 cf(99% of inflow) Center-of-Mass det. time= 51.5 min ( 937.2 - 885.8 ) Volume Invert Avail.Storage Storage Description ' #1 141.60' 2,179 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 141.60 0 0 0 141.80 160 16 16 141.90 1,300 73 89 142.00 1,500 140 229 142.20 3,000 450 679 142.40 3,700 670 1,349 142.60 4,600 830 2,179 Device Routing Invert Outlet Devices #1 Primary 141.94' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Discarded 141.60' 0.090 in/hr ExHitration over Surface area Discarded OutFlow Max=0.00 cfs @ 12.30 hrs HW=142.04' (Free Discharge) t2=Exfiltration (ExfiItration Controls 0.00 cfs) Primary OutFlow Max=0.63 cfs @ 12.30 hrs HW=142.04' TW=0.00' (Dynamic Tailwater) t1=Broad-Crested Rectangular Weir (Weir Controls 0.63 cfs @ 0.76 fps) Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 12 Summary for Pond 146P: Non-jurisdictional Isolated Wetland "C" Series ' Inflow Area = 49,862 sf, 0.00% Impervious, Inflow Depth = 0.77" for 2 yr event Inflow - 0.73 cfs @ 12.20 hrs, Volume= 3,202 cf Outflow = 0.01 cfs-@ 24.22 hrs, Volume= 553 cf, -Atten= 99%, Lag= 721.1 min Discarded 0.01 cfs @ 24.22 hrs, Volume= 553 cf Primary 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 133.33' @ 24.22 hrs Surf.Area= 2,735 sf Storage= 2,967 cf Plug-Flow detention time= 851.9 min calculated for 553 cf(17% of inflow) Center-of-Mass det. time= 693.3 min ( 1,577.3- 884.0 ) Volume Invert Avail.Storage Storage Description #1 131.67' 4,945 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 131.67 0 0 0 132.00 1,300 215 215 ' 132.60 2,000 990 1,204 133.00 2,500 900 2,105 133.70 3,000 1,925 4,029 134.00 3,100 915 4,945 Device Routing Invert Outlet Devices #1 Primary 133.70' 8.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #2 Discarded 131.67' 0.090 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 24.22 hrs HW=133.33' (Free Discharge) t--2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=131.67' TW=0.00' (Dynamic Tailwater) ' t-1=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) t Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 1 HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 13 Summary for Link 109L: Total Surface Runoff discharging from project area i Inflow Area = 872,510 sf, 5.31% Impervious, Inflow Depth = 0.83" for 2 yr event Inflow - 12.80 cfs @ 12.18 hrs, Volume= 60,186 cf Primary = 12.80 cfs-@--12.18 hrs; Volume= 60,186 cf, Atten= 0%, Lag= 0.0 min 1 Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 1 i 1 1 i 1 1 1 1 1 1 i Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 14 Summary for Link 128L: Runoff towards existing wetlands to the north Inflow Area = 330,611 sf, 1.11% Impervious, Inflow Depth = 0.79" for 2 yr event Inflow - 4.80 cfs @ 12.21 hrs, Volume= 21,864 cf Primary 4.80 cfs @ 12.21 hrs, Volume= 21,864-cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs t 1 Existing Watershed Condition - The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type 11124-hr 2 yr Rainfa//=3.10" Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 15 Summary for Link 132L: Runoff into existing catch basins on Clark Avenue Inflow Area = 220,992 sf, 19.29% Impervious, Inflow Depth = 1.15' for 2 yr event Inflow - 5.11 cfs @ 12.11 hrs, Volume= 21,199 cf Primary = 5.11-cfs @- 12.11 hrs, Volume= 21,199-cf,- Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 HydroCAD® 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 16 Summary for Link 139L: Runoff towards existing wetlands to the south Inflow Area = 541,899 sf, 7.87% Impervious, Inflow Depth = 0.85' for 2 yr event Inflow — 8.20 cfs @ 12.16 hrs, Volume= 38,322 cf Primary- = 8.20 cfs-@-- 12.16 hrs, Volume= 38,322 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type I//24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 17 Summary for Link 142L: Add 1 Inflow Area = 320,907 sf, 0.00% Impervious, Inflow Depth = 0.64" for 2 yr event Inflow - 3.78 cfs @ 12.21 hrs, Volume= 17,124 cf Primary = 3.78.cfs @ 1.2.21 hrs, Volume= 17,124 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs i 1 1 1 1 1 l ' Existing Watershed Condition - The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD®10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 111S: EX-1 ' Runoff = 10.85 cfs @ 12.20 hrs, Volume= 44,400 cf, Depth= 1.67' Runoff-by SCS TR-20 method,-UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs,dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 318,326 70 Woods, Good, HSG C 318,326 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 12.5 100 0.0800 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.9 330 0.1500 6.24 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 13.4 430 Total Summary for Subcatchment 136S: EX-4 1 Runoff = 1.65 cfs @ 12.21 hrs, Volume= 6,886 cf, Depth= 1.67' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 Type III 24-hr 10 yr Rainfall=4.50" Area_(sf) CN Description 49,366 70 Woods, Good, HSG C 49,366 100.00% Pervious Area 1 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.5 100 0.0800 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 100 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.3 220 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 14.2 420 Total Summary for Subcatchment 137S: EX-2 Runoff = 4.10 cfs @ 12.23 hrs, Volume= 17,820 cf, Depth= 1.67' ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 2 Area (sf) CN Description 127,758 70 Woods, Good HSG C 127,758 100.00% Pervious Area Tc -Length - Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 100 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.3 90 0.1300 5.80 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 285 0.0600 3.94 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 15.6 475 Total Summary for Subcatchment 138S: EX-3 Runoff = 7.90 cfs @ 12.17 hrs, Volume= 30,920 cf, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 221,679 70 Woods, Good, HSG C 221,679 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 10.7 100 0.1200 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.8 275 0.1300 5.80 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 95 0.0500 3.60 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 11.9 470 Total Summary for Subcatchment 140S: EX-5 1 Runoff = 1.74 cfs @ 12.18 hrs, Volume= 6,955 cf, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 49,862 70 Woods, Good, HSG C 49,862 100.00% Pervious Area Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 1 HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 3 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 100 0.1400 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 100 0.1400 6.02 Shallow Concentrated_Flow, Unpaved Kv= 16.1 fps 2.0 360 0.0360 3.05 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 12.3 560 Total Summary for Subcatchment 142S: EX-RES 1 Runoff = 7.10 cfs @ 12.09 hrs, Volume= 22,602 cf, Depth= 2.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 61,852 81 1/3 acre lots, 30% imp, HSG C 24,065 98 Paved parking, HSG C 7,317 74 >75% Grass cover, Good, HSG C 93,234 85 Weighted Average 50,613 54.29% Pervious Area 42,621 45.71% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.3 100 0.1000 5.09 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 150 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.0 300 Total, Increased to minimum Tc = 6.0 min I Summary for Subcatchment 143S: EX-RES 2 Runoff = 0.83 cfs @ 12.09 hrs, Volume= 2,609 cf, Depth= 2.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 12,285 81 1/3 acre lots, 30% imp, HSG C 8,600 70.00% Pervious Area 3,686 30.00% Impervious Area Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 @2015 HvdroCAD Software Solutions LLC Page 4 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.0400 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.4 55 0.0200 2.28. Shallow Concentrated..Flow, Unpaved Kv= 16.1 fps 4.7 105 Total, Increased to minimum Tc = 6.0 min Summary for Pond 145P: Non-jurisdicitional Isolated Wetiand "B" Series Inflow Area = 49,366 sf, 0.00% Impervious, Inflow Depth = 1.67" for 10 yr event Inflow 1.65 cfs @ 12.21 hrs, Volume= 6,886 cf Outflow 1.55 cfs @ 12.27 hrs, Volume= 6,861 cf, Atten= 6%, Lag= 3.4 min Discarded = 0.01 cfs @ 12.27 hrs, Volume= 271 cf Primary = 1.54 cfs @ 12.27 hrs, Volume= 6,591 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 142.13' @ 12.27 hrs Surf.Area= 2,459 sf Storage= 482 cf ' Plug-Flow detention time= 27.9 min calculated for 6,853 cf(100% of inflow) Center-of-Mass det. time= 26.9 min ( 888.0 - 861.1 ) Volume Invert Avail.Storage Storage Description #1 141.60' 2,179 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 141.60 0 0 0 ' 141.80 160 16 16 141.90 1,300 73 89 142.00 1,500 140 229 142.20 3,000 450 679 142.40 3,700 670 1,349 142.60 4,600 830 2,179 Device Routing Invert Outlet Devices #1 Primary 141.94' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Discarded 141.60' 0.090 in/hr Exfiltration over Surface area Qrded OutFlow Max=0.01 cfs @ 12.27 hrs HW=142.13' (Free Discharge) VExfiltration (Exfiltration Controls 0.01 cfs) Mrimary OutFlow Max=1.53 cfs @ 12.27 hrs HW=142.13' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 1.53 cfs @ 1.02 fps) ' Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type ///24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 HydroCAD® 10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Pace 5 Summary for Pond 146P: Non-jurisdictional Isolated Wetland "C" Series Inflow Area = 49,862 sf, 0.00% Impervious, Inflow Depth = 1.67" for 10 yr event Inflow - 1.74 cfs @ 12.18 hrs, Volume= 6,955 cf Outflow 0.18-cfs-@ 13.87 hrs, Volume=- 3,262 cf, Atten= 89%, Lag= 101.5 min ' Discarded 0.01 cfs @ 13.87 hrs, Volume= 632 cf Primary 0.18 cfs @ 13.87 hrs, Volume= 2,630 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 133.74' @ 13.87 hrs Surf.Area= 3,012 sf Storage= 4,137 cf Plug-Flow detention time= 397.5 min calculated for 3,258 cf(47% of inflow) Center-of-Mass det. time= 270.2 min ( 1,129.5 -859.4 ) Volume Invert Avail.Storage Storage Description #1 131.67' 4,945 cf Custom Stage Data(Prismatic) Listed below(RecaIc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 131.67 0 0 0 132.00 1,300 215 215 ' 132.60 2,000 990 1,204 133.00 2,500 900 2,105 133.70 3,000 1,925 4,029 134.00 3,100 915 4,945 Device Routing Invert Outlet Devices #1 Primary 133.70' 8.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #2 Discarded 131.67' 0.090 in/hr Exfiltration over Surface area Qiscarded OutFlow Max=0.01 cfs @ 13.87 hrs HW=133.74' (Free Discharge) ' 2=Exfltration (Exfiltration Controls 0.01 cfs) PrimaryOutFlow Max=0.18 cfs @ 13.87 hrs HW=133.74' TW=0.00' (Dynamic Tailwater) ' t1=Sharp-Crested Rectangular Weir (Weir Controls 0.18 cfs @ 0.62 fps) Summary for Link 109L: Total Surface Runoff discharging from project area Inflow Area = 872,510 sf, 5.31% Impervious, Inflow Depth = 1.75" for 10 yr event Inflow 29.31 cfs @ 12.17 hrs, Volume= 127,570 cf Primary = 29.31 cfs @ 12.17 hrs, Volume= 127,570 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 HydroCAD® 10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 6 Summary for Link 128L: Runoff towards existing wetlands to the north Inflow Area 330,611 sf, 1.11% Impervious, Inflow Depth = 1.71" for 10 yr event Inflow - 11.37 cfs @ 12.19 hrs, Volume= 47,008 cf Primary - --- 11.37 cfs-@--12.19-hrs, Volume= 47,008 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 132L: Runoff into existing catch basins on Clark Avenue Inflow Area = 220,992 sf, 19.29% Impervious, Inflow Depth = 2.19" for 10 yr event Inflow 9.83 cfs @ 12.11 hrs, Volume= 40,422 cf Primary 9.83 cfs @ 12.11 hrs, Volume= 40,422 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 139L: Runoff towards existing wetlands to the south Inflow Area = 541,899 sf, 7.87% Impervious, Inflow Depth = 1.78" for 10 yr event Inflow 18.14 cfs @ 12.16 hrs, Volume= 80,562 cf Primary = 18.14 cfs @ 12.16 hrs, Volume= 80,562 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 142L: Add Inflow Area = 320,907 sf, 0.00% Impervious, Inflow Depth = 1.50" for 10 yr event Inflow 9.17 cfs @ 12.19 hrs, Volume= 40,140 cf Primary 9.17 cfs @ 12.19 hrs, Volume= 40,140 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 111S: EX-1 Runoff = 21.43 cfs @ 12.19 hrs, Volume= 85,075 cf, Depth= 3.21" III■■■ Runoff--by-SCS TR-20-method,UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 318,326 70 Woods, Good, HSG C 318,326 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.5 100 0.0800 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.9 330 0.1500 6.24 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 13.4 430 Total Summary for Subcatchment 136S: EX-4 Runoff = 3.26 cfs @ 12.20 hrs, Volume= 13,193 cf, Depth= 3.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 49,366 70 Woods, Good, HSG C 49,366 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.5 100 0.0800 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 100 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.3 220 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 14.2 420 Total Summary for Subcatchment 137S: EX-2 Runoff = 8.16 cfs @ 12.22 hrs, Volume= 34,144 cf, Depth= 3.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" ' Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type ///24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 8 Area (sf) CN Description 127,758 70 Woods, Good, HSG C 127,758 100.00% Pervious Area Tc -Length Slope- Velocity Capacity Description - (min) (feet) (ft/ft) (ft/sec) (cfs) 14.1 100 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 90 0.1300 5.80 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 285 0.0600 3.94 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 15.6 475 Total Summary for Subcatchment 138S: EX-3 Runoff = 15.61 cfs @ 12.17 hrs, Volume= 59,245 cf, Depth= 3.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" ' Area (sf) CN Description 221,679 70 Woods, Good, HSG C 221,679 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 10.7 100 0.1200 0.16 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.8 275 0.1300 5.80 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.4 95 0.0500 3.60 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 11.9 470 Total Summary for Subcatchment 14OS: EX-5 ' Runoff = 3.47 cfs @ 12.17 hrs, Volume= 13,326 cf, Depth= 3.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description ' 49,862 70 Woods, Good, HSG C 49,862 100.00% Pervious Area ' Existing Watershed Condition -The Woodlands Revised January 29, 2016 exist!ng-submittal-R(Tc=6 min) Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 9 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 100 0.1400 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 100 0.1400 6.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.0 360 0.0360 3.05 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 12.3 560 Total Summary for Subcatchment 142S: EX-RES 1 Runoff = 11.45 cfs @ 12.09 hrs, Volume= 37,107 cf, Depth= 4.78" 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Areas CN Description 61,852 81 1/3 acre lots, 30% imp, HSG C 24,065 98 Paved parking, HSG C 7,317 74 >75% Grass cover, Good, HSG C 93,234 85 Weighted Average 50,613 54.29% Pervious Area 42,621 45.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.3 100 0.1000 5.09 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 150 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.0 300 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 143S: EX-RES 2 Runoff = 1.39 cfs @ 12.09 hrs, Volume= 4,445 cf, Depth= 4.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area(sf) CN Description 12,285 81 1/3 acre lots, 30% imp, HSG C 8,600 70.00% Pervious Area 3,686 30.00% Impervious Area ' Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type 111 24-hr 100 yr Rainf611=6.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD®10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 10 Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (f/sec) (cfs) 4.3 50 0.0400 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.4 55 0.0200 2.28 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 4.7 105 Total, Increased to minimum Tc = 6.0 min ' Summary for Pond 145P: Non jurisdicitional Isolated Wetland "B" Series Inflow Area = 49,366 sf, 0.00% Impervious, Inflow Depth = 3.21" for 100 yr event ' Inflow 3.26 cfs @ 12.20 hrs, Volume= 13,193 cf Outflow 3.07 cfs @ 12.26 hrs, Volume= 13,169 cf, Atten= 6%, Lag= 3.3 min Discarded = 0.01 cfs @ 12.26 hrs, Volume= 293 cf tPrimary = 3.07 cfs @ 12.26 hrs, Volume= 12,876 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 142.23' @ 12.26 hrs Surf.Area= 3,110 sf Storage= 775 cf Plug-Flow detention time= 16.9 min calculated for 13,153 cf(100% of inflow) Center-of-Mass det. time= 16.8 min ( 858.7- 842.0 ) ' Volume Invert Avail.Storage Storage Description #1 141.60' 2,179 cf Custom Stage Data (Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 141.60 0 0 0 141.80 160 16 16 141.90 1,300 73 89 142.00 1,500 140 229 ' 142.20 3,000 450 679 142.40 3,700 670 1,349 142.60 4,600 830 2,179 ' Device Routing Invert Outlet Devices #1 Primary 141.94' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' #2 Discarded 141.60' 0.090 in/hr Exfiltration over Surface area piscarded OutFlow Max=0.01 cfs @ 12.26 hrs HW=142.23' (Free Discharge) ' 2=Exfiltration (ExfiItration Controls 0.01 cfs) Primary OutFlow Max=3.05 cfs @ 12.26 hrs HW=142.23' TW=0.00' (Dynamic Tailwater) ' t-1=Broad-Crested Rectangular Weir (Weir Controls 3.05 cfs @ 1.31 fps) 1 1 1 Existing Watershed Condition -The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 1 HydroCAD@ 10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 11 Summary for Pond 146P: Non jurisdictional Isolated Wetland "C" Series 1 Inflow Area = 49,862 sf, 0.00% Impervious, Inflow Depth = 3.21" for 100 yr event Inflow - 3.47 cfs @ 12.17 hrs, Volume= 13,326 cf -Outflow - 2.27 cfs @- -1-2:36-hrs,-Volume= 9,631 cf, Atten= 35%, Lag= 11;4 min 1 Discarded 0.01 cfs @ 12.36 hrs, Volume= 652 cf Primary 2.26 cfs @ 12.36 hrs, Volume= 8,979 cf 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 133.90' @ 12.36 hrs Surf.Area= 3,065 sf Storage= 4,625 cf 1 Plug-Flow detention time= 195.9 min calculated for 9,631 cf(72% of inflow) Center-of-Mass det. time= 101.5 min ( 941.6 - 840.2 ) Volume Invert Avail.Storage Storage Description 1 #1 131.67' 4,945 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store 1 (feet) (sq-ft) (cubic-feet) (cubic-feet) 131.67 0 0 0 132.00 1,300 215 215 1 132.60 2,000 990 1,204 133.00 2,500 900 2,105 133.70 3,000 1,925 4,029 134.00 3,100 915 4,945 1 Device Routing Invert Outlet Devices #1 Primary 133.70' 8.0' long Sharp-Crested Rectangular Weir 2 End Contractions) 1 #2 Discarded 131.67' 0.090 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 12.36 hrs HW=133.89' (Free Discharge) 1 t2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=2.22 cfs @ 12.36 hrs HW=133.89' TW=0.00' (Dynamic Tailwater) ' t1=Sharp-Crested Rectangular Weir (Weir Controls 2.22 cfs @ 1.44 fps) Summary for Link 109L: Total Surface Runoff discharging from project area 1 Inflow Area = 872,510 sf, 5.31% Impervious, Inflow Depth = 3.33" for 100 yr event Inflow 56.24 cfs @ 12.17 hrs, Volume= 241,872 cf Primary = 56.24 cfs @ 12.17 hrs, Volume= 241,872 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 i Existing Watershed Condition - The Woodlands Revised January 29, 2016 existing-submittal-R(Tc=6 min) Type 11124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 12 Summary for Link 128L: Runoff towards existing wetlands to the north Inflow Area = 330,611 sf, 1.11% Impervious, Inflow Depth = 3.25" for 100 yr event Inflow - 22.31 cfs @ 12.19 hrs, Volume= 89,520 cf Primary 22.31 cfs @ 12.19 hrs, Volume= 89,520 cf; Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Summary for Link 132L: Runoff into existing catch basins on Clark Avenue Inflow Area = 220,992 sf, 19.29% Impervious, Inflow Depth = 3.87' for 100 yr event Inflow 17.17 cfs @ 12.11 hrs, Volume= 71,251 cf Primary 17.17 cfs @ 12.11 hrs, Volume= 71,251 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 139L: Runoff towards existing wetlands to the south ' Inflow Area = 541,899 sf, 7.87% Impervious, Inflow Depth = 3.37' for 100 yr event Inflow - 34.15 cfs @ 12.16 hrs, Volume= 152,352 cf Primary = 34.15 cfs @ 12.16 hrs, Volume= 152,352 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 142L: Add Inflow Area = 320,907 sf, 0.00% Impervious, Inflow Depth = 3.03" for 100 yr event ' Inflow 18.05 cfs @ 12.18 hrs, Volume= 81,101 cf Primary 18.05 cfs @ 12.18 hrs, Volume= 81,101 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ®- �,� wnawa�o Rm=.0 LTEc �Raovos ssoxi,e D.unbi 1�a CMIItl4M.'W!I WaY].WW pHLa Ra1B I' T ��D® FRVCW '�RUMb�wrG.G-1 � /EWR Aww�O�Nw} b / RRgiga Rr ®-- ��_�®�Glnan Votll Risdl •al�'y /d1G�'p¢\\\\ Ab.Y^,�ieme E%+R \ Iitl.YtWMN9' Eam�X PR�INaLi W%1MSLT A � Nm'Mtlewl Exd QIOLT�) ItlW]WNJ'C' ap. TYY 9ufpbM auA EKAEea �'A �A- YSi� g# �� o %w]:s Wswo.x LT RRce owoLT EFiR flPoPo��JJJ11111bsL.alAy � �o-- �G�EMbM1mU� \ / \ /EAFORWR W%ero RT PRW wxRt A4 Ai A4 i1LCaa.MT Wab s.YLr MP 2 DW -0®�Lxp%a.E! aMl SW$ WLT CMIIn UYnp Fpnnl V0.�f.aIRT Ca BbaNa0.T Routing Diagram for proposed-SUBMITTALR(Tc=6 min) ;_� =� 1.:: i�►�= Prepared by Microsoft, Printed 2/2/2016 FHydrDCADO 10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC ' Proposed Watershed Condition -The Woodlands. Revised January 29,.2016 proposed-SUBMITTAL_R(Tc=6 min) Prepared by Microsoft Printed 2/2/2016 ' HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 1 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 1 74;537 81 113 acre lots,30% imp,HSG C (138S.-149S, 155S) 234,394 74 >75% Grass cover, Good, HSG C (80S, 81 S, 111 S, 136S, 1375, 138S, 142S, 143S, 144S, 145S, 146S, 147S, 149S, 150S, 151S, 152S, 153S, 154S, 156S) ' 94,546 98 Paved parking, HSG C (80S, 81S, 144S, 145S, 146S, 147S, 1495, 150S, 152S, 153S, 154S) 4,840 91 Rip Rap, HSG C (I 56S) 1 4,490 91 Rip rap slope, HSG C (111 S) 1,125 98 Roofs, HSG C (1 48S) 2,382 98 Unconnected pavement, HSG C (136S, 1375) ' 37,500 98 Unconnected roofs, HSG C (80S, 111 S, 136S, 1375, 1385, 1425, 143S, 144S, 145S, 146S, 147S, 150S, 151S, 152S, 153S, 154S, 156S) 418,696 70 Woods, Good, HSG C (81 S, 111S, 136S, 137S, 138S, 140S, 143S, 149S, 151S, 155S) 872,510 77 TOTAL AREA t ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 2 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 0 HSG A 0 HSG B 872,510 HSG C 80S, 81S, 111S, 1365, 137S, 138S, 140S, 142S, 143S, 144S, 145S, 146S, 147S, 148S, 149S, 150S, 151S, 152S, 153S, 154S, 155S, 156S 0 HSG D 0 Other ' 872,510 TOTAL AREA Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Prepared by Microsoft Printed 2/2/2016 1 HydroCAD@ 10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 3 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 142P 131.50 129.75 -175.0 0.0100 0.010 12.0 0.0 0.0 2 143P 127.50 127.00 16.0 0.0313 0.010 12.0 0.0 0.0 3 144P 114.50 114.00 13.0 0.0385 0.010 12.0 0.0 0.0 4 147P 132.54 132.40 34.0 0.0041 0.010 18.0 0.0 0.0 5 148P 133.00 132.54 90.0 0.0051 0.010 18.0 0.0 0.0 6 149P 133.62 133.50 7.0 0.0171 0.010 12.0 0.0 0.0 ' 7 150P 133.62 133.50 7.0 0.0171 0.010 12.0 0.0 0.0 8 151 P 134.25 133.00 52.0 0.0240 0.010 15.0 0.0 0.0 9 152P 113.50 113.00 10.0 0.0500 0.010 12.0 0.0 0.0 ' 10 153P 135.81 134.25 54.0 0.0289 0.010 15.0 0.0 0.0 11 154P 140.08 136.06 86.0 0.0467 0.010 12.0 0.0 0.0 12 155P 141.00 140.08 20.0 0.0460 0.010 12.0 0.0 0.0 ' 13 156P 141.00 140.08 23.0 0.0400 0.010 12.0 0.0 0.0 14 157P 138.00 126.50 117.0 0.0983 0.010 12.0 0.0 0.0 15 158P 144.43 141.25 62.5 0.0509 0.010 12.0 0.0 0.0 16 159P 122.58 122.00 39.5 0.0147 0.010 18.0 0.0 0.0 17 160P 134.50 122.58 83.0 0.1436 0.010 18.0 0.0 0.0 18 161 P 141.00 134.50 35.0 0.1857 0.010 18.0 0.0 0.0 I 19 162P 141.60 141.50 18.0 0.0056 0.010 12.0 0.0 0.0 20 163P 142.73 141.50 84.5 0.0146 0.010 12.0 0.0 0.0 21 164P 143.06 142.73 15.0 0.0220 0.010 12.0 0.0 0.0 ' 22 165P 143.06 142.73 22.0 0.0150 0.010 12.0 0.0 0.0 23 166P 125.00 124.68 33.0 0.0097 0.010 12.0 0.0 0.0 24 167P 125.25 125.00 20.0 0.0125 0.010 12.0 0.0 0.0 ' 25 168P 125.25 125.00 20.0 0.0125 0.010 12.0 0.0 0.0 ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 1!124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 HydroCAD® 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 8OS: PR-CB O+ORT ' Runoff = 0.28 cfs @ 12.09 hrs, Volume= 901 cf, Depth= 2.16" -Runoff-by SCS TR-20 method,-UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0:05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (so CN Description ' 375 98 Unconnected roofs, HSG C 1,515 74 >75% Grass cover, Good, HSG C 3,107 98 Paved parking, HSG C 4,997 91 Weighted Average 1,515 30.32% Pervious Area 3,482 69.68% Impervious Area ' 375 10.77% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 15 0.0312 3.59 Shallow Concentrated Flow, ' Paved Kv= 20.3 fps 0.6 165 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.0 205 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 81 S: PR-CB O+OLT IRunoff = 0.32 cfs @ 12.10 hrs, Volume= 1,026 cf, Depth= 1.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 375 70 Woods, Good, HSG C 3,751 74 >75% Grass cover, Good, HSG C 3,023 98 Paved parking, HSG C ' 1,700 70 Woods, Good, HSG C 8,849 81 Weighted Average 5,826 65.84% Pervious Area 3,023 34.16% Impervious Area ! ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description ! (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 15 0.0312 3.59 Shallow Concentrated Flow, ! Paved Kv= 20.3 fps 0.6 160 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps ! 4.0 200 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 111 S: EX-1 R ! Runoff = 3.15 cfs @ 12.21 hrs, Volume= 13,751 cf, Depth= 0.87' ! Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description ! 141,864 70 Woods, Good, HSG C 37,700 74 >75% Grass cover, Good, HSG C 6,000 98 Unconnected roofs,HSG C ! 4,490 91 Rip rap slope, HSG C 190,054 72 Weighted Average 184,054 96.84% Pervious Area ! 6,000 3.16% Impervious Area 6,000 100.00% Unconnected ! Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 12.5 100 0.0800 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ! 0.4 100 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.7 275 0.1500 6.24 Shallow Concentrated Flow, ! Unpaved Kv= 16.1 fps 13.6 475 Total ! Summary for Subcatchment 136S: EX-411 Runoff = 1.15 cfs @ 12.22 hrs, Volume= 5,113 cf, Depth= 0.87" ! Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 @2015 HVdroCAD Software Solutions LLC Page 6 Area (sf) CN Description I 51,513 70 Woods, Good, HSG C 2,250 98 Unconnected roofs, HSG C 1,142 98 Unconnected pavement, HSG C 15,763 74 >75%..Grass cover, Good, HSG C 70,668 72 Weighted Average 67,276 95.20% Pervious Area 3,392 4.80% Impervious Area 3,392 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 12.5 100 0.0800 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 100 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.3 220 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 14.2 420 Total Summary for Subcatchment 137S: I=X-2r Runoff = 0.35 cfs @ 12.10 hrs, Volume= 1,153 cf, Depth= 1.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Ad'I Description 500 70 Woods, Good, HSG C 375 98 Unconnected roofs, HSG C 1,240 98 Unconnected pavement, HSG C 11,363 74 >75% Grass cover, Good, HSG C 13,478 77 75 Weighted Average, UI Adjusted 11,863 88.02% Pervious Area 1,615 11.98% Impervious Area 1,615 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 3.3 50 0.0800 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.5 100 0.0400 3.22 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.6 95 0.0260 2.60 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 35 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.5 280 Total, Increased to minimum Tc = 6.0 min i I ' ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMIT7AL_R(Tc=6 min) Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 138S: EX-3R ' Runoff = 2.84 cfs @ 12.24 hrs, Volume= 13,329 cf, Depth= 0.82" Runoff by BCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 400 81 1/3 acre lots, 30% imp, HSG C 159,236 70 Woods, Good, HSG C 3,750 98 Unconnected roofs, HSG C ' 32,000 74 >75% Grass cover, Good, HSG C 195,386 71 Weighted Average 191,516 98.02% Pervious Area I ' 3,870 1.98% Impervious Area 3,750 96.90% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.8 100 0.0530 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" t 0.5 180 0.1700 6.64 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3 45 0.0200 2.28 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 15.6 325 Total ' - Summary for Subcatchment 140S: EX-5 (No Change) Runoff - 0.73 cfs @ 12.20 hrs, Volume= 3,202 cf, Depth= 0.77' t Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" t Area (sf) CN Description 49,862 70 Woods, Good, HSG C 49,862 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 10.0 100 0.1400 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 100 0.1400 6.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 2.0 360 0.0360 3.05 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 12.3 560 Total 1 ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD®10.00-15 s/n 06611 02015 HVdroCAD Software Solutions LLC Page 8 Summary for Subcatchment 142S: PR- POND 2 ' Runoff = 0.37 cfs @ 12.10 hrs, Volume= 1,237 cf, Depth= 1.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0:00-40.00 hrs, dt= 0.05 hrs Type 11124-hr 2 yr Rainfall=3.10" Area (sf) CN Description ' 13,712 74 >75%" Grass cover, Good, HSG C 750 98 Unconnected roofs, HSG C 14,462 75 Weighted Average ' 13,712 94.81% Pervious Area 750 5.19% Impervious Area 750 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.10" 0.1 20 0.0700 4.26 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 0.0 15 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.6 85 Total, Increased to minimum Tc= 6.0 min ' Summary for Subcatchment 143S: PR-POND 1 ' Runoff = 1.12 cfs @ 12.10 hrs, Volume= 3,690 cf, Depth= 1.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Adi Description 4,125 98 Unconnected roofs, HSG C 33,998 74 >75% Grass cover, Good, HSG C 5,000 70 Woods, Good, HSG C 43,123 76 75 Weighted Average, UI Adjusted 38,998 90.43% Pervious Area 4,125 9.57% Impervious Area 4,125 100.00% Unconnected ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 9 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 50 0.0550 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 1.1 170 0.0250 2.55 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 0.1 65 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 5.0 285 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 144S: PR-CB 1+65 RT Runoff = 0.40 cfs @ 12.09 hrs, Volume= 1,256 cf, Depth= 1.91" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 1,125 98 Unconnected roofs, HSG C 3,458 98 Paved parking, HSG C 3,319 74 >75% Grass cover, Good HSG C ' 7,902 88 Weighted Average 3,319 42.00% Pervious Area 4,583 58.00% Impervious Area 1,125 24.55% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (fl/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 165 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.9 200 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 145S: PR-CB 3+50LT ' Runoff = 0.86 cfs @ 12.09 hrs, Volume= 2,741 cf, Depth= 1.99" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Paae 10 Area (sf) CN Description 2,625 98 Unconnected roofs, HSG C ' 7,358 98 Paved parking, HSG C 6,539 74 >75% Grass cover, Good HSG C 16,522 89 Weighted Average ' 6,539 39.58% Pervious Area 9,983 60.42% Impervious Area 2,625 26.29% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 3.6 20 0.0100 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1 1.7 285 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.3 315 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 146S: PR-CB 3+50RT ' Runoff = 0.75 cfs @ 12.09 hrs, Volume= 2,402 cf, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (so CN Description ' 2,625 98 Unconnected roofs, HSG C 6,914 98 Paved parking, HSG C 3,775 74 >75% Grass cover, Good, HSG C 13,314 91 Weighted Average 3,775 28.35% Pervious Area 9,539 71.65% Impervious Area 2,625 27.52% Unconnected ITc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.9 15 0.0100 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 285 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.6 310 Total, Increased to minimum Tc = 6.0 min Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBNIITTAL_R(Tc=6 min) Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 ' ydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 147S: PR-CB 1+65 LT Runoff = 0.47 cfs @ 12.09 hrs, Volume= 1,499 cf, Depth= 1.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 1 1,500 98 Unconnected roofs, HSG C 4,314 98 Paved parking, HSG C 3,225 74 >75% Grass cover, Good, HSG C 9,039 89 Weighted Average 3,225 35.68% Pervious Area 5,814 64.32% Impervious Area ' 1,500 25.80% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 165 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.9 200 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 148S: 3/4 roof area Lot 12 ' Runoff = 0.08 cfs @ 12.09 hrs, Volume= 269 cf, Depth= 2.87' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 1,125 98 Roofs, HSG C 1,125 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) _ 1.0 Direct Entry, 1.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 149S: EX-RES 1r iRunoff = 4.19 cfs @ 12.09 hrs, Volume= 13,219 cf, Depth= 1.67' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type 11124-hr 2 yr Rainfall=3.10" Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 HydroCAD® 10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 12 Area (sf) CN Description 61,852 81 1/3 acre lots, 30% imp, HSG C 24,065 98 Paved parking, HSG C 7,317 74 >75% Grass cover, Good, HSG C 1,606 70 Woods, Good, HSG C 94,840 85 Weighted Average 52,219 55.06% Pervious Area 42,621 44.94% Impervious Area ITc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.3 100 0.1000 5.09 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps I 1.2 150 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.0 300 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 15OS: PR-CB Road B Runoff = 1.68 cfs @ 12.10 hrs, Volume= 5,442 cf, Depth= 2.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Type 11124-hr 2 yr Rainfall=3.10" Area (sf) CN Description I 3,750 98 Unconnected roofs, HSG C 10,385 74 >75% Grass cover, Good, HSG C 17,318 98 Paved parking, HSG C 31,453 90 Weighted Average 10,385 33.02% Pervious Area 21,068 66.98% Impervious Area 3,750 17.80% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (f 1ft) (ft/sec) (cfs) 4.3 35 0.0200 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.2 270 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.5 315 Total f 1 Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 ydroCAD®10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 151 S: PR-POND 3 Runoff = 0.59 cfs @ 12.10 hrs, Volume= 1,981 cf, Depth= 0.92" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0:00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Adi Description 375 98 Unconnected roofs, HSG C 20,077 74 >75% Grass cover, Good, HSG C 5,400 70 Woods Good, HSG C 25,852 74 73 Weighted Average, UI Adjusted 25,477 98.55% Pervious Area 375 1.45% Impervious Area 375 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 50 0.1700 0.34 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.3 115 0.1700 6.64 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 0.0 10 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.7 175 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 152S: PR-CB 9+50LT Runoff = 0.79 cfs @ 12.09 hrs, Volume= 2,549 cf, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 2,625 98 Unconnected roofs, HSG C 4,401 74 >75% Grass cover, Good, HSG C 7,107 98 Paved parking, HSG C 14,133 91 Weighted Average 4,401 31.14% Pervious Area 9,732 68.86% Impervious Area 2,625 26.97% Unconnected ' Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD®10.00-15 s/n 06611 @2015 HvdroCAD Software Solutions LLC Page 14 Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, ' Paved Kv= 20.3 fps 1.7 260 0.0160 2.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.0 295 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 153S: PR-CB 10+84 ' Runoff = 0.91 cfs @ 12.09 hrs, Volume= 2,931 cf, Depth= 2.26" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description ' 1,875 98 Unconnected roofs, HSG C 3,834 74 >75% Grass cover, Good, HSG C 9,884 98 Paved parking HSG C 15,593 92 Weighted Average 3,834 24.59% Pervious Area 11,759 75.41% Impervious Area 1,875 15.95% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.1 165 0.0160 2.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.4 200 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 154S: PR-CB 9+50RT Runoff = 0.85 cfs @ 12.09 hrs, Volume= 2,703 cf, Depth= 1.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" ' Proposed Watershed Condition - The Woodlands Revised January 29,2016 proposed-SUBMITTAL_R(Tc=6 min) Type Ill 24-hr 2 yr Rainf611=3.10" Prepared by Microsoft Printed 2/2/2016 HydroCAD@ 10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 15 Area (sf) CN Description ' 1,875 98 Unconnected roofs, HSG C 6,425 74 >75% Grass cover, Good, HSG C 7,998 98 Paved parking, HSG C 16,298 89 Weighted Average 6,425 39.42% Pervious Area 9,873 60.58% Impervious Area 1,875 18.99% Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) ' 2.7 40 0.0800 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, ' Paved Kv= 20.3 fps 1.8 280 0.0160 2.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.5 330 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 155S: EX-RES 211 Runoff = 0.48 cfs @ 12.10 hrs, Volume= 1,538 cf, Depth= 1.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Area (sf) CN Description 12,285 81 1/3 acre lots, 30% imp, HSG C 1,640 70 Woods, Good, HSG C 13,925 80 Weighted Average 10,240 73.53% Pervious Area 3,686 26.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.0400 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.4 55 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.7 105 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 156S: PR-POND 4 ' Runoff = 0.71 cfs @ 12.10 hrs, Volume= 2,275 cf, Depth= 1.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.10" Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 HydroCADO 10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 16 Area (sf) CN Description 1,500 98 Unconnected roofs, HSG C 15,295 74 >75% Grass cover, Good, HSG C 4,840 91 Rip Rap, HSG C 21,635 79 Weighted Average 20,135 93.07% Pervious Area 1,500 6.93% Impervious Area 1,500 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (f/sec) (cfs) 2.6 50 0.1500 0.33 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 20 0.1200 5.58 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 30 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 25 0.3300 9.25 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 2.8 125 Total, Increased to minimum Tc = 6.0 min Summary for Pond 78P: Proposed CULTEC 330XL (Subsurface Infiltration System) Inflow Area = 14,971 sf, 50.97% Impervious, Inflow Depth = 1.76" for 2 yr event Inflow 0.68 cfs @ 12.09 hrs, Volume= 2,196 cf Outflow 0.01 cfs @ 10.80 hrs, Volume= 1,109 cf, Atten= 99%, Lag= 0.0 min Discarded = 0.01 cfs @ 10.80 hrs, Volume= 1,109 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 123.96' @ 22.28 hrs Surf.Area= 1,527 sf Storage= 1,640 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 615.2 min ( 1,430.7- 815.5 ) Volume Invert Avail.Storage Storage Description #1A 122.40' 1,307 cf 25.67'W x 59.501 x 3.54'H Field A 5,409 cf Overall - 2,142 cf Embedded = 3,267 cf x 40.0% Voids #2A 122.90' 2,142 cf Cultec R-330XL x 40 Inside#1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 5 rows 3,449 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 122.40' 0.270 inlhr Exfiltration over Surface area #2 Secondary 127.75' 4.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 t Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD810.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 17 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 ' 3.30 3.31 3.32 Discarded OutFlow Max=0.01 cfs @ 10.80 hrs HW=122.46' (Free Discharge) ' t1=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=122.40' TW=0.00' (Dynamic Tailwater) ' t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 142P: Detention Pond 1 ' [80] Warning: Exceeded Pond 147P by 0.28' @ 24.45 hrs (0.32 cfs 954 cf) Inflow Area = 60,064 sf, 24.18% Impervious, Inflow Depth = 1.29" for 2 yr event ' Inflow 1.98 cfs @ 12.10 hrs, Volume= 6,445 cf Outflow 0.50 cfs @ 12.51 hrs, Volume= 6,132 cf, Atten= 75%, Lag= 24.9 min Discarded = 0.01 cfs @ 12.51 hrs, Volume= 688 cf Primary = 0.49 cfs @ 12.51 hrs, Volume= 5,444 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 134.10' @ 12.51 hrs SL -.Area= 1,652 sf Storage= 2,317 cf Flood Elev= 136.50' Surf.Area= 3,6(-) sf Storage= 8,258 cf ' Plug-Flow detention time= 134.8 min calculated for 6,124 cf(95% of inflow) Center-of-Mass det. time= 109.5 min ( 950.4-840.9 ) ' Volume Invert Avail.Storage Storage Description #1 132.00' 8,258 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store _(feet) (sq-ft) (cubic-feet) (cubic-feet) 132.00 600 0 0 133.00 1,060 830 830 134.00 1,590 1,325 2,155 135.00 2,210 1,900 4,055 136.00 2,910 2,560 6,615 136.50 3,660 1,643 8,258 Device Routing Invert Outlet Devices ' #1 Primary 131.50' 12.0" Round Culvert L= 175.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 131.50'/ 129.75' S= 0.0100 'P Cc= 0.900 n= 0.010, Flow Area= 0.79 sf ' #2 Device 1 132.75' 4.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 134.00' 8.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 134.50' 10.0"Vert. Orifice/Grate C= 0.600 ' #5 Secondary 136.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 ' Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 ' HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 18 2.50 3.00 3.50 4.00 4.50 5.00 5.50 ' Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #6 Discarded 132.00' 0.270 in/hr Exfiltration over Surface area ' Discarded OutFlow Max=0.01 cfs @ 12.51 hrs HW=134.10' (Free Discharge) L-6=Exfiltration (Exfiltration Controls 0.01 cfs) ' Primary OutFlow Max=0.49 cfs @ 12.51 hrs HW=134.10' TW=0.00' (Dynamic Tailwater) t1=Culvert (Passes 0.49 cfs of 5.29 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.46 cfs @ 5.24 fps) 3=Orifice/Grate (Orifice Controls 0.03 cfs @ 1.07 fps) ' =Orifice/Grate ( Controls 0.00 cfs) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=132.00' TW=0.00' (Dynamic Tailwater) t =Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 143P: Detention Pond 2 tInflow Area = 44,298 sf, 45.76% Impervious, Inflow Depth = 1.73" for 2 yr event Inflow = 1.98 cfs @ 12.09 hrs, Volume= 6,380 cf ' Outflow 0.16 cfs @ 13.52 hrs, Volume= 5,934 cf, Atten= 92%, Lag= 85.4 min Discarded = 0.02 cfs @ 13.52 hrs, Volume= 1,851 cf Primary 0.14 cfs @ 13.52 hrs, Volume= 4,082 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 129.30' @ 13.52 hrs Surf.Area= 3,099 sf Storage= 3,348 cf ' Flood Elev= 136.50' Surf.Area= 6,340 sf Storage= 17,293 cf Plug-Flow detention time= 356.0 min calculated for 5,934 cf(93% of inflow) ' Center-of-Mass det. time= 319.2 min ( 1,137.7- 818.5 ) Volume Invert Avail.Storage Storage Description #1 128.00' 17,293 cf Custom Stage Data (Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 128.00 1,800 0 0 128.50 2,560 1,090 1,090 129.00 2,890 1,363 2,453 130.00 3,590 3,240 5,693 131.00 4,350 3,970 9,663 132.00 5,160 4,755 14,418 132.50 6,340 2,875 17,293 ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 ydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 19 Device Routing Invert Outlet Devices ' #1 Primary 127.50' 12.0" Round Culvert L= 16.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 127.50'/ 127.00' S= 0.0313 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf ' #2 Secondary 132.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 ' Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #3 Discarded 128.00' 0.270 in/hr Exfiltration over Surface area #4 Device 1 128.50' 2.5"Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.02 cfs @ 13.52 hrs HW=129.30' (Free Discharge) t3=Exfiltration (Exfiltration Controls 0.02 cfs) ' Primary OutFlow Max=0.14 cfs @ 13.52 hrs HW=129.30' TW=0.00' (Dynamic Tailwater) t -Culvert (Passes 0.14 cfs of 4.31 cfs potential flow) I =Orifice/Grate (Orifice Controls 0.14 cfs @ 4.01 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=128.00' TW=0.00' (Dynamic Tailwater) 't2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) ' Summary for Pond 14413: Detention Pond 4 Inflow Area = 67,659 sf, 48.57% Impervious, Inflow Depth = 1.86" for 2 yr event Inflow 3.26 cfs @ 12.09 hrs, Volume= 10,459 cf Outflow = 1.01 cfs @ 12.43 hrs, Volume= 9,742 cf, Atten= 69%, Lag= 20.1 min ' Discarded 0.02 cfs @ 12.43 hrs, Volume= 1,088 cf Primary 1.00 cfs @ 12.43 hrs, Volume= 8,654 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf t Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 119.36' @ 12.43 hrs Surf.Area= 2,609 sf Storage= 3,840 cf ' Plug-Flow detention time= 143.7 min calculated for 9,730 cf(93% of inflow) Center-of-Mass det. time= 108.7 min ( 922.9- 814.2 ) Volume Invert Avail.Storage Storage Description #1 117.00' 18,006 cf Custom Stage Data (Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 117.00 790 0 0 118.00 1,460 1,125 1,125 ' 119.00 2,230 1,845 2,970 120.00 3,285 2,758 5,728 121.00 4,480 3,883 9,610 t 122.00 5,825 5,153 14,763 122.50 7,150 3,244 18,006 Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 20 Device Routing Invert Outlet Devices #1 Primary 114.50' 12.0" Round Culvert L= 13.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 114.50'/ 114.00' S= 0.0385 'P Cc= 0.900 ' n= 0.010, Flow Area= 0.79 sf #2 Discarded 117.00' 0.270 in/hr Exfiltration over Surface area #3 Device 1 118.00' 6.0"Vert. Orifice/Grate C= 0.600 ' #4 Device 1 120.50' 8.0" Vert. Orifice/Grate C= 0.600 #5 Secondary 122.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' Discarded OutFlow Max=0.02 cfs @ 12.43 hrs HW=119.36' (Free Discharge) t-2=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=1.00 cfs @ 12.43 hrs HW=119.36' TW=0.00' (Dynamic Tailwater) t- =Culvert (Passes 1.00 cfs of 7.89 cfs potential flow) 3Orifice/Grate (Orifice Controls 1.00 cfs @ 5.07 fps) -Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=117.00' TW=0.00' (Dynamic Tailwater) t-5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) ' Summary for Pond 145P: Non jurisdicitional Isolated Wetland "B" Series ' Inflow Area = 70,668 sf, 4.80% Impervious, Inflow Depth = 0.87" for 2 yr event Inflow 1.15 cfs @ 12.22 hrs, Volume= 5,113 cf Outflow = 1.08 cfs @ 12.28 hrs, Volume= 5,089 cf, Atten= 7%, Lag= 3.7 min Discarded 0.00 cfs @ 12.28 hrs, Volume= 261 cf Primary 1.07 cfs @ 12.28 hrs, Volume= 4,828 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 ' Peak Elev= 142.09'@ 12.28 hrs Surf.Area= 2,156 sf Storage= 389 cf Plug-Flow detention time= 36.5 min calculated for 5,089 cf(100% of inflow) Center-of-Mass det. time= 33.9 min ( 912.4- 878.6 ) Volume Invert Avail.Storage Storage Description ' #1 141.60' 2,179 cf Custom Stage Data(Prismatic) Listed below(Recalc) Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 HydroCAD810.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 21 Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 141.60 0 0 0 141.80 160 16 16 141.90 1,300 73 89 142.00 1,500 140 229 142.20 3,000 450 679 142.40 3,700 670 1,349 ' 142.60 4,600 830 2,179 Device Routing Invert Outlet Devices ' #1 Primary 141.94' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 ' 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Discarded 141.60' 0.090 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 12.28 hrs HW=142.09' (Free Discharge) 't-2=Exfiltration (Exfiltration Controls 0.00 cfs) ' Primary OutFlow Max=1.07 cfs @ 12.28 hrs HW=142.09' TW=0.00' (Dynamic Tailwater) 't1=Broad-Crested Rectangutar-Wetr-{Weir Controls 1.07 cfs @ 0.91 fps) Summary for Pond 146P: Non-jurisdictional Isolated Wetland "C" Series Inflow Area = 49,862 sf, 0.00% Impervious, Inflow Depth = 0.77" for 2 yr event Inflow = 0.73 cfs @ 12.20 hrs, Volume= 3,202 cf Outflow = 0.01 cfs @ 24.22 hrs, Volume= 553 cf, Atten= 99%, Lag= 721.1 min Discarded = 0.01 cfs @ 24.22 hrs, Volume= 553 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 133.33'@ 24.22 hrs Surf.Area= 2,735 sf Storage= 2,967 cf Plug-Flow detention time= 851.9 min calculated for 553 cf(17% of inflow) Center-of-Mass det. time= 693.3 min ( 1,577.3- 884.0 ) Volume Invert Avail.Storage Storage Description #1 131.67' 4,945 cf Custom Stage Data(Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 131.67 0 0 0 ' 132.00 1,300 215 215 132.60 2,000 990 1,204 133.00 2,500 900 2,105 133.70 3,000 1,925 4,029 ' 134.00 3,100 915 4,945 Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type Ill 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 @2015 HvdroCAD Software Solutions LLC Page 22 Device Routing Invert Outlet Devices ' #1 Primary 133.70' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 ' 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Discarded 131.67' 0.090 in/hr Exfltration over Surface area Discarded OutFlow Max=0.01 cfs @ 24.22 hrs HW=133.33' (Free Discharge) t-2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=131.67' TW=0.00' (Dynamic Tailwater) ' t-1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 147P: DMH Lot 12 Drainage Easement [57] Hint: Peaked at 134.10' (Flood elevation advised) Inflow Area = 16,941 sf, 61.37% Impervious, Inflow Depth = 1.95" for 2 yr event Inflow 0.87 cfs @ 12.09 hrs, Volume= 2,755 cf Outflow = 0.87 cfs @ 12.09 hrs, Volume= 2,755 cf, Atten= 0%, Lag= 0.0 min Primary = 0.87 cfs @ 12.09 hrs, Volume= 2,755 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 134.10' @ 12.51 hrs Device Routing Invert Outlet Devices #1 Primary 132.54' 18.0" Round Culvert L= 34.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 132.54'/ 132.40' S= 0.0041 7' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf Primary OutFlow Max=0.86 cfs @ 12.09 hrs HW=133.51' TW=133.48' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 0.86 cfs @ 1.02 fps) Summary for Pond 148P: DMH Sta 1+72 [57] Hint: Peaked at 134.10' (Flood elevation advised) [80]Warning: Exceeded Pond 149P by 0.03' @ 12.35 hrs (0.21 cfs 165 cf) [80]Warning: Exceeded Pond 150P by 0.03' @ 12.35 hrs (0.23 cfs 194 cf) Inflow Area = 16,941 sf, 61.37% Impervious, Inflow Depth = 1.95" for 2 yr event Inflow 0.87 cfs @ 12.09 hrs, Volume= 2,755 cf Outflow = 0.87 cfs @ 12.09 hrs, Volume= 2,755 cf, Atten= 0%, Lag= 0.0 min ' Primary = 0.87 cfs @ 12.09 hrs, Volume= 2,755 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 134.10' @ 12.51 hrs 1 Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 23 Device Routing Invert Outlet Devices #1 Primary 133.00' 18.0" Round Culvert L= 90.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 133.00'/ 132.54' S= 0.0051 T Cc= 0.900 n= 0.010, Flow Area= 1.77 sf PrimaryOutflow Max=0.86 cfs @ 12.09 hrs HW=133.65' TW=133.51' (Dynamic Tailwater) t1=Culvert (Outlet Controls 0.86 cfs @ 1.74 fps) Summary for Pond 149P: CB Sta 1+65 LT [57] Hint: Peaked at 134.10' (Flood elevation advised) Inflow Area = 9,039 sf, 64.32% Impervious, Inflow Depth = 1.99" for 2 yr event Inflow = 0.47 cfs @ 12.09 hrs, Volume= 1,499 cf Outflow 0.47 cfs @ 12.09 hrs, Volume= 1,499 cf, Atten= 0%, Lag= 0.0 min Primary 0.47 cfs @ 12.09 hrs, Volume= 1,499 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 134.10'@ 12.55 hrs Device Routing Invert Outlet Devices #1 Primary 133.62' 12.0" Round Culvert L= 7.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 133.62'/ 133.50' S= 0.0171 T Cc= 0.900 n= 0.010, Flow Area= 0.79 sf PrimaryOutflow Max=0.46 cfs @ 12.09 hrs HW=133.97' TW=133.65' (Dynamic Tailwater) t1=Culvert (Barrel Controls 0.46 cfs @ 2.77 fps) Summary for Pond 150P: CB Sta 1+65 RT [57] Hint: Peaked at 134.10' (Flood elevation advised) Inflow Area = 7,902 sf, 58.00% Impervious, Inflow Depth = 1.91" for 2 yr event Inflow 0.40 cfs @ 12.09 hrs, Volume= 1,256 cf Outflow = 0.40 cfs @ 12.09 hrs, Volume= 1,256 cf, Atten= 0%, Lag= 0.0 min Primary = 0.40 cfs @ 12.09 hrs, Volume= 1,256 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 134.10' @ 12.55 hrs Device Routing Invert Outlet Devices #1 Primary 133.62' 12.0" Round Culvert L= 7.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 133.62'/ 133.50' S= 0.0171 T Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=0.39 cfs @ 12.09 hrs HW=133.94' TW=133.65' (Dynamic Tailwater) 't-1=Culvert (Barrel Controls 0.39 cfs @ 2.69 fps) 1 Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 ' HydroCADO 10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 24 Summary for Pond 151 P: DMH in Drainage Easement ' [57] Hint: Peaked at 134.87' (Flood elevation advised) Inflow Area = 29,836 sf, 65.43% Impervious, Inflow Depth = 2.07" for 2 yr event ' Inflow 1.61 cfs @ 12.09 hrs, Volume= 5,142 cf Outflow 1.61 cfs @ 12.09 hrs, Volume= 5,142 cf, Atten= 0%, Lag= 0.0 min Primary = 1.61 cfs @ 12.09 hrs, Volume= 5,142 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 134.87' @ 12.09 hrs ' Device Routing Invert Outlet Devices #1 Primary 134.25' 15.0" Round Culvert ' L= 52.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 134.25'/ 133.00' S= 0.02407' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf ' PrimaryOutFlow Max=1.57 cfs @ 12.09 hrs HW=134.86' TW=128.76' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.57 cfs @ 2.66 fps) ' Summary for Pond 152P: Detention Pond 3 Inflow Area = 57,305 sf, 37.42% Impervious, Inflow Depth = 1.55" for 2 yr event Inflow = 2.27 cfs @ 12.10 hrs, Volume= 7,423 cf ' Outflow = 0.81 cfs @ 12.40 hrs, Volume= 6,982 cf, Atten= 64%, Lag= 18.3 min Discarded = 0.02 cfs @ 12.40 hrs, Volume= 1,831 cf Primary = 0.79 cfs @ 12.40 hrs, Volume= 5,151 cf ' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 ' Peak Elev= 116.06' @ 12.40 hrs Surf.Area= 2,912 sf Storage= 2,700 cf Flood Elev= 136.50' Surf.Area= 5,400 sf Storage= 12,340 cf Plug-Flow detention time= 224.3 min calculated for 6,974 cf(94% of inflow) Center-of-Mass det. time= 193.6 min ( 1,017.9 -824.3 ) Volume Invert Avail.Storage Storage Description #1 115.00' 12,340 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 115.00 2,200 0 0 116.00 2,870 2,535 2,535 117.00 3,600 3,235 5,770 118.00 4,560 4,080 9,850 118.50 5,400 2,490 12,340 Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 HydroCAD® 10.00-15 s/n 06611 @2015 HvdroCAD Software Solutions LLC Page 25 Device Routing Invert Outlet Devices #1 Primary 113.50' 12.0" Round Culvert ' L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 113.50'/ 113.00' S= 0.0500 'P Cc= 0.900 n= 0.010, Flow Area= 0.79 sf ' #2 Device 1 115.50' 8.0"Vert. Orifice/Grate C= 0.600 #3 Secondary 118.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 ' 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #4 Discarded 115.00' 0.270 in/hr Exfiltration over Surface area iDiscarded OutFlow Max=0.02 cfs @ 12.40 hrs HW=116.06' (Free.Discharge) t--4--Exfiltration (Exfiltration Controls 0.02 cfs) ' Primary OutFlow Max=0.79 cfs @ 12.40 hrs HW=116.06' TW=0.00' (Dynamic Tailwater) L1=Culvert (Passes 0.79 cfs of 5.42 cfs potential flow) 2=0rifice/Grate (Orifice Controls 0.79 cfs @ 2.54 fps) te3 ,Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=115.00' TW=0.00' (Dynamic Tailwater) =Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 153P: DMH Sta 2+40 20' LT ' [57] Hint: Peaked at 136.43' (Flood elevation advised) Inflow Area = 29,836 sf, 65.43% Impervious, Inflow Depth = 2.07" for 2 yr event ' Inflow 1.61 cfs @ 12.09 hrs, Volume= 5,142 cf Outflow 1.61 cfs @ 12.09 hrs, Volume= 5,142 cf, Atten= 0%, Lag= 0.0 min Primary = 1.61 cfs @ 12.09 hrs, Volume= 5,142 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 13 Peak Elev= 136.43' @ 12.09 hrs ' Device Routing Invert Outlet Devices #1 Primary 135.81' 15.0" Round Culvert L= 54.0' CPP, square edge headwall, Ke= 0.500 ' Inlet/Outlet Invert= 135.81'/ 134.25' S= 0.0289 '/' Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Lrimary OutFlow Max=1.57 cfs @ 12.09 hrs HW=136.42' TW=134.86' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.57 cfs @ 2.66 fps) t Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type Ill 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 26 Summary for Pond 154P: DMH Sta 3+25 [57] Hint: Peaked at 140.76' (Flood elevation advised) Inflow Area = 29,836 sf, 65.43% Impervious, Inflow Depth = 2.07" for 2 yr event Inflow 1.61 cfs @ 12.09 hrs, Volume= 5,142 cf Outflow 1.61 cfs @ 12.09 hrs, Volume= 5,142 cf, Atten= 0%, Lag= 0.0 min Primary = 1.61 cfs @ 12.09 hrs, Volume= 5,142 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 140.76' @ 12.09 hrs ' Device Routing Invert Outlet Devices #1 Primary 140.08' 12.0" Round Culvert L= 86.0' CPP, square edge headwall, Ke= 0.500 ' Inlet/Outlet Invert= 140.08'/ 136.06' S= 0.0467 'P Cc= 0.900 n= 0.010, Flow Area= 0.79 sf PrimaryOutFlow Max=1.57 cfs @ 12.09 hrs HW=140.75' TW=136.42' (Dynamic Tailwater) t1=Culvert (Inlet Controls 1.57 cfs @ 2.80 fps) ' Summary for Pond 155P: CB Sta 3+50 LT [57] Hint: Peaked at 141.47' (Flood elevation advised) 1 Inflow Area = 16,522 sf, 60.42% Impervious, Inflow Depth = 1.99" for 2 yr event Inflow - 0.86 cfs @ 12.09 hrs, Volume= 2,741 cf Outflow = 0.86 cfs @ 12.09 hrs, Volume= 2,741 cf, Atten= 0%, Lag= 0.0 min Primary = 0.86 cfs @ 12.09 hrs, Volume= 2,741 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 141.47'@ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 141.00' 12.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 141.00'/ 140.08' S= 0.0460 'P Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=0.84 cfs @ 12.09 hrs HW=141.47' TW=140.75' (Dynamic Tailwater) L1=Culvert (Inlet Controls 0.84 cfs @ 2.33 fps) ' Summary for Pond 15613: CB Sta 3+50 RT ' [57] Hint: Peaked at 141.44' (Flood elevation advised) Inflow Area = 13,314 sf, 71.65% Impervious, Inflow Depth = 2.16" for 2 yr event Inflow 0.75 cfs @ 12.09 hrs, Volume= 2,402 cf Outflow 0.75 cfs @ 12.09 hrs, Volume= 2,402 cf, Atten= 0%, Lag= 0.0 min Primary = 0.75 cfs @ 12.09 hrs, Volume= 2,402 cf ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 HydroCAD@ 10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 27 Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs /3 Peak Elev= 141.44' @ 12.09 hrs Device Routing Invert Outlet Devices ' #1 Primary 141.00' 12.0" Round Culvert L= 23.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 141.00'/ 140.08' S= 0.0400 7' Cc= 0.900 1 n= 0.010, Flow Area= 0.79 sf PrimaryOutFlow Max=0.73 cfs @ 12.09 hrs HW=141.43' TW=140.75' (Dynamic Tailwater) t1=Culvert (Inlet Controls 0.73 cfs @ 2.24 fps) Summary for Pond 157P: DMH Lot Line 20121 ' [57) Hint: Peaked at 138.70' (Flood elevation advised) Inflow Area = 31,453 sf, 66.98% Impervious, Inflow Depth = 2.08" for 2 yr event Inflow 1.68 cfs @ 12.10 hrs, Volume= 5,442 cf Outflow 1.68 cfs @ 12.10 hrs, Volume= 5,442 cf, Atten= 0%, Lag= 0.0 min Primary = 1.68 cfs @ 12.10 hrs, Volume= 5,442 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 138.70'@ 12.10 hrs ' Device Routing Invert Outlet Devices #1 Primary 138.00' 12.0" Round Culvert L= 117.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 138.00'/ 126.50' S= 0.0983 /' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=1.67 cfs @ 12.10 hrs HW=138.70' TW=115.79' (Dynamic Tailwater) t1=Culvert (Inlet Controls 1.67 cfs @ 2.85 fps) I ' Summary for Pond 158P: CB Sta 2+93.99 [57] Hint: Peaked at 145.13' (Flood elevation advised) ' Inflow Area = 31,453 sf, 66.98% Impervious, Inflow Depth = 2.08" for 2 yr event Inflow 1.68 cfs @ 12.10 hrs, Volume= 5,442 cf Outflow = 1.68 cfs @ 12.10 hrs, Volume= 5,442 cf, Atten= 0%, Lag= 0.0 min ' Primary = 1.68 cfs @ 12.10 hrs, Volume= 5,442 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 13 ' Peak Elev= 145.13' @ 12.10 hrs Device Routing Invert Outlet Devices #1 Primary 144.43' 12.0" Round Culvert ' L= 62.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 144.43'/ 141.25' S= 0.0509 'f Cc= 0.900 i 1 Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 1 HydroCAD010.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 28 n= 0.010, Flow Area= 0.79 sf 1 Primary OutFlow Max=1.67 cfs @ 12.10 hrs HW=145.13' TW=138.70' (Dynamic Tailwater) t-1=Culvert (Inlet Controls 1.67 cfs @ 2.85 fps) 1 Summary for Pond 159P: DMH [57] Hint: Peaked at 123.32' (Flood elevation advised) Inflow Area = 46,024 sf, 68.15% Impervious, Inflow Depth = 2.13" for 2 yr event Inflow - 2.55 cfs @ 12.09 hrs, Volume= 8,184 cf Outflow = 2.55 cfs @ 12.09 hrs, Volume= 8,184 cf, Atten= 0%, Lag= 0.0 min ' Primary = 2.55 cfs @ 12.09 hrs, Volume= 8,184 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 1 Peak Elev= 123.32' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 122.58' 18.0" Round Culvert L= 39.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 122.58'/ 122.00' S= 0.0147 'P Cc= 0.900 n= 0.010, Flow Area= 1.77 sf 1 Primary OutFlow Max=2.49 cfs @ 12.09 hrs HW=123.31' TW=118.92' (Dynamic Tailwater) t-1=Culvert (Inlet Controls 2.49 cfs @ 2.91 fps) 1 Summary for Pond 160P: DMH 1 [57] Hint: Peaked at 135.24' (Flood elevation advised) Inflow Area = 46,024 sf, 68.15% Impervious, Inflow Depth = 2.13" for 2 yr event ' Inflow 2.55 cfs @ 12.09 hrs, Volume= 8,184 cf Outflow 2.55 cfs @ 12.09 hrs, Volume= 8,184 cf, Atten= 0%, Lag= 0.0 min Primary = 2.55 cfs @ 12.09 hrs, Volume= 8,184 cf 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 135.24' @ 12.09 hrs 1 Device Routing Invert Outlet Devices #1 Primary 134.50' 18.0" Round Culvert L= 83.0' CPP, square edge headwall, Ke= 0.500 ' Inlet/Outlet Invert= 134.50'/ 122.58' S= 0.1436 'P Cc= 0.900 n= 0.010, Flow Area= 1.77 sf Primary OutFlow, Max=2.49 cfs @ 12.09 hrs HW=135.23' TW=123.31' (Dynamic Tailwater) L1=Culvert (Inlet Controls 2.49 cfs @ 2.91 fps) i i Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type ///24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 29 Summary for Pond 161 P: DMH 10+66 [57] Hint: Peaked at 141.74' (Flood elevation advised) Inflow Area = 46,024 sf, 68.15% Impervious, Inflow Depth = 2.13" for 2 yr event Inflow 2.55 cfs @ 12.09 hrs, Volume= 8,184 cf Outflow 2.55 cfs @ 12.09 hrs, Volume= 8,184 cf, Atten= 0%, Lag= 0.0 min Primary = 2.55 cfs @ 12.09 hrs, Volume= 8,184 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs /3 Peak Elev= 141.74' @ 12.09 hrs I Device Routing Invert Outlet Devices #1 Primary 141.00' 18.0" Round Culvert L= 35.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 141.00'/ 134.50' S= 0.18577' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf Primary OutFlow Max=2.49 cfs @ 12.09 hrs HW=141.73' TW=135.23' (Dynamic Tailwater) t1=Culvert (Inlet Controls 2.49 cfs @ 2.91 fps) ' Summary for Pond 162P: CB Sta 10+86 [57] Hint: Peaked at 142.16' (Flood elevation advised) Inflow Area = 15,593 sf, 75.41% Impervious, Inflow Depth = 2.26" for 2 yr event Inflow 0.91 cfs @ 12.09 hrs, Volume= 2,931 cf Outflow = 0.91 cfs @ 12.09 hrs, Volume= 2,931 cf, Atten= 0%, Lag= 0.0 min Primary = 0.91 cfs @ 12.09 hrs, Volume= 2,931 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 142.16' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 141.60' 12.0" Round Culvert L= 18.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 141.60'/ 141.50' S= 0.0056 'P Cc= 0.900 n= 0.010, Flow Area= 0.79 sf PrimaryOutFlow Max=0.88 cfs @ 12.09 hrs HW=142.16' TW=141.73' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.88 cfs @ 2.85 fps) Summary for Pond 163P: DMH Sta 9+72.5 [57] Hint: Peaked at 143.42' (Flood elevation advised) Inflow Area = 30,431 sf, 64.42% Impervious, Inflow Depth = 2.07" for 2 yr event Inflow = 1.64 cfs @ 12.09 hrs, Volume= 5,253 cf Outflow 1.64 cfs @ 12.09 hrs, Volume= 5,253 cf, Atten= 0%, Lag= 0.0 min Primary 1.64 cfs @ 12.09 hrs, Volume= 5,253 cf ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type Ill 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 30 Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs /3 Peak Elev= 143.42' @ 12.09 hrs Device Routing Invert Outlet Devices ' #1 Primary 142.73' 12.0" Round Culvert L= 84.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 142.73'/ 141.50' S= 0.01467' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=1.61 cfs @ 12.09 hrs HW=143.41' TW=141.73' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.61 cfs @ 2.81 fps) ISummary for Pond 164P: CB Sta 9+50 LT ' [57] Hint: Peaked at 143.61' (Flood elevation advised) Inflow Area = 14,133 sf, 68.86% Impervious, Inflow Depth = 2.16" for 2 yr event Inflow = 0.79 cfs @ 12.09 hrs, Volume= 2,549 cf Outflow = 0.79 cfs @ 12.09 hrs, Volume= 2,549 cf, Atten= 0%, Lag= 0.0 min Primary = 0.79 cfs @ 12.09 hrs, Volume= 2,549 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 143.61' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 143.06' 12.0" Round Culvert L= 15.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 143.06'/ 142.73' S= 0.0220 'P Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=0.78 cfs @ 12.09 hrs HW=143.60' TW=143.41' (Dynamic Tailwater) t1=Culvert (Outlet Controls 0.78 cfs @ 2.58 fps) Summary for Pond 165P: CB Sta 9+50 RT [57] Hint: Peaked at 143.63' (Flood elevation advised) ' Inflow Area = 16,298 sf, 60.58% Impervious, Inflow Depth = 1.99" for 2 yr event Inflow 0.85 cfs @ 12.09 hrs, Volume= 2,703 cf Outflow = 0.85 cfs @ 12.09 hrs, Volume= 2,703 cf, Atten= 0%, Lag= 0.0 min Primary = 0.85 cfs @ 12.09 hrs, Volume= 2,703 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 ' Peak Elev= 143.63' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 143.06' 12.0" Round Culvert L= 22.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 143.06'1142.73' S= 0.0150 'P Cc= 0.900 Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 31 n= 0.010, Flow Area= 0.79 sf I Primary OutFlow Max=0.83 cfs @ 12.09 hrs HW=143.62' TW=143.41' (Dynamic Tailwater) t--1=Culvert (Outlet Controls 0.83 cfs @ 2.63 fps) ' Summary for Pond 166P: DMH Sta 0+10 [57] Hint: Peaked at 125.39' (Flood elevation advised) Inflow Area = 13,846 sf, 46.98% Impervious, Inflow Depth = 1.67" for 2 yr event Inflow = 0.60 cfs @ 12.09 hrs, Volume= 1,927 cf ' Outflow 0.60 cfs @ 12.09 hrs, Volume= 1,927 cf, Atten= 0%, Lag= 0.0 min Primary 0.60 cfs @ 12.09 hrs, Volume= 1,927 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 ' Peak Elev= 125.39' @ 12.09 hrs Device Routing Invert Outlet Devices ' #1 Primary 125.00' 12.0" Round Culvert L= 33.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 125.00'/ 124.68' S= 0.00977' Cc= 0.900 ' n= 0.010, Flow Area= 0.79 sf PrimaryOutFlow Max=0.59 cfs @ 12.09 hrs HW=125.39' TW=123.10' (Dynamic Tailwater) t1=Culvert (Inlet Controls 0.59 cfs @ 2.12 fps) Summary for Pond 16713: CB Sta 0+0 Rt ' [57] Hint: Peaked at 125.55' (Flood elevation advised) Inflow Area = 4,997 sf, 69.68% Impervious, Inflow Depth = 2.16" for 2 yr event Inflow 0.28 cfs @ 12.09 hrs, Volume= 901 cf Outflow 0.28 cfs @ 12.09 hrs, Volume= 901 cf, Atten= 0%, Lag= 0.0 min Primary = 0.28 cfs @ 12.09 hrs, Volume= 901 cf I ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 125.55' @ 12.09 hrs Device_Routing Invert Outlet Devices #1 Primary 125.25' 12.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 125.25'/ 125.00' S= 0.0125 'P Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=0.27 cfs @ 12.09 hrs HW=125.55' TW=125.38' (Dynamic Tailwater) t1=Culvert (Outlet Controls 0.27 cfs @ 2.10 fps) 1 Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 11124-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 1 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 32 Summary for Pond 168P: CB Sta 0+0 Lt ' [57] Hint: Peaked at 125.57' (Flood elevation advised) ' Inflow Area = 8,849 sf, 34.16% Impervious, Inflow Depth = 1.39" for 2 yr event Inflow 0.32 cfs @ 12.10 hrs, Volume= 1,026 cf Outflow 0.32 cfs @ 12.10 hrs, Volume= 1,026 cf, Atten= 0%, Lag= 0.0 min Primary = 0.32 cfs @ 12.10 hrs, Volume= 1,026 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 125.57' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 125.25' 12.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 125.25'/ 125.00' S= 0.0125 ? Cc= 0.900 n= 0.010, Flow Area= 0.79 sf ' PrimaryOutFlow Max=0.32 cfs @ 12.10 hrs HW=125.57' TW=125.39' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 0.32 cfs @ 2.24 fps) ' Summary for Link 109L: Total Surface Runoff discharging from project area Inflow Area = 872,510 sf, 18.10% Impervious, Inflow Depth = 0.98" for 2 yr event Inflow 12.01 cfs @ 12.19 hrs, Volume= 71,149 cf Primary 12.01 cfs @ 12.19 hrs, Volume= 71,149 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 128L: Runoff towards existing wetlands to the north Inflow Area = 315,936 sf, 19.88% Impervious, Inflow Depth = 1.06" for 2 yr event Inflow 4.48 cfs @ 12.21 hrs, Volume= 28,026 cf Primary = 4.48 cfs @ 12.21 hrs, Volume= 28,026 cf, Atten= 0%, tag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Summary for Link 132L: Runoff towards Clark Avenue Drainage System Inflow Area = 123,289 sf, 42.07% Impervious, Inflow Depth = 1.40" for 2 yr event Inflow 4.53 cfs @ 12.09 hrs, Volume= 14,372 cf Primary 4.53 cfs @ 12.09 hrs, Volume= 14,372 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 2 yr Rainfall=3.10" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 33 Summary for Link 139L: Runoff towards existing wetlands to the south Inflow Area = 556,574 sf, 17.09% Impervious, Inflow Depth = 0.93" for 2 yr event Inflow - 7.62 cfs @ 12.16 hrs, Volume= 43,123 cf Primary = 7.62 cfs @ 12.16 hrs, Volume= 43,123 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 142L: Add Inflow Area = 373,221 sf, 7.69% Impervious, Inflow Depth = 0.75" for 2 yr event ' Inflow 4.62 cfs @ 12.26 hrs, Volume= 23,307 cf Primary 4.62 cfs @ 12.26 hrs, Volume= 23,307 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs r 1 t Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 80S: PR-CB O+ORT ' Runoff = 0.44 cfs @ 12.09 hrs, Volume= 1,457 cf, Depth= 3.50" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (so CN Description ' 375 98 Unconnected roofs, HSG C 1,515 74 >75% Grass cover, Good, HSG C 3,107 98 Paved parking, HSG C ' 4,997 91 Weighted Average 1,515 30.32% Pervious Area 3,482 69.68% Impervious Area ' 375 10.77% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 15 0.0312 3.59 Shallow Concentrated Flow, ' Paved Kv= 20.3 fps 0.6 165 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 4.0 205 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 81 S: PR-CB O+OLT ' Runoff = 0.59 cfs @ 12.09 hrs, Volume= 1,879 cf, Depth= 2.55" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description ' 375 70 Woods, Good, HSG C 3,751 74 >75% Grass cover, Good, HSG C 3,023 98 Paved parking, HSG C 1,700 70 Woods, Good, HSG C 8,849 81 Weighted Average 5,826 65.84% Pervious Area 3,023 34.16% Impervious Area 1 ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type Ill 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 ' ydroCADO 10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 2 Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 15 0.0312 3.59 Shallow Concentrated Flow, ' Paved Kv= 20.3 fps 0.6 160 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.0 200 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 111 S: EX-1 R ' Runoff = 7.10 cfs @ 12.20 hrs, Volume= 28,831 cf, Depth= 1.82" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 141,864 70 Woods, Good, HSG C 37,700 74 >75% Grass cover, Good, HSG C 6,000 98 Unconnected roofs, HSG C ' 4,490 91 Rip rap slope, HSG C 190,054 72 Weighted Average 184,054 96.84% Pervious Area t 6,000 3.16% Impervious Area 6,000 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.5 100 0.0800 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" ' 0.4 100 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.7 275 0.1500 6.24 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 13.6 475 Total Summary for Subcatchment 136S: EX-411 Runoff = 2.60 cfs @ 12.21 hrs, Volume= 10,720 cf, Depth= 1.82" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 10 yr Rainfall=4.50" -- Prepared by Microsoft Printed 2/2/2016 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 3 Area (sf) CN Description 51,513 70 Woods, Good, HSG C 2,250 98 Unconnected roofs, HSG C 1,142 98 Unconnected pavement, HSG C 15,763 74 >75% Grass cover, Good, HSG C i 70,668 72 Weighted Average 67,276 95.20% Pervious Area 3,392 4.80% Impervious Area ' 3,392 100.00% Unconnected Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (f/sec) (cfs) 12.5 100 0.0800 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 100 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.3 220 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 14.2 420 Total Summary for Subcatchment 137S: EX-2r ' Runoff = 0.72 cfs @ 12.10 hrs, Volume= 2,303 cf, Depth= 2.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Adj Description ' 500 70 Woods, Good, HSG C 375 98 Unconnected roofs, HSG C 1,240 98 Unconnected pavement, HSG C 11,363 74 >75% Grass cover. Good, HSG C 13,478 77 75 Weighted Average, UI Adjusted 11,863 88.02% Pervious Area ' 1,615 11.98% Impervious Area 1,615 100.00% Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 3.3 50 0.0800 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.5 100 0.0400 3.22 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.6 95 0.0260 2.60 Shallow Concentrated Flow, t Unpaved Kv= 16.1 fps 0.1 35 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.5 280 Total, Increased to minimum Tc = 6.0 min i i Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 iHydroCAD@ 10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 138S: EX-311 iRunoff = 6.59 cfs @ 12.23 hrs, Volume= 28,435 cf, Depth= 1.75' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs iType III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description i 400 81 1/3 acre lots, 30% imp, HSG C 159,236 70 Woods, Good, HSG C 3,750 98 Unconnected roofs, HSG C i 32,000 74 >75% Grass cover, Good, HSG C 195,386 71 Weighted Average 191,516 98.02% Pervious Area i 3,870 1.98% Impervious Area 3,750 96.90% Unconnected Tc Length Slope Velocity Capacity Description i (min) (feet) (ft/ft) (ft/sec) (cfs) 14.8 100 0.0530 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" i 0.5 180 0.1700 6.64 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3 45 0.0200 2.28 Shallow Concentrated Flow, i Unpaved Kv= 16.1 fps 15.6 325 Total - Summary for Subcatchment 140S: EX-5 (No Change) Runoff - 1.74 cfs @ 12.18 hrs, Volume= 6,955 cf, Depth= 1.67' i Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" i Area (sf) CN Description 49,862 70 Woods, Good, HSG C 49,862 100.00% Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) i 10.0 100 0.1400 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 100 0.1400 6.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps i 2.0 360 0.0360 3.05 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 12.3 560 Total ! Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 ! HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 142S: PR- POND 2 ! Runoff = 0.78 cfs @ 12.10 hrs, Volume= 2,471 cf, Depth= 2.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ! Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description ! 13,712 74 >75% Grass cover, Good, HSG C 750 98 Unconnected roofs, HSG C 14,462 75 Weighted Average ! 13,712 94.81% Pervious Area 750 5.19% Impervious Area 750 100.00% Unconnected ! Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, ! Grass: Short n= 0.150 P2= 3.10" 0.1 20 0.0700 4.26 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 15 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.6 85 Total, Increased to minimum Tc = 6.0 min ! Summary for Subcatchment 143S: PR-POND 1 ! Runoff = 2.32 cfs @ 12.10 hrs, Volume= 7,368 cf, Depth= 2.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ! Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Adi Description 4,125 98 Unconnected roofs, HSG C ! 33,998 74 >75% Grass cover, Good, HSG C 5,000 70 Woods, Good, HSG C 43,123 76 75 Weighted Average, UI Adjusted ! 38,998 90.43% Pervious Area 4,125 9.57% Impervious Area 4,125 100.00% Unconnected ! I 1 ` 1 I Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 ' ydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 6 Tc Length Slope Velocity Capacity Description 1 (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 50 0.0550 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 1.1 170 0.0250 2.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 65 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 5.0 285 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 144S: PR-CB 1+65 RT ' Runoff = 0.65 cfs @ 12.09 hrs, Volume= 2,105 cf, Depth= 3.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 1,125 98 Unconnected roofs, HSG C 3,458 98 Paved parking, HSG C 3,319 74 >75% Grass cover, Good, HSG C ' 7,902 88 Weighted Average 3,319 42.00% Pervious Area 4,583 58.00% Impervious Area 1,125 24.55% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 165 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.9 200 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 145S: PR-CB 3+50LT Runoff = 1.40 cfs @ 12.09 hrs, Volume= 4,537 cf, Depth= 3.30" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 7 Area (sf) CN Description 2,625 98 Unconnected roofs, HSG C 7,358 98 Paved parking, HSG C 6,539 74 >75% Grass cover, Good HSG C 16,522 89 Weighted Average 6,539 39.58% Pervious Area 9,983 60.42% Impervious Area 2,625 26.29% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) ' 3.6 20 0.0100 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 285 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.3 315 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 146S: PR-CB 3+5011T Runoff = 1.18 cfs @ 12.09 hrs, Volume= 3,881 cf, Depth= 3.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description 2,625 98 Unconnected roofs, HSG C 6,914 98 Paved parking, HSG C 3,775 74 >75% Grass cover, Good, HSG C 13,314 91 Weighted Average 3,775 28.35% Pervious Area 9,539 71.65% Impervious Area 2,625 27.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (f/sec) (cfs) 2.9 15 0.0100 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, ' Paved Kv= 20.3 fps 1.7 285 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.6 310 Total, Increased to minimum Tc = 6.0 min Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 147S: PR-CB 1+65 LT Runoff = 0.77 cfs @ 12.09 hrs, Volume= 2,482 cf, Depth= 3.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description ' 1,500 98 Unconnected roofs, HSG C 4,314 98 Paved parking, HSG C 3,225 74 >75% Grass cover, Good, HSG C ' 9,039 89 Weighted Average 3,225 35.68% Pervious Area 5,814 64.32% Impervious Area 1,500 25.80% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 165 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.9 200 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 148S: 3/4 roof area Lot 12 Runoff = 0.11 cfs @ 12.09 hrs, Volume= 400 cf, Depth= 4.26" 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (so CN Description 1,125 98 Roofs, HSG C 1,125 100.00% Impervious Area Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (f/sec) (cfs) 1.0 Direct Entry, ' 1.0 0 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 149S: EX-RES 1 r Runoff = 7.23 cfs @ 12.09 hrs, Volume= 22,992 cf, Depth= 2.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMI7TAL_R(Tc=6 min) Type ///24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 9 Area (sf) CN Description 61,852 81 1/3 acre lots, 30% imp, HSG C 24,065 98 Paved parking, HSG C 7,317 74 >75% Grass cover, Good, HSG C 1,606 70 Woods, Good, HSG C ' 94,840 85 Weighted Average 52,219 55.06% Pervious Area 42,621 44.94% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) ' 3.5 50 0.0700 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.3 100 0.1000 5.09 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 150 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.0 300 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 150S: PR-CB Road B ' Runoff = 2.70 cfs @ 12.09 hrs, Volume= 8,901 cf, Depth= 3.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description I ' 3,750 98 Unconnected roofs, HSG C 10,385 74 >75% Grass cover, Good, HSG C 17,318 98 Paved parking, HSG C 31,453 90 Weighted Average ' 10,385 33.02% Pervious Area 21,068 66.98% Impervious Area 3,750 17.80% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 4.3 35 0.0200 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.2 270 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.5 315 Total t Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMMAL_R(Tc=6 min) Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 151 S: PR-POND 3 ' Runoff = 1.28 cfs @ 12.10 hrs, Volume= 4,084 cf, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Adi Description 375 98 Unconnected roofs, HSG C 20,077 74 >75% Grass cover, Good, HSG C 5,400 70 Woods, Good, HSG C ' 25,852 74 73 Weighted Average, UI Adjusted 25,477 98.55% Pervious Area 375 1.45% Impervious Area 375 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 50 0.1700 0.34 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.3 115 0.1700 6.64 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 0.0 10 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.7 175 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 152S: PR-CB 9+50LT Runoff = 1.25 cfs @ 12.09 hrs, Volume= 4,120 cf, Depth= 3.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description I ' 2,625 98 Unconnected roofs, HSG C 4,401 74 >75% Grass cover, Good, HSG C 7,107 98 Paved parking, HSG C ' 14,133 91 Weighted Average 4,401 31.14% Pervious Area 9,732 68.86% Impervious Area 2,625 26.97% Unconnected t 1 Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 11 Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 260 0.0160 2.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 5.0 295 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 153S: PR-CB 10+84 ' Runoff = 1.41 cfs @ 12.09 hrs, Volume= 4,681 cf, Depth= 3.60" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" Area (sf) CN Description ' 1,875 98 Unconnected roofs, HSG C 3,834 74 >75% Grass cover, Good, HSG C 9,884 98 Paved parking, HSG C ' 15,593 92 Weighted Average 3,834 24.59% Pervious Area 11,759 75.41% Impervious Area 1,875 15.95% Unconnected Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (f/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.1 165 0.0160 2.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 4.4 200 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 154S: PR-CB 9+50RT tRunoff = 1.38 cfs @ 12.09 hrs, Volume= 4,475 cf, Depth= 3.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.50" 1 1 Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 1 HydroCAD@ 10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 12 Area (sf) CN Description 1 1,875 98 Unconnected roofs, HSG C 6,425 74 >75% Grass cover, Good, HSG C 7,998 98 Paved parking, HSG C 1 16,298 89 Weighted Average 6,425 39.42% Pervious Area 9,873 60.58% Impervious Area 1,875 18.99% Unconnected 1 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 40 0.0800 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1 1.8 280 0.0160 2.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.5 330 Total, Increased to minimum Tc = 6.0 min 1 Summary for Subcatchment 155S: EX-RES 2R 1 Runoff = 0.90 cfs @ 12.09 hrs, Volume= 2,856 cf, Depth= 2.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 Type III 24-hr 10 yr Rainfall=4.50" Area (so CN Description 1 12,285 81 1/3 acre lots, 30% imp, HSG C 1,640 70 Woods, Good, HSG C 13,925 80 Weighted Average 1 10,240 73.53% Pervious Area 3,686 26.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 4.3 50 0.0400 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 1 0.4 55 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.7 105 Total, Increased to minimum Tc = 6.0 min 1 Summary for Subcatchment 156S: PR-POND 4 1 Runoff = 1.36 cfs @ 12.09 hrs, Volume= 4,285 cf, Depth= 2.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Type III 24-hr 10 yr Rainfall=4.50" 1 Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type ///24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 13 Area (sf) CN Description 1,500 98 Unconnected roofs, HSG C 15,295 74 >75% Grass cover, Good, HSG C * 4,840 91 Rip Rap, HSG C 21,635 79 Weighted Average 20,135 93.07% Pervious Area 1,500 6.93% Impervious Area 1,500 100.00% Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 50 0.1500 0.33 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 20 0.1200 5.58 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 0.1 30 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 25 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.8 125 Total, Increased to minimum Tc = 6.0 min Summary for Pond 78P: Proposed CULTEC 330XL (Subsurface Infiltration System) [80]Warning: Exceeded Pond 166P by 0.39' @ 24.45 hrs (0.59 cfs 1,453 cf) Inflow Area = 14,971 sf, 50.97% Impervious, Inflow Depth = 2.99" for 10 yr event Inflow = 1.15 cfs @ 12.09 hrs, Volume= 3,735 cf Outflow = 0.01 cfs @ 9.50 hrs, Volume= 1,160 cf, Atten= 99%, Lag= 0.0 min Discarded = 0.01 cfs @ 9.50 hrs, Volume= 1,160 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 125.41' @ 24.05 hrs Surf.Area= 1,527 sf Storage= 3,122 cf Plug-Flow detention time= 725.1 min calculated for 1,160 cf(31% of inflow) Center-of-Mass det. time= 583.0 min ( 1,385.7- 802.7 ) Volume Invert Avail.Storage Storage Description ' #1A 122.40' 1,307 cf 25.67'W x 59.501 x 3.54'H Field A 5,409 cf Overall - 2,142 cf Embedded = 3,267 cf x 40.0% Voids #2A 122.90' 2,142 cf Cultec R-330XL x 40 Inside#1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001= 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50'Overlap Row Length Adjustment= +1.50' x 7.45 sf x 5 rows 3,449 cf Total Available Storage Storage Group A created with Chamber Wizard ' Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type ///24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 14 Device Routing Invert Outlet Devices ' #1 Discarded 122.40' 0.270 in/hr Exfiltration over Surface area #2 Secondary 127.75' 4.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 ' Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 ' Discarded OutFlow Max=0.01 cfs @ 9.50 his HW=122.46' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) ' Secondary OutFlow, Max=0.00 cfs @ 0.00 hrs HW=122.40' TW=0.00' (Dynamic Tailwater) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 142P: Detention Pond 1 ' [80]Warning: Exceeded Pond 147P by 0.31' @ 24.35 hrs (0.39 cfs 1,181 co ' Inflow Area = 60,064 sf, 24.18% Impervious, Inflow Depth = 2.39" for 10 yr event Inflow 3.74 cfs @ 12.09 hrs, Volume= 11,955 cf Outflow = 1.83 cfs @ 12.27 his, Volume= 11,637 cf, Atten= 51%, Lag= 10.7 min ' Discarded 0.01 cfs @ 12.27 hrs, Volume= 748 cf Primary 1.82 cfs @ 12.27 hrs, Volume= 10,889 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 Cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 134.73' @ 12.27 hrs Surf.Area= 2,042 sf Storage= 3,477 cf Flood Elev= 136.50' Surf.Area= 3,660 sf Storage= 8,258 cf ' Plug-Flow detention time= 90.7 min calculated for 11,622 cf(97% of inflow) Center-of-Mass det. time= 76.4 min ( 901.0- 824.6 ) ' Volume Invert Avail.Storage Storage Description #1 132.00' 8,258 cf Custom Stage Data (Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 132.00 600 0 0 133.00 1,060 830 830 134.00 1,590 1,325 2,155 135.00 2,210 1,900 4,055 ' 136.00 2,910 2,560 6,615 136.50 3,660 1,643 8,258 1 1 1 1 Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type Ill 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 1 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 15 Device Routing Invert Outlet Devices ' #1 Primary 131.50' 12.0" Round Culvert L= 175.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 131.50'/ 129.75' S= 0.0100 T Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 132.75' 4.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 134.00' 8.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 134.50' 10.0"Vert. Orifice/Grate C= 0.600 1 #5 Secondary 136.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 1 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #6 Discarded 132.00' 0.270 in/hr Exfiltration over Surface area 1 Discarded OutFlow Max=0.01 cfs @ 12.27 hrs HW=134.72' (Free Discharge) L-6=Exfiltration (Exfiltration Controls 0.01 cfs) 1 Primary OutFlow Max=1.81 cfs @ 12.27 hrs HW=134.72' TW=0.00' (Dynamic Tailwater) 't--1=Culvert (Passes 1.81 cfs of 5.76 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.56 cfs @ 6.47 fps) 3=Orifice/Grate (Orifice Controls 1.05 cfs @ 3.01 fps) -Orifice/Grate (Orifice Controls 0.19 cfs @ 1.61 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=132.00' TW=0.00' (Dynamic Tailwater) ' ?S=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 143P: Detention Pond 2 1 Inflow Area = 44,298 sf, 45.76% Impervious, Inflow Depth = 2.95" for 10 yr event Inflow = 3.36 cfs @ 12.09 hrs, Volume= 10,889 cf 1 Outflow = 0.23 cfs @ 13.78 hrs, Volume= 10,272 cf, Atten= 93%, Lag= 101.4 min Discarded = 0.02 cfs @ 13.78 hrs, Volume= 2,109 cf Primary = 0.20 cfs @ 13.78 hrs, Volume= 8,163 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf 1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 130.12' @ 13.78 hrs Surf.Area= 3,682 sf Storage= 6,135 cf Flood Elev= 136.50' Surf.Area=6,340 sf Storage= 17,293 cf Plug-Flow detention time= 375.0 min calculated for 10,259 cf(94% of inflow) 1 Center-of-Mass det. time= 345.0 min ( 1,149.9- 804.9 ) Volume Invert Avail.Storage Storage Description #1 128.00' 17,293 cf Custom Stage Data (Prismatic) Listed below(Recalc) 1 1 Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCADO 10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 16 Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 128.00 1,800 0 0 128.50 2,560 1,090 1,090 129.00 2,890 1,363 2,453 130.00 3,590 3,240 5,693 131.00 4,350 3,970 9,663 132.00 5,160 4,755 14,418 ' 132.50 6,340 2,875 17,293 Device Routing Invert Outlet Devices ' #1 Primary 127.50' 12.0" Round Culvert L= 16.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 127.50'/ 127.00' S= 0.03137' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Secondary 132.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 ' Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #3 Discarded 128.00' 0.270 in/hr Exfiltration over Surface area #4 Device 1 128.50' 2.5"Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.02 cfs @ 13.78 hrs HW=130.12' (Free Discharge) t3=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.20 cfs @ 13.78 hrs HW=130.12' TW=0.00' (Dynamic Tailwater) t1=Culvert (Passes 0.20 cfs of 5.51 cfs potential flow) 1 t--4--Orifice/Grate (Orifice Controls 0.20 cfs @ 5.93 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=128.00' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) ' Summary for Pond 144P: Detention Pond 4 ' Inflow Area = 67,659 sf, 48.57% Impervious, Inflow Depth = 3.11" for 10 yr event Inflow 5.40 cfs @ 12.09 hrs, Volume= 17,560 cf Outflow = 1.35 cfs @ 12.48 hrs, Volume= 16,835 cf, Atten= 75%, Lag= 23.3 min ' Discarded = 0.02 cfs @ 12.48 hrs, Volume= 1,197 cf Primary 1.32 cfs @ 12.48 hrs, Volume= 15,638 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 Cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 120.21' @ 12.48 hrs Surf.Area= 3,538 sf Storage= 6,449 cf ' Plug-Flow detention time= 114.1 min calculated for 16,835 cf(96% of inflow) Center-of-Mass det. time= 90.4 min ( 891.1 - 800.7 ) Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type Ill 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 17 Volume Invert Avail.Storage Storage Description #1 117.00' 18,006 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 117.00 790 0 0 118.00 1,460 1,125 1,125 119.00 2,230 1,845 2,970 ' 120.00 3,285 2,758 5,728 121.00 4,480 3,883 9,610 122.00 5,825 5,153 14,763 122.50 7,150 3,244 18,006 Device Routing Invert Outlet Devices #1 Primary 114.50' 12.0" Round Culvert ' L= 13.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 114.50'/ 114.00' S= 0.0385 'P Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Discarded 117.00' 0.270 in/hr Exfiltration over Surface area #3 Device 1 118.00' 6.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 120.50' 8.0"Vert. Orifice/Grate C= 0.600 #5 Secondary 122.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Qiscarded OutFlow Max=0.02 cfs @ 12.48 hrs HW=120.21' (Free Discharge) ' `2=Exfltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=1.32 cfs @ 12.48 hrs HW=120.21' TW=0.00' (Dynamic Tailwater) t_ =Culvert (Passes 1.32 cfs of 8.63 cfs potential flow) 4=Orifice/Grate (Orifice Controls 1.32 cfs @ 6.74 fps) LL :4{Orifice/Grate ( Controls 0.00 cfs) ' econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=117.00' TW=0.00' (Dynamic Tailwater) Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 14513: Non jurisdicitional Isolated Wetland "B" Series Inflow Area = 70,668 sf, 4.80% Impervious, Inflow Depth = 1.82" for 10 yr event Inflow 2.60 cfs @ 12.21 hrs, Volume= 10,720 cf Outflow 2.45 cfs @ 12.26 hrs, Volume= 10,696 cf, Atten= 6%, Lag= 3.4 min Discarded = 0.01 cfs @ 12.26 hrs, Volume= 280 cf 1 Primary = 2.44 cfs @ 12.26 hrs, Volume= 10,416 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 142.19' @ 12.26 hrs Surf.Area= 2,943 sf Storage= 656 cf ' Plug-Flow detention time= 19.3 min calculated for 10,682 cf(100% of inflow) ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type ///24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD® 10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 18 Center-of-Mass det. time= 19.1 min ( 874.8 -855.7 ) Volume Invert Avail.Storage Storage Description #1 141.60' 2,179 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 141.60 0 0 0 ' 141.80 160 16 16 141.90 1,300 73 89 142.00 1,500 140 229 142.20 3,000 450 679 142.40 3,700 670 1,349 142.60 4,600 830 2,179 Device Routing Invert Outlet Devices #1 Primary 141.94' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' #2 Discarded 141.60' 0.090 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 12.26 hrs HW=142.19' (Free Discharge) t2=Exfiltration (Exfiltration Controls 0.01 cfs) ' Primary OutFlow Max=2.42 cfs @ 12.26 hrs HW=142.19' TW=0.00' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir (Weir Controls 2.42 cfs @ 1.20 fps) Summary for Pond 146P: Non jurisdictional Isolated Wetland "C" Series Inflow Area = 49,862 sf, 0.00% Impervious, Inflow Depth = 1.67" for 10 yr event Inflow 1.74 cfs @ 12.18 hrs, Volume= 6,955 cf Outflow = 0.18 cfs @ 13.95 hrs, Volume= 3,259 cf, Atten= 90%, Lag= 106.1 min Discarded 0.01 cfs @ 13.95 hrs, Volume= 633 cf Primary 0.17 cfs @ 13.95 hrs, Volume= 2,626 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 133.74' @ 13.95 hrs Surf.Area= 3,015 sf Storage= 4,161 cf Plug-Flow detention time= 401.4 min calculated for 3,259 cf(47% of inflow) Center-of-Mass det. time= 272.4 min ( 1,131.8- 859.4 ) Volume Invert Avail.Storage Storage Description #1 131.67' 4,945 cf Custom Stage Data(Prismatic) Listed below(Recalc) i 1 ' Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 19 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 131.67 0 0 0 132.00 1,300 215 215 132.60 2,000 990 1,204 133.00 2,500 900 2,105 133.70 3,000 1,925 4,029 134.00 3,100 915 4,945 Device Routing Invert Outlet Devices #1 Primary 133.70' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Discarded 131.67' 0.090 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 13.95 hrs HW=133.74' (Free Discharge) It2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.17 cfs @ 13.95 hrs HW=133.74' TW=0.00' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir (Weir Controls 0.17 cfs @ 0.49 fps) Summary for Pond 147P: DMH Lot 12 Drainage Easement [57] Hint: Peaked at 134.73' (Flood elevation advised) Inflow Area = 16,941 sf, 61.37% Impervious, Inflow Depth = 3.25" for 10 yr event Inflow 1.42 cfs @ 12.09 hrs, Volume= 4,587 cf Outflow 1.42 cfs @ 12.09 hrs, Volume= 4,587 cf, Atten= 0%, Lag= 0.0 min Primary = 1.42 cfs @ 12.09 hrs, Volume= 4,587 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 134.73' @ 12.27 hrs Device Routing Invert Outlet Devices #1 Primary 132.54' 18.0" Round Culvert L= 34.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 132.54'/ 132.40' S= 0.0041 T Cc= 0.900 n= 0.010, Flow Area= 1.77 sf ' Primary OutFlow Max=1.39 cfs @ 12.09 hrs HW=134.36' TW=134.33' (Dynamic Tailwater) t1=Culvert (Inlet Controls 1.39 cfs @ 0.78 fps) I Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 20 Summary for Pond 148P: DMH Sta 1+72 [57] Hint: Peaked at 134.74' (Flood elevation advised) [80]Warning: Exceeded Pond 149P by 0.17' @ 12.10 hrs (1.36 cfs 892 co ' [80] Warning: Exceeded Pond 150P by 0.19' @ 12.10 hrs (1.44 cfs 942 cf) Inflow Area = 16,941 sf, 61.37% Impervious, Inflow Depth = 3.25" for 10 yr event Inflow = 1.42 cfs @ 12.09 hrs, Volume= 4,587 cf ' Outflow 1.42 cfs @ 12.09 hrs, Volume= 4,587 cf, Atten= 0%, Lag= 0.0 min Primary 1.42 cfs @ 12.09 hrs, Volume= 4,587 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 134.74' @ 12.27 hrs Device Routing Invert Outlet Devices ' #1 Primary 133.00' 18.0" Round Culvert L= 90.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 133.00'/ 132.54' S= 0.00517' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf Primary OutFlow Max=1.40 cfs @ 12.09 hrs HW=134.40' TW=134.36' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 1.40 cfs @ 1.06 fps) Summary for Pond 149P: CB Sta 1+65 LT [57] Hint: Peaked at 134.74' (Flood elevation advised) ' Inflow Area = 9,039 sf, 64.32% Impervious, Inflow Depth = 3.30" for 10 yr event Inflow 0.77 cfs @ 12.09 hrs, Volume= 2,482 cf Outflow 0.77 cfs @ 12.09 hrs, Volume= 2,482 cf, Atten= 0%, Lag= 0.0 min Primary = 0.77 cfs @ 12.09 hrs, Volume= 2,482 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 134.74' @ 12.32 hrs Device Routing Invert Outlet Devices #1 Primary 133.62' 12.0" Round Culvert L= 7.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 133.62'/ 133.50' S= 0.0171 T Cc= 0.900 n= 0.010, Flow Area= 0.79 sf PrimaryOutFlow Max=0.00 cfs @ 12.09 hrs HW=134.26' TW=134.40' (Dynamic Tailwater) t1=Culvert ( Controls 0.00 cfs) 1 Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 HydroCADO 10.00-15 s/n 06611 @2015 HvdroCAD Software Solutions LLC Page 21 Summary for Pond 150P: CB Sta 1+65 RT I [57] Hint: Peaked at 134.74' (Flood elevation advised) Inflow Area = 7,902 sf, 58.00% Impervious, Inflow Depth = 3.20" for 10 yr event Inflow 0.65 cfs @ 12.09 hrs, Volume= 2,105 cf Outflow 0.65 cfs @ 12.09 hrs, Volume= 2,105 cf, Atten= 0%, Lag= 0.0 min Primary = 0.65 cfs @ 12.09 hrs, Volume= 2,105 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 134.74' @ 12.32 hrs ' Device Routing Invert Outlet Devices #1 Primary 133.62' 12.0" Round Culvert L= 7.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 133.62'/ 133.50' S= 0.0171 7' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf PrimaryOutFlow Max=0.00 cfs @ 12.09 hrs HW=134.24' TW=134.40' (Dynamic Tailwater) t1=Culvert ( Controls 0.00 cfs) Summary for Pond 151 P: DMH in Drainage Easement [57] Hint: Peaked at 135.06' (Flood elevation advised) Inflow Area = 29,836 sf, 65.43% Impervious, Inflow Depth = 3.39" for 10 yr event Inflow = 2.58 cfs @ 12.09 hrs, Volume= 8,418 cf ' Outflow 2.58 cfs @ 12.09 hrs, Volume= 8,418 cf, Atten= 0%, Lag= 0.0 min Primary 2.58 cfs @ 12.09 hrs, Volume= 8,418 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Bev= 135.06' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 134.25' 15.0" Round Culvert L= 52.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 134.25'/ 133.00' S= 0.0240 '/' Cc= 0.900 ' n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=2.52 cfs @ 12.09 hrs HW=135.05' TW=129.32' (Dynamic Tailwater) t1=Culvert (Inlet Controls 2.52 cfs @ 3.04 fps) Summary for Pond 152P: Detention Pond 3 Inflow Area = 57,305 sf, 37.42% Impervious, Inflow Depth = 2.72" for 10 yr event Inflow 3.97 cfs @ 12.10 hrs, Volume= 12,984 cf Outflow = 1.49 cfs @ 12.37 hrs, Volume= 12,516 cf, Atten= 62%, Lag= 16.4 min Discarded = 0.02 cfs @ 12.37 hrs, Volume= 1,940 cf Primary 1.47 cfs @ 12.37 hrs, Volume= 10,576 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf ' Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 ydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 22 I Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 116.60' @ 12.37 hrs Surf.Area= 3,310 sf Storage= 4,396 cf Flood Elev= 136.50' Surf.Area= 5,400 sf Storage= 12,340 cf Plug-Flow detention time= 148.3 min calculated for 12,516 cf(96% of inflow) Center-of-Mass det. time= 127.5 min ( 938.2 - 810.7 ) Volume Invert Avail.Storage Storage Description #1 115.00' 12,340 cf Custom Stage Data (Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 115.00 2,200 0 0 116.00 2,870 2,535 2,535 ' 117.00 3,600 3,235 5,770 118.00 4,560 4,080 9,850 118.50 5,400 2,490 12,340 Device Routing Invert Outlet Devices #1 Primary 113.50' 12.0" Round Culvert ' L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 113.50'/ 113.00' S= 0.0500 'P Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 115.50' 8.0"Vert. Orifice/Grate C= 0.600 #3 Secondary 118.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 ' Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #4 Discarded 115.00' 0.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.02 cfs @ 12.37 hrs HW=116.60' (Free Discharge) t-4=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=1.47 cfs @ 12.37 hrs HW=116.60' TW=0.00' (Dynamic Tailwater) t1=Culvert (Passes 1.47 cfs of 6.10 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.47 cfs @ 4.22 fps) ' Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=115.00' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) ' Summary for Pond 15313: DMH Sta 2+40 20' LT [57] Hint: Peaked at 136.62' (Flood elevation advised) Inflow Area = 29,836 sf, 65.43% Impervious, Inflow Depth = 3.39" for 10 yr event Inflow = 2.58 cfs @ 12.09 hrs, Volume= 8,418 cf ' Outflow 2.58 cfs @ 12.09 hrs, Volume= 8,418 cf, Atten= 0%, Lag= 0.0 min Primary 2.58 cfs @ 12.09 hrs, Volume= 8,418 cf ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 23 ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 136.62' @ 12.09 hrs Device Routing Invert Outlet Devices 1 #1 Primary 135.81' 15.0" Round Culvert L= 54.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 135.81'/ 134.25' S= 0.0289 'P Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=2.52 cfs @ 12.09 hrs HW=136.61' TW=135.05' (Dynamic Tailwater) ' t-1=Culvert (Inlet Controls 2.52 cfs @ 3.04 fps) Summary for Pond 154P: DMH Sta 3+25 [57] Hint: Peaked at 141.04' (Flood elevation advised) Inflow Area = 29,836 sf, 65.43% Impervious, Inflow Depth = 3.39" for 10 yr event ' Inflow 2.58 cfs @ 12.09 hrs, Volume= 8,418 cf Outflow 2.58 cfs @ 12.09 hrs, Volume= 8,418 cf, Atten= 0%, Lag= 0.0 min Primary = 2.58 cfs @ 12.09 hrs, Volume= 8,418 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 141.04'@ 12.09 hrs _Device Routing Invert Outlet Devices #1 Primary 140.08' 12.0" Round Culvert L= 86.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 140.08'/ 136.06' S= 0.0467 'P Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=2.52 cfs @ 12.09 hrs HW=141.02' TW=136.61' (Dynamic Tailwater) t-1=Culvert (Inlet Controls 2.52 cfs @ 3.30 fps) Summary for Pond 155P: CB Sta 3+50 LT [57] Hint: Peaked at 141.63' (Flood elevation advised) ' Inflow Area = 16,522 sf, 60.42% Impervious, Inflow Depth = 3.30" for 10 yr event Inflow 1.40 cfs @ 12.09 hrs, Volume= 4,537 cf Outflow = 1.40 cfs @ 12.09 hrs, Volume= 4,537 cf, Atten= 0%, Lag= 0.0 min ' Primary = 1.40 cfs @ 12.09 hrs, Volume= 4,537 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 ' Peak Elev= 141.63' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 141.00' 12.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 141.00'/ 140.08' S= 0.04607' Cc= 0.900 Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 24 n= 0.010, Flow Area= 0.79 sf PrimaryOutFlow Max=1.37 cfs @ 12.09 hrs HW=141.62' TW=141.02' (Dynamic Tailwater) t1=Culvert (Inlet Controls 1.37 cfs @ 2.68 fps) Summary for Pond 156P: CB Sta 3+50 RT [57] Hint: Peaked at 141.57' (Flood elevation advised) ' Inflow Area = 13,314 sf, 71.65% Impervious, Inflow Depth = 3.50" for 10 yr event Inflow = 1.18 cfs @ 12.09 hrs, Volume= 3,881 cf Outflow 1.18 cfs @ 12.09 hrs, Volume= 3,881 cf, Atten= 0%, Lag= 0.0 min Primary 1.18 cfs @ 12.09 hrs, Volume= 3,881 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 141.57' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 141.00' 12.0" Round Culvert L= 23.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 141.00'/ 140.08' S= 0.04007' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf PrimaryOutFlow Max=1.15 cfs @ 12.09 hrs HW=141.56' TW=141.02' (Dynamic Tailwater) t-1=Culvert (Inlet Controls 1,115 cfs @ 2.55 fps) Summary for Pond 157P: DMH Lot Line 20/21 [57] Hint: Peaked at 139.01' (Flood elevation advised) Inflow Area = 31,453 sf, 66.98% Impervious, Inflow Depth = 3.40" for 10 yr event Inflow 2.70 cfs @ 12.09 hrs, Volume= 8,901 cf Outflow 2.70 cfs @ 12.09 hrs, Volume= 8,901 cf, Atten= 0%, Lag= 0.0 min Primary = 2.70 cfs @ 12.09 hrs, Volume= 8,901 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 139.01' @ 12.10 hrs Device Routing Invert Outlet Devices #1 Primary 138.00' 12.0" Round Culvert L= 117.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 138.00'/ 126.50' S= 0.0983 'P Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=2.67 cfs @ 12.09 hrs HW=139.00' TW=116.28' (Dynamic Tailwater) t1=Culvert (Inlet Controls 2.67 cfs @ 3.40 fps) ' Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 25 Summary for Pond 158P: CB Sta 2+93.99 ' [57] Hint: Peaked at 145.44' (Flood elevation advised) Inflow Area = 31,453 sf, 66.98% Impervious, Inflow Depth = 3.40" for 10 yr event ' Inflow 2.70 cfs @ 12.09 hrs, Volume= 8,901 cf Outflow 2.70 cfs @ 12.09 hrs, Volume= 8,901 cf, Atten= 0%, Lag= 0.0 min Primary = 2.70 cfs @ 12.09 hrs, Volume= 8,901 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 145.44' @ 12.10 hrs ' Device Routing Invert Outlet Devices #1 Primary 144.43' 12.0" Round Culvert L= 62.5' CPP, square edge headwall, Ke= 0.500 ' Inlet/Outlet Invert= 144.43'/ 141.25' S= 0.0509 7' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf ' Primary OutFlow Max=2.67 cfs @ 12.09 hrs HW=145.43' TW=139.00' (Dynamic Tailwater) t1=Culvert (Inlet Controls 2.67 cfs @ 3.40 fps) ' Summary for Pond 159P: DMH [57] Hint: Peaked at 123.55' (Flood elevation advised) ' Inflow Area = 46,024 sf, 68.15% Impervious, Inflow Depth = 3.46" for 10 yr event Inflow - 4.05 cfs @ 12.09 hrs, Volume= 13,276 cf Outflow = 4.05 cfs @ 12.09 hrs, Volume= 13,276 cf, Atten= 0%, Lag= 0.0 min ' Primary = 4.05 cfs @ 12.09 hrs, Volume= 13,276 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 123.55' @ 12.09 hrs Device Routing Invert Outlet Devices ' #1 Primary 122.58' 18.0" Round Culvert L= 39.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 122.58'/ 122.00' S= 0.01477' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf Primary OutFlow Max=3.95 cfs @ 12.09 hrs HW=123.53' TW=119.55' (Dynamic Tailwater) t1=Culvert (Inlet Controls 3.95 cfs @ 3.33 fps) ' Summary for Pond 160P: DMH ' [57] Hint: Peaked at 135.47' (Flood elevation advised) Inflow Area = 46,024 sf, 68.15% Impervious, Inflow Depth = 3.46" for 10 yr event ' Inflow 4.05 cfs @ 12.09 hrs, Volume= 13,276 cf Outflow 4.05 cfs @ 12.09 hrs, Volume= 13,276 cf, Atten= 0%, Lag= 0.0 min Primary = 4.05 cfs @ 12.09 hrs, Volume= 13,276 cf ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCADO 10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 26 ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 135.47' @ 12.09 hrs Device Routing Invert Outlet Devices ' #1 Primary 134.50' 18.0" Round Culvert L= 83.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 134.50'/ 122.58' S= 0.1436 'P Cc= 0.900 ' n= 0.010, Flow Area= 1.77 sf Primary OutFlow Max=3.95 cfs @ 12.09 hrs HW=135.45' TW=123.53' (Dynamic Tailwater) t1=Culvert (Inlet Controls 3.95 cfs @ 3.33 fps) 1 Summary for Pond 161 P: DMH 10+66 ' [57] Hint: Peaked at 141.97' (Flood elevation advised) Inflow Area = 46,024 sf, 68.15% Impervious, Inflow Depth = 3.46" for 10 yr event ' Inflow 4.05 cfs @ 12.09 hrs, Volume= 13,276 cf Outflow 4.05 cfs @ 12.09 hrs, Volume= 13,276 cf, Atten= 0%, Lag= 0.0 min Primary = 4.05 cfs @ 12.09 hrs, Volume= 13,276 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs /3 Peak Elev= 141.97' @ 12.09 hrs ' Device Routing Invert Outlet Devices #1 Primary 141.00' 18.0" Round Culvert L= 35.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 141.00'/ 134.50' S= 0.1857 'P Cc= 0.900 n= 0.010, Flow Area= 1.77 sf ' Primary OutFlow Max=3.95 cfs @ 12.09 hrs HW=141.95' TW=135.45' (Dynamic Tailwater) 't--1=Culvert (Inlet Controls 3.95 cfs @ 3.33 fps) Summary for Pond 162P: CB Sta 10+86 [57] Hint: Peaked at 142.34' (Flood elevation advised) ' Inflow Area = 15,593 sf, 75.41% Impervious, Inflow Depth = 3.60" for 10 yr event Inflow 1.41 cfs @ 12.09 hrs, Volume= 4,681 cf Outflow = 1.41 cfs @ 12.09 hrs, Volume= 4,681 cf, Atten= 0%, Lag= 0.0 min Primary = 1.41 cfs @ 12.09 hrs, Volume= 4,681 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 ' Peak Elev= 142.34' @ 12.09 hrs Device Routing Invert Outlet Devices ' #1 Primary 141.60' 12.0" Round Culvert L= 18.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 141.60'/ 141.50' S= 0.0056 'P Cc= 0.900 ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 27 n= 0.010, Flow Area= 0.79 sf 1 PrimaryOutFlow Max=1.38 cfs @ 12.09 hrs HW=142.32' TW=141.95' (Dynamic Tailwater) L1=Culvert (Barrel Controls 1.38 cfs @ 3.16 fps) ' Summary for Pond 163P: DMH Sta 9+72.5 [57] Hint: Peaked at 143.71' (Flood elevation advised) Inflow Area = 30,431 sf, 64.42% Impervious, Inflow Depth = 3.39" for 10 yr event Inflow = 2.64 cfs @ 12.09 hrs, Volume= 8,595 cf I Outflow 2.64 cfs @ 12.09 hrs, Volume= 8,595 cf, Atten= 0%, Lag= 0.0 min Primary 2.64 cfs @ 12.09 hrs, Volume= 8,595 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 ' Peak Elev= 143.71' @ 12.09 hrs Device Routing Invert Outlet Devices ' #1 Primary 142.73' 12.0" Round Culvert L= 84.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 142.73'/ 141.50' S= 0.0146 'P Cc= 0.900 ' n= 0.010, Flow Area= 0.79 sf PrimaryOutFlow Max=2.58 cfs @ 12.09 hrs HW=143.69' TW=141.95' (Dynamic Tailwater) t--1=Culvert (Inlet Controls 2.58 cfs @ 3.33 fps) Summary for Pond 164P: CB Sta 9+50 LT ' [57] Hint: Peaked at 143.87' (Flood elevation advised) Inflow Area = 14,133 sf, 68.86% Impervious, Inflow Depth = 3.50" for 10 yr event 1 Inflow 1.25 cfs @ 12.09 hrs, Volume= 4,120 cf Outflow 1.25 cfs @ 12.09 hrs, Volume= 4,120 cf, Atten= 0%, Lag= 0.0 min Primary = 1.25 cfs @ 12.09 hrs, Volume= 4,120 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 13 Peak Elev= 143.87'@ 12.09 hrs t Device Routing Invert Outlet Devices #1 Primary 143.06' 12.0" Round Culvert L= 15.0' CPP, square edge headwall, Ke= 0.500 ' Inlet/Outlet Invert= 143.06'/ 142.73' S= 0.0220 'P Cc= 0.900 n= 0.010, Flow Area= 0.79 sf ' Primary OutFlow Max=1.22 cfs @ 12.09 hrs HW=143.86' TW=143.69' (Dynamic Tailwater) t1=Culvert (Outlet Controls 1.22 cfs @ 2.50 fps) ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 HydroCAD® 10.00-15 s/n 06611 @2015 HVdroCAD Software Solutions LLC Page 28 Summary for Pond 165P: CB Sta 9+50 RT ' [57] Hint: Peaked at 143.91' (Flood elevation advised) Inflow Area = 16,298 sf, 60.58% Impervious, Inflow Depth = 3.30" for 10 yr event ' Inflow 1.38 cfs @ 12.09 hrs, Volume= 4,475 cf Outflow 1.38 cfs @ 12.09 hrs, Volume= 4,475 cf, Atten= 0%, Lag= 0.0 min Primary = 1.38 cfs @ 12.09 hrs, Volume= 4,475 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 143.91' @ 12.09 hrs ' Device Routing Invert Outlet Devices #1 Primary 143.06' 12.0" Round Culvert L= 22.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 143.06'/ 142.73' S= 0.0150 'P Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=1.35 cfs @ 12.09 hrs HW=143.89' TW=143.69' (Dynamic Tailwater) t1=Culvert (Outlet Controls 1.35 cfs @ 2.64 fps) Summary for Pond 166P: DMH Sta 0+10 [57] Hint: Peaked at 125.53' (Flood elevation advised) [80] Warning: Exceeded Pond 167P by 0.14' @ 24.40 hrs (0.07 cfs 15 cf) [80]Warning: Exceeded Pond 168P by 0.14' @ 24.35 hrs (0.07 cfs 15 co Inflow Area = 13,846 sf, 46.98% Impervious, Inflow Depth = 2.89" for 10 yr event Inflow 1.04 cfs @ 12.09 hrs, Volume= 3,336 cf Outflow 1.04 cfs @ 12.09 hrs, Volume= 3,336 cf, Atten= 0%, Lag= 0.0 min Primary = 1.04 cfs @ 12.09 hrs, Volume= 3,336 cf fRouting by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 125.53' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 125.00' 12.0" Round Culvert L= 33.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 125.00'/ 124.68' S= 0.0097 'P Cc= 0.900 n= 0.010, Flow Area= 0.79 sf ' PrimaryOutFlow Max=1.02 cfs @ 12.09 hrs HW=125.52' TW=123.55' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 1.02 cfs @ 3.57 fps) Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 10 yr Rainf611=4.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 29 Summary for Pond 16713: CB Sta 0+0 Rt t [57] Hint: Peaked at 125.67' (Flood elevation advised) Inflow Area = 4,997 sf, 69.68% Impervious, Inflow Depth = 3.50" for 10 yr event 1 Inflow 0.44 cfs @ 12.09 hrs, Volume= 1,457 cf Outflow 0.44 cfs @ 12.09 hrs, Volume= 1,457 cf, Atten= 0%, Lag= 0.0 min Primary = 0.44 cfs @ 12.09 hrs, Volume= 1,457 cf iRouting by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 125.67' @ 12.09 hrs ' Device Routing Invert Outlet Devices #1 Primary 125.25' 12.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 ' Inlet/Outlet Invert= 125.25'/ 125.00' S= 0.01 25 T Cc= 0.900 n= 0.010, Flow Area= 0.79 sf PrimaryOutFlow Max=0.43 cfs @ 12.09 hrs HW=125.66' TW=125.52' (Dynamic Tailwater) t1=Culvert (Outlet Controls 0.43 cfs @ 2.09 fps) ' Summary for Pond 168P: CB Sta 0+0 Lt [57] Hint: Peaked at 125.71' (Flood elevation advised) ' Inflow Area = 8,849 sf, 34.16% Impervious, Inflow Depth = 2.55" for 10 yr event Inflow - 0.59 cfs @ 12.09 hrs, Volume= 1,879 cf Outflow = 0.59 cfs @ 12.09 hrs, Volume= 1,879 cf, Atten= 0%, Lag= 0.0 min Primary = 0.59 cfs @ 12.09 hrs, Volume= 1,879 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 125.71' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 125.25' 12.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 125.25'/ 125.00' S= 0.0125'P Cc= 0.900 n= 0.010, Flow Area= 0.79 sf primaryOutFlow Max=0.58 cfs @ 12.09 hrs HW=125.71' TW=125.52' (Dynamic Tailwater) L-1=Culvert (Outlet Controls 0.58 cfs @ 2.44 fps) Summary for Link 109L: Total Surface Runoff discharging from project area ' Inflow Area = 872,510 sf, 18.10% Impervious, Inflow Depth = 1.98" for 10 yr event Inflow 25.79 cfs @ 12.19 hrs, Volume= 143,725 cf Primary = 25.79 cfs @ 12.19 hrs, Volume= 143,725 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs r Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 11124-hr 10 yr Rainfall=4.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 30 Summary for Link 128L: Runoff towards existing wetlands to the north Inflow Area = 315,936 sf, 19.88% Impervious, Inflow Depth = 2.11" for 10 yr event Inflow - 9.07 cfs @ 12.19 hrs, Volume= 55,488 cf Primary = 9.07 cfs @ 12.19 hrs, Volume= 55,488 cf, Atten= 0%, Lag= 0.0 min rPrimary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs rSummary for Link 132L: Runoff towards Clark Avenue Drainage System Inflow Area = 123,289 sf, 42.07% Impervious, Inflow Depth = 2.46" for 10 yr event ' Inflow 7.95 cfs @ 12.09 hrs, Volume= 25,295 cf Primary 7.95 cfs @ 12.09 hrs, Volume= 25,295 cf, Atten= 0%, Lag= 0.0 min rPrimary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 139L: Runoff towards existing wetlands to the south r Inflow Area = 556,574 sf, 17.09% Impervious, Inflow Depth = 1.90" for 10 yr event Inflow - 16.83 cfs @ 12.17 hrs, Volume= 88,237 cf Primary = 16.83 cfs @ 12.17 hrs, Volume= 88,237 cf, Atten= 0%, Lag= 0.0 min rPrimary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs rSummary for Link 142L: Add Inflow Area = 373,221 sf, 7.69% Impervious, Inflow Depth = 1.67' for 10 yr event Inflow 10.42 cfs @ 12.24 hrs, Volume= 52,053 cf Primary 10.42 cfs @ 12.24 hrs, Volume= 52,053 cf, Atten= 0%, Lag= 0.0 min rPrimary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs r i r r r r Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 100 yr Rainfal1=6.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD@ 10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment 8OS: PR-CB O+ORT ' Runoff = 0.67 cfs @ 12.09 hrs, Volume= 2,268 cf, Depth= 5.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (so CN Description 375 98 Unconnected roofs, HSG C 1,515 74 >75% Grass cover, Good, HSG C 3,107 98 Paved parking, HSG C 4,997 91 Weighted Average 1,515 30.32% Pervious Area 3,482 69.68% Impervious Area 375 10.77% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) ' 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 15 0.0312 3.59 Shallow Concentrated Flow, ' Paved Kv= 20.3 fps 0.6 165 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.0 205 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 81S: PR-CB O+OLT Runoff = 1.00 cfs @ 12.09 hrs, Volume= 3,202 cf, Depth= 4.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 375 70 Woods, Good, HSG C 3,751 74 >75% Grass cover, Good, HSG C 3,023 98 Paved parking, HSG C ' 1,700 70 Woods, Good, HSG C 8,849 81 Weighted Average 5,826 65.84% Pervious Area 3,023 34.16% Impervious Area Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 HydroCAD® 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 32 Tc Length Slope Velocity Capacity Description _(min) (feet) (f/ft) (ft/sec) (cfs) > 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 15 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 160 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.0 200 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 111S: EX-1R iRunoff = 13.56 cfs @ 12.19 hrs, Volume= 53,957 cf, Depth= 3.41" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 141,864 70 Woods, Good, HSG C 37,700 74 >75% Grass cover, Good, HSG C 6,000 98 Unconnected roofs, HSG C ' 4,490 91 Rip rap slope, HSG C 190,054 72 Weighted Average 184,054 96.84% Pervious Area 6,000 3.16% Impervious Area 6,000 100.00% Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 12.5 100 0.0800 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 100 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.7 275 0.1500 6.24 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 13.6 475 Total Summary for Subcatchment 136S: EX-4R Runoff = 4.97 cfs @ 12.20 hrs, Volume= 20,063 cf, Depth= 3.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" i Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type Ill 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 iHydroCADO 10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 33 Area (sf) CN Description 51,513 70 Woods, Good, HSG C 2,250 98 Unconnected roofs, HSG C 1,142 98 Unconnected pavement, HSG C _ 15,763 74 >75% Grass cover, Good, HSG C 70,668 72 Weighted Average 67,276 95.20% Pervious Area 3,392 4.80% Impervious Area ' 3,392 100.00% Unconnected Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 12.5 100 0.0800 0.13 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.4 100 0.0800 4.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.3 220 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 14.2 420 Total Summary for Subcatchment 137S: EX-2r Runoff = 1.32 cfs @ 12.09 hrs, Volume= 4,169 cf, Depth= 3.71" i Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" ' Area (sf) CN Adj Description 500 70 Woods, Good, HSG C 375 98 Unconnected roofs, HSG C 1,240 98 Unconnected pavement, HSG C ' 11,363 74 >75% Grass cover, Good, HSG C 13,478 77 75 Weighted Average, Ul Adjusted 11,863 88.02% Pervious Area ' 1,615 11.98% Impervious Area 1,615 100.00% Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 3.3 50 0.0800 0.25 Sheet Flow, ' Grass: Short n= 0.150 P2= 3.10" 0.5 100 0.0400 3.22 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.6 95 0.0260 2.60 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 0.1 35 0.1100 5.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps i4.5 280 Total, Increased to minimum Tc = 6.0 min Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMIT7AL_R(Tc=6 min) Type Ill 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment 138S: EX-311 Runoff = 12.88 cfs @ 12.22 hrs, Volume= 53,839 cf, Depth= 3.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1 Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description ' 400 81 1/3 acre lots, 30% imp, HSG C 159,236 70 Woods, Good, HSG C 3,750 98 Unconnected roofs, HSG C 32,000 74 >75% Grass cover, Good, HSG C 195,386 71 Weighted Average 191,516 98.02% Pervious Area 3,870 1.98% Impervious Area 3,750 96.90% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.8 100 0.0530 0.11 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.5 180 0.1700 6.64 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3 45 0.0200 2.28 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 15.6 325 Total - Summary for Subcatchment 140S: EX-5 (No Change) Runoff - 3.47 cfs @ 12.17 hrs, Volume= 13,326 cf, Depth= 3.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 49,862 70 Woods, Good, HSG C 49,862 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 10.0 100 0.1400 0.17 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.10" 0.3 100 0.1400 6.02 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps M 2.0 360 0.0360 3.05 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 12.3 560 Total r r t Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 1/I 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD® 10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Paqe 35 Summary for Subcatchment 142S: PR- POND 2 Runoff = 1.42 cfs @ 12.09 hrs, Volume= 4,474 cf, Depth= 3.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type 111 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description ' 13,712 74 >75% Grass cover, Good, HSG C 750 98 Unconnected roofs, HSG C 14,462 75 Weighted Average ' 13,712 94.81% Pervious Area 750 5.19% Impervious Area 750 100.00% Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 3.5 50 0.0700 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 20 0.0700 4.26 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 0.0 15 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.6 85 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 143S: PR-POND 1 Runoff = 4.22 cfs @ 12.09 hrs, Volume= 13,340 cf, Depth= 3.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs t Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Adi Description 4,125 98 Unconnected roofs, HSG C ' 33,998 74 >75% Grass cover, Good, HSG C 5,000 70 Woods, Good, HSG C 43,123 76 75 Weighted Average, UI Adjusted 38,998 90.43% Pervious Area 4,125 9.57% Impervious Area 4,125 100.00% Unconnected 1 Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCADO 10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 36 Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 50 0.0550 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 1.1 170 0.0250 2.55 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 65 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 5.0 285 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 144S: PR-CB 1+65 RT Runoff = 1.02 cfs @ 12.09 hrs, Volume= 3,364 cf, Depth= 5.11" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 1,125 98 Unconnected roofs, HSG C 3,458 98 Paved parking, HSG C 3,319 74 >75% Grass cover, Good, HSG C t 7,902 88 Weighted Average 3,319 42.00% Pervious Area 4,583 58.00% Impervious Area 1,125 24.55% Unconnected Tc Length Slope Velocity Capacity Description t (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, ' Paved Kv=20.3 fps 0.6 165 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 3.9 200 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 145S: PR-CB 3+50LT ' Runoff = 2.17 cfs @ 12.09 hrs, Volume= 7,188 cf, Depth= 5.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" I � ' Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type Ill 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 HydroCAD@ 10.00-15 s/n 06611 @2015 HvdroCAD Software Solutions LLC Page 37 Area (sf) CN Description i ' 2,625 98 Unconnected roofs, HSG C 7,358 98 Paved parking, HSG C 6,539 74 >75% Grass cover, Good HSG C 16,522 89 Weighted Average ' 6,539 39.58% Pervious Area 9,983 60.42% Impervious Area 2,625 26.29% Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 3.6 20 0.0100 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 1.7 285 0.0200 2.87 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.3 315 Total, Increased to minimum Tc = 6.0 min 1 Summary for Subcatchment 146S: PR-CB 3+50RT Runoff = 1.79 cfs @ 12.09 hrs, Volume= 6,044 cf, Depth= 5.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description ' 2,625 98 Unconnected roofs, HSG C 6,914 98 Paved parking, HSG C 3,775 74 >75% Grass cover, Good, HSG C 13,314 91 Weighted Average 3,775 28.35% Pervious Area 9,539 71.65% Impervious Area 2,625 27.52% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f tsec) (cfs) ' 2.9 15 0.0100 0.09 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.7 285 0.0200 2.87 Shallow Concentrated Flow, Paved Kv=20.3 fps 4.6 310 Total, Increased to minimum Tc = 6.0 min i , Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 147S: PR-CB 1+65 LT ' Runoff = 1.19 cfs @ 12.09 hrs, Volume= 3,933 cf, Depth= 5.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 1,500 98 Unconnected roofs, HSG C 4,314 98 Paved parking, HSG C 3,225 74 >75% Grass cover, Good, HSG C ' 9,039 89 Weighted Average 3,225 35.68% Pervious Area 5,814 64.32% Impervious Area 1,500 25.80% Unconnected i ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, ' Paved Kv= 20.3 fps 0.6 165 0.0500 4.54 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.9 200 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 148S: 3/4 roof area Lot 12 Runoff = 0.16 cfs @ 12.09 hrs, Volume= 587 cf, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 1,125 98 Roofs, HSG C 1,125 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 Direct Entry, 1.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 149S: EX-RES 1r ' Runoff = 11.64 cfs @ 12.09 hrs, Volume= 37,746 cf, Depth= 4.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" 1 ' Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 39 Area (sf) CN Description ' 61,852 81 1/3 acre lots, 30% imp, HSG C 24,065 98 Paved parking, HSG C 7,317 74 >75% Grass cover, Good, HSG C 1,606 70 Woods, Good, HSG C ' 94,840 85 Weighted Average 52,219 55.06% Pervious Area 42,621 44.94% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 3.5 50 0.0700 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.3 100 0.1000 5.09 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 1.2 150 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.0 300 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 150S: PR-CB Road B ' Runoff = 4.14 cfs @ 12.09 hrs, Volume= 13,980 cf, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 3,750 98 Unconnected roofs, HSG C 10,385 74 >75% Grass cover, Good, HSG C 17,318 98 Paved parking, HSG C 31,453 90 Weighted Average ' 10,385 33.02% Pervious Area 21,068 66.98% Impervious Area 3,750 17.80% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 4.3 35 0.0200 0.14 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.2 270 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.5 315 Total Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 100 yr Rainf611=6.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCADO 10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment 151 S: PR-POND 3 Runoff = 2.39 cfs @ 12.09 hrs, Volume= 7,557 cf, Depth= 3.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Adl Description ' 375 98 Unconnected roofs, HSG C 20,077 74 >75% Grass cover, Good, HSG C 5,400 70 Woods, Good, HSG C ' 25,852 74 73 Weighted Average, UI Adjusted 25,477 98.55% Pervious Area 375 1.45% Impervious Area 375 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 50 0.1700 0.34 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.3 115 0.1700 6.64 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 10 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.7 175 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 152S: PR-CB 9+501-T ' Runoff = 1.90 cfs @ 12.09 hrs, Volume= 6,416 cf, Depth= 5.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description ' 2,625 98 Unconnected roofs, HSG C 4,401 74 >75% Grass cover, Good, HSG C _ 7,107 98 Paved parking, HSG C ' 14,133 91 Weighoted Average /o 4,401 31.14Pervious Area 9,732 68.86% Area 2,625 26.97% Unconnected Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 11124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 41 Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, ' Paved Kv= 20.3 fps 1.7 260 0.0160 2.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1 5.0 295 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 153S: PR-CB 10+84 Runoff = 2.13 cfs @ 12.09 hrs, Volume= 7,227 cf, Depth= 5.56" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" Area (sf) CN Description 1,875 98 Unconnected roofs, HSG C 3,834 74 >75% Grass cover, Good, HSG C 9,884 98 Paved parking, HSG C 15,593 92 Weighted Average 3,834 24.59% Pervious Area 11,759 75.41% Impervious Area ' 1,875 15.95% Unconnected Tc Length Slope Velocity Capacity Description ' _ min) (feet) (ft/ft) (ft/sec) (cfs) 3.3 25 0.0200 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.1 165 0.0160 2.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 4.4 200 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 154S: PR-CB 9+50RT Runoff = 2.14 cfs @ 12.09 hrs, Volume= 7,091 cf, Depth= 5.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type Ill 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 42 Area (sf) CN Description 1,875 98 Unconnected roofs, HSG C 6,425 74 >75% Grass cover, Good, HSG C 7,998 98 Paved parking, HSG C 16,298 89 Weighted Average 6,425 39.42% Pervious Area 9,873 60.58% Impervious Area 1,875 18.99% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 2.7 40 0.0800 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.0 10 0.0312 3.59 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 1.8 280 0.0160 2.57 Shallow Concentrated Flow, Paved Kv= 20.3 fps 4.5 330 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 155S: EX-RES 2R Runoff = 1.54 cfs @ 12.09 hrs, Volume= 4,915 cf, Depth= 4.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Type III 24-hr 100 yr Rainfall=6.50" Area (so CN Description 12,285 81 1/3 acre lots, 30% imp, HSG C 1,640 70 Woods, Good, HSG C 13,925 80 Weighted Average t 10,240 73.53% Pervious Area 3,686 26.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.3 50 0.0400 0.19 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" ' 0.4 55 0.0200 2.28 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 4.7 105 Total, Increased to minimum Tc=6.0 min ISummary for Subcatchment 156S: PR-POND 4 Runoff = 2.34 cfs @ 12.09 hrs, Volume= 7,445 cf, Depth= 4.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=6.50" ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type N 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCADO 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Paae 43 Area (sf) CN Description 1,500 98 Unconnected roofs, HSG C 15,295 74 >75% Grass cover, Good, HSG C ' 4,840 91 Rip Rap HSG C 21,635 79 Weighted Average 20,135 93.07% Pervious Area 1,500 6.93% Impervious Area 1,500 100.00% Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 2.6 50 0.1500 0.33 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.1 20 0.1200 5.58 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps ' 0.1 30 0.3300 9.25 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.0 25 0.3300 9.25 Shallow Concentrated Flow, ' Unpaved Kv= 16.1 fps 2.8 125 Total, Increased to minimum Tc = 6.0 min Summary for Pond 7813: Proposed CULTEC 330XL (Subsurface Infiltration System) [93] Warning: Storage range exceeded by 1.92' ' [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=113) [80] Warning: Exceeded Pond 166P by 1.81' @ 21.90 hrs (5.09 cfs 10,167 cf) Inflow Area = 14,971 sf, 50.97% Impervious, Inflow Depth = 4.86" for 100 yr event ' Inflow 1.84 cfs @ 12.09 hrs, Volume= 6,057 cf Outflow 0.41 cfs @ 12.56 hrs, Volume= 3,155 cf, Atten= 78%, Lag=28.1 min Discarded = 0.01 cfs @ 8.10 hrs, Volume= 1,215 cf ' Secondary= 0.40 cfs @ 12.56 hrs, Volume= 1,940 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 127.86' @ 12.55 hrs Surf.Area= 1,527 sf Storage= 3,449 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 294.3 min ( 1,085.3 - 791.0 ) ' Volume Invert Avail Storage Storage Description #1A 122.40' 1,307 cf 25.67'W x 59.501 x 3.54'H Field A 5,409 cf Overall -2,142 cf Embedded = 3,267 cf x 40.0%Voids #2A 122.90' 2,142 cf Cultec R-330XL x 40 Inside#1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf ' Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 5 rows 3,449 cf Total Available Storage ' Storage Group A created with Chamber Wizard 1 ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 11124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD® 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 44 Device Routing Invert Outlet Devices #1 Discarded 122.40' 0.270 in/hr Exfltration over Surface area #2 Secondary 127.75' 4.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 ' Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 ' Discarded OutFlow Max=0.01 cfs @ 8.10 hrs HW=122.46' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Secondary OutFlow Max=0.36 cfs @ 12.56 hrs HW=127.85' TW=0.00' (Dynamic Tailwater) ' t2=Broad-Crested Rectangular Weir (Weir Controls 0.36 cfs @ 0.87 fps) Summary for Pond 142P: Detention Pond 1 [80]Warning: Exceeded Pond 147P by 0.33' @ 24.40 hrs (0.43 cfs 1,205 co Inflow Area = 60,064 sf, 24.18% Impervious, Inflow Depth = 4.12" for 100 yr event Inflow 6.43 cfs @ 12.09 hrs, Volume= 20,636 cf Outflow = 4.04 cfs @ 12.20 hrs, Volume= 20,314 cf, Atten= 37%, Lag= 6.6 min Discarded = 0.02 cfs @ 12.20 hrs, Volume= 816 cf Primary 4.03 cfs @ 12.20 hrs, Volume= 19,498 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 135.33' @ 12.20 hrs Surf.Area= 2,443 sf Storage=4,828 cf Flood Elev= 136.50' Surf.Area= 3,660 sf Storage= 8,258 cf ' Plug-Flow detention time= 67.3 min calculated for 20,314 cf(98% of inflow) Center-of-Mass det. time= 57.8 min ( 868.0 -810.2 ) Volume Invert Avail.Storage Storage Description #1 132.00' 8,258 cf Custom Stage Data (Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 132.00 600 0 0 ' 133.00 1,060 830 830 134.00 1,590 1,325 2,155 135.00 2,210 1,900 4,055 136.00 2,910 2,560 6,615 136.50 3,660 1,643 8,258 t Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 45 Device Routing Invert Outlet Devices #1 Primary 131.50' 12.0" Round Culvert L= 175.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 131.50'/ 129.75' S= 0.01007' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Device 1 132.75' 4.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 134.00' 8.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 134.50' 10.0"Vert. Orifice/Grate C= 0.600 ' #5 Secondary 136.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 12.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #6 Discarded 132.00' 0.270 in/hr Exfiltration over Surface area ' Discarded OutFlow Max=0.02 cfs @ 12.20 hrs HW=135.33' (Free Discharge) t-6=Exfiltration (Exfiltration Controls 0.02 cfs) ' Primary OutFlow Max=4.02 cfs @ 12.20 hrs HW=135.33' TW=0.00' (Dynamic Tailwater) 't--1=Culvert (Passes 4.02 cfs of 6.19 cfs potential flow) 12=Orifice/Grate (Orifice Controls 0.65 cfs @ 7.48 fps) 3=Orifice/Grate (Orifice Controls 1.68 cfs @ 4.81 fps) ' -Orifice/Grate (Orifice Controls 1.69 cfs @ 3.10 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=132.00' TW=0.00' (Dynamic Tailwater) t-5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 143P: Detention Pond 2 ' Inflow Area = 44,298 sf, 45.76% Impervious, Inflow Depth = 4.80" for 100 yr event Inflow = 5.38 cfs @ 12.09 hrs, Volume= 17,706 cf ' Outflow 0.29 cfs @ 14.21 hrs, Volume= 16,822 cf, Atten= 95%, Lag= 127.0 min Discarded = 0.03 cfs @ 14.21 hrs, Volume= 2,513 cf Primary 0.26 cfs @ 14.21 hrs, Volume= 14,309 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 131.20' @ 14.21 hrs Surf.Area= 4,514 sf Storage= 10,561 cf ' Flood Elev= 136.50' Surf.Area= 6,340 sf Storage= 17,293 cf Plug-Flow detention time= 449.9 min calculated for 16,822 cf(95% of inflow) Center-of-Mass det. time= 421.9 min ( 1,214.5- 792.6 ) Volume Invert Avail.Storage Storage Description #1 128.00' 17,293 cf Custom Stage Data (Prismatic) Listed below(Recalc) 1 Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 11124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD®10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 46 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 128.00 1,800 0 0 128.50 2,560 1,090 1,090 129.00 2,890 1,363 2,453 130.00 3,590 3,240 5,693 131.00 4,350 3,970 9,663 132.00 5,160 4,755 14,418 132.50 6,340 2,875 17,293 Device Routing Invert Outlet Devices #1 Primary 127.50' 12.0" Round Culvert L= 16.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 127.50'/ 127.00' S= 0.0313 'P Cc= 0.900 n= 0.010, Flow Area= 0.79 sf #2 Secondary 132.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #3 Discarded 128.00' 0.270 in/hr Exfiltration over Surface area #4 Device 1 128.50' 2.5"Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.03 cfs @ 14.21 hrs HW=131.20' (Free Discharge) t3=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.26 cfs @ 14.21 hrs HW=131.20' TW=0.00' (Dynamic Tailwater) L =Culvert (Passes 0.26 cfs of 6.77 cfs potential flow) -4=Orifice/Grate (Orifice Controls 0.26 cfs @ 7.76 fps) te2 Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=128.00' TW=0.00' (Dynamic Tailwater) =Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 144P: Detention Pond 4 Inflow Area = 67,659 sf, 48.57% Impervious, Inflow Depth = 5.00" for 100 yr event Inflow 8.51 cfs @ 12.09 hrs, Volume= 28,178 cf Outflow = 2.41 cfs @ 12.44 hrs, Volume= 27,447 cf, Atten= 72%, Lag= 20.9 min ' Discarded = 0.03 cfs @ 12.44 hrs, Volume 1,330 cf Primary 2.38 cfs @ 12.44 hrs, Volume= 26,117 cf Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 121.06' @ 12.44 hrs Surf.Area= 4,560 sf Storage= 9,877 cf ' Plug-Flow detention time= 95.9 min calculated for 27,412 cf(97% of inflow) Center-of-Mass det. time= 81.4 min ( 870.0- 788.6 ) ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type ///24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCADO 10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 47 Volume Invert Avail.Storage Storage Description ' #1 117.00' 18,006 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 117.00 790 0 0 118.00 1,460 1,125 1,125 119.00 2,230 1,845 2,970 ' 120.00 3,285 2,758 5,728 121.00 4,480 3,883 9,610 122.00 5,825 5,153 14,763 ' 122.50 7,150 3,244 18,006 Device_Routing Invert Outlet Devices #1 Primary 114.50' 12.0" Round Culvert ' L= 13.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 114.50'/ 114.00' S= 0.0385 /' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf ' #2 Discarded 117.00' 0.270 in/hr Exfltration over Surface area #3 Device 1 118.00' 6.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 120.50' 8.0"Vert. Orifice/Grate C= 0.600 ' #5 Secondary 122.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 ' 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Discarded OutFlow Max=0.03 cfs @ 12.44 hrs HW=121.06' (Free Discharge) ' t-2=Exritration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=2.38 cfs @ 12.44 hrs HW=121.06' TW=0.00' (Dynamic Tailwater) t- lvert (Passes 2.38 cfs of 9.31 cfs potential flow) ' fl3u--Orifice/Grate (Orifice Controls 1.58 cfs @ 8.07 fps) Orifice/Grate (Orifice Controls 0.79 cfs @ 2.54 fps) econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=117.00' TW=0.00' (Dynamic Tailwater) =Broad-Crested Rectangular Weir ( Controls 0.00 cfs) ' Summary for Pond 14513: Non jurisdicitional Isolated Wetland "B" Series Inflow Area = 70,668 sf, 4.80% Impervious, Inflow Depth = 3.41" for 100 yr event t Inflow 4.97 cfs @ 12.20 hrs, Volume= 20,063 cf Outflow 4.71 cfs @ 12.25 hrs, Volume= 20,039 cf, Atten= 5%, Lag= 3.1 min Discarded = 0.01 cfs @ 12.25 hrs, Volume= 305 cf Primary = 4.71 cfs @ 12.25 hrs, Volume= 19,733 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 142.32'@ 12.25 hrs Surf.Area= 3,425 sf Storage= 1,069 cf Plug-Flow detention time= 13.3 min calculated for 20,039 cf(100% of inflow) 1 1 Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 48 Center-of-Mass det. time= 12.5 min ( 849.9 - 837.4 ) ' Volume- ' Invert Avail.Storage Storage Description #1 141.60' 2,179 cf Custom Stage Data (Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 141.60 0 0 0 ' 141.80 160 16 16 141.90 1,300 73 89 142.00 1,500 140 229 ' 142.20 3,000 450 679 142.40 3,700 670 1,349 142.60 4,600 830 2,179 ' Device Routing Invert Outlet Devices #1 Primary 141.94' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 ' 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 ' #2 Discarded 141.60' 0.090 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 12.25 hrs HW=142.32' (Free Discharge) 'L2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=4.70 cfs @ 12.25 hrs HW=142.32' TW=0.00' (Dynamic Tailwater) t1=Broad-Crested Rectangular Weir (Weir Controls 4.70 cfs @ 1.54 fps) ' Summary for Pond 146P: Non jurisdictional Isolated Wetland "C" Series ' Inflow Area = 49,862 sf, 0.00% Impervious, Inflow Depth = 3.21" for 100 yr event Inflow 3.47 cfs @ 12.17 hrs, Volume= 13,326 cf Outflow = 2.11 cfs @ 12.38 hrs, Volume= 9,627 cf, Atten= 39%, Lag= 12.5 min ' Discarded = 0.01 cfs @ 12.38 hrs, Volume= 652 cf Primary 2.10 cfs @ 12.38 hrs, Volume= 8,975 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 ' Peak Elev= 133.93' @ 12.38 hrs Surf.Area= 3,077 sf Storage= 4,727 cf Plug-Flow detention time= 197.6 min calculated for 9,627 cf(72% of inflow) ' Center-of-Mass det. time= 103.2 min ( 943.4-840.2 ) Volume Invert Avail.Storage Storage Description #1 131.67' 4,945 cf Custom Stage Data (Prismatic) Listed below(Recalc) Proposed Watershed Condition - The Woodlands Revised January 29, 2016 ' proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 ' ydroCAD®10.00-15 s/n 06611 @2015 HvdroCAD Software Solutions LLC Page 49 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 131.67 0 0 0 132.00 1,300 215 215 132.60 2,000 990 1,204 ' 133.00 2,500 900 2,105 133.70 3,000 1,925 4,029 134.00 3,100 915 4,945 ' Device Routing Invert Outlet Devices #1 Primary 133.70' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #2 Discarded 131.67' 0.090 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.01 cfs @ 12.38 hrs HW=133.93' (Free Discharge) t2=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=2.09 cfs @ 12.38 hrs HW=133.93' TW=0.00' (Dynamic Tailwater) t1=Broad-Crested Rectangular Weir (Weir Controls 2.09 cfs @ 1.14 fps) ' Summary for Pond 147P: DMH Lot 12 Drainage Easement [57] Hint: Peaked at 135.36' (Flood elevation advised) Inflow Area = 16,941 sf, 61.37% Impervious, Inflow Depth = 5.17" for 100 yr event ' Inflow 2.21 cfs @ 12.09 hrs, Volume= 7,297 cf Outflow 2.21 cfs @ 12.09 hrs, Volume= 7,297 cf, Atten= 0%, Lag= 0.0 min Primary = 2.21 cfs @ 12.09 hrs, Volume= 7,297 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 135.36'@ 12.19 hrs ' Device Routing Invert Outlet Devices #1 Primary 132.54' 18.0" Round Culvert L= 34.0' CPP, square edge headwall, Ke= 0.500 ' Inlet/Outlet Invert= 132.54'/ 132.40' S= 0.00417' Cc= 0.900 n= 0.010, Flow Area= 1.77 sf Primary OutFlow Max=2.15 cfs @ 12.09 hrs HW=135.13' TW=135.07' (Dynamic Tailwater) t1=Culvert (Inlet Controls 2.15 cfs @ 1.22 fps) ' Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type //I 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 50 Summary for Pond 148P: DMH Sta 1+72 [57] Hint: Peaked at 135.38' (Flood elevation advised) [80] Warning: Exceeded Pond 149P by 0.18' @ 12.05 hrs (1.61 cfs 1,488 cf) [80] Warning: Exceeded Pond 150P by 0.20' @ 12.05 hrs (1.70 cfs 1,608 co Inflow Area = 16,941 sf, 61.37% Impervious, Inflow Depth = 5.17" for 100 yr event Inflow = 2.21 cfs @ 12.09 hrs, Volume= 7,297 cf ' Outflow 2.21 cfs @ 12.09 hrs, Volume= 7,297 cf, Atten= 0%, Lag= 0.0 min Primary 2.21 cfs @ 12.09 hrs, Volume= 7,297 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 135.38' @ 12.18 hrs Device Routing Invert Outlet Devices ' #1 Primary 133.00' 18.0" Round Culvert L= 90.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 133.00'/ 132.54' S= 0.0051 T Cc= 0.900 n= 0.010, Flow Area= 1.77 sf Primary OutFlow Max=2.15 cfs @ 12.09 hrs HW=135.20' TW=135.13' (Dynamic Tailwater) t1=Culvert (Inlet Controls 2.15 cfs @ 1.22 fps) Summary for Pond 149P: CB Sta 1+65 LT [57] Hint: Peaked at 135.39' (Flood elevation advised) Inflow Area = 9,039 sf, 64.32% Impervious, Inflow Depth = 5.22" for 100 yr event Inflow 1.19 cfs @ 12.09 hrs, Volume= 3,933 cf Outflow 1.19 cfs @ 12.09 hrs, Volume= 3,933 cf, Atten= 0%, Lag= 0.0 min Primary = 1.19 cfs @ 12.09 hrs, Volume= 3,933 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 135.39'@ 12.24 hrs Device Routing Invert Outlet Devices #1 Primary 133.62' 12.0" Round Culvert L= 7.0' CPP, square edge headwall, Ke= 0.500 ' Inlet/Outlet Invert= 133.62'/ 133.50' S= 0.0171 T Cc= 0.900 n= 0.010, Flow Area= 0.79 sf ' Primary OutFlow Max=0.00 cfs @ 12.09 hrs HW=135.02' TW=135.19' (Dynamic Tailwater) t1=Culvert ( Controls 0.00 cfs) t Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 11124-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 HydroCAD® 10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 51 Summary for Pond 150P: CB Sta 1+65 RT [57] Hint: Peaked at 135.38' (Flood elevation advised) Inflow Area = 7,902 sf, 58.00% Impervious, Inflow Depth = 5.11" for 100 yr event Inflow 1.02 cfs @ 12.09 hrs, Volume= 3,364 cf Outflow 1.02 cfs @ 12.09 hrs, Volume= 3,364 cf, Atten= 0%, Lag= 0.0 min Primary = 1.02 cfs @ 12.09 hrs, Volume= 3,364 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 135.38' @ 12.24 hrs ' Device Routing Invert Outlet Devices #1 Primary 133.62' 12.0" Round Culvert L= 7.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 133.62'/ 133.50' S= 0.0171 7' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf ' PrimaryOutFlow Max=0.00 cfs @ 12.09 hrs HW=135.00' TW=135.20' (Dynamic Tailwater) t1=Culvert ( Controls 0.00 cfs) Summary for Pond 151 P: DMH in Drainage Easement [57] Hint: Peaked at 135.32' (Flood elevation advised) ' Inflow Area = 29,836 sf, 65.43% Impervious, Inflow Depth = 5.32" for 100 yr event Inflow 3.96 cfs @ 12.09 hrs, Volume= 13,232 cf Outflow = 3.96 cfs @ 12.09 hrs, Volume= 13,232 cf, Atten= 0%, Lag= 0.0 min ' Primary = 3.96 cfs @ 12.09 hrs, Volume= 13,232 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 135.32' @ 12.09 hrs Device Routing Invert Outlet Devices ' #1 Primary 134.25' 15.0" Round Culvert L= 52.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 134.25'/ 133.00' S= 0.0240 'P Cc= 0.900 n= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=3.86 cfs @ 12.09 hrs HW=135.30' TW=130.06' (Dynamic Tailwater) t1=Culvert (Inlet Controls 3.86 cfs @ 3.50 fps) Summary for Pond 15213: Detention Pond 3 ' Inflow Area = 57,305 sf, 37.42% Impervious, Inflow Depth = 4.51" for 100 yr event Inflow 6.53 cfs @ 12.09 hrs, Volume= 21,537 cf Outflow = 2.09 cfs @ 12.41 hrs, Volume= 21,049 cf, Atten= 68%, Lag= 19.1 min Discarded 0.02 cfs @ 12.41 hrs, Volume= 2,062 cf Primary 2.07 cfs @ 12.41 hrs, Volume= 18,987 cf Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf ' Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type Ill 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 HydroCADO 10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 52 Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs /3 Peak Elev= 117.35' @ 12.41 hrs Surf.Area= 3,936 sf Storage= 7,090 cf Flood Elev= 136.50' Surf.Area= 5,400 sf Storage= 12,340 cf Plug-Flow detention time= 110.6 min calculated for 21,049 cf(98% of inflow) Center-of-Mass det. time= 96.9 min ( 895.2 - 798.4) Volume Invert Avail.Storage Storage Description #1 115.00' 12,340 cf Custom Stage Data (Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 115.00 2,200 0 0 116.00 2,870 2,535 2,535 117.00 3,600 3,235 5,770 118.00 4,560 4,080 9,850 118.50 5,400 2,490 12,340 Device Routing Invert Outlet Devices #1 Primary 113.50' 12.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 113.50'/ 113.00' S= 0.0500 '/' Cc= 0.900 n=.0.010, Flow Area= 0.79 sf #2 Device 1 115.50' 8.0"Vert. Orifice/Grate C= 0.600 #3 Secondary 118.00' 8.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 ' Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 #4 Discarded 115.00' 0.270 in/hr F_xfiltration over Surface area Discarded OutFlow Max=0.02 cfs @ 12.41 hrs HW=117.35' (Free Discharge) t4=Erflltration (Exfiltration Controls 0.02 cfs) ' Primary OutFlow Max=2.07 cfs @ 12.41 hrs HW=117.35' TW=0.00' (Dynamic Tailwater) 't- Culvert (Passes 2.07 cfs of 6.92 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.07 cfs @ 5.93 fps) ,Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=115.00' TW=0.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 153P: DMH Sta 2+40 20' LT [57] Hint: Peaked at 136.88' (Flood elevation advised) Inflow Area = 29,836 sf, 65.43% Impervious, Inflow Depth = 5.32" for 100 yr event Inflow = 3.96 cfs @ 12.09 hrs, Volume= 13,232 cf Outflow 3.96 cfs @ 12.09 hrs, Volume= 13,232 cf, Atten= 0%, Lag= 0.0 min Primary 3.96 cfs @ 12.09 hrs, Volume= 13,232 cf 11 ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCAD® 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 53 Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs /3 ' Peak Elev= 136.88' @ 12.09 hrs Device Routing Invert Outlet Devices ' #1 Primary 135.81' 15.0" Round Culvert L= 54.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 135.81'/ 134.25' S= 0.0289 7' Cc= 0.900 tn= 0.010, Flow Area= 1.23 sf Primary OutFlow Max=3.86 cfs @ 12.09 hrs HW=136.86' TW=135.30' (Dynamic Tailwater) L1=Culvert (Inlet Controls 3.86 cfs @ 3.50 fps) ' Summary for Pond 15413: DMH Sta 3+25 ' [57] Hint: Peaked at 141.67' (Flood elevation advised) Inflow Area = 29,836 sf, 65.43% Impervious, Inflow Depth = 5.32" for 100 yr event ' Inflow 3.96 cfs @ 12.09 hrs, Volume= 13,232 cf Outflow 3.96 cfs @ 12.09 hrs, Volume= 13,232 cf, Atten= 0%, Lag= 0.0 min Primary = 3.96 cfs @ 12.09 hrs, Volume= 13,232 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 141.67' @ 12.09 hrs ' Device Routing Invert Outlet Devices #1 Primary 140.08' 12.0" Round Culvert L= 86.0' CPP, square edge headwall, Ke= 0.500 ' Inlet/Outlet Invert= 140.08'/ 136.06' S= 0.0467'13 Cc= 0.900 n= 0.010, Flow Area= 0.79 sf ' Primary OutFlow Max=3.86 cfs @ 12.09 hrs HW=141.62' TW=136.86' (Dynamic Tailwater) L1=Culvert (Inlet Controls 3.86 cfs @ 4.92 fps) ' Summary for Pond 155P: CB Sta 3+50 LT [57] Hint: Peaked at 142.00' (Flood elevation advised) ' Inflow Area = 16,522 sf, 60.42% Impervious, Inflow Depth = 5.22" for 100 yr event Inflow 2.17 cfs @ 12.09 hrs, Volume= 7,188 cf Outflow = 2.17 cfs @ 12.09 hrs, Volume= 7,188 cf, Atten= 0%, Lag= 0.0 min ' Primary = 2.17 cfs @ 12.09 hrs, Volume= 7,188 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 1 Peak Elev= 142.00' @ 12.09 hrs Device Routing Invert Outlet Devices ' #1 Primary 141.00' 12.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 141.00'/ 140.08' S= 0.04607' Cc= 0.900 1 ' Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 ' HydroCADO 10.00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 54 n= 0.010, Flow Area= 0.79 sf ' PrimaryOutFlow Max=2.12 cfs @ 12.09 hrs HW=141.96' TW=141.62' (Dynamic Tailwater) L1=Culvert (Outlet Controls 2.12 cfs @ 3.49 fps) ' Summary for Pond 156P: CB Sta 3+50 RT [57] Hint: Peaked at 141.93' (Flood elevation advised) ' Inflow Area = 13,314 sf, 71.65% Impervious, Inflow Depth = 5.45" for 100 yr event Inflow = 1.79 cfs @ 12.09 hrs, Volume= 6,044 cf ' Outflow 1.79 cfs @ 12.09 hrs, Volume= 6,044 cf, Atten= 0%, Lag= 0.0 min Primary 1.79 cfs @ 12.09 hrs, Volume= 6,044 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 ' Peak Elev= 141.93' @ 12.09 hrs Device Routing Invert Outlet Devices ' #1 Primary 141.00' 12.0" Round Culvert L= 23.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 141.00'1140.08' S= 0.0400 'P Cc= 0.900 ' n= 0.010, Flow Area= 0.79 sf PrimaryOutFlow Max=1.75 cfs @ 12.09 hrs HW=141.90' TW=141.62' (Dynamic Tailwater) t1=Culvert (Outlet Controls 1.75 cfs @ 3.11 fps) ' Summary for Pond 157P: DMH Lot Line 20/21 ' [57] Hint: Peaked at 139.69' (Flood elevation advised) Inflow Area = 31,453 sf, 66.98% Impervious, Inflow Depth = 5.33" for 100 yr event ' Inflow 4.14 cfs @ 12.09 hrs, Volume= 13,980 cf Outflow 4.14 cfs @ 12.09 hrs, Volume= 13,980 cf, Atten= 0%, Lag= 0.0 min Primary = 4.14 cfs @ 12.09 hrs, Volume= 13,980 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 139.69' @ 12.09 hrs ' Device Routing Invert Outlet Devices #1 Primary 138.00' 12.0" Round Culvert L= 117.0' CPP, square edge headwall, Ke= 0.500 ' Inlet/Outlet Invert= 138.00'1126.50' S= 0.0983 'P Cc= 0.900 n= 0.010, Flow Area= 0.79 sf ' PrimaryOutFlow Max=4.08 cfs @ 12.09 hrs HW=139.66' TW=116.82' (Dynamic Tailwater) t1=Culvert (Inlet Controls 4.08 cfs @ 5.19 fps) Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type Ill 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 ' HydrOCAD®10.00-15 s/n 06611 ©2015 HydroCAD Software Solutions LLC Page 55 Summary for Pond 158P: CB Sta 2+93.99 ' [57] Hint: Peaked at 146.12' (Flood elevation advised) Inflow Area = 31,453 sf, 66.98% Impervious, Inflow Depth = 5.33" for 100 yr event ' Inflow 4.14 cfs @ 12.09 hrs, Volume= 13,980 cf Outflow 4.14 cfs @ 12.09 hrs, Volume= 13,980 cf, Atten= 0%, Lag= 0.0 min Primary = 4.14 cfs @ 12.09 hrs, Volume= 13,980 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs /3 Peak Elev= 146.12' @ 12.09 hrs ' Device Routing Invert Outlet Devices #1 Primary 144.43' 12.0" Round Culvert ' L= 62.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 144.43'/ 141.25' S= 0.0509 'P Cc= 0.900 n= 0.010, Flow Area= 0.79 sf ' Primary OutFlow Max=4.08 cfs @ 12.09 hrs HW=146.09' TW=139.66' (Dynamic Tailwater) t1=Culvert (Inlet Controls 4.08 cfs @ 5.19 fps) ' Summary for Pond 159P: DMH [57] Hint: Peaked at 123.86' (Flood elevation advised) ' Inflow Area = 46,024 sf, 68.15% Impervious, Inflow Depth = 5.41" for 100 yr event Inflow - 6.17 cfs @ 12.09 hrs, Volume= 20,733 cf Outflow = 6.17 cfs @ 12.09 hrs, Volume= 20,733 cf, Atten= 0%, Lag= 0.0 min Primary = 6.17 cfs @ 12.09 hrs, Volume= 20,733 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 ' Peak Elev= 123.86' @ 12.09 hrs Device Routing Invert Outlet Devices ' #1 Primary 122.58' 18.0" Round Culvert L= 39.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 122.58'/ 122.00' S= 0.0147'P Cc= 0.900 ' n= 0.010, Flow Area= 1.77 sf Primary OutFlow Max=6.01 cfs @ 12.09 hrs HW=123.83' TW=120.27' (Dynamic Tailwater) t1=Culvert (Inlet Controls 6.01 cfs @ 3.81 fps) ' Summary for Pond 160P: DMH ' [57] Hint: Peaked at 135.78' (Flood elevation advised) Inflow Area = 46,024 sf, 68.15% Impervious, Inflow Depth = 5.41" for 100 yr event ' Inflow 6.17 cfs @ 12.09 hrs, Volume= 20,733 cf Outflow 6.17 cfs @ 12.09 hrs, Volume= 20,733 cf, Atten= 0%, Lag= 0.0 min Primary = 6.17 cfs @ 12.09 hrs, Volume= 20,733 cf Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 tHydroCAD®10.00-15 s/n 06611 02015 HydroCAD Software Solutions LLC Page 56 Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 ' Peak Elev= 135.78' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 134.50' 18.0" Round Culvert L= 83.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 134.50'/ 122.58' S= 0.1436 'P Cc= 0.900 ' n= 0.010, Flow Area= 1.77 sf Primary OutFlow Max=6.01 cfs @ 12.09 hrs HW=135.75' TW=123.83' (Dynamic Tailwater) t1=Culvert (Inlet Controls 6.01 cfs @ 3.81 fps) Summary for Pond 161 P: DMH 10+66 ' [57] Hint: Peaked at 142.28' (Flood elevation advised) Inflow Area = 46,024 sf, 68.15% Impervious, Inflow Depth = 5.41" for 100 yr event Inflow 6.17 cfs @ 12.09 hrs, Volume= 20,733 cf Outflow 6.17 cfs @ 12.09 hrs, Volume= 20,733 cf, Atten= 0%, Lag= 0.0 min Primary = 6.17 cfs @ 12.09 hrs, Volume= 20,733 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 142.28' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 141.00' 18.0" Round Culvert L= 35.0' CPP, square edge headwall, Ke= 0.500 ' Inlet/Outlet Invert= 141.00'/ 134.50' S= 0.1857 'P Cc= 0.900 n= 0.010, Flow Area= 1.77 sf Primary OutFlow Max=6.01 cfs @ 12.09 hrs HW=142.25' TW=135.75' (Dynamic Tailwater) t1=Culvert (Inlet Controls 6.01 cfs @ 3.81 fps) ' Summary for Pond 162P: CB Sta 10+86 [57] Hint: Peaked at 142.59' (Flood elevation advised) Inflow Area = 15,593 A 75.41% Impervious, Inflow Depth = 5.56" for 100 yr event Inflow 2.13 cfs @ 12.09 hrs, Volume= 7,227 cf Outflow = 2.13 cfs @ 12.09 hrs, Volume= 7,227 cf, Atten= 0%, Lag= 0.0 min ' Primary = 2.13 cfs @ 12.09 hrs, Volume= 7,227 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 ' Peak Elev= 142.59' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 141.60' 12.0" Round Culvert L= 18.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 141.60'1141.50' S= 0.00567' Cc= 0.900 Proposed Watershed Condition -The Woodlands Revised January 29, 2016 ' proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 ' ydroCAD@ 10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 57 n= 0.010, Flow Area= 0.79 sf ' PrimaryOutFlow Max=2.07 cfs @ 12.09 hrs HW=142.57' TW=142.25' (Dynamic Tailwater) t1=Culvert (Outlet Controls 2.07 cfs @ 3.39 fps) ' Summary for Pond 163P: DMH Sta 9+72.5 [57] Hint: Peaked at 144.37' (Flood elevation advised) Inflow Area = 30,431 sf, 64.42% Impervious, Inflow Depth = 5.33" for 100 yr event Inflow = 4.04 cfs @ 12.09 hrs, Volume= 13,506 cf Outflow 4.04 cfs @ 12.09 hrs, Volume= 13,506 cf, Atten= 0%, Lag= 0.0 min Primary 4.04 cfs @ 12.09 hrs, Volume= 13,506 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs /3 ' Peak Elev= 144.37' @ 12.09 hrs Device Routing Invert Outlet Devices ' #1 Primary 142.73' 12.0" Round Culvert L= 84.5' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 142.73'/ 141.50' S= 0.0146 'P Cc= 0.900 ' n= 0.010, Flow Area= 0.79 sf PrimaryOutFlow Max=3.94 cfs @ 12.09 hrs HW=144.32' TW=142.25' (Dynamic Tailwater) t1=Culvert (Inlet Controls 3.94 cfs @ 5.02 fps) ' Summary for Pond 164P: CB Sta 9+50 LT [57] Hint: Peaked at 144.62' (Flood elevation advised) Inflow Area = 14,133 sf, 68.86% Impervious, Inflow Depth = 5.45" for 100 yr event Inflow 1.90 cfs @ 12.09 hrs, Volume= 6,416 cf Outflow 1.90 cfs @ 12.09 hrs, Volume= 6,416 cf, Atten= 0%, Lag= 0.0 min Primary = 1.90 cfs @ 12.09 hrs, Volume= 6,416 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 13 Peak Elev= 144.62' @ 12.09 hrs ' Device Routing Invert Outlet Devices #1 Primary 143.06' 12.0" Round Culvert L= 15.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 143.06'/ 142.73' S= 0.0220 'P Cc= 0.900 n= 0.010, Flow Area= 0.79 sf ' Primary OutFlow Max=1.86 cfs @ 12.09 hrs HW=144.56' TW=144.31' (Dynamic Tailwater) L7=Culvert (Inlet Controls 1.86 cfs @ 2.36 fps) ' Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 HydroCADO 10,00-15 s/n 06611 @ 2015 HydroCAD Software Solutions LLC Page 58 Summary for Pond 165P: CB Sta 9+50 RT ' [57] Hint: Peaked at 144.69' (Flood elevation advised) Inflow Area = 16,298 sf, 60.58% Impervious, Inflow Depth = 5.22" for 100 yr event Inflow 2.14 cfs @ 12.09 hrs, Volume= 7,091 cf Outflow 2.14 cfs @ 12.09 hrs, Volume= 7,091 cf, Atten= 0%, Lag= 0.0 min Primary = 2.14 cfs @ 12.09 hrs, Volume= 7,091 cf tRouting by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 144.69' @ 12.09 hrs Device Routing Invert Outlet Devices #1 Primary 143.06' 12.0" Round Culvert L= 22.0' CPP, square edge headwall, Ke= 0.500 ' Inlet/Outlet Invert= 143.06'/ 142.73' S= 0.0150 '/' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf PrimaryOutFlow Max=2.08 cfs @ 12.09 hrs HW=144.62' TW=144.32' (Dynamic Tailwater) t1=Culvert (Inlet Controls 2.08 cfs @ 2.65 fps) tSummary for Pond 166P: DMH Sta 0+10 [57] Hint: Peaked at 127.87' (Flood elevation advised) ' [80] Warning: Exceeded Pond 167P by 0.67' @ 24.45 hrs (1.50 cfs 7,037 cf) [80] Warning: Exceeded Pond 168P by 0.67' @ 24.45 hrs (1.50 cfs 6,513 co Inflow Area = 13,846 sf, 46.98% Impervious, Inflow Depth = 4.74" for 100 yr event Inflow 1.68 cfs @ 12.09 hrs, Volume= 5,470 cf Outflow 1.68 cfs @ 12.09 hrs, Volume= 5,470 cf, Atten= 0%, Lag= 0.0 min Primary = 1.68 cfs @ 12.09 hrs, Volume= 5,470 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 127.87' @ 12.55 hrs Device Routing Invert Outlet Devices #1 Primary 125.00' 12.0" Round Culvert L= 33.0' CPP, square edge headwall, Ke= 0.500 ' Inlet/Outlet Invert= 125.00'/ 124.68' S= 0.0097 'f Cc= 0.900 n= 0.010, Flow Area= 0.79 sf ' PrimaryOutFlow Max=1.64 cfs @ 12.09 hrs HW=125.70' TW=124.33' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 1.64 cfs @ 3.91 fps) 1 Proposed Watershed Condition - The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type 111 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Pace 59 Summary for Pond 167P: CB Sta 0+0 Rt [57] Hint: Peaked at 127.87' (Flood elevation advised) Inflow Area = 4,997 sf, 69.68% Impervious, Inflow Depth = 5.45" for 100 yr event ' Inflow 0.67 cfs @ 12.09 hrs, Volume= 2,268 cf Outflow 0.67 cfs @ 12.09 hrs, Volume= 2,268 cf, Atten= 0%, Lag= 0.0 min Primary = 0.67 cfs @ 12.09 hrs, Volume= 2,268 cf ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs/3 Peak Elev= 127.87' @ 12.55 hrs ' Device Routing Invert Outlet Devices #1 Primary 125.25' 12.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 ' Inlet/Outlet Invert= 125.25'/ 125.00' S= 0.01257' Cc= 0.900 n= 0.010, Flow Area= 0.79 sf Primary OutFlow Max=0.66 cfs @ 12.09 hrs HW=125.82' TW=125.70' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 0.66 cfs @ 2.03 fps) Summary for Pond 168P: CB Sta 0+0 Lt [57] Hint: Peaked at 127.87' (Flood elevation advised) [87]Warning: Oscillations may require smaller dt or Finer Routing (severity=18) Inflow Area = 8,849 sf, 34.16% Impervious, Inflow Depth = 4.34" for 100 yr event Inflow = 1.00 cfs @ 12.09 hrs, Volume= 3,202 cf ' Outflow 1.00 cfs @ 12.09 hrs, Volume= 3,202 cf, Atten= 0%, Lag= 0.0 min Primary 1.00 cfs @ 12.09 hrs, Volume= 3,202 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs /3 Peak Elev= 127.87' @ 12.55 hrs Device Routing Invert Outlet Devices #1 Primary 125.25' 12.0" Round Culvert L= 20.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 125.25'/ 125.00' S= 0.01257' Cc= 0.900 ' n= 0.010, Flow Area= 0.79 sf PrimaryOutFlow Max=0.98 cfs @ 12.09 hrs HW=125.90' TW=125.70' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 0.98 cfs @ 2.59 fps) Summary for Link 109L: Total Surface Runoff discharging from project area ' Inflow Area = 872,510 sf, 18.10% Impervious, Inflow Depth = 3.63" for 100 yr event Inflow = 47.56 cfs @ 12.18 hrs, Volume= 264,185 cf Primary = 47.56 cfs @ 12.18 hrs, Volume= 264,185 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs I, Proposed Watershed Condition -The Woodlands Revised January 29, 2016 proposed-SUBMITTAL_R(Tc=6 min) Type Ill 24-hr 100 yr Rainfall=6.50" Prepared by Microsoft Printed 2/2/2016 HydroCAD®10.00-15 s/n 06611 @2015 HydroCAD Software Solutions LLC Page 60 Summary for Link 128L: Runoff towards existing wetlands to the north ' Inflow Area = 315,936 sf, 19.88% Impervious, Inflow Depth = 3.77" for 100 yr event Inflow = 16.54 cfs @ 12.19 hrs, Volume= 99,298 cf Primary = 16.54 cfs @ 12.19 hrs, Volume= 99,298 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 132L: Runoff towards Clark Avenue Drainage System Inflow Area = 123,289 sf, 42.07% Impervious, Inflow Depth = 4.27' for 100 yr event ' Inflow 12.96 cfs @ 12.09 hrs, Volume= 43,855 cf Primary 12.96 cfs @ 12.09 hrs, Volume= 43,855 cf, Atten= 0%, Lag= 0.0 min ' Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Summary for Link 139L: Runoff towards existing wetlands to the south Inflow Area = 556,574 sf, 17.09% Impervious, Inflow Depth = 3.56" for 100 yr event Inflow 31.35 cfs @ 12.16 hrs, Volume= 164,887 cf Primary = 31.35 cfs @ 12.16 hrs, Volume= 164,887 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs ' Summary for Link 142L: Add Inflow Area = 373,221 sf, 7.69% Impervious, Inflow Depth = 3.26" for 100 yr event Inflow 19.87 cfs @ 12.26 hrs, Volume= 101,534 cf Primary 19.87 cfs @ 12.26 hrs, Volume= 101,534 cf, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-40.00 hrs, dt=0.05 hrs HYDROLOGIC SOIL GROUP: EXISTING CONDITION "" ASSUMED TO BE DAT EDGE OF B.V.W. WATERSHED & SOILS MAP IN . _•� ._.-514- �\ / / 41 \ ,� .¢_ _ - __,x2— -- _ ; SALEM , MA 12' N��5 2 S.F. \ �---- --= ,,y �� --81 \\ --- - +26 _ - �� --_� \�\\� \\ "THE WOODLANDS ll •• l6 min 0' 30' 60' 120' SCALE: 1" = 60' DATE: August 14, 2015 LINK 128L \ \\\ \\\ \\ ,mo LIMIT OF WATERSHED Rev: December 20 2015 � \ \ Runoff Towards Existing Rev: January 29 2016 ANALYSIS=20.0± ACRES Wetlands to the North ( Y roCAD Nodes) H d es • i--154---._ `.-._. _-.- --� \_ �- / \\ m .w . � , _ _ --- _ =- - --_�6 - � •.' WILLIAMS O ' ' - . \ \- , ---112 - _. ' i ! �X-2 �\ � �\�\\�\�\ i _- -_ -_ - �• / & SPARAGES / \, a 27,7 8 S.F. \� �\\\\�\\ -- _ / - \ \� \\t\ \ \ \ '�— \ ` --- "�.. ENGINEERS I PLANNERS I SURVEYORS 41 / \ ,a \ \ i a _ 189 NORTH MAIN STREET -L 1 \ \ \�\ \ \e7 ` CN-70 \ \ \\ \�\\\\ \\ EX-1 ' — __ SUITE 101 Tc= 156 min \ \\ l -- } �� - / ��SH�f Mgssq MIDDLETON, MA 01949 318,3 6 S.F./ _ �� 09 PHONE: (978) 539-8088 — ` s4 o PETER M. G� \ \ \ \ \� =� _ \..J'Ze= \\ \ \\\ CN=7Q� _ Izs—: -- o BLAISDELL,JR. FAX: (978) 539-8200 137 Tc • 1 \ \\\\ \ _ - ^' v CIVIL o WWW.WSENGINEERS.COM 1 \ �, 'Tc 13? min/ p I/! �� , / ✓� No.41613 1.112 --�__ —'-1�\ \\ \� � - �_ '. � I�} \ \\\\�. \ \ �___" "/ 1 � •'�•, - 90 GIs ��```P f. - - - \ \ �\ ills \ \ \\ \ _ _ \ \ �t \ Opel ,� 1) ALL TOPOGRAPHIC FEATURES HAVE BEEN SCALED \ l ��G FROM THE PREVIOUSLY APPROVED DEFINITIVE PLANS BY \- / - \ \\ \ _ �� _`=,BB_"-r� •t "�`_ \ -, ,\\ \ \ \H1!pRbGAR NODE (TYP) �.•- .�; 'AS* ��..- / / ./ - . . . EASTERN LAND SURVEY. _ 2) THE LIMITS OF THE EXISTING BORDERING VEGETATED 1;7 \ �qsz` / �\ \ J f WETLANDS & ISOLATED WETLANDS HAVE BEEN P / DELINEATED BY WILLIAMS & SPARAGES. O G 1 • \ o \ J EX�R ES 1 �\ Tc • / I I \ 54-- 93;234 S.F. CN=85 ��N' Tc=6 min mss, '. • ��\ � � , , �' • . , . • /. . . , . . . • • • ' / � � '.�� \ \ 1 �! MAP UNIT SYMBOL: 102E MAP UNIT NAME: CHATFIELD—HOLLIS—ROCK OUTCROP COMPLEX, 15 TO 35 PERCENT SLOPES \ \ \ \ \\ / m HYDROLOGIC SOIL GROUP: B & C/D 'TC USE "C" IN ORDER TO BE CONSISTENT WITH THE PREVIOUSLY APPROVED PLANS spm. , \ 1 \SBS° _ TC • . . /.• �2 / _ 45P l i\ o �' _z... _ _ .\ CID Z EX-3 - i, i / % Overflow I z a 2'21 ' l-_ - ' 1 �` -i' / • `41 •�. 3 , . . • ' ' - _ -a . . CN=.55 = -- _ ! / \ EXL 4 (ISOLATED) LINK 132Eas = �\ \ r 41 S.F. Runoff into existing /� �� \ \ - %.- - _ �� \ 1 /� CN=70 catch basins on Clark Avenue \_ //j �.` - \ - - 1- 85 \\ // l J Tc=1412 min - _ \\ " - \. '`_ice. ` ,�\,?B.',28` `` __`' ' //j// i �--- . • •1 '''� I j i \ \ \, 144 ,42 .�.� \ Tc - ISOLATED) Runoff towards Isolated _ y 49�8 SF. Wetland B series TT =12.3\ i 136S 46 Overflow �/ Runoff towards Isolated \ ` — .._,G8-,LINK 1391 / / // ' / Wetland C series Towards Eucisting J \ Wetla�l td, the South IM � r 0 718 los 9 J i 1 LEGEND j MAP UNIT SYMBOL: 102E MAP UNIT NAME: CH ATFIELD—HOLLIS—ROCK OUTCROP COMPLEX, 15 TO 35 PERCENT SLOPES WATERSHED BOUNDARY LINE I o HYDROLOGIC SOIL GROUP: HYDROLOGIC SOIL GROUP: B & C/D ASSUMED TO BE D AT EDGE OF B.V.W. \ USE "C" IN ORDER TO BE CONSISTENT WITH THE TC N MAP UNIT SYMBOL: 102C PREVIOUSLY APPROVED PLANS TIME OF .CONCENTRATION MAP UNIT NAME: CHATFI ELD—HOLLIS—ROCK - o OUTCROP COMPLEX, 3 TO 5 PERCENT SLOPES SOIL BOUNDARY LINE HYDROLOGIC SOIL GROUP: B I FLOW DIRECTION ° U .. O J vi) - PROPOSED CONDITION WATERSHED & SOILS MAP M HYDROLOGIC SOIL GROUP: N ASSUMED TO BE "D" AT EDGE OF B.V.W. IN f� o "� / / �V r SALEM , MA "THE WOODLANDS" / I 0' 30' 60' 120' SCALE: 1 = 60' DATE: AUGUST 14, 2015 EX-1 R LIMIT OF WATERSHED Revised: August 31 , 2015 190,053 S.F. ANALYSIS=20.0± ACRES Revised: November 10, 2015(Testpits) /{p E,fl• W t 110 4W!°BSFIYJE I \ xrvyR ,°J �\\ LINK 128E Rev:January 29, 2016 i 111 S Runoff Towards Existing (HydroCAD Nodes) °s HYDROCAD NODE (TYP) - gulp Wetlands to the North .. /. \ • 144.5 - �� OND ,462 ® P as°. 4,, ` - ; - P ° °F $?$ WILLIAMS G J ® c O 155S \' . • ';, ��\ J 1 - p f rFm, J��` ;cam____ _ SPARAGES . �' ' /, I E•F• $?s - — _ia� __ — - ENGINEERS I PLANNERS I SURVEYORS 189 NORTH MAIN STREET C') i : 9 `� C. \ _ -�-_ __ �\ SUITE 101 EX—RES2r ., 13v925 \ , f / / go o 1 {1 S , s / A - �� MIDDLETON, MA 01949 49 11 �� rf PHONE: (978) 539-8088 � 3 . INRLTRATON ��^xlov6 \pty.,�D • .. FAX: (978) 539-8200 �L - / \\ " , ., 60,Sd0 O — — — _ — _ _ — = �•._. aaa j , J WWW.WSENCINEERS.COM - �n ® / STC st9 17 ' TF�TS \ 1 qe x'85 Z � [// • \ Ny ( ` CFS ?$ • /lEp/( ( s ' Vitt ��/ ~,� ) \ \ ® .$°1$0$ ' 'J)° \ •\ 141 O O O �•\• - - - - - '• , 1 GF •,��0"., , • O . 37/3 i 1 ' T,r~ \ 'Fa;G' ° C _ ` ° -~ PR— >s"ar - 1 ALL TOPOGRAPHIC FEATURES HAVE BEEN SCALED PR—POND 1 � �F 's, � $s, � � � >sa � ) s s $J g1 635 S.F. ® FROM THE PREVIOUSLY APPROVED DEFINITIVE PLANS BY o •� EASTERN LAND SURVEY. ..,� ,y ' �° •'� L � � 43,123 S.F. ?J �, $ \ . ' °• 4a.° � w. � „5 � - 813 / _ � ^� '�, a �[7� / R \ \.... t rEs 151.0 \ 50 0 \ '•• x? J2° • � 'J1s \�\\ � \ GF.152.0 �. $ Ja. TFsT48 1435 `< I C/ 5°' cF.'S°'° TF'15p0 GFS'° 0 2) THE LIMITS OF THE EXISTING BORDERING VEGETATED PR—CB O+OLT %� \ c 's, 50' cFm WETLANDS & ISOLATED WETLANDS HAVE BEEN �{�' cu Ec°ss �: 0"e$N\ �� J sOs?Js \ „a.° 9.0 z= . aa5o E BY WILLIAMS & SPARAGES. 8,849 S.F. ' 9+5 DELINEATED 13,478 S.F. �/ i 1 Tc i �� °f PR CB• soG� —) \\ _ v � 29 • .ice\� / ` � `�'' ° 15,$93 S.F. ��SHOFMgss90 PR—CB O+ORT LJ / / f 1� J O / / «, �o� PETER 49997 S.F. TC ' / \ / r. w / ,� / T BLAISDELL, ` \ _ •• /� •15ge ` '4p C' s 1535 • ,1 c o ICIVIL E��n - k" p No.41613 . 80S 94X840 SS.F. 1�i ° T' • l °�°Q�o$ � PR—CB RO B d' 'w.° ` �.., � s _ j?C• ( MAP UNIT SYMBOL: 102E �/� ' . • . ' I ® U 31 ,453 S. MAP UNIT NAME: CHATFIELD—HOLLIS—ROCK ROOF AREA I i11 \ OUTCROP COMPLEX, 15 TO 35 PERCENT SLOPES O 150S HYDROLOGIC SOIL GROUP: B & C/D DIRECTLY USE "C" IN ORDER TO BE CONSIS ,ENT WITH THE Tc INFILTRATED O l \ �¶ // — / `J' +1�g0.0 // GPMES ArO 3 / ® PREVIOUSLY APPROVED PLANS =1 ,125 S.F. ✓ ,` 1 \ � i ® "' ° ' �� — �® Overflow' TF:155.5 t�� I .152.5 Tc . 50, 144, (ISOLATED) 45P � . J EX-3r 709668 S.F. 195,386 S.F. •' ` - p r, - i Jl . ilvpf EX-5 (ISOLATED) Tc . ' \ ' HYDRocAD NODE (7YP) 49,862 S.F. Runoff towards Isolated Wetland B series (No Change) LINK 132E 136S Runoff into existing O catch basins on Clark Avenuea a Overflow Runoff towards Isolated LINK 139E Wetland "C" series Runoff Towards Existing Wetlands to the South _ 140S a E LEGEND \ Y � WATERSHED BOUNDARY LINE MAP UNIT SYMBOL: 102E " TIC UNP NAME: CHATFIELD-HOLLIS-ROCK a OUTCROP COMPLEX, 15 TO 35 PERCENT SLOPES TIME OF CONCENTRATION • • • • • • • • • • • • HYDROLOGIC SOIL GROUP: HYDROLOGIC SOIL GROUP: B & C/D ASSUMED TO BE "D" AT EDGE OF B.V.W. 1 _ USE "C" IN ORDER TO BE CONSISTENT WIT' ' PREVIOUSLY APPROVED PLANS 301E BOUNDARY LINE s m� ® ® ® ' a' x FLOW DIRECTION J n