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HomeMy Public PortalAbout385 Pleasant_Stormwaer Drainage Report_050917 DRAINAGE CALCULATIONS For: PROPOSED SITE REDEVELOPMENT Located: 385 PLEASANT STREET (PARCEL ID No: 221-31-0) WATERTOWN, MASSACHUSETTS Submitted to: TOWN OF WATERTOWN Prepared For: AMSTEL HERITAGE WATERTOWN, LLC 30 BROOKS STREET BRIGHTON, MASSACHUSETTS 02135 ■■■■ �y,OF h sq ' r BRADLEY C s� ■ ry CNNLf� u' ■ ~ N�. 3S91T D ■ AfU�GISl�¢ Q ■ S$QNALE�C� MAY 8, 2017 McKenzie Engineering Group , Inc . 150 Longwater Drive, Suite 10 1 , Norwell, Massachusetts 020G I P: (78 1) 792-3900 F: (781) 792-0333 www.mckenLi.com TABLE OF CONTENTS 1. NARRATIVE Page ■ Project Summary 1 ■ Pre-Development Condition 1 ■ Post-Development Condition 2 ■ Stormwater Best Management Practices (BMP's) 3 ■ Erosion and Sedimentation Control 4 ■ Figure 1 (USGS Locus Map) 5 ■ Figure 2 (SCS Soils Map) 6 ■ Figure 3 (FEMA Flood Map) 7 2. APPENDICES ■ APPENDIX A: Pre-Development Condition ■ APPENDIX B: Post Development Condition ■ APPENDIX C: Soil Testing Data Site Redevelopment Plan 385 Pleasant Street Watertown, Massachusetts Proiect Summary The project proponent, Amstel Heritage Watertown, LLC, proposes to redevelop an approximate 1.81-acre parcel of land at 385 Pleasant Street in Watertown, Massachusetts. The site has frontage on Pleasant Street to the south and is shown on the Watertown Assessor's Map as Parcel I.D. 222 310. The site is located within the Pleasant Street Corridor Zoning District and is surrounded by industrial zoned property to the northwest, west, and across the street to the south and residential zoned property to the northeast. The proposed redevelopment will consist of the construction of a 4-story 14-unit residential complex, a 3-story commercial complex, 3 independent residential townhouses, the redevelopment of an existing brick warehouse into 14 residential lofts with commercial space, and the construction of asphalt parking/access roadways, installation of subsurface stormwater management systems, utilities, site grading and landscaping. The proposed site redevelopment is considered a redevelopment project under the MA DEP Stormwater Management Standards and is required to meet the Town of Watertown Rules and Regulations for Stormwater Management and Erosion Control to the maximum extent practicable. This report contains stormwater runoff calculations for the pre-development and post- development conditions and includes the sizing of the proposed stormwater best management practices (BMPs). The proposed and existing site conditions are illustrated on the project site plans entitled "Site Redevelopment Plan, 385 Pleasant Street (Assessor's Parcel I.D. No. 221-31- 0), Watertown, Massachusetts, prepared by McKenzie Engineering Group, Inc. dated May 8, 2017. Refer to Figure 1- USGS Locus Map for the location of the parcel. Pre-Development Condition The majority of the approximate 1.81-acre development area consists of an existing two story brick and concrete warehouse building, a gravel parking area at the rear of the building, an asphalt parking area along Pleasant Street, and the remnants of a railroad bed within a former Boston & Maine Railroad right-of-way. The rear portion of the site consists of pavement and gravel areas. Currently, the site is comprised of approximately 47% impervious surfaces. The existing buildings have direct access to Pleasant Street.The entrances to the building, located on the eastern and western faces, are above the roadway grade at Pleasant Street and retaining walls exist at each end of the building along Pleasant Street. The site slopes slightly downward from the western face of the building and the railroad right-of-way to Pleasant Street by approximately 4 feet and steeply downward from the eastern face toward pleasant street by approximately 12 feet. The existing watershed analyzed in this report is comprised of approximately 1.86 acres which includes the subject parcel and offsite tributary areas to the north. The watershed consists of three (3) design points. Design point 1 (DP-1), collects surface runoff from the front portion of the site and offsite tributary areas to the north and flows into the 18" municipal storm drain in Pleasant Street. Design point 2 (DP-2) collects surface runoff from the rear of the building and the gravel parking area. Design point 3 (DP-3) collects the remaining surface runoff from the 1 railroad bed. Refer to the Pre-Development Watershed Plan WS-1 in Appendix A for a delineation of drainage subcatchments in the pre-development design condition. The site is located within Zone X, Area of Minimal Flooding as shown on FEMA Flood Insurance Rate Map Community Panel No. 25017C0552E, which bears an effective date of June 4, 2010. Refer to Figure 2—FEMA Flood Map. The Natural Resources Conservation Service (NRCS) has identified the soil on the site as urban land (SCS 602) which is unclassified hydrologic soil group (HSG) that has typically been disturbed by development. For the purposes of the drainage analysis, the soils are assumed to be designated as HSG — A. Soil testing conducted by McKenzie Engineering Group, Inc. (MEG) on March 21, 2017 identified the soils to be sand, fine loamy sand and loamy sand. Refer to the soil information in Appendix C and Figure 3 - NRCS Soils Map. Post-Development Condition Watershed areas were analyzed in the post-development condition stormwater analysis to design stormwater management facilities to mitigate impacts resulting from developing the property. The objective in designing the proposed drainage facilities for the project was to maintain existing drainage patterns to the extent practicable and to ensure that the post- development rates of runoff are less than pre-development rates at the design points. Refer to the Post-Development Watershed Plan WS-2 in Appendix B for a delineation of post- development drainage subareas. The design points for the post-development design conditions correspond to those analyzed for the pre-development design condition. The proposed system utilizes deep sump hooded catch basins, pre-treatment units and subsurface infiltration chamber systems. The subsurface infiltration chamber system was designed to accommodate peak flows generated by all storms up to the 100-year storm event. Refer to site plans for the drainage system design. All BMPs shall be supported by a comprehensive Construction Phase Pollution Prevention and Erosion Control Plan and Post- Development BMP Operation and Maintenance Plan. The SCS technical release 20 (TR-20) based program, HydroCAD was employed to develop pre and post-development peak flows. Drainage calculations were performed for the 2, 10, 25 and 100-year Type III 24-hour storm events. The stormwater facilities were designed to accommodate peak flows generated by a 100-year storm event. Refer to Appendix A and B for computer results. 2 The peak rates of runoff are as follows: 2 Year Storm 10 Year Storm 25 Year Storm 100 Year Storm Design (3.20Inches) (4.90Inches) (6.20Inches) J8.901nchesl Point Exist. Prop. Exist. Prop. Exist. Prop. Exist. Prop. (CFS) (CFS) (CFS) (CFS) (CFS) (CFS) (CFS) (CFS) Design 1.65 0.20 3.62 0.39 5.25 0.54 8.74 0.86 Point 1 (-1.45) (-3.23) (-4.71) (-7.88) Design 1.22 0.00 1.90 0.00 2.42 0.00 3.48 0.00 Point 2 (-1.225) (-1.00) (-2.42) (-3.48) Design 0.00 0.00 0.00 0.00 0.01 0.01 0.12 0.04 Point 3 (-0.00) (-0.00) (-0.00) (-0.08) The peak volumes of runoff are as follows: 2 Year Storm 10 Year Storm 25 Year Storm 100 Year Storm Design (3.20Inches) (4.90Inches) (6.20Inches) (8.90Inches) Point Exist. Prop. Exist. Prop. Exist. Prop. Exist. Prop. (ac-ft) (ac-ft) (ac-ft) (ac-ft) (ac-ft) (ac-ft) (ac-ft) (ac-ft) Design 0.117 0.014 0.249 0.027 0.361 0.038 0.608 0.062 Point 1 (-0.103) (-0.222) (-0.323) (-0.546) Design 0.092 0.00 0.147 0.00 0.188 0.00 0.275 0.00 Point 2 (-0.092) (-0.147) (-0.188) (-0.275) Design 0.00 0.00 0.00 0.00 0.004 0.001 0.020 0.004 Point 3 (-0.00) (-0.00) (-0.003) (-0.016) A comparison of the pre-development and post-development peak rates of runoff and volumes indicate that the peak rates of runoff and volumes for the post-development condition at all Design Points will be less than the pre-development condition for all storm events. Peak rates of runoff for DP-1 indicate an approximate 88% reduction in the 2-yr design storm condition and an approximate 90% reduction in the 100-yr design storm condition. A 100% reduction in runoff for DP 1 is not achievable due to the limited space between the back of the existing sidewalk along Pleasant Street and the front of the existing warehouse building. In addition, the 2:1 design slope in front Building F limits the ability of implementing a rain garden to capture the runoff from the landscaped areas. Peak volumes for DP-2 indicate a 100% reduction in the 2-yr design storm condition and a 100% reduction in the 100-yr design storm condition. In addition, all of the runoff that emanates from the site will comply with the Department of Environmental Protection's Stormwater Management Regulations pertaining to renovation. Stormwater Best Management Practices(BMP's) Treatment stream for the redevelopment shall consist of deep sump hooded catch basins and proprietary treatment units as pretreatment, and subsurface infiltration chamber systems to 3 achieve the required removal of at least 80% of the total suspended solids (TSS) and mitigate the anticipated pollutant loading. Erosion and Sedimentation Controls A silt sock or other suitable erosion control barrier will be placed along the down gradient limit of work and as shown on the Site Plans prior to the commencement of any clearing, earth removal or construction activity. The integrity of the erosion control barrier will be maintained by periodic inspection and replacement as necessary. The erosion control barrier will remain in place until the first course of pavement has been placed, gravel areas established and all landscape areas have been loamed and seeded or planted such that vegetation has been established. Refer to the Erosion Control details in the Site Plans for proposed erosion control measures to be employed for the project. Operations and maintenance plans for the construction phase and long term operation of the site shall be provided. 4 OLI Er 1,4 ;•� — _ xy r�-- �• IF - � ��� y `k. _ / . �• �-�s �' *L, rye a 410 #x - - -x o" sr I FIGURE - 1 McKenzie 150 LONGWATER DRIVE,SUITE 101 Engineering NORWELL,MASSACHUSETTS 02061 PHONE:(781)792-3900 FACSIMILE:(781) GE��p Inc PROFESSIONALING AND LAND SURVEYING0333 0 1000' 2000' 2500' U SG S LOCUS MAP U.S. GEOLOGICAL SURVEY 385 PLEASANT STREET 7.5 X 15 MINUTE SERIES WATERTOWN, MASSACHUSETTS ®MCKENaE ENGINEERING GROUP,INC. m - �Co Ov m� fi t O /. O C.) 2 Co ti Stu ACTO Q Q � �Q r�� u1�i 0 y y ZONE m AE PROFILE BASEL+I BEMIS DAM ul cr N3 U) .\ U ZONE�X J _ V fe p2 18 ZONE X CALIFORNIA STREET >Q ZONE X v�RSE W J BE Ir W�' Q- < STREET 1" Q Lp FIGURE - 2 McKenzie 150 LONGWATER DRIVE,SUITE 101 Engineering NORWELL,MASSACHUSETTS 02061 PHONE:(281)792-3900 SIMILE:(781) PROFESSIONAL Oup E Inc ENGINEERING AND LAND 0333 LAND SURVEYING 0 500' 1000' 1250' FEMA FLOOD MAP COMMUNITY PANEL NO: 250208 0552 E 385 PLEASANT STREET EFFECTIVE DATE: JUNE 4, 2010 WATERTOWN, MASSACHUSETTS © MCKENZIE ENGINEERING GROUP,INC. 318600 318650 318700 318750 318800 318850 I I All 015011 CR FIGURE - 3 McKenzie 150 LONGWATER DRIVE,SUITE 101 Engineering NORWELL,MASSACHUSETTS 02061 PHONE:(281)792-3900 GE O�p Inc PROFESSIONALING ANDCLAND SURVEYING0333 0 100' 200' 250' N RCS SOILS MAP MIDDLESEX COUNTY, MASSACHUSETTS 385 PLEASANT STREET SOIL SURVEY WATERTOWN, MASSACHUSETTS © MCKENZIE ENGINEERING GROUP,INC. APPENDIX A Pre-Development Condition I m I O o I I � I 111 Il I �I Ilk I \ 1\ IILJL_\-JL-__job--.M McKenzie Engineering Group Civil Engineers 8 Le.E Surveyor. 150 LONGWATER DRIVE SUITE 101 NORWELL.MA 02061 ` PHONE(781)792-3900 FAX(781)792-0— vww.mcken9cOm � WNco co RfT WALC ZLLI WWo L � = o H0 602 O a o RE,Wq�4 W Z N _J A HAR > aaN �Q�Ty4 W N c� S2 S3 (PUBC/CGp!Y/D���T W W G 16,859 SF , - REMNAN DP3 11 082 SF W a °C EP \ TP#3 — \ OF OL A K / STOCKADE FENCE ✓ B/DH cc W TP 2 E,—_� _ WIRE FENCE L Lu GSA E 31�` - - - �� _ � "3p�� � � � � �� �,LO�D�� ` ce AI cal) ` ®Mw _ J 38( TL) _ _ /C_ _ _ I� — 4JIT _ -�J G� Q ®Mw 30— 4 E/v�JTING BU��VNG sR E //�/Bh / PROFESSIONAL ENGINEER: -SI _ _ _ _ r ONC P 09 CONC PICK AND CO `fL^E ICE / RFT �AL / �U �A Bh CON s� vcc �- iiii FS- C P,�D erD — — ®Mw i yxD� � — ®Mw SIB,i -_, — , 116 MH �— G 14W \ PLEASANT STREET `� DP1 17 — L — w� W w IN HIV - (Henl ) (I—T-) — — /lnlnrTluFl 14W rueClC-F�HJIAA�n B�� 14W— 14W _ _ — G — 1�i SMH DH R=27.08 C / . ll('rY" r LIJ - S \��r. 71 FJ�— \Cr`/� EP C' VGC —G G - lLLJ R=27.65 SMH NH -- —�DH 12'CI GAS, V, R=24.86 R=2381 S1 R-117.16 - - rc=io.co z 53,075 SFLU ° ~ LU w W N a_ � M � 00 LU : Q 0' 80' 160' 240' =N LU 0 C lLH 22 LEGEND 0 0 r Qcoom DRAWN BY: SBS TIME OF CONCENTRATION FLOW PATH DESIGNED BY: SBS LIMIT OF WATERSHED CHECKED BY: BCM APPROVED BY: BCM SOIL TYPE BOUNDARY DATE: MAY B.2017 SCALE: 1"=80' SOIL KEY DWG.TITTLEE:: 216-105 DWG.T SOIL CLASSIFICATION I DESCRIPTION HYDROLOGIC SOIL GROUP 1 Pre-Dev. 602A URBAN LAND A J Watershed Plan DWG. No: ^1 © �//�\� MCKENZIE ENGINEERING GROUP,INC. V Y V 1 1:\gM\2n6 PRW—VI6-I05\—\PU6 SET\216-105 wS-t.D'O S1 S2 S3 Subcat:hment Subcat:,hment Subcat:,hment \7 v v DP1 DP2 DP3 Pleasant Street North property Line North Property Line SubCat Reach on Link Routing Diagram for 216-105 Pre-Development(Final) Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC 216-105 Pre-Development (Final) Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.064 39 >75% Grass cover, Good, HSG A (S1, S3) 0.337 30 Brush, Good, HSG A (S1) 0.027 98 Concrete Pad, HSG A (S1) 0.222 96 Gravel surface, HSG A (S1, S2) 0.010 98 Paved roads w/curbs &sewers, HSG A (S1) 0.259 98 Pavement, HSG A (S1) 0.408 98 Pavement, HSG A (S1, S2, S3) 0.280 98 Roofs, HSG A (S1, S2, S3) 0.254 32 Woods/grass comb., Good, HSG A (S1, S3) 1.860 74 TOTAL AREA 216-105 Pre-Development (Final) Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 1.860 HSG A S1, S2, S3 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.000 Other 1.860 TOTAL AREA 216-105 Pre-Development (Final) Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.064 0.000 0.000 0.000 0.000 0.064 >75% Grass cover, Good S1, S3 0.337 0.000 0.000 0.000 0.000 0.337 Brush, Good S1 0.027 0.000 0.000 0.000 0.000 0.027 Concrete Pad S1 0.222 0.000 0.000 0.000 0.000 0.222 Gravel surface S1, S2 0.010 0.000 0.000 0.000 0.000 0.010 Paved roads w/curbs &sewers S1 0.667 0.000 0.000 0.000 0.000 0.667 Pavement S1, S2, S3 0.280 0.000 0.000 0.000 0.000 0.280 Roofs S1, S2, S3 0.254 0.000 0.000 0.000 0.000 0.254 Woods/grass comb., Good S1, S3 1.860 0.000 0.000 0.000 0.000 1.860 TOTAL AREA 216-105 Pre-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 5 Time span=0.00-30.00 hrs, dt=0.02 hrs, 1501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method SubcatchmentS1: Subcatchment Runoff Area=53,075 sf 62.25% Impervious Runoff Depth=1.15" Tc=5.0 min CN=76 Runoff=1.65 cfs 0.117 of SubcatchmentS2: Subcatchment Runoff Area=16,859 sf 57.61% Impervious Runoff Depth=2.86" Tc=5.0 min CN=97 Runoff=1.22 cfs 0.092 of SubcatchmentS3: Subcatchment Runoff Area=11,082 sf 0.72% Impervious Runoff Depth=0.00" Tc=5.0 min CN=33 Runoff=0.00 cfs 0.000 of Reach DP1: Pleasant Street Inflow=1.65 cfs 0.117 of Outflow=1.65 cfs 0.117 of Reach DP2: North property Line Inflow=1.22 cfs 0.092 of Outflow=1.22 cfs 0.092 of Reach DP3: North Property Line Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Total Runoff Area = 1.860 ac Runoff Volume = 0.209 of Average Runoff Depth = 1.35" 47.13% Pervious = 0.877 ac 52.87% Impervious = 0.983 ac 216-105 Pre-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment S1: Subcatchment Carlson PlanXYPos1736397.415012958926.50901 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 1.65 cfs @ 12.08 hrs, Volume= 0.117 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 3,984 98 Pavement, HSG A 1,672 98 Roofs, HSG A 272 96 Gravel surface, HSG A 1,172 98 Concrete Pad, HSG A 3,218 98 Pavement, HSG A 5,355 98 Roofs, HSG A 430 98 Paved roads w/curbs & sewers, HSG A 621 96 Gravel surface, HSG A 6,453 30 Brush, Good, HSG A 11,286 98 Pavement, HSG A 1,618 96 Gravel surface, HSG A 732 39 >75% Grass cover, Good, HSG A 8,214 30 Brush, Good, HSG A 1,400 39 >75% Grass cover, Good, HSG A 5,924 98 Pavement, HSG A 724 32 Woods/qrass comb., Good, HSG A 53,075 76 Weighted Average 20,034 37.75% Pervious Area 33,041 62.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 216-105 Pre-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 7 Subcatchment S1: Subcatchment Hydrograph - ❑Runoff 1.65 cfs Ty�el ll+ 241h� RIu ihdff I AlrOa$53,10751 sf I_ I I L�u 4 Vpllu 0.11 L 3 1 1 1 RI uln?j Pejp�h7l 151 Tc=5.0 min � � IIIIIIII - II IIIIIIIIII 0 .� ..�...�.. ..�...:... ........ ....,....,. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 8 Summary for Subcatchment S2: Subcatchment Carlson PlanXYPos1736513.644012958995.20401 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tin1 Runoff = 1.22 cfs @ 12.07 hrs, Volume= 0.092 af, Depth= 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 4,604 98 Pavement, HSG A 5,109 98 Roofs, HSG A 7,146 96 Gravel surface, HSG A 16,859 97 Weighted Average 7,146 42.39% Pervious Area 9,713 57.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S2: Subcatchment Hydrograph illlllll � lll � IIIIIII ■Runoff I I I I I I I I I 122c I I �� T e 111 24-h Rurhdffl Alyda0116,18591 sf RlunOfflVlolluTpp O.10�21of 3 RI ulnpf f Pe,p�h7F.86',' LL Tc=5.0 m i n IIIIII IIIIIIIIIIIIIIIII IIIIII � � � Illlll U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 9 Summary for Subcatchment S3: Subcatchment Carlson PlanXYPosj736959.223012959190.14501 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 10,354 32 Woods/grass comb., Good, HSG A 36 98 Pavement, HSG A 44 98 Roofs, HSG A 648 39 >75% Grass cover, Good, HSG A 11,082 33 Weighted Average 11,002 99.28% Pervious Area 80 0.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment SI Subcatchment Hydrograph l l IT��el ll+ 241h� RlurhdfflAlyda#111,10821 sf Ruggffl VlolluTp=O.OQOi of 3 1 RI ulnpfl Pe,p�h=0.00', LL Tc=5.0 m i n 6N=131 IIII III � IIIIIIIIIIII - IIII III III � � � IIII � I 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 10 Summary for Reach DP1: Pleasant Street [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.218 ac, 62.25% Impervious, Inflow Depth = 1.15" for 2-Year event Inflow = 1.65 cfs @ 12.08 hrs, Volume= 0.117 of Outflow = 1.65 cfs @ 12.08 hrs, Volume= 0.117 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Reach DP1: Pleasant Street Hydrograph / ❑Inflow _ ❑Outflow 1.65 cfs Inlflow Area=1 .218 ac - III ' Illlli � � IIIIIIIIIIIII � 1 1414 1 + 14 H I + 14I- � '"� Illiilllll IIIIIIIIIIIIIIIII 3 0 U. III - III IIII � IIIIIIIIIIIII U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 11 Summary for Reach DP2: North property Line [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.387 ac, 57.61% Impervious, Inflow Depth = 2.86" for 2-Year event Inflow = 1.22 cfs @ 12.07 hrs, Volume= 0.092 of Outflow = 1.22 cfs @ 12.07 hrs, Volume= 0.092 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Reach DP2: North property Line Hydrograph / I■outflow Inflow 1.22 cfs Inflow Area=0.387 ac ❑ IIIIIIIII ' IIIIIIIIIIIIIIIII ,� ( IIIIIIIII � IIIIIIIIIIIIIII _ IIIIIIIII IIIIIIIIIIIIIII q! �-- I � IIIIIIIIIIIII 3 o _ LL III ( III IIIIIIIIIIIII I M IIIIIII u 1 2 3 4 5 6 7 8 9 loll 12 13 14 1516 1718 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 12 Summary for Reach DP3: North Property Line [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.254 ac, 0.72% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Reach DP3: North Property Line Hydrograph 1 / ❑Inflow ❑Outflow Inflow Area=0.254 ac II II II N V 3 0 LL 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 13 Time span=0.00-30.00 hrs, dt=0.02 hrs, 1501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method SubcatchmentS1: Subcatchment Runoff Area=53,075 sf 62.25% Impervious Runoff Depth=2.45" Tc=5.0 min CN=76 Runoff=3.62 cfs 0.249 of SubcatchmentS2: Subcatchment Runoff Area=16,859 sf 57.61% Impervious Runoff Depth=4.55" Tc=5.0 min CN=97 Runoff=1.90 cfs 0.147 of SubcatchmentS3: Subcatchment Runoff Area=11,082 sf 0.72% Impervious Runoff Depth=0.03" Tc=5.0 min CN=33 Runoff=0.00 cfs 0.001 of Reach DP1: Pleasant Street Inflow=3.62 cfs 0.249 of Outflow=3.62 cfs 0.249 of Reach DP2: North property Line Inflow=1.90 cfs 0.147 of Outflow=1.90 cfs 0.147 of Reach DP3: North Property Line Inflow=0.00 cfs 0.001 of Outflow=0.00 cfs 0.001 of Total Runoff Area = 1.860 ac Runoff Volume = 0.396 of Average Runoff Depth = 2.56" 47.13% Pervious = 0.877 ac 52.87% Impervious = 0.983 ac 216-105 Pre-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment S1: Subcatchment Carlson PlanXYPos1736397.415012958926.50901 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 3.62 cfs @ 12.08 hrs, Volume= 0.249 af, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description 3,984 98 Pavement, HSG A 1,672 98 Roofs, HSG A 272 96 Gravel surface, HSG A 1,172 98 Concrete Pad, HSG A 3,218 98 Pavement, HSG A 5,355 98 Roofs, HSG A 430 98 Paved roads w/curbs & sewers, HSG A 621 96 Gravel surface, HSG A 6,453 30 Brush, Good, HSG A 11,286 98 Pavement, HSG A 1,618 96 Gravel surface, HSG A 732 39 >75% Grass cover, Good, HSG A 8,214 30 Brush, Good, HSG A 1,400 39 >75% Grass cover, Good, HSG A 5,924 98 Pavement, HSG A 724 32 Woods/qrass comb., Good, HSG A 53,075 76 Weighted Average 20,034 37.75% Pervious Area 33,041 62.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 216-105 Pre-Development (Final) Type 111 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 15 Subcatchment S1: Subcatchment Hydrograph 4 � Ir I rt l_t r—I fi l rt l _t l I fi l rt lI r—i fi l rt l--� i l ❑Runoff 3.62 cfs I I I I I I I I I T��e Il+ 241h� - 3� 1 1 1 1 1 1 RIu ihdff I AlrOaO53,10751 sf R1uggffl Vlolluln�70.12491 of 2 1 1 1 1 1 11�Mr �ep�h7F'415!1 Tc=5.0 min 116�_176 1 _ I -k- 1 4- 1-4 �_1 - _ i I 1 - I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type 111 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 16 Summary for Subcatchment S2: Subcatchment Carlson PlanXYPosl736513.644012958995.20401 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 1.90 cfs @ 12.07 hrs, Volume= 0.147 af, Depth= 4.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description 4,604 98 Pavement, HSG A 5,109 98 Roofs, HSG A 7,146 96 Gravel surface, HSG A 16,859 97 Weighted Average 7,146 42.39% Pervious Area 9,713 57.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S2: Subcatchment Hydrograph �� ■Runoff 2-`/1 I I I I I I I I 11 90 cfs I I I Type III 24-hr 1 1 1 1 11 b-Year Rainfa11=4.90'1' Rurhdffl Area#116,18591 sf l u l l RlungfflYOI,ump�0.11471 of 3 1 t t -t _t t I tRI npf �elpfi"T 5I5'1 LL Tc=5.0 m i n IIIIII ' IIIIIIIIIIIIIIIII Illlli � � 111111 o ,....i...,.... 1 . u 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type 111 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 17 Summary for Subcatchment S3: Subcatchment Carlson PlanXYPosj736959.223012959190.14501 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.00 cfs @ 17.18 hrs, Volume= 0.001 af, Depth= 0.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description 10,354 32 Woods/grass comb., Good, HSG A 36 98 Pavement, HSG A 44 98 Roofs, HSG A 648 39 >75% Grass cover, Good, HSG A 11,082 33 Weighted Average 11,002 99.28% Pervious Area 80 0.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S3: Subcatchment + Hydrroograph 0.001� �� I t I—] t—I Runoff 0.001 / e j 12 _ 4 H L o.00 cfs — H 0.001_ — — 0.001'/�1 b�ll'e�ar1 Rain aii �b" - - — — IH 0.001-�-/ —Rd�r O f Ate�1f�082ISM �1 4- H H �I H 0.001�— — — — — — — — — — 0.001 0.001 Off of IH C IH 0.001pt�= P H 1 J- I H I 0.001�— MM 0.000� kk li 1 H IH HI H ' IH HI IH HI 0.000�=1 — — l — I— -I — l — I— �I fi rt l H �I fi 0000�-1 � I T_ I � IH �I � I T IH 0.000_ o 14 1 1 + 1 4- 1 4- 1 4- /.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 18 Summary for Reach DP1: Pleasant Street [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.218 ac, 62.25% Impervious, Inflow Depth = 2.45" for 10-Year event Inflow = 3.62 cfs @ 12.08 hrs, Volume= 0.249 of Outflow = 3.62 cfs @ 12.08 hrs, Volume= 0.249 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Reach DP1: Pleasant Street t Hydrographh ■Inflow 4J 3.62 cfs ■outflow �nfl6w Ar6 =i .2i i 3­ _ I IIIIIIIIIIIIIII q! 32-� � llllllllll 0 U. 71 TIT17 7 F 1� 0 u 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 19 Summary for Reach DP2: North property Line [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.387 ac, 57.61% Impervious, Inflow Depth = 4.55" for 10-Year event Inflow = 1.90 cfs @ 12.07 hrs, Volume= 0.147 of Outflow = 1.90 cfs @ 12.07 hrs, Volume= 0.147 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Reach DP2: North property Line Hydrograph ❑Inflow ❑Outflow 2 ' 1.90 cfs infl�w Area=0.387 ac q! w V 0 1 LL ii/ i u 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 20 Summary for Reach DP3: North Property Line [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.254 ac, 0.72% Impervious, Inflow Depth = 0.03" for 10-Year event Inflow = 0.00 cfs @ 17.18 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 17.18 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Reach DP3: North Property Line Hydrograph 0.00,-� 1 t—I t I t I t I t I� �I t—I t I t I t t I� �I t-1 _ ■Inflow 0.001 T TIT 0.00 cfs _ I■outflow 0.001! Inflow Ar��6. i — 0.001_. —I �I T I + H I H 1 H H HI H I - 0.001- — — — — — — — — — - 0.001 0.001- 0.001 i - 0.001H - w 0.001E — — — — — — — — — - LL0.001-' '-1 F1 T1T 7 _T 17 1 T I T I T F-I FI o.000� ,� 0.000- — — — — — — — — — - 0.000: — — — — — — - 0.000% '— r7_1 LILL L L � � � C - 0.000- 0.000 `I - o'o o= /.. /../../...,. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 21 Time span=0.00-30.00 hrs, dt=0.02 hrs, 1501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method SubcatchmentS1: Subcatchment Runoff Area=53,075 sf 62.25% Impervious Runoff Depth=3.55" Tc=5.0 min CN=76 Runoff=5.25 cfs 0.361 of SubcatchmentS2: Subcatchment Runoff Area=16,859 sf 57.61% Impervious Runoff Depth=5.84" Tc=5.0 min CN=97 Runoff=2.42 cfs 0.188 of SubcatchmentS3: Subcatchment Runoff Area=11,082 sf 0.72% Impervious Runoff Depth=0.20" Tc=5.0 min CN=33 Runoff=0.01 cfs 0.004 of Reach DP1: Pleasant Street Inflow=5.25 cfs 0.361 of Outflow=5.25 cfs 0.361 of Reach DP2: North property Line Inflow=2.42 cfs 0.188 of Outflow=2.42 cfs 0.188 of Reach DP3: North Property Line Inflow=0.01 cfs 0.004 of Outflow=0.01 cfs 0.004 of Total Runoff Area = 1.860 ac Runoff Volume = 0.554 of Average Runoff Depth = 3.57" 47.13% Pervious = 0.877 ac 52.87% Impervious = 0.983 ac 216-105 Pre-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment S1: Subcatchment Carlson PlanXYPos1736397.415012958926.50901 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 5.25 cfs @ 12.08 hrs, Volume= 0.361 af, Depth= 3.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 25-Year Rainfall=6.20" Area (sf) CN Description 3,984 98 Pavement, HSG A 1,672 98 Roofs, HSG A 272 96 Gravel surface, HSG A 1,172 98 Concrete Pad, HSG A 3,218 98 Pavement, HSG A 5,355 98 Roofs, HSG A 430 98 Paved roads w/curbs & sewers, HSG A 621 96 Gravel surface, HSG A 6,453 30 Brush, Good, HSG A 11,286 98 Pavement, HSG A 1,618 96 Gravel surface, HSG A 732 39 >75% Grass cover, Good, HSG A 8,214 30 Brush, Good, HSG A 1,400 39 >75% Grass cover, Good, HSG A 5,924 98 Pavement, HSG A 724 32 Woods/qrass comb., Good, HSG A 53,075 76 Weighted Average 20,034 37.75% Pervious Area 33,041 62.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 216-105 Pre-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 23 Subcatchment S1: Subcatchment Hydrograph 5.215 CfS I ❑Runoff 5� �I i L I I I _t LIT� e4 4 V� - = I I I I I I I I I I IZ�_iYea�- I�a�ir�f�11�6�.210'I' 4 i I fi l rt l I r 1 I fi I Ru ih- ff Arda$53,1075W Plug4ffl VI°IIuln 770. l§l I of �qn?I qlojp�h 71-71 Tc=5.0 min - 2 � � I I � IIIIIIIIIIII I r- T_ I I I I T I C I 0 / 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 24 Summary for Subcatchment S2: Subcatchment Carlson PlanXYPosl736513.644012958995.20401 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 2.42 cfs @ 12.07 hrs, Volume= 0.188 af, Depth= 5.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 25-Year Rainfall=6.20" Area (sf) CN Description 4,604 98 Pavement, HSG A 5,109 98 Roofs, HSG A 7,146 96 Gravel surface, HSG A 16,859 97 Weighted Average 7,146 42.39% Pervious Area 9,713 57.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S2: Subcatchment Hydrograph �� � ■Runoff 2.42 cfs T��e II+ 24=h� - 2�/1 l l Ru rhdff l Alyda0116,18591 sf RlunOffl VlolluTpp O.11$81 of 3 RI ulnpf f Pe,p�h7�.84'I Tc=5.0 m i n 1-/ 1 t l t I -t r I t 1 -t 1 fi t IIIIII II 111111111111111 IIIIII IIII IIIIII o . . .. . ...... .....,..., 4/ .�;. . u 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 25 Summary for Subcatchment S3: Subcatchment Carlson PlanXYPosj736959.223012959190.14501 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.01 cfs @ 13.68 hrs, Volume= 0.004 af, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 25-Year Rainfall=6.20" Area (sf) CN Description 10,354 32 Woods/grass comb., Good, HSG A 36 98 Pavement, HSG A 44 98 Roofs, HSG A 648 39 >75% Grass cover, Good, HSG A 11,082 33 Weighted Average 11,002 99.28% Pervious Area 80 0.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S3: Subcatchment Hydrograph 0.008--,/'� T_ � + 1 -1 + 1 F� T Runoff 0.007-�'/ + + + + 0.01 cfs + + 4- +T + + 0.007 yge III 24-h 0.006� I l l l l i j 1�;�1+'e�ar� �aliq#a�1I�61:21p�� 0.006�_ 0.005� fi l + rt 1—� r-1 fi Rtrnlo#f Ate6-0111,0821Sf 0005 1 + + 1 + + + + + r1Off+VQtpT_p="44Ia� w 0.004-�-/ R : � I + I A I-1 LI + I -1 �� mlin 3 0.004� 0 LL 0.003� 11�a7 a7— 0.002: _ + + 14 1+ + + + + + + 1 + +1 + 0.002 0.001�-/ 1 11 1 1 1 1 I 1 11 11 0.001 0.000� fi + I� �I + Irt I� �I t I + II t-I fi , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 26 Summary for Reach DP1: Pleasant Street [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.218 ac, 62.25% Impervious, Inflow Depth = 3.55" for 25-Year event Inflow = 5.25 cfs @ 12.08 hrs, Volume= 0.361 of Outflow = 5.25 cfs @ 12.08 hrs, Volume= 0.361 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Reach DP1: Pleasant Street Hydrograph / I I I ❑Inflow - Outflow❑ 5.25 cfs I nil Ow (Area='1 .12�1� c� 5� I IIIIIIIIIII - �IIIII IIIIIIIIIIIII 4� - IIIIIIII IIIIIIIIIIIIIII V1 � 3 3 - 0 LL � Ifi I� I t I t I t I I� 2_� - illllllllllllllll u 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 27 Summary for Reach DP2: North property Line [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.387 ac, 57.61% Impervious, Inflow Depth = 5.84" for 25-Year event Inflow = 2.42 cfs @ 12.07 hrs, Volume= 0.188 of Outflow = 2.42 cfs @ 12.07 hrs, Volume= 0.188 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Reach DP2: North property Line Hydrograph / ❑Inflow ❑Outflow 2.42 cfs Inflow Area=0.387 ac 2­ IIIIIIIIIIIIIII q! - I IIIIIIIIIIII 3 o _ LL 1� 0 u 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 28 Summary for Reach DP3: North Property Line [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.254 ac, 0.72% Impervious, Inflow Depth = 0.20" for 25-Year event Inflow = 0.01 cfs @ 13.68 hrs, Volume= 0.004 of Outflow = 0.01 cfs @ 13.68 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Reach DP3: North Property Line Hydrograph �� TI I T �� T T TT1 T IT TI TI 0 � - ❑Inflow .008 ❑Outflow 0.007�_/ 0.01 cfs Inflow Ar�a�=b2 ac °�°°'� �I 0.006- 0.006/ �I 0.005—/ 0.005' / T T1 TITT T ITT T T T w 0.004� 3 0.004�_/ T T T T T T T LL 0.003- /—I L I _L I T _ T L1 L I 0.003� 0.002-�-/ �-1 T I T I T T T TI T I T T T TI T I 0.002�-/ 0.001�_/ —1 t_I tI T T T �_1 t_I tI T IT 0.001�// '—i i l l l l 1 1 J J J J J I I I I 0.000_�'/ o .............:...................... 0 1 2 3 4 5 6 7 8 9 10 1112 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 29 Time span=0.00-30.00 hrs, dt=0.02 hrs, 1501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method SubcatchmentS1: Subcatchment Runoff Area=53,075 sf 62.25% Impervious Runoff Depth=5.98" Tc=5.0 min CN=76 Runoff=8.74 cfs 0.608 of SubcatchmentS2: Subcatchment Runoff Area=16,859 sf 57.61% Impervious Runoff Depth=8.54" Tc=5.0 min CN=97 Runoff=3.48 cfs 0.275 of SubcatchmentS3: Subcatchment Runoff Area=11,082 sf 0.72% Impervious Runoff Depth=0.93" Tc=5.0 min CN=33 Runoff=0.13 cfs 0.020 of Reach DP1: Pleasant Street Inflow=8.74 cfs 0.608 of Outflow=8.74 cfs 0.608 of Reach DP2: North property Line Inflow=3.48 cfs 0.275 of Outflow=3.48 cfs 0.275 of Reach DP3: North Property Line Inflow=0.13 cfs 0.020 of Outflow=0.13 cfs 0.020 of Total Runoff Area = 1.860 ac Runoff Volume = 0.903 of Average Runoff Depth = 5.82" 47.13% Pervious = 0.877 ac 52.87% Impervious = 0.983 ac 216-105 Pre-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment S1: Subcatchment Carlson PlanXYPos1736397.415012958926.50901 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 8.74 cfs @ 12.07 hrs, Volume= 0.608 af, Depth= 5.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Rainfall=8.90" Area (sf) CN Description 3,984 98 Pavement, HSG A 1,672 98 Roofs, HSG A 272 96 Gravel surface, HSG A 1,172 98 Concrete Pad, HSG A 3,218 98 Pavement, HSG A 5,355 98 Roofs, HSG A 430 98 Paved roads w/curbs & sewers, HSG A 621 96 Gravel surface, HSG A 6,453 30 Brush, Good, HSG A 11,286 98 Pavement, HSG A 1,618 96 Gravel surface, HSG A 732 39 >75% Grass cover, Good, HSG A 8,214 30 Brush, Good, HSG A 1,400 39 >75% Grass cover, Good, HSG A 5,924 98 Pavement, HSG A 724 32 Woods/qrass comb., Good, HSG A 53,075 76 Weighted Average 20,034 37.75% Pervious Area 33,041 62.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 216-105 Pre-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 31 Subcatchment S1: Subcatchment Hydrograph -� IIIIIIIII IIIIIII - _ ❑Runoff 100(� a� OZZ IiIi 111�4§0� 7� I R1u ihdff I Alyda$53,10751 sf 6� 1 1 Plug4ffl VIo11uln�70•I6Q81 of 5 l it t i'Iqn?j qloj '7-r' LL 4� -Tc=5.0-m+n I I I I I I II 3� IIIIII � � IIIIIIIIIIIIIIIII _ 2� IIIIII � IIIII Illllllll o �.. ...�.. ...�:. ..�...�.. ...�....�...., ..., 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 32 Summary for Subcatchment S2: Subcatchment Carlson PlanXYPosl736513.644012958995.20401 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 3.48 cfs @ 12.07 hrs, Volume= 0.275 af, Depth= 8.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Rainfall=8.90" Area (sf) CN Description 4,604 98 Pavement, HSG A 5,109 98 Roofs, HSG A 7,146 96 Gravel surface, HSG A 16,859 97 Weighted Average 7,146 42.39% Pervious Area 9,713 57.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S2: Subcatchment Hydrograph �� I i 0 Runoff 3.48 cfs I I I �� T e 111 24-h r 3- /H H H 1-10b-11 a r-k"f 11�=-8.90" Rurhdffl Alyda0116,18591 sf RlunOfflVlolluTpp O.12751of 3 2 Iulnpi �elpT""T�'SI1 Tc=5.0 m i n - 1� IIIIIIIIII II I111111 0 .�,...., .,.. ,.. u 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 33 Summary for Subcatchment S3: Subcatchment Carlson PlanXYPosj736959.223012959190.14501 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.13 cfs @ 12.13 hrs, Volume= 0.020 af, Depth= 0.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Rainfall=8.90" Area (sf) CN Description 10,354 32 Woods/grass comb., Good, HSG A 36 98 Pavement, HSG A 44 98 Roofs, HSG A 648 39 >75% Grass cover, Good, HSG A 11,082 33 Weighted Average 11,002 99.28% Pervious Area 80 0.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S3: Subcatchment Hydrograph 0.14T 0.13 cfs ■Runoff 0.13�-/1 V T�e-� I i 012 �_1 I--� �1106--`fear Oahnlfall=8.900 0.11� o.TT 71 T_ IT FIR-4 hoff Al-eb$11110821 S-f o.oaT T �NqfV rnT 1� p •pO o °.07 ] T T T 1� �I 4_!P�h_7"37 0.05 6 0.04�� T T T 1-1T TAT T TAT 0.03��I T I T I T �1 I T T T 0.02_ 0.01/F - — T 7 TIo TIT T 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 34 Summary for Reach DP1: Pleasant Street [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.218 ac, 62.25% Impervious, Inflow Depth = 5.98" for 100-Year event Inflow = 8.74 cfs @ 12.07 hrs, Volume= 0.608 of Outflow = 8.74 cfs @ 12.07 hrs, Volume= 0.608 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Reach DP1: Pleasant Street Hydrograph / ❑Inflow 9�/ 8.74 cfs _ ❑Outflowl T — i n'fI Aral-i.2�� c�— $� �IIIIIIIIII IIIIIIIIIIIIIII ,� �IIIIIIIIII IIIIIIIIIIIIIIII N " 3 5�/ L L I - —t _ I I I - I LI LI I - _ 0 4� LI L I - I—t I_ L I I I - I I LI LI I _ I_ 0- i 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 35 Summary for Reach DP2: North property Line [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.387 ac, 57.61% Impervious, Inflow Depth = 8.54" for 100-Year event Inflow = 3.48 cfs @ 12.07 hrs, Volume= 0.275 of Outflow = 3.48 cfs @ 12.07 hrs, Volume= 0.275 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Reach DP2: North property Line Hydrograph / ❑Inflow ❑Outflow 3.48 cfs ' Inflow Area=0.387 ac tItI I� I� I � I� �I filfi I� 3� Illllllli lllllllllllllll - IIIIIIII � IIIIIIIIIIIIIIII � 2 3 0 U. III1111111111 I IIIIIIIIIII 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 1516 1718 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Pre-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 36 Summary for Reach DP3: North Property Line [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.254 ac, 0.72% Impervious, Inflow Depth = 0.93" for 100-Year event Inflow = 0.13 cfs @ 12.13 hrs, Volume= 0.020 of Outflow = 0.13 cfs @ 12.13 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Reach DP3: North Property Line Hydrograph X—I 4- 1 + 14 1-t �1 �-I 4- 1 -1- 14 1-t 1 1 1 + 1 - ■Inflow 0.14L ' 0.13 cfs -�.� — oulflow 0.13� 0.11L 'I I L LIT U L LILIL IL 11 L LILI _ 0.131/ 0.09/ LI t LIt1 1-1 1— tItI _­ I_f 1 1 t tItI — o.o6L 'I—I L L I L I L I L L I L I L I L I L 1 1 L I L I L I - 3 0.07�Z ' LL 0.06E �I �I Llrtlrt I� �I Llrtlrt I� I I �I Llrtl 0.05E 1 1 -4 1- L 1J I_t L -t- 1 0.04: 0.03LLMTIT1 -11_1 _t 7 SILT 0.02� i 0.01= 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) APPENDIX B Post-Development Condition Q I m I O Q I I � I � LI --ll 61 IN n L LI i.dl \L. I0 n It A LI __,\ 1n JAL--��� McKenzie III nee nng Group Civil Engineers 8 Le.E Surveyor. 150 LONGWATER DRIVE SUITE 101 NORWELL.MA 02061 PHONE(781)792-3900 FAX(781)792-0333 vww.mcken9�m N W N co r7 R WA zWWo W N � ` � L 3: ------- 602 QH �N/) 0______________ RfI WgCC W Z V J J A 221-2 5A1 � Q BEAR JOSHUA A. N/ EBOR��1^-2 5A S3 �Q�Ty S1-9 LV y cq 1-1 221-20C 0 It 2)1-30 2 �a�B�i�o`sTRFFI in a Z Q 1-1 N/ S2 S1- Eli SHi H CHAN1 3(17 N/F 2 "'°F' 6,09 W W 3 3 BRIDGE � 2 L N/�NT `7l y CAVALLO AND N E J 0 (n 1,695 SF 7,470 SF- - _ PARTNERSHIP ��I RR 1 ACC- C�CCOT LLI DETTALINA T.BALDWIN AN B/DH a 0 EP TP 2 EP- SFTP#3 -23 36 `/ D DEC DP W = - - e ACK � (n r WIRE F[NCE � - - EP CICCOTELLI E. GRACE kq - - _-r . - - - -- - �-,u -x LO 221-3 1� -- � - - - _ _ _ �� .� �� - �� - ,L - RZH Lu 1100 Q w 5 0 �� PENTA REAL' -- �L ® W - �J d. - ��, _ —' © 3 — — - — Q —I- - Tom - �1 EXISTING BOI QING �%�'' G-k n l n C ,'COPPER SERVICE - m — — —— _— �I �CK AND CO E,RP sPRVICP -� PROFESSIONAL ENGINEER: L w _ NC P iiiT �NC \ _ 1 F voc _--�N--_ e ,� n6 -CO y/i/i✓.�+�'.w'? -0 HYD - - w e- — — - O kE WG H E)E E E E — W( 14W - \ AEASANF SIRE P � - 1 7 M" i � wG � we INA 11 �i 1 NAIL (NAJ [ l — �\ f 14W _ 14W "c � 14W ( ) 1<W_ - � - -= [H R G EP CSMH —G W R27i5 12'CI GAS VGC V) - R=24S.6H 'NH Z J Q U 2,925 SF 2,475 SF S1-3 S1-4 S1-5 S1-6 S1-7 S1-8 3 a- 1,168 SF 4,139 SF 1,283 SF 1,927 SF 1,930 SF 1,271 SF o zl Lu D-1 D-2 W a_ � M 0 0' 80' 160' 240' =N W 0 C Lu H YO co L LEGEND 0< roiO] DRAWN BY: SIBS TIME OF CONCENTRATION FLOW PATH DESIGNED BY: SBS LIMIT OF WATERSHED CHECKED BY: BCM APPROVED BY: BCM SOIL TYPE BOUNDARY DATE: MAY B.2017 SCALE: 1"=80' SOIL KEY DWG.TITTLEE:: 216-105 DWG.T SOIL CLASSIFICATION DESCRIPTION HYDROLOGIC SOIL GROUP Post-Dev. 602A (URBAN LAND A Watershed Plan DWG. No: © //�\�MCKENZIE ENGINEERING GROUP,INC. V Y s_� u\uEG\M6 GROECR\1t6-tG5\DrvGS\GUu SE1\2i6-t p5 w5-1.DwG S1-1 S1-4 51-12 51-13 51-14 54 S12 S13 S14 P-1 P-2 P-5 P-6 P-7 S2 S3 S1-2 Infltration Chambers Infltration Chambers Infiltration Chambers Infiltration Chambers Infiltration Chambers s as 51-10 S1-9 sa s v v v S1-3 DP1 n P_3 DP2 DP3 S1-11 � P-4 S3 Pleasaft Street Sit Infiltration Chambers Infltrati !4�hambers North Property Line North Property Line D-1 D-2 D-3 S1-5 Depi�sion Depi�sion Dep Sion S5 S1-6 S1-7 S1-8 Ss S7 Ss SubCat Reach on Link Routing Diagram for 216-105 Post-Development(Final) Prepared by McKenzie Engineering Group, Inc. HydroCAD®10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC 216-105 Post-Development (Final) Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.244 39 >75% Grass cover, Good, HSG A (S1-11, S1-12, S1-13, S1-14, S1-4, S1-9, S3) 0.191 74 >75% Grass cover, Good, HSG C (S1-2, S1-3, S1-5, S1-6, S1-7, S1-8) 0.584 98 Paved parking, HSG A (S1-1, S1-11, S1-12, S1-13, S1-14, S14, S1-9) 0.054 98 Pavement, HSG A OFFSITE (S1-12) 0.022 82 Pervious pavement, HSG A (S1-11) 0.012 82 Pervious pavers, HSG A (S1-9) 0.021 98 Plaza, HSG A (S1-4) 0.645 98 Roofs, HSG A (S1-10, S1-12, S1-13) 0.024 98 Walkway, HSG A (S1-1, S14, S1-9) 0.007 98 Walkway, HSG C (S1-5) 0.005 98 Walkways (S1-2) 0.028 98 Walkways, HSG C (S1-3, S1-6, S1-7, S1-8) 0.023 98 Wall, HSG A (S1-11, S1-12, S14, S1-9) 1.860 87 TOTAL AREA 216-105 Post-Development (Final) Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 1.629 HSG A S1-1, S1-10, S1-11, S1-12, S1-13, S1-14, S1-4, S1-9, S3 0.000 HSG B 0.226 HSG C S1-2, S1-3, S1-5, S1-6, S1-7, S1-8 0.000 HSG D 0.005 Other S1-2 1.860 TOTAL AREA 216-105 Post-Development (Final) Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.244 0.000 0.191 0.000 0.000 0.435 >75% Grass cover, Good S1-11, S1-12, S1-13, S1-14, S1-2, S1-3, S1-4, S1-5, S1-6, S1-7, S1-8, S1-9, S3 0.584 0.000 0.000 0.000 0.000 0.584 Paved parking S1-1, S1-11, S1-12, S1-13, S1-14, S1-4, S1-9 0.054 0.000 0.000 0.000 0.000 0.054 Pavement S1-12 0.022 0.000 0.000 0.000 0.000 0.022 Pervious pavement S1-11 0.012 0.000 0.000 0.000 0.000 0.012 Pervious pavers S1-9 0.021 0.000 0.000 0.000 0.000 0.021 Plaza S14 0.645 0.000 0.000 0.000 0.000 0.645 Roofs S1-10, S1-12, S1-13 0.024 0.000 0.007 0.000 0.000 0.031 Walkway S1-1, S1-4, S1-5, S1-9 0.000 0.000 0.028 0.000 0.005 0.033 Walkways S1-2, S1-3, S1-6, S1-7, S1-8 0.023 0.000 0.000 0.000 0.000 0.023 Wall S1-11, S1-12, S1-4, S1-9 1.629 0.000 0.226 0.000 0.005 1.860 TOTAL AREA 216-105 Post-Development (Final) Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 5 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 D-1 13.00 12.82 18.0 0.0100 0.013 6.0 0.0 0.0 2 D-2 13.00 12.82 18.0 0.0100 0.013 6.0 0.0 0.0 3 D-3 13.50 13.32 18.0 0.0100 0.013 8.0 0.0 0.0 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 6 Time span=0.00-30.00 hrs, dt=0.02 hrs, 1501 points x 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method SubcatchmentS1-1: S1 Runoff Area=2,925 sf 100.00% Impervious Runoff Depth=2.97" Tc=5.0 min CN=98 Runoff=0.22 cfs 0.017 of SubcatchmentS1-10: S10 Runoff Area=12,726 sf 100.00% Impervious Runoff Depth=2.97" Tc=5.0 min CN=98 Runoff=0.94 cfs 0.072 of SubcatchmentS1-11: S11 Runoff Area=11,240 sf 73.83% Impervious Runoff Depth=1.84" Tc=5.0 min CN=86 Runoff=0.57 cfs 0.039 of SubcatchmentS1-12: S12 Runoff Area=23,365 sf 94.19% Impervious Runoff Depth=2.64" Tc=5.0 min CN=95 Runoff=1.62 cfs 0.118 of SubcatchmentS1-13: S13 Runoff Area=7,470 sf 86.79% Impervious Runoff Depth=2.17" Tc=5.0 min CN=90 Runoff=0.45 cfs 0.031 of Subcatchment S1-14: S14 Runoff Area=1,694 sf 69.66% Impervious Runoff Depth=1.40" Tc=5.0 min CN=80 Runoff=0.07 cfs 0.005 of SubcatchmentS1-2: S2 Runoff Area=2,475 sf 8.73% Impervious Runoff Depth=1.15" Tc=5.0 min CN=76 Runoff=0.08 cfs 0.005 of SubcatchmentS1-3: S3 Runoff Area=1,168 sf 72.69% Impervious Runoff Depth=2.26" Tc=5.0 min CN=91 Runoff=0.07 cfs 0.005 of SubcatchmentS1-4: S4 Runoff Area=4,139 sf 66.44% Impervious Runoff Depth=1.27" Tc=5.0 min CN=78 Runoff=0.14 cfs 0.010 of SubcatchmentS1-5: S5 Runoff Area=1,283 sf 23.54% Impervious Runoff Depth=1.40" Tc=6.0 min CN=80 Runoff=0.05 cfs 0.003 of SubcatchmentS1-6: S6 Runoff Area=1,927 sf 6.43% Impervious Runoff Depth=1.15" Tc=5.0 min CN=76 Runoff=0.06 cfs 0.004 of SubcatchmentS1-7: S7 Runoff Area=1,930 sf 6.42% Impervious Runoff Depth=1.15" Tc=5.0 min CN=76 Runoff=0.06 cfs 0.004 of SubcatchmentS1-8: S8 Runoff Area=1,271 sf 9.76% Impervious Runoff Depth=1.15" Tc=5.0 min CN=76 Runoff=0.04 cfs 0.003 of SubcatchmentS1-9: S9 Runoff Area=6,095 sf 40.90% Impervious Runoff Depth=0.69" Tc=5.0 min CN=67 Runoff=0.10 cfs 0.008 of SubcatchmentS2: S5 Runoff Area=O sf 0.00% Impervious Runoff Depth=0.00" Tc=6.0 min CN=O Runoff=0.00 cfs 0.000 of SubcatchmentSl S6 Runoff Area=1,307 sf 0.00% Impervious Runoff Depth=0.00" Tc=6.0 min CN=39 Runoff=0.00 cfs 0.000 of 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 7 Reach DPI: Pleasant Street Inflow=0.20 cfs 0.014 of Outflow=0.20 cfs 0.014 of Reach DP2: North Property Line Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Reach DP3: North Property Line Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Pond D-1: Depression Peak Elev=16.37' Storage=154 cf Inflow=0.06 cfs 0.004 of Discarded=0.00 cfs 0.001 of Primary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.001 of Pond D-2: Depression Peak Elev=16.15' Storage=56 cf Inflow=0.06 cfs 0.004 of Discarded=0.01 cfs 0.004 of Primary=0.00 cfs 0.000 of Outflow=0.01 cfs 0.004 of Pond D-3: Depression Peak Elev=16.17' Storage=38 cf Inflow=0.04 cfs 0.003 of Discarded=0.01 cfs 0.003 of Primary=0.00 cfs 0.000 of Outflow=0.01 cfs 0.003 of Pond P-1: Infiltration Chambers Peak Elev=22.86' Storage=94 cf Inflow=0.22 cfs 0.017 of Outflow=0.07 cfs 0.017 of Pond P-2: Infiltration Chambers Peak Elev=12.13' Storage=34 cf Inflow=0.14 cfs 0.010 of Outflow=0.07 cfs 0.010 of Pond P-3: Infiltration Chambers Peak Elev=12.71' Storage=0.000 of Inflow=0.10 cfs 0.008 of Outflow=0.10 cfs 0.008 of Pond P-4: Infiltration Chambers Peak Elev=12.47' Storage=662 cf Inflow=1.51 cfs 0.112 of Outflow=0.50 cfs 0.112 of Pond P-5: Infiltration Chambers Peak EIev=21.90' Storage=813 cf Inflow=1.62 cfs 0.118 of Outflow=0.48 cfs 0.118 of Pond P-6: Infiltration Chambers Peak EIev=24.02' Storage=176 cf Inflow=0.45 cfs 0.031 of Outflow=0.16 cfs 0.031 of Pond P-7: Infiltration Chambers Peak EIev=25.16' Storage=12 cf Inflow=0.07 cfs 0.005 of Outflow=0.04 cfs 0.005 of Total Runoff Area = 1.860 ac Runoff Volume = 0.325 of Average Runoff Depth = 2.10" 25.20% Pervious = 0.469 ac 74.80% Impervious = 1.391 ac 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 8 Summary for Subcatchment S1-1: S1 Carlson PlanXYPosj736397.415012958926.50901 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.22 cfs @ 12.07 hrs, Volume= 0.017 af, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 2,716 98 Paved parking, HSG A 209 98 Walkway, HSG A 2,925 98 Weighted Average 2,925 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-1: S1 Hydrograph 0.24 LITI7 1 r_iTl _T 1-1 CI 7I _EI71 7 7ITI _Tj— ■Runoff 0.23 0.22 cfs 0.22/— + 0.21� 0.2!— 'I � f � �V 0.19/— 0.18�— 0.17_�_/ I + 14 �-1 4 1--] H R011 bfff Ater=2,192-51 Sf 0.16�_/— w :t: 1-1 [IRNr�qffy1°'m 1T .P1710 3 012 —1 � I + 14 I I� �I ' TIp—CTn+�'.., 0 0:11 — — 1 c=-5.V 111m LL 0.1 0.09!—I I I I t U C I :L CI 0.08/— � I + 14 �I I--] H 4 1-t H � 1 + 14 0.07 0.06 — - 0.04 firtrt r— firth � rtrt 0.03 0.02 0.01-/ oj... .. .. ./.../... ../.:..i:...i..............,.... ....,....,...., 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 9 Summary for Subcatchment S1-10: S10 Carlson PlanXYPosj737252.032012959271.64301 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.94 cfs @ 12.07 hrs, Volume= 0.072 af, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 12,726 98 Roofs, HSG A 12,726 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-10: S10 Hydrograph L i— 1 I J ■Runoff 0.94 cfs Type' II+ 24-h� �-1 rear Rainfall=3.2& Rluihdffl Areat112,7261 sf RUggffl Vlollumg�0.10721 of 3 1 1 1 1 1 1 Ri ulnpf f Pe,p�h 7F.�TI Tc=5.0 m i n IIIIIIIIIIIIIIIII o 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 10 Summary for Subcatchment S1-11: S11 Carlson PlanXYPosl737065.461012959192.34601 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.57 cfs @ 12.08 hrs, Volume= 0.039 af, Depth= 1.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 3,915 98 Paved parking, HSG A 403 98 Wall, HSG A 474 82 Pervious pavement, HSG A 1,707 39 >75% Grass cover, Good, HSG A 3,981 98 Paved parking, HSG A 286 39 >75% Grass cover, Good, HSG A 474 82 Pervious pavement, HSG A 11,240 86 Weighted Average 2,941 26.17% Pervious Area 8,299 73.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-11: S11 Hydrograph ■Runoff 0.6 0.57cfs 0.55 - Typ e�i 241h� 0.5�lx fi i4�a�A"l f"k3.20�' 0.45 IRO Koff Ate1aO111,2401 sf 3 0.35� �' �RuOff �ep� T8 4� 0 0.3_ _Tc_5.n�tn LL 0.2: LI I -1 -1 L1 L 11t L1 L I I -L 0.15-:`/ 0.05- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 11 Summary for Subcatchment S1-12: S12 Runoff = 1.62 cfs @ 12.07 hrs, Volume= 0.118 af, Depth= 2.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 1,357 39 >75% Grass cover, Good, HSG A 8,515 98 Paved parking, HSG A 10,529 98 Roofs, HSG A 515 98 Paved parking, HSG A 108 98 Wall, HSG A 2,341 98 Pavement, HSG A OFFSITE 23,365 95 Weighted Average 1,357 5.81% Pervious Area 22,008 94.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-12: S12 Hydrograph �� i i I i I I �Runoff I I I I I I I 1.62 cfs I I I I I I T��eI II+ 241h� l l �-Year Rainfall=3.2& Rlurhdffl Area=23,365i sf --4 �RIu Qf tVollumg:0.1118�af 3 1 RI unpfl pelp�h�2�.6�4'I Tc=5.0 m i n 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 12 Summary for Subcatchment S1-13: S13 Carlson PlanXYPosj736397.415012958926.50901 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.45 cfs @ 12.07 hrs, Volume= 0.031 af, Depth= 2.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 1,621 98 Paved parking, HSG A 4,862 98 Roofs, HSG A 987 39 >75% Grass cover, Good, HSG A 7,470 90 Weighted Average 987 13.21% Pervious Area 6,483 86.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-13: S13 Hydrograph —I � I � I � II �I � I - I � �� � I � I� �I � I � I � ■Runoff 0.48 0.45 cfs 0.44 —I — l — l - l 1 - fi l fi l_LT e� 4 —I - - - I - '� a fa�t1�&21& 0.38_ — 0.34. —I �r-bfff Ar"�,I4 01 Sf 03�_ f 1 w 0.28 0.24-_I � 1 I I � I �I I� Ip T 11 LL 0.22: Tc=5.0-m m 0.2%—I � I + I -+ I� �I t t I-i 1 I t ww''' 11��6 0.12 0.1 — — — _tt— - - — -t --tf— t- — - 0.08_ — 0.06 — 0.04 0.02- 0- %..... .... ..... ...,....,....,....,...., ...,.... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 13 Summary for Subcatchment S1-14: S14 Carlson PlanXYPosl736397.415012958926.50901 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.07 cfs @ 12.08 hrs, Volume= 0.005 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 1,180 98 Paved parking, HSG A 514 39 >75% Grass cover, Good, HSG A 1,694 80 Weighted Average 514 30.34% Pervious Area 1,180 69.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-14: S14 Hydrograph ■Runoff 0.07L'� 0.07 cfs 006�-' 0.055�'X 0.05� R� � (�fn (� r� = 1�R7S 0.045� rl off Y_Q�rp_p-� l a� 3 0035 I� r 4 rp_' h71t�°r 0.025�-/ 0.02-�Z fi T I T _ -1 r _r 0.01� 0.005-:�/ 0 ...� /.../...,.'..,.'../,....�... ... .... ....,i..., 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 14 Summary for Subcatchment S1-2: S2 Carlson PlanXYPosj736397.415012958926.50901 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.08 cfs @ 12.08 hrs, Volume= 0.005 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 2,259 74 >75% Grass cover, Good, HSG C 216 98 Walkways 2,475 76 Weighted Average 2,259 91.27% Pervious Area 216 8.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-2: S2 t Hydrograph + t 0.085-/` Runoff o.os�z— � � � 0.08 cfs � � � � � 0.075 � � �y'6 24 h� 0.065�'/ 0.06�-/'—I I 1 11 L I� F�Unbff�rle_i=12�I47f51sf_ 0.055._�x 0.05�-/ fi T I rt 1 rl -t ��fflVQtp�=1"q5 1� IN 0.045�-/ —I t t I _f I- -4 t�ujj�l�_Pe 5 f_��� fi 0.035 0 0.04�— 1c�.0-mIIn- " �-1 � 14- 14 1� �I — I � I� �1 4- 1 14 1��7 0.03� 0.025�-// _ I —L I—. _ —L L—I L I A 1-1 L I L 0.02-:�/—1 7 _ 0.015� T —I TIT T 0.005�'/ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 15 Summary for Subcatchment S1-3: S3 Carlson PlanXYPosl736752.578012959072.79601 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.07 cfs @ 12.07 hrs, Volume= 0.005 af, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 319 74 >75% Grass cover, Good, HSG C 849 98 Walkways, HSG C 1,168 91 Weighted Average 319 27.31% Pervious Area 849 72.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-3: S3 Hydrograph 0.08-//-1 T T 17 -1 r-I I - -T I-1 t-I -r ■Runoff 0.075-�X_ o.07 cfs __� �_1 4- � 0.07- Tye 24-h 0.065- / _ 1 1 —L U F6inf40=3&- 0.06 0.055- fi rt 1 rt 1 I rt -1 ftn-ff_Arley=Ifi,11681 sf- 0 - — — — — — — PTep 0.04-�' -�'T�T- LL 0.035-_�Z C+ 0.03/_I fil rt Irt Irt I� �I fil rt I � 19 0.025� I 4- 14 1 -k1 4 -4 IA �-I -k 0.015� 1 1 I 1 I 1 1 1 1 0.01 0.005 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 16 Summary for Subcatchment S1-4: S4 Carlson PlanXYPosl737065.461012959192.34601 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.14 cfs @ 12.08 hrs, Volume= 0.010 af, Depth= 1.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 1,389 39 >75% Grass cover, Good, HSG A 122 98 Walkway, HSG A 1,623 98 Paved parking, HSG A 905 98 Plaza, HSG A 100 98 Wall, HSG A 4,139 78 Weighted Average 1,389 33.56% Pervious Area 2,750 66.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-4: S4 Hydrograph 0.16=/ T � 7 r_1 T � 7 _1 F-1 7 � 7 F7 7_ � T 17 ■Runoff a15 0.14 cfs 0.14�— H 4 1_T�e Ili i4 l h_� 0.13�-/_I L i I I -i L_ -�,r � a f �l� �►o 0.12� t 11 jUA..— g9 — oos I � I + I4 �I 4 I� PYrWf PlYT��-p�laf .O LL 0.07� mac= L m in 0.04= 0.03-�-/ 0.02- 0.01 i 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 17 Summary for Subcatchment S1-5: S5 Carlson PlanXYPosl737065.461012959192.34601 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.05 cfs @ 12.09 hrs, Volume= 0.003 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 981 74 >75% Grass cover, Good, HSG C 302 98 Walkway, HSG C 1,283 80 Weighted Average 981 76.46% Pervious Area 302 23.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 5 Subcatchment S1-5: S5 Hydrograph ■Runoff 0.05_ —1 0.05 cfs 0.045�/ 1 D 1 1 - I__1 LI A L-1 -*ear 4aW40= 0+- 0.04-:�Z —1 4 14 14 RUnoff Ar6A=U283Isf- 0.035� N 0.03-:-// I + 14 1--� H + 14 �YgoffYQtYT-P="931� IN 0 0.025� -1 t t 1 -f H H - 1 I� �ujj�ffpe� t1 1 10t Tc=6.0 min 0.02�'/ — fi rt rt — fi rt rt8� 0.015�-/ 0.01�-/ 0.005-:-/ _ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 18 Summary for Subcatchment S1-6: S6 Carlson PlanXYPosj737252.032012959271.64301 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.06 cfs @ 12.08 hrs, Volume= 0.004 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 1,803 74 >75% Grass cover, Good, HSG C 124 98 Walkways, HSG C 1,927 76 Weighted Average 1,803 93.57% Pervious Area 124 6.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-6: S6 Hydrograph 0.065� � I + I -41 + 4 1--] 1 � Runoff I 0. 6fs -I T I � 20.06 _I - T I I-� I - 4e 0.055� D1 -*eaaW40 0+-0.05�'/ 0.045� H --1 Runoff Ar1eA=", 271 sf- 0.04- I I Iy roof VQ r��=lam a _4 ujj� ,,,Pe n .15 U. 0.03 Tc=5.0 min 0.025 - fi rt rt - rt fit rt � 7 0.02 ' 0.015: TI4 1--� — 14 1 4- 1T 4 1— 1 T 0.01 0.005 / i i i 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 19 Summary for Subcatchment S1-7: S7 Carlson PlanXYPosj737252.032012959271.64301 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.06 cfs @ 12.08 hrs, Volume= 0.004 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 1,806 74 >75% Grass cover, Good, HSG C 124 98 Walkways, HSG C 1,930 76 Weighted Average 1,806 93.58% Pervious Area 124 6.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-7: S7 Hydrograph 0.065� T + I + 4 1--] 1 � Runoff cfs 0.06 _I - T - I- 0.06 I� FI T jTy�e1� 2F44-11h� 0.055 �-*ea r FW441� =�0#- 0.05_�'/ 0.045: _' � ' ' - --1Run off ArleA=1,19301 sf- °.04 1 l l l Ry off Vqt rip=1"Q41 a� 0.03 Tc=5.0 min 0.025 — fi rt rt — rt fi rt � 7 0.02 0.015�'/ — T 14 1- — 14 1 4- 1 T 4 1— 1 T 0.01 0.005_�'/ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 20 Summary for Subcatchment S1-8: S8 Carlson PlanXYPosj737252.032012959271.64301 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.04 cfs @ 12.08 hrs, Volume= 0.003 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 1,147 74 >75% Grass cover, Good, HSG C 124 98 Walkways, HSG C 1,271 76 Weighted Average 1,147 90.24% Pervious Area 124 9.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-8: S8 Hydrograph 0.044- 1 I Z Cl 17 :E i I d I__1 Li L I 1 I :1 1l D :E ■Runoff 0.042� — 0 04 cfs 0.04�- I � 1� -4 1 4- I �y--4- 0.038%� 0.036-_�/ + I -t H I� 0.034 / — L-1 — —ail l' —fl� — 03� - - - - - - - - Fun ff / ►re =1 17 4 I st 0.024�— 1�5.. 3 0.022�-1 4- 1 -+ 1� �I - I� � �� � . 4- 0 0.02-!�/— — trt.=&.0_M l� LL JZ 6/ 0.014-;'Z— - _1 - - - - 0.01 2� fi � rt -1 l i 0.01_�Z — 0.008� 1 1 J I-J I j 11 1- 1 J_ I--] I J_ 0.006 0.004 + 1 4- 0.002 j o /....��� . . ../....�........... ......... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 21 Summary for Subcatchment S1-9: S9 Carlson PlanXYPosl737252.032012959271.64301 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.10 cfs @ 12.09 hrs, Volume= 0.008 af, Depth= 0.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 1,381 98 Paved parking, HSG A 3,100 39 >75% Grass cover, Good, HSG A 397 98 Wall, HSG A 502 82 Pervious pavers, HSG A 715 98 Walkway, HSG A 6,095 67 Weighted Average 3,602 59.10% Pervious Area 2,493 40.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-9: S9 Hydrograph -k- 1 -4 -L 14 I-1 �-I -�- I --k T 14 0.105 0.10 cfs ■Runoff 0.1= y�e�-I l41h� �, I � I T 14 I I I— -I � TILT 0.08 75�❑ Z 1 T T I—I � - RO nTl�fff�►r�S,I0010 0.075- 0. 3°0°5�H � 1 T 14 t- ' Ip "r ►`�` 0 0.05-— 0.045 LL f-I fi l fi l lI I� fi l l I—cI 0.°35� 0.03- C1 :EI 1 ::1 1 E I I. ClD I 1 1:1 E E I T 1 :1 0.025 - 0.02 L_I I4- 1J 0.015 0.01�! 0.005_ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 22 Summary for Subcatchment S2: S5 Carlson PlanXYPos1736513.644012958995.20401 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj [40] Hint: Not Described (Area=O) Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 0 89 Gravel roads, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment S2: S5 Hydrograph 1-/ ❑Runoff Type III 24-hr 2-Year Rainfall=3.20" Runoff Area=O sf Runoff Volume=0.000 of II Runoff Depth=0.00" U. Tc=6.0 m i n CN=O 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 23 Summary for Subcatchment S3: S6 Carlson PlanXYPosj736959.223012959190.14501 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 1,307 39 >75% Grass cover, Good, HSG A 1,307 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment S3: S6 Hydrograph —1 4— 14 1- T 14 II 4 4 11 Runoff o� — �pP- "1I244� T 1 � I L I T o.00 cfs — o �__F_ . TTTF_ _ _ITT _ kmlor f kei-�113" �fd I T N ° ftnlo#f V61Urh4 0_00 IaU — 3 0 � I =10•P4"II T T 1 71 T 00 T "n� TI _f fiIT � MITI 0 —� IA � I T I4 � I I� �I — � I 4- o I I I I I T I I I I I I I I I I I I — ° o�' 0: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 24 Summary for Reach DP1: Pleasant Street [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.113 ac, 27.75% Impervious, Inflow Depth = 1.48" for 2-Year event Inflow = 0.20 cfs @ 12.08 hrs, Volume= 0.014 of Outflow = 0.20 cfs @ 12.08 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Reach DP1: Pleasant Street Hydrograph _ _ I■Inflow 0.21 — 4— 1 � - 0.20 cfs _ outflow 0.19 0.18/ �I �I filrtlrt 7I filrtlrt I� I1 �I filrtl = 0.17 0.15 0.12- 3 0.11 r: 11 :1 1:1 I I _r 1 :1 1:1 t I I I _ 0 0.1 LL 0.08 — — — 0.07 / 1I � fiItI � I 1— fiItI � 1—f 1 1 t fiItI - 0.06� — 0.05 0.041Z 'E1 D � I I IJ � I I IJ El D :EI I I 0.03 0.02 0.01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type /// 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 25 Summary for Reach DP2: North Property Line [40] Hint: Not Described (Outflow=Inflow) Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Reach DP2: North Property Line Hydrograph 1 / ❑Inflow ❑Outflow N V 3 O U. 1.0 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type /// 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 26 Summary for Reach DP3: North Property Line [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.030 ac, 0.00% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 24.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 24.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Reach DP3: North Property Line Hydrograph ❑Inflow o✓ �`n�fl� 1kr��=lib icl� I I 0.00 cfs —I ❑Outflow o- I—I 1 1 1 1 1 1 1 1 I I 1 o: o__�/ �I fi I rt I rt I_1 r—I � I rt l I r—I �1 � 1 fi o o�/ —I _�_ I + I - H �_I i_ I + __+ -_I _I-_I + 30�z — " °� EI L I I_ L—I E1 7 L o: 71 T 1 I_1 FI F I T 17 F—I T_I _j T o�// -�- ItI - ­1 �--ItIt t-1 o o- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 27 Summary for Pond D-1: Depression Inflow Area = 0.044 ac, 6.43% Impervious, Inflow Depth = 1.15" for 2-Year event Inflow = 0.06 cfs @ 12.08 hrs, Volume= 0.004 of Outflow = 0.00 cfs @ 24.04 hrs, Volume= 0.001 af, Atten= 99%, Lag= 717.7 min Discarded = 0.00 cfs @ 24.04 hrs, Volume= 0.001 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 16.37' @ 24.04 hrs Surf.Area= 505 sf Storage= 154 cf Plug-Flow detention time= 536.5 min calculated for 0.001 of(25% of inflow) Center-of-Mass det. time= 395.3 min ( 1,249.9 - 854.7 ) Volume Invert Avail.Storage Storage Description #1 16.00' 567 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.00 334 0 0 17.00 800 567 567 Device Routinq Invert Outlet Devices #1 Discarded 16.00' 0.060 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Device 3 16.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 13.00' 6.0" Round Culvert L= 18.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 13.00' / 12.82' S= 0.0100 T Cc= 0.900 n= 0.013, Flow Area= 0.20 sf Discarded OutFlow Max=0.00 cfs @ 24.04 hrs HW=16.37' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.00' TW=16.00' (Dynamic Tailwater) LtCulvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 28 Pond D-1: Depression J Hydrograph I I/ I-] H 1H H I H �H I H H 1 H 1 H 1 H El Inflow 0.06 cfs El Outflow / Inflow Area=0.044 a� ❑Discarded 0.065/ / / ❑Primary 0.06 Peak Elev=16.37' 0.055-_�Z / U orage�1 F 0.05� / 0.045--// / 0.04 / 1� N 1-4 I� 1- I-4 17 17 17 4 4 0.035-/// / 0.03�/ / 17 7 Ff 7 t I-T I7 17 1_T 17 1 -1 _T LL 0.025�/ / /— 0.02/ / H H IH H -� 0.015-_�Z / 0.01-:,/ /. ,..�= 0.00 cfs 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 29 Summary for Pond D-2: Depression Inflow Area = 0.089 ac, 6.43% Impervious, Inflow Depth = 0.58" for 2-Year event Inflow = 0.06 cfs @ 12.08 hrs, Volume= 0.004 of Outflow = 0.01 cfs @ 12.62 hrs, Volume= 0.004 af, Atten= 84%, Lag= 32.4 min Discarded = 0.01 cfs @ 12.62 hrs, Volume= 0.004 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 16.15' @ 12.62 hrs Surf.Area= 404 sf Storage= 56 cf Plug-Flow detention time= 47.2 min calculated for 0.004 of(100% of inflow) Center-of-Mass det. time= 47.2 min ( 901.8 - 854.7 ) Volume Invert Avail.Storage Storage Description #1 16.00' 567 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.00 334 0 0 17.00 800 567 567 Device Routinq Invert Outlet Devices #1 Discarded 16.00' 1.020 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Device 3 16.50' 6.0" Vert. Orifice/Grate C= 0.600 #3 Primary 13.00' 6.0" Round Culvert L= 18.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 13.00' / 12.82' S= 0.0100 T Cc= 0.900 n= 0.013, Flow Area= 0.20 sf Discarded OutFlow Max=0.01 cfs @ 12.62 hrs HW=16.15' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.00' TW=16.00' (Dynamic Tailwater) L Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 30 Pond D-2: Depression Hydrograph �—I H H IH IH H H IH H IH IH IH IH 14 I H I ❑ Inflow6 cfs I ❑Disoar ded0.0 novAra= ❑primlary 0.065= 0.06 i �H H HI H H Peak Elev=16.15t 0.055/ H I H H H HtQrage=5 F 0.05H 0.045H rl IH HI IH IH H H H H H H H o.04H 1H HI 1-4 IH 1H H 14 14 14 H H 0.035 H 2U. 0.03H HHH HHH 7HH 0.025H 0.02/ / H H 0.015H 0.01 cfs 0.01� 0.00cfs off,(" 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 31 Summary for Pond D-3: Depression Inflow Area = 0.118 ac, 7.25% Impervious, Inflow Depth = 0.29" for 2-Year event Inflow = 0.04 cfs @ 12.08 hrs, Volume= 0.003 of Outflow = 0.01 cfs @ 12.70 hrs, Volume= 0.003 af, Atten= 85%, Lag= 36.8 min Discarded = 0.01 cfs @ 12.70 hrs, Volume= 0.003 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 16.17' @ 12.70 hrs Surf.Area= 246 sf Storage= 38 cf Plug-Flow detention time= 55.5 min calculated for 0.003 of(100% of inflow) Center-of-Mass det. time= 55.4 min ( 910.1 - 854.7 ) Volume Invert Avail.Storage Storage Description #1 16.00' 340 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.00 197 0 0 17.00 483 340 340 Device Routinq Invert Outlet Devices #1 Discarded 16.00' 1.020 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 13.50' 8.0" Round Culvert L= 18.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 13.50' / 13.32' S= 0.0100 T Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #3 Device 2 16.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.01 cfs @ 12.70 hrs HW=16.17' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.00' TW=12.70' (Dynamic Tailwater) L2=Culvert (Passes 0.00 cfs of 2.47 cfs potential flow) L3=Orifice/Grate ( Controls 0.00 cfs) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 32 Pond D-3: Depression Hydrograph H IH IH IH IH IH I IH IHI:TI:TI I :TI �— I ❑ Inflow cfs � ❑ tflo w � ❑Discard ed 0.044 I6fi" 4r"=l �1 1� ❑Primary 0.042- / 004H / ;H 1 I I H H H H -Pdak I€aelv*%Ar 0.638V / /- 0.0361 0.034 06 032% / H H H H H � � � � 4 4 4 03H / 0.628V / — 0.026H / 0.024 / � H H H H H1HI-1I-LIHH 3 0.022H / - - 0 0.02/ / �—I H H IH IH I_ 1—t 1—f H IH I-+ " 0.0181 / 0.014V / � IH H IH H IA H 4 14 14 14 144 0.012H 0.01V / /� H H H 0.01 cfs — 0.008H / 0.006V / 0.00 cfs ���f I��,//V 1 7 off/,("f � /////// // //////,� 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 33 Summary for Pond P-1: Infiltration Chambers Inflow Area = 0.067 ac,100.00% Impervious, Inflow Depth = 2.97" for 2-Year event Inflow = 0.22 cfs @ 12.07 hrs, Volume= 0.017 of Outflow = 0.07 cfs @ 11.94 hrs, Volume= 0.017 af, Atten= 67%, Lag= 0.0 min Discarded = 0.07 cfs @ 11.94 hrs, Volume= 0.017 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 22.86' @ 12.33 hrs Surf.Area= 375 sf Storage= 94 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 5.3 min ( 760.7 - 755.5 ) Volume Invert Avail.Storage Storaqe Description #1A 22.30' 356 cf 15.75'W x 23.80'L x 3.50'H Field A 1,312 cf Overall - 422 cf Embedded = 890 cf x 40.0% Voids #2A 22.80' 422 cf ADS_StormTech SC-740 x 9 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 3 rows 778 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 22.30' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.07 cfs @ 11.94 hrs HW=22.34' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.07 cfs) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 34 Pond P-1: Infiltration Chambers - Chamber Wizard Field A Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 3 rows 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 21.80' Row Length +12.0" End Stone x 2 = 23.80' Base Length 3 Rows x 51.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 15.75' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 9 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 3 Rows = 422.0 cf Chamber Storage 1,312.0 cf Field -422.0 cf Chambers = 890.0 cf Stone x 40.0% Voids = 356.0 cf Stone Storage Chamber Storage + Stone Storage = 778.0 cf= 0.018 of Overall Storage Efficiency = 59.3% 9 Chambers @ $ 289.95 /ea = $ 2,609.55 48.6 cy Field Excavation @ $ 20.00 /cy = $ 971.83 33.0 cy Stone @ $ 20.00 /cy = $ 659.26 10 End Caps @ $ 59.70 = $ 597.00 Total Cost = $ 4,837.64 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 35 Pond P-1: Infiltration Chambers Hydrograph ��� H HHHHH H H H IHI _LIJH 0.24= 10.22 cfS 0 D scarded l 0.23 El Inflow 0.22� -i �i in#IJoiabo �000...21.271 i 019� la be1 z A'6 0.18 / 1-I HI tI HI + H H 1 HI HI8�6rabii 94 d 0.16� H H I— 0.15� , � 4- 4 IH H HI -H + 1 + 14 14 0.14� r— — 0.13 " 0 0.1= HHHH H H H H HHIHHH 0.09� To'07 cfs — 0.08 0.06' 0.05 �� HI t H H H �� �� H I t I H l t l � l 0.04� 0.03�'Z 0.02�Z 0.01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 36 Summary for Pond P-2: Infiltration Chambers Inflow Area = 0.095 ac, 66.44% Impervious, Inflow Depth = 1.27" for 2-Year event Inflow = 0.14 cfs @ 12.08 hrs, Volume= 0.010 of Outflow = 0.07 cfs @ 12.04 hrs, Volume= 0.01Oaf, Atten= 50%, Lag= 0.0 min Discarded = 0.07 cfs @ 12.04 hrs, Volume= 0.010 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 12.13' @ 12.24 hrs Surf.Area= 375 sf Storage= 34 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 2.1 min ( 850.3 - 848.2 ) Volume Invert Avail.Storage Storaqe Description #1A 11.90, 356 cf 15.75'W x 23.80'L x 3.50'H Field A 1,312 cf Overall - 422 cf Embedded = 890 cf x 40.0% Voids #2A 12.40' 422 cf ADS_StormTech SC-740 x 9 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 3 rows 778 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 11.90' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.07 cfs @ 12.04 hrs HW=11.94' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.07 cfs) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 37 Pond P-2: Infiltration Chambers - Chamber Wizard Field A Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 3 rows 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 21.80' Row Length +12.0" End Stone x 2 = 23.80' Base Length 3 Rows x 51.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 15.75' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 9 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 3 Rows = 422.0 cf Chamber Storage 1,312.0 cf Field -422.0 cf Chambers = 890.0 cf Stone x 40.0% Voids = 356.0 cf Stone Storage Chamber Storage + Stone Storage = 778.0 cf= 0.018 of Overall Storage Efficiency = 59.3% 9 Chambers @ $ 289.95 /ea = $ 2,609.55 48.6 cy Field Excavation @ $ 20.00 /cy = $ 971.83 33.0 cy Stone @ $ 20.00 /cy = $ 659.26 12 End Caps @ $ 59.70 = $ 716.40 Total Cost = $ 4,957.04 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 38 Pond P-2: Infiltration Chambers Hydrograph TT T TTT 7 1-1 F-I Fi FIT ITI7I7 0.16= 0.14 cfs 0 Discarded 0.14T T 1 4 T -4 I� T F�elak- be�113�1I� 0.13�' 0.12' —1 11 1 T 1 11 11 1 1 Sibrlab�-=134 d 0.11� 0.1=-' T t-I T-- 1- T l 1 11 r-I T T T T T T w 0.09T 3 0.08- 1 �1 � _0.6 cfs I� TI � 0.07=/ T �I � I � I � I I� T T �I TITI � I � I� o.o6T 0.05 T TI TITITI IT T T TI TITITITIT 0.04:7-/ 0.0331/ T TItITITI T T TTTTTT 0.02 / / / / 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 39 Summary for Pond P-3: Infiltration Chambers Inflow Area = 0.258 ac, 25.53% Impervious, Inflow Depth = 0.37" for 2-Year event Inflow = 0.10 cfs @ 12.09 hrs, Volume= 0.008 of Outflow = 0.10 cfs @ 12.10 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.4 min Discarded = 0.10 cfs @ 12.10 hrs, Volume= 0.008 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 12.71' @ 12.10 hrs Surf.Area= 0.018 ac Storage= 0.000 of Plug-Flow detention time= 0.3 min calculated for 0.008 of(100% of inflow) Center-of-Mass det. time= 0.3 min ( 886.5 - 886.1 ) Volume Invert Avail.Storage Storage Description #1A 12.70' 0.017 of 25.25'W x 30.92'L x 3.50'H Field A 0.063 of Overall - 0.021 of Embedded = 0.041 of x 40.0% Voids #2A 13.20' 0.021 of ADS_StormTech SC-740 x 20 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 5 rows 0.038 of Total Available Storage Storage Group A created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 12.70' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.10 cfs @ 12.10 hrs HW=12.71' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 40 Pond P-3: Infiltration Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 5 rows 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 4 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 28.92' Row Length +12.0" End Stone x 2 = 30.92' Base Length 5 Rows x 51.0" Wide + 6.0" Spacing x 4 + 12.0" Side Stone x 2 = 25.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 20 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 5 Rows = 932.9 cf Chamber Storage 2,732.4 cf Field - 932.9 cf Chambers = 1,799.5 cf Stone x 40.0% Voids = 719.8 cf Stone Storage Chamber Storage + Stone Storage = 1,652.7 cf= 0.038 of Overall Storage Efficiency = 60.5% 20 Chambers @ $ 289.95 /ea = $ 5,799.00 101.2 cy Field Excavation @ $ 20.00 /cy = $ 2,024.01 66.6 cy Stone @ $ 20.00 /cy = $ 1,332.94 Total Cost = $ 9,155.94 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 41 Pond P-3: Infiltration Chambers Hydrograph _ _ _ _ ❑Inflow 0.105_� — Inw� 0 Discarded 0.10 cfs 0.1= i- 0.095_ Freak tfe"1 2J1 0.085_% 0.08=� �I �I I� I� �I � pplp-0 0.075 0.07_j t- t t-I tI t I t 1 1 -4 o.o6s 0.06_j �I E1 : I � I 1 I I� I] CI E1 L I II I I J 1 a � 00.055=0.05 LL 0.045= �I �_1 4 4- A IA �-I t-I I -k1 14 14 0.04/ 0..02=025= �1 �1 D I I CI D � I I I 111 1�0 � 0.015=� 0.01=/ 0.005= 0 �...:...:...:...:...:...:...:...:...:...:...:... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 42 Summary for Pond P-4: Infiltration Chambers Inflow Area = 0.550 ac, 87.73% Impervious, Inflow Depth = 2.44" for 2-Year event Inflow = 1.51 cfs @ 12.07 hrs, Volume= 0.112 of Outflow = 0.50 cfs @ 11.96 hrs, Volume= 0.112 af, Atten= 67%, Lag= 0.0 min Discarded = 0.50 cfs @ 11.96 hrs, Volume= 0.112 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 12.47' @ 12.35 hrs Surf.Area= 2,612 sf Storage= 662 cf Plug-Flow detention time= 5.6 min calculated for 0.112 of(100% of inflow) Center-of-Mass det. time= 5.6 min ( 784.5 - 778.8 ) Volume Invert Avail.Storage Storaqe Description #1A 11.90, 1,294 cf 6.25'W x 208.92'L x 3.50'H Field A 4,570 cf Overall - 1,335 cf Embedded = 3,235 cf x 40.0% Voids #2A 12.40' 1,335 cf ADS_StormTech SC-740 x 29 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows #313 11.90, 1,294 cf 6.25'W x 208.92'L x 3.50'H Field B 4,570 cf Overall - 1,335 cf Embedded = 3,235 cf x 40.0% Voids #413 12.40' 1,335 cf ADS_StormTech SC-740 x 29 Inside#3 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 1 rows 5,258 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 11.90' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.50 cfs @ 11.96 hrs HW=11.94' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.50 cfs) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 43 Pond P-4: Infiltration Chambers - Chamber Wizard Field A Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 29 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 206.92' Row Length +12.0" End Stone x 2 = 208.92' Base Length 1 Rows x 51.0" Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 29 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 1,335.1 cf Chamber Storage 4,570.1 cf Field - 1,335.1 cf Chambers = 3,235.0 cf Stone x 40.0% Voids = 1,294.0 cf Stone Storage Chamber Storage + Stone Storage = 2,629.1 cf= 0.060 of Overall Storage Efficiency = 57.5% 29 Chambers @ $ 289.95 /ea = $ 8,408.55 169.3 cy Field Excavation @ $ 20.00 /cy = $ 3,385.28 119.8 cy Stone @ $ 20.00 /cy = $ 2,396.32 2 End Caps @ $ 59.70 = $ 119.40 Total Cost = $ 14,309.54 0 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 44 Pond P-4: Infiltration Chambers - Chamber Wizard Field B Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 29 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 206.92' Row Length +12.0" End Stone x 2 = 208.92' Base Length 1 Rows x 51.0" Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 29 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 1,335.1 cf Chamber Storage 4,570.1 cf Field - 1,335.1 cf Chambers = 3,235.0 cf Stone x 40.0% Voids = 1,294.0 cf Stone Storage Chamber Storage + Stone Storage = 2,629.1 cf= 0.060 of Overall Storage Efficiency = 57.5% 29 Chambers @ $ 289.95 /ea = $ 8,408.55 169.3 cy Field Excavation @ $ 20.00 /cy = $ 3,385.28 119.8 cy Stone @ $ 20.00 /cy = $ 2,396.32 2 end caps @ $ 59.70 = $ 119.40 Total Cost = $ 14,309.54 0 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 45 Pond P-4: Infiltration Chambers Hydrograph IIIIIIIII IIII � 1.51 CfS � � ❑inflow Discarded 0 III 1r fiow Area=0.550 ac III l l l Peak Elev=12.47' III Storage=662 cf Illlllllii IIIIIIIIIIIIIIIII 21 1� N IIIIIIIIIII IIIIIIIIIIIIIII 3 0 LL IIIIIIIII IIIIIIIIIIII I I I I I I � ' 0.50 cfs I I I I I � I I I I I I IIIII � IIIIIII o �...., ..., .. /../..:.,:'.,:'. .............. .... ............... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 46 Summary for Pond P-5: Infiltration Chambers Inflow Area = 0.536 ac, 94.19% Impervious, Inflow Depth = 2.64" for 2-Year event Inflow = 1.62 cfs @ 12.07 hrs, Volume= 0.118 of Outflow = 0.48 cfs @ 11.92 hrs, Volume= 0.118 af, Atten= 70%, Lag= 0.0 min Discarded = 0.48 cfs @ 11.92 hrs, Volume= 0.118 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 21.90' @ 12.38 hrs Surf.Area= 2,533 sf Storage= 813 cf Plug-Flow detention time= 7.4 min calculated for 0.118 of(100% of inflow) Center-of-Mass det. time= 7.4 min ( 787.5 - 780.0 ) Volume Invert Avail.Storage Storaqe Description #1A 21.25' 2,368 cf 11.00'W x 230.28'L x 3.50'H Field A 8,866 cf Overall - 2,946 cf Embedded = 5,920 cf x 40.0% Voids #2A 21.75' 2,946 cf ADS_StormTech SC-740 x 64 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 2 rows 5,314 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 21.25' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.48 cfs @ 11.92 hrs HW=21.30' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.48 cfs) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 47 Pond P-5: Infiltration Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 2 rows 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 32 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 228.28' Row Length +12.0" End Stone x 2 = 230.28' Base Length 2 Rows x 51.0" Wide + 6.0" Spacing x 1 + 12.0" Side Stone x 2 = 11.00' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 64 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 2 Rows = 2,945.8 cf Chamber Storage 8,865.8 cf Field - 2,945.8 cf Chambers = 5,919.9 cf Stone x 40.0% Voids = 2,368.0 cf Stone Storage Chamber Storage + Stone Storage = 5,313.8 cf= 0.122 of Overall Storage Efficiency = 59.9% 64 Chambers @ $ 289.95 /ea = $ 18,556.80 328.4 cy Field Excavation @ $ 20.00 /cy = $ 6,567.24 219.3 cy Stone @ $ 20.00 /cy = $ 4,385.14 4 End Caps @ $ 59.70 = $ 238.80 Total Cost = $ 29,747.99 00 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 48 Pond P-5: Infiltration Chambers Hydrograph �IEl 11.6 cfs � I 0 Disoarded Inflow Area=0.536 ac III l l l III Peak Elev=21 .90I III III Storage=813 cf + + _t H H � '- I IIIIIIIIIIIIIIIII 3 o _ LL I IIIIIIIIIIII 0.48 cfs IIIIII I � IIIIIII I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 49 Summary for Pond P-6: Infiltration Chambers Inflow Area = 0.171 ac, 86.79% Impervious, Inflow Depth = 2.17" for 2-Year event Inflow = 0.45 cfs @ 12.07 hrs, Volume= 0.031 of Outflow = 0.16 cfs @ 11.98 hrs, Volume= 0.031 af, Atten= 64%, Lag= 0.0 min Discarded = 0.16 cfs @ 11.98 hrs, Volume= 0.031 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 24.02' @ 12.33 hrs Surf.Area= 832 sf Storage= 176 cf Plug-Flow detention time= 4.9 min calculated for 0.031 of(100% of inflow) Center-of-Mass det. time= 4.9 min ( 810.9 - 806.0 ) Volume Invert Avail.Storage Storaqe Description #1A 23.50' 416 cf 6.25'W x 66.52'L x 3.50'H Field A 1,455 cf Overall - 416 cf Embedded = 1,039 cf x 40.0% Voids #2A 24.00' 416 cf ADS_StormTech SC-740 x 9 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows #313 23.50' 416 cf 6.25'W x 66.52'L x 3.50'H Field B 1,455 cf Overall - 416 cf Embedded = 1,039 cf x 40.0% Voids #413 24.00' 416 cf ADS_StormTech SC-740 x 9 Inside#3 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 1 rows 1,664 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 23.50' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.16 cfs @ 11.98 hrs HW=23.54' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.16 cfs) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 50 Pond P-6: Infiltration Chambers - Chamber Wizard Field A Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 9 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 64.52' Row Length +12.0" End Stone x 2 = 66.52' Base Length 1 Rows x 51.0" Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 9 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 416.3 cf Chamber Storage 1,455.1 cf Field -416.3 cf Chambers = 1,038.8 cf Stone x 40.0% Voids = 415.5 cf Stone Storage Chamber Storage + Stone Storage = 831.8 cf= 0.019 of Overall Storage Efficiency = 57.2% 9 Chambers @ $ 289.95 /ea = $ 2,609.55 53.9 cy Field Excavation @ $ 20.00 /cy = $ 1,077.87 38.5 cy Stone @ $ 20.00 /cy = $ 769.50 2 End Caps @ $ 59.70 = $ 119.40 Total Cost = $ 4,576.32 0 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 51 Pond P-6: Infiltration Chambers - Chamber Wizard Field B Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 9 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 64.52' Row Length +12.0" End Stone x 2 = 66.52' Base Length 1 Rows x 51.0" Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 9 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 416.3 cf Chamber Storage 1,455.1 cf Field -416.3 cf Chambers = 1,038.8 cf Stone x 40.0% Voids = 415.5 cf Stone Storage Chamber Storage + Stone Storage = 831.8 cf= 0.019 of Overall Storage Efficiency = 57.2% 9 Chambers @ $ 289.95 /ea = $ 2,609.55 53.9 cy Field Excavation @ $ 20.00 /cy = $ 1,077.87 38.5 cy Stone @ $ 20.00 /cy = $ 769.50 Total Cost = $ 4,456.92 0 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 52 Pond P-6: Infiltration Chambers Hydrograph �I �1 4I -4 1-4 H [--1 �-I �- I �- I -� 141-4 ❑Inflow 0.48 — I 0 —45 CfS 0 Discarded 0.46 nflow Area=0.1�! ac 0.44 - 004 �I H H H H Peak Elev=24.02' 0.38 .f, 0.36 rt �tb1'ab6�In 0.34 °04I:::t I::1 H I--I I-- I II - I : I::t � 0.26 — H HHHH H H H H HHIHIHH 3 0.24 o _ _ " °0.2 A H H H I -k1 1414 o.18 0.16 cfs 0.14 =1IIII I� �IIIIII 0.12 i- 0.1 �I HI HIHIHI H 1I H HI HIHIHIHIH 0.08 0.06 -i 0.04 0.02 0 �. . �..�...�.. .... .... .... ....�.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 53 Summary for Pond P-7: Infiltration Chambers Inflow Area = 0.039 ac, 69.66% Impervious, Inflow Depth = 1.40" for 2-Year event Inflow = 0.07 cfs @ 12.08 hrs, Volume= 0.005 of Outflow = 0.04 cfs @ 12.06 hrs, Volume= 0.005 af, Atten= 43%, Lag= 0.0 min Discarded = 0.04 cfs @ 12.06 hrs, Volume= 0.005 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 25.16' @ 12.20 hrs Surf.Area= 193 sf Storage= 12 cf Plug-Flow detention time= 1.4 min calculated for 0.005 of(100% of inflow) Center-of-Mass det. time= 1.4 min ( 843.2 - 841.8 ) Volume Invert Avail.Storage Storaqe Description #1A 25.00' 196 cf 6.25'W x 30.92'L x 3.50'H Field A 676 cf Overall - 187 cf Embedded = 490 cf x 40.0% Voids #2A 25.50' 187 cf ADS_StormTech SC-740 x 4 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 1 rows 383 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 25.00' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.04 cfs @ 12.06 hrs HW=25.05' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 54 Pond P-7: Infiltration Chambers - Chamber Wizard Field A Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 4 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 28.92' Row Length +12.0" End Stone x 2 = 30.92' Base Length 1 Rows x 51.0" Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 4 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 186.6 cf Chamber Storage 676.4 cf Field - 186.6 cf Chambers = 489.8 cf Stone x 40.0% Voids = 195.9 cf Stone Storage Chamber Storage + Stone Storage = 382.5 cf= 0.009 of Overall Storage Efficiency = 56.6% 4 Chambers @ $ 289.95 /ea = $ 1,159.80 25.1 cy Field Excavation @ $ 20.00 /cy = $ 501.02 18.1 cy Stone @ $ 20.00 /cy = $ 362.80 10 End Caps @ $ 59.70 = $ 597.00 Total Cost = $ 2,620.62 216-105 Post-Development (Final) Type 111 24-hr 2-Year Rainfall=3.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 55 Pond P-7: Infiltration Chambers Hydrograph —I �_I �_I 4- I I- I_j Li LI t-I LIB ❑Inflow 0.07: �1 F-1 F I T I TJ04cfs I 0.07 cfs I � rt 0 Discarded 0.065_ —Inflow Area=U.039 ac 0.06� `_1 �I t—I _k I _ I� I Peak Elev=25.16' 0.055� 1 1 1 S#o rage_112 cU 0.05 J/ 0.045=Z �I �I I + I� H �I 1 4- 1 w 0.04- �1 L1 L1 L 1 _ c 0.035� LL 0.03-�-' —1 �_1 t-I t I t I 11 1 1 H 1-1 1 fi 1 t 0.02-:1Z 0.015=' F-1 T-1 T 1 T _T 17 1-1 F-1 F-1 T_1 71 T 0.01�z I I I I I I I I 0.0053,/ 0 ,...�...�....:.................................... ... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 56 Time span=0.00-30.00 hrs, dt=0.02 hrs, 1501 points x 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method SubcatchmentS1-1: S1 Runoff Area=2,925 sf 100.00% Impervious Runoff Depth=4.66" Tc=5.0 min CN=98 Runoff=0.33 cfs 0.026 of SubcatchmentS1-10: S10 Runoff Area=12,726 sf 100.00% Impervious Runoff Depth=4.66" Tc=5.0 min CN=98 Runoff=1.45 cfs 0.114 of SubcatchmentS1-11: S11 Runoff Area=11,240 sf 73.83% Impervious Runoff Depth=3.37" Tc=5.0 min CN=86 Runoff=1.04 cfs 0.073 of SubcatchmentS1-12: S12 Runoff Area=23,365 sf 94.19% Impervious Runoff Depth=4.32" Tc=5.0 min CN=95 Runoff=2.58 cfs 0.193 of SubcatchmentS1-13: S13 Runoff Area=7,470 sf 86.79% Impervious Runoff Depth=3.78" Tc=5.0 min CN=90 Runoff=0.76 cfs 0.054 of Subcatchment S1-14: S14 Runoff Area=1,694 sf 69.66% Impervious Runoff Depth=2.81" Tc=5.0 min CN=80 Runoff=0.13 cfs 0.009 of SubcatchmentS1-2: S2 Runoff Area=2,475 sf 8.73% Impervious Runoff Depth=2.45" Tc=5.0 min CN=76 Runoff=0.17 cfs 0.012 of SubcatchmentS1-3: S3 Runoff Area=1,168 sf 72.69% Impervious Runoff Depth=3.89" Tc=5.0 min CN=91 Runoff=0.12 cfs 0.009 of SubcatchmentS1-4: S4 Runoff Area=4,139 sf 66.44% Impervious Runoff Depth=2.63" Tc=5.0 min CN=78 Runoff=0.30 cfs 0.021 of SubcatchmentS1-5: S5 Runoff Area=1,283 sf 23.54% Impervious Runoff Depth=2.81" Tc=6.0 min CN=80 Runoff=0.10 cfs 0.007 of SubcatchmentS1-6: S6 Runoff Area=1,927 sf 6.43% Impervious Runoff Depth=2.45" Tc=5.0 min CN=76 Runoff=0.13 cfs 0.009 of SubcatchmentS1-7: S7 Runoff Area=1,930 sf 6.42% Impervious Runoff Depth=2.45" Tc=5.0 min CN=76 Runoff=0.13 cfs 0.009 of SubcatchmentS1-8: S8 Runoff Area=1,271 sf 9.76% Impervious Runoff Depth=2.45" Tc=5.0 min CN=76 Runoff=0.09 cfs 0.006 of SubcatchmentS1-9: S9 Runoff Area=6,095 sf 40.90% Impervious Runoff Depth=1.73" Tc=5.0 min CN=67 Runoff=0.28 cfs 0.020 of SubcatchmentS2: S5 Runoff Area=O sf 0.00% Impervious Runoff Depth=0.00" Tc=6.0 min CN=O Runoff=0.00 cfs 0.000 of SubcatchmentSl S6 Runoff Area=1,307 sf 0.00% Impervious Runoff Depth=0.18" Tc=6.0 min CN=39 Runoff=0.00 cfs 0.000 of 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 57 Reach DPI: Pleasant Street Inflow=0.39 cfs 0.027 of Outflow=0.39 cfs 0.027 of Reach DP2: North Property Line Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Reach DP3: North Property Line Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Pond D-1: Depression Peak Elev=16.52' Storage=234 cf Inflow=0.13 cfs 0.009 of Discarded=0.00 cfs 0.001 of Primary=0.01 cfs 0.003 of Outflow=0.01 cfs 0.004 of Pond D-2: Depression Peak Elev=16.43' Storage=189 cf Inflow=0.13 cfs 0.012 of Discarded=0.01 cfs 0.012 of Primary=0.00 cfs 0.000 of Outflow=0.01 cfs 0.012 of Pond D-3: Depression Peak Elev=16.42' Storage=107 cf Inflow=0.09 cfs 0.006 of Discarded=0.01 cfs 0.006 of Primary=0.00 cfs 0.000 of Outflow=0.01 cfs 0.006 of Pond P-1: Infiltration Chambers Peak Elev=23.34' Storage=234 cf Inflow=0.33 cfs 0.026 of Outflow=0.07 cfs 0.026 of Pond P-2: Infiltration Chambers Peak EIev=12.80' Storage=193 cf Inflow=0.30 cfs 0.021 of Outflow=0.07 cfs 0.021 of Pond P-3: Infiltration Chambers Peak EIev=12.90' Storage=0.001 of Inflow=0.28 cfs 0.020 of Outflow=0.15 cfs 0.020 of Pond P-4: Infiltration Chambers Peak EIev=13.08' Storage=1,841 cf Inflow=2.49 cfs 0.186 of Outflow=0.50 cfs 0.186 of Pond P-5: Infiltration Chambers Peak EIev=22.51' Storage=2,016 cf Inflow=2.58 cfs 0.193 of Outflow=0.48 cfs 0.193 of Pond P-6: Infiltration Chambers Peak EIev=24.61' Storage=540 cf Inflow=0.76 cfs 0.054 of Outflow=0.16 cfs 0.054 of Pond P-7: Infiltration Chambers Peak EIev=25.73' Storage=71 cf Inflow=0.13 cfs 0.009 of Outflow=0.04 cfs 0.009 of Total Runoff Area = 1.860 ac Runoff Volume = 0.561 of Average Runoff Depth = 3.62" 25.20% Pervious = 0.469 ac 74.80% Impervious = 1.391 ac 216-105 Post-Development (Final) Type 111 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 58 Summary for Subcatchment S1-1: S1 Carlson PlanXYPosj736397.415012958926.50901 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.33 cfs @ 12.07 hrs, Volume= 0.026 af, Depth= 4.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description 2,716 98 Paved parking, HSG A 209 98 Walkway, HSG A 2,925 98 Weighted Average 2,925 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-1: S1 Hydrograph —I � I -4 1 ' I I I I 1 �--I 4I 4 I-4 1 -4 0.36-�'Z —- 0.33cfs 0.32 ■Runoff �T�e�i 24!ft� 0.3�-/ 0.28=`/_ 0.26_/-I L I L L 1 L I _ RO nbflf�►t"2,19251 Sf 0.22� L I L T -i L INff�ptlur --$.p61 a 3 0.18 _I L T LI -I �ep�lT41`r�I�T 0 0.16�_ Tc-5.0-m i n 0.12-_�/ 0.1_�/ fit T I fi rt II rI t__ T Irt 0.08_�'/ fi t fi t t '___1 t- 4- 1 � 0.06 0.02� 0" / .. .. .., .. .../...(... ....,.... .... ............... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 59 Summary for Subcatchment S1-10: S10 Carlson PlanXYPosj737252.032012959271.64301 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 1.45 cfs @ 12.07 hrs, Volume= 0.114 af, Depth= 4.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description 12,726 98 Roofs, HSG A 12,726 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-10: S10 Hydrograph 1.415 Cfs ■Runoff Type' II+ 24-h� 1 1 11 b-*Y ar Rainfall=4.90'1' Rluihdffl Area�--112,7261 sf RUggffl YOIIUT�70.11141 of 3 1 1 1 I 1 Ri ulnpf f Pe,p�h7 .�6', Tc=5.0 m i n 1 1 1 I I I I I I 1 1 6�=19i III11111111111111 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 60 Summary for Subcatchment S1-11: S11 Carlson PlanXYPosl737065.461012959192.34601 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 1.04 cfs @ 12.07 hrs, Volume= 0.073 af, Depth= 3.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description 3,915 98 Paved parking, HSG A 403 98 Wall, HSG A 474 82 Pervious pavement, HSG A 1,707 39 >75% Grass cover, Good, HSG A 3,981 98 Paved parking, HSG A 286 39 >75% Grass cover, Good, HSG A 474 82 Pervious pavement, HSG A 11,240 86 Weighted Average 2,941 26.17% Pervious Area 8,299 73.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-11: S11 Hydrograph ❑Runoff Type III 24-hr l l l l 1 d-*eat Rainfall=4.90'1' RluihdfflArea$111,2401 sf RUggfflVollump�0.10731 of 3 1 1 1 1 1 1 Ri ulnpf14elp�h7�.�7'1 Tc=5.0 m i n IIIIIIIIIIIIIIIII 0 , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 61 Summary for Subcatchment S1-12: S12 Runoff = 2.58 cfs @ 12.07 hrs, Volume= 0.193 af, Depth= 4.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description 1,357 39 >75% Grass cover, Good, HSG A 8,515 98 Paved parking, HSG A 10,529 98 Roofs, HSG A 515 98 Paved parking, HSG A 108 98 Wall, HSG A 2,341 98 Pavement, HSG A OFFSITE 23,365 95 Weighted Average 1,357 5.81% Pervious Area 22,008 94.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-12: S12 Hydrograph �� i i I i I I I I ■Runoff 2.58 cfs T��e II+ 241h� 110-Year Rainfall=4.90'I' 2--/1 TIT T T T I RTurhToffl-Area$23,365i sf - Rlu9Offl Vlollumg70.11 P31 of 3 IIII IIII 1 Ri uln?f l Pe,p�h7�.�T, LL Tc=5.0 m i n 1—� _ IIIIII III IIIIIIII o !.�' . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 62 Summary for Subcatchment S1-13: S13 Carlson PlanXYPosl736397.415012958926.50901 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.76 cfs @ 12.07 hrs, Volume= 0.054 af, Depth= 3.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description 1,621 98 Paved parking, HSG A 4,862 98 Roofs, HSG A 987 39 >75% Grass cover, Good, HSG A 7,470 90 Weighted Average 987 13.21% Pervious Area 6,483 86.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-13: S13 Hydrograph I I I I ■Runoff 1O�.76fsT0.75T�et 12t4lh 07TTTI I0.65� 1 a_f 0.6� T -4 T ftnbfff--Aee.A=,I4U1 Sf 0.55T 0.5T T 1 T I T T T fRyrlqf�Vply .P. 41 af _0 00 4 T T TIQ �_!P�h_73`787 r LL 0.35T I C .G-m1n I TTT H TTTT T �_6k=� _ _ 0.25�-/ TITI T T TIT T T TIT 0.2T 0.15T T TIT T T 0.1� 0.05T 0 ,...,....�... T. ................................... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 63 Summary for Subcatchment S1-14: S14 Carlson PlanXYPosj736397.415012958926.50901 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.13 cfs @ 12.08 hrs, Volume= 0.009 af, Depth= 2.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description 1,180 98 Paved parking, HSG A 514 39 >75% Grass cover, Good, HSG A 1,694 80 Weighted Average 514 30.34% Pervious Area 1,180 69.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-14: S14 Hydrograph .i—I L II L L LI L Runoff 0.14E_I + I 1 0.13 cfs _' o.13L _ T e II 4-h 0.12E L L 0J 0.11E 0.1 L fi -t1 �rrbff-ii 0e --f,169�41 sf 0.09: L L I L IL I LI L L L��� LVP � •I0 0 0.08E—I t I t I rt I t- U. Tc=5.0-m 1ri 0.06 I L I L 1 L 1 L I L I L L L L6�--18� 0.05-�_Z 0.043� Lrt � Lrt � � rtrt 0.03E ILLLIIL � ILLLLL � L 0.02-:�/ 0.01_-�/ 0= ...� .. :..�:. ,:...�.. ..,....�...,............... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 64 Summary for Subcatchment S1-2: S2 Carlson PlanXYPos1736397.415012958926.50901 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.17 cfs @ 12.08 hrs, Volume= 0.012 af, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description 2,259 74 >75% Grass cover, Good, HSG C 216 98 Walkways 2,475 76 Weighted Average 2,259 91.27% Pervious Area 216 8.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-2: S2 Hydrograph =1 T I I I - 1 L 1 I I -i U L 1 L _L 1-1 I—I L I L I _L Runoff 0.18 I T I I I T 0.17 cfs _1 C 0.17: 0.16�-/ T �Te�l1 2L4 h� 0.15�_—I L 1 I I :IE _ _ � C116- al�:�taj�f":64Z O 0.14�—I T 1 T 1 T T 1 - T T T 1 RO n- �►r1e�12 I4T5 s-f 0.13: 0.12�1/ T I T I I I 11_1 �q"ffjVp1�T"•I0j�21 af 0 LL � �c=5.0-m rrf 0.08_ 0.06j'/ — _ 0.05�— T — - - - - — - - - - — - 0.04j'' I TIfi1 --t 1 1 t-1 I-1 �_I t I I_t t- ItIJ 0.03-�'/ 0.02 — — - 0.01 0 :...::...:... :...�....,,..., ..., 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 65 Summary for Subcatchment S1-3: S3 Carlson PlanXYPos1736752.578012959072.79601 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.12 cfs @ 12.07 hrs, Volume= 0.009 af, Depth= 3.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description 319 74 >75% Grass cover, Good, HSG C 849 98 Walkways, HSG C 1,168 91 Weighted Average 319 27.31% Pervious Area 849 72.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-3: S3 Hydrograph 0.13�'/ � + � � � � � ❑Runoff 0.12 cfs 0.12 _ - - - - rt Ty e I l i 24-h 1 6-gear RainfaII=4.90" 0.1 0 09�-I I + I - 1 Rd noff Arec1=11 J 68 sf o.o8� T T FI Rur�aff Volume=0.009 of 3 0.07 -I I Runoff Delpth=3.89" LL 0.06� Tc=5.0 min 0.05 fi l fi l l rt l fi l rt l �I RCN=91 0.04�-/ 0.03: -�- I + 14 1 1 1 + 41-t H 1 + 1 0.02-�'/ 0.01�,Z 7 7I _F17 7 T_ 1 1 —7 o 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 66 Summary for Subcatchment S1-4: S4 Carlson PlanXYPosl737065.461012959192.34601 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.30 cfs @ 12.08 hrs, Volume= 0.021 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description 1,389 39 >75% Grass cover, Good, HSG A 122 98 Walkway, HSG A 1,623 98 Paved parking, HSG A 905 98 Plaza, HSG A 100 98 Wall, HSG A 4,139 78 Weighted Average 1,389 33.56% Pervious Area 2,750 66.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-4: S4 Hydrograph /I I I I I I I I I I I I I I I I I I I I I I I I I I I I �Runoff 0.32-_�/ 0.30 cfs 0.3�A filTI � I� �IfilTI'T�e�I �4!h 0.28-_�/0.26-!�/H �— I T 1 -4 1 I 0.24 / 1 Rti nbflUAOet1 a4J 391 Sf 0.22�1/ 0.2�T 71 T 17 � uf1°`�h •p _o 0:,6 �1 fi T �I I� �I fi� Q �ep�h7�-_�37 Tc-5.0-m rn LL0.14�� SIT -4 1- SIT 1-4 I—I �_6k17_�0.12� 0.1i-IL LI T -1 1 -1 LI LI IA LI LI T I -i 0.08 0.06�-/T T1TI7 I I T TIT IT TI TITIT 0.04=` 0.021'/ it I T I o ,....� ../....�,... ...�:.. ..,;....�...�:...,,..., ..., 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 67 Summary for Subcatchment S1-5: S5 Carlson PlanXYPosj737065.461012959192.34601 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.10 cfs @ 12.09 hrs, Volume= 0.007 af, Depth= 2.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description 981 74 >75% Grass cover, Good, HSG C 302 98 Walkway, HSG C 1,283 80 Weighted Average 981 76.46% Pervious Area 302 23.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 5 Subcatchment S1-5: S5 Hydrograph 0.10 CfS ■Runoff —I � I + I � II I� �I � I �- I� � 0.095- — T e�-I 009=' 0.085I 1 `� a� a��fa1�49(�— fi l rt l � o. / 0.075 —I L 1 -1 11 I I L I :I Eln� L1 ROiff�►r 75=� y0065-/—I � 1 14 �1� � 1° P •p 3 0055 '—I � 1 + 1 - 1 �I Q 1p r �lr 0 0.05�— 1 S C�.�1h LL .00416 — -1 I I N_5 0.0 — — 0.035� L0.03- _ _ ] CI I 1 1:1 CI D 111 0.025 0.02 _ - 0.015 0.01 0.005-!'// 0 ,:...�..,:.. ./.:.,:../....�..,:..,:...(....�...., ..., ..., 0 1 2 3 4 5 6 7 8 9 loll 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 68 Summary for Subcatchment S1-6: S6 Carlson PlanXYPosj737252.032012959271.64301 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.13 cfs @ 12.08 hrs, Volume= 0.009 af, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description 1,803 74 >75% Grass cover, Good, HSG C 124 98 Walkways, HSG C 1,927 76 Weighted Average 1,803 93.57% Pervious Area 124 6.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-6: S6 Hydrograph L I I I -i 1 1 L I I I -i L I I A LI L I I I A ■Runoff 0.14�-/ 0.13 cfs 0.13� fi fi fi 'Te 0.12-�-/ L I I 1 1 L 11 -`�e�a� afa�N�4�90 0.11� 0.1 fi rt 11 1 1-1 rt �nbfff-/i�►r"--T,�9$71 of 0.09 — L I I I - 1 L I �� �ff�VPAy�p�•I0Y9 3 o:os� Tc=5.0--m ln LL 0.05-�'/ 0.04� I I � I I �I I I � Irt �� �I � I � i � 0.03� 0.02�'/ 0.01�/ 17 —1 I r rt 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 69 Summary for Subcatchment S1-7: S7 Carlson PlanXYPos1737252.032012959271.64301 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.13 cfs @ 12.08 hrs, Volume= 0.009 af, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description 1,806 74 >75% Grass cover, Good, HSG C 124 98 Walkways, HSG C 1,930 76 Weighted Average 1,806 93.58% Pervious Area 124 6.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-7: S7 Hydrograph I _L L Runoff 0.14->- / + 0.13 cfs ry,� 4 0.13: T fi 1 yppeJJ i L h 0.12 L I I I _L L I -L 16--`�eiar-RaO" 4 604 0.113'/ 0.1�/ t l t rt t _1 RO rtbfff-Aisle; =--f,19301 Sf 0-09 _I I Ryppff jVolurgn =lO.p�91 g 0.08�-/ o uffPep�h7"l00.07 =LL T c 15 0 rnI � 0.05-�'/ 0.04� � I � I � �I � Irtl� �I � I � Irt 0.03' 0.02-�'/ 0.01__�/ rt 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 70 Summary for Subcatchment S1-8: S8 Carlson PlanXYPosj737252.032012959271.64301 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.09 cfs @ 12.08 hrs, Volume= 0.006 af, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description 1,147 74 >75% Grass cover, Good, HSG C 124 98 Walkways, HSG C 1,271 76 Weighted Average 1,147 90.24% Pervious Area 124 9.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-8: S8 Hydrograph 0.095� I—I -�- I —�- I —t I--I �I +— I Runoff 0.09� — I - I 0.09fs- I I 0.085�Z_ - - � I- t-1 � 1 �y�1 �I� 0.08�-1 + - - d= F�ai� a �40.05�- - -0.07f/0.065f/ -1 + I I - - RUn-6#f-ArleA=1 -,27F4 I sf- m 0.055�-/— °.°5�-1 + I _+ I� - r - o 0.045� 'c.�O-m' LL 0.04- -1 + I _+ I_ -I f- I -+ I- �-I i- I + I - 1 17 0.035�-Z 0.03- 1 - - - ice �i - - - - - - _+ I--] - - 0.025 0.02--1 + I _+ I I + H �_I i_ 0.015-�'Z 0.01�'/ — 0.005 0- ;....�...:...:...:...:...:....... .... ....�:..., ..., ..., 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 71 Summary for Subcatchment S1-9: S9 Carlson PlanXYPosl737252.032012959271.64301 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.28 cfs @ 12.08 hrs, Volume= 0.020 af, Depth= 1.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description 1,381 98 Paved parking, HSG A 3,100 39 >75% Grass cover, Good, HSG A 397 98 Wall, HSG A 502 82 Pervious pavers, HSG A 715 98 Walkway, HSG A 6,095 67 Weighted Average 3,602 59.10% Pervious Area 2,493 40.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-9: S9 Hydrograph �I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I �Runoff 0.3�� fi fi � 0.28 cfs T �Tell� = 41h 0 28 0.26 -/ 0.24-�'/ 0.22�-/F T1 T 17 F1 _T ROnTof1f_►he_6 T6,095 0.2->- /�1 _�_ I T __� 1 �_ I Pyre qff Volume jG.P�01 of w 0.18 3 0.16�L L 1 T I a off Delpt�h7�7 ` LL 0.14_ Tc=5.0 m i n 0.12�'/F T- I T _1 F 17 I T I—T I—I 7-6 IT,. 0.1/H 4� 1T1 - 1 1 T-1 TTT T TTT 0.08�_ _ 0.06�L L I T I U �I 0.04T 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 72 Summary for Subcatchment S2: S5 Carlson PlanXYPos1736513.644012958995.20401 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj [40] Hint: Not Described (Area=O) Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description 0 89 Gravel roads, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment S2: S5 Hydrograph 1-/ ❑Runoff Type III 24-hr 10-Year Rainfall=4.90" Runoff Area=O sf Runoff Volume=0.000 of II Runoff Depth=0.00" U. Tc=6.0 m i n CN=O 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 73 Summary for Subcatchment S3: S6 Carlson PlanXYPosj736959.223012959190.14501 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.00 cfs @ 12.50 hrs, Volume= 0.000 af, Depth= 0.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 10-Year Rainfall=4.90" Area (sf) CN Description 1,307 39 >75% Grass cover, Good, HSG A 1,307 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment S3: S6 Hydrograph 0.001 ■Runoff � I I � 1� � 0.00cfs 0.001&/ _ 'Tye 2 -h 0.001&/ /'� O.o01� 1 L T 1 -1 1A LI I�VF�'e�ar� Ftali A� =491&- 0.001?// 0.00,X _I T T Z I� ED Z I T I W ntff Arle�i=I i(�71 s 000,j' 1TT1T1TT T - - - -= 4� - o.000� _ 0 0.000�—1 7 T 17 1� FI T I T 1 � r��' ' 70ra 8F LL 0.000� _ TC IV— 1 111- 0.000 _I fi l rt l rt �I rt l l l T 13 0.000 0.000� _I fi T l rt I� �I T l rt I� �I fi I� �I fi 0.000 O.o00;'/ 1 t t I -t I—i f—I T I C 1-1 t I T l 0-- T I� T o 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 74 Summary for Reach DP1: Pleasant Street [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.113 ac, 27.75% Impervious, Inflow Depth = 2.88" for 10-Year event Inflow = 0.39 cfs @ 12.08 hrs, Volume= 0.027 of Outflow = 0.39 cfs @ 12.08 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Reach DP1: Pleasant Street Hydrograph + H �� + I ■Inflow °0 4 �I fi rt I = 0.39 cfs fi I Al. I_ IA = ■Outflow 0.38 0.34 0.32� �I H I H I I 0.28 0.26 - - — — - - - — — - - - — — w 0.24 �I LI L I I I -1 0 T LI1 I1 I-1 I I D LI I I - 0 0.2- — — — LL0.18� H 4- I + I4 H H 4- I + I4 I-t H � I + I 0.16 0.14 0.12= � 0.08- 0.06 0.04 0.02 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type /// 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 75 Summary for Reach DP2: North Property Line [40] Hint: Not Described (Outflow=Inflow) Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Reach DP2: North Property Line Hydrograph 1 / ❑Inflow ❑Outflow N V 3 O U. 1.0 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 76 Summary for Reach DP3: North Property Line [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.030 ac, 0.00% Impervious, Inflow Depth = 0.18" for 10-Year event Inflow = 0.00 cfs @ 12.50 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 12.50 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Reach DP3: North Property Line Hydrograph 4 4 1-4 �-1 1 4— 1 + 1 I� �I �I - ❑Inflow o.001 �1 0.00 cfs �-1 li,�ib�,lkr"=64. 6 �� _ ❑outflow 0-001�-/ � � � � � � 1 4- 1 � 14 I� W t-1 - 0.001f °.°°'�-/ - 0.0011Z _ _ _ _ _ 0.000-// '1 1 4- 1 4 -4 14 - I_4 �__I t-I - 3 0.000� _ _ _ _ _ _ _ _ _ o.000 0.0001x 0.0001x �--1 1 4- 1 4 - �--1 1 4- �I - 0.000�-/' �I 4- 4 -4 �__1 1 4- 1 14 -4 �__I I - 0 �" " " JJJJJJJJJJ o 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 77 Summary for Pond D-1: Depression Inflow Area = 0.044 ac, 6.43% Impervious, Inflow Depth = 2.45" for 10-Year event Inflow = 0.13 cfs @ 12.08 hrs, Volume= 0.009 of Outflow = 0.01 cfs @ 13.48 hrs, Volume= 0.004 af, Atten= 92%, Lag= 84.4 min Discarded = 0.00 cfs @ 13.48 hrs, Volume= 0.001 of Primary = 0.01 cfs @ 13.48 hrs, Volume= 0.003 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 16.52' @ 13.48 hrs Surf.Area= 574 sf Storage= 234 cf Plug-Flow detention time= 336.5 min calculated for 0.004 of(47% of inflow) Center-of-Mass det. time= 216.8 min ( 1,049.1 - 832.3 ) Volume Invert Avail.Storage Storage Description #1 16.00' 567 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.00 334 0 0 17.00 800 567 567 Device Routinq Invert Outlet Devices #1 Discarded 16.00' 0.060 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Device 3 16.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 13.00' 6.0" Round Culvert L= 18.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 13.00' / 12.82' S= 0.0100 T Cc= 0.900 n= 0.013, Flow Area= 0.20 sf Discarded OutFlow Max=0.00 cfs @ 13.48 hrs HW=16.52' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.01 cfs @ 13.48 hrs HW=16.52' TW=16.40' (Dynamic Tailwater) LtCulvert (Passes 0.01 cfs of 0.31 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.01 cfs @ 0.40 fps) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 78 Pond D-1: Depression Hydrograph H H HI H H H ❑ Inflow H H H H H Oi 13 cfs H ❑outflow 1146 Ar '0.044 ❑Discarded � /— �-{ {—� ❑Primary 0.14_ ,- H HI H H H H Pdlk E16V*t6.5V 0.13� 0.12�-/ � HHHHHH IHHHWIPZIW72�a40 0.11= LJ H Ll H L I H H H Ll H H L HI 0.09 H / �/ iHHHH1I � HHHHIIHHH 0.08= - LL0.06H � "� HHHIHL HHHHIHHHIH 0.05H 0.04->/ / 0.03H � � 0.01 cfs 0.02= 0.01 cfs 0.01 H o= ,::. .:........ .... ....................... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 79 Summary for Pond D-2: Depression Inflow Area = 0.089 ac, 6.43% Impervious, Inflow Depth = 1.63" for 10-Year event Inflow = 0.13 cfs @ 12.08 hrs, Volume= 0.012 of Outflow = 0.01 cfs @ 14.99 hrs, Volume= 0.012 af, Atten= 90%, Lag= 174.5 min Discarded = 0.01 cfs @ 14.99 hrs, Volume= 0.012 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 16.43' @ 14.99 hrs Surf.Area= 537 sf Storage= 189 cf Plug-Flow detention time= 167.5 min calculated for 0.012 of(100% of inflow) Center-of-Mass det. time= 167.4 min ( 1,035.9 - 868.5 ) Volume Invert Avail.Storage Storage Description #1 16.00' 567 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.00 334 0 0 17.00 800 567 567 Device Routinq Invert Outlet Devices #1 Discarded 16.00' 1.020 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Device 3 16.50' 6.0" Vert. Orifice/Grate C= 0.600 #3 Primary 13.00' 6.0" Round Culvert L= 18.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 13.00' / 12.82' S= 0.0100 T Cc= 0.900 n= 0.013, Flow Area= 0.20 sf Discarded OutFlow Max=0.01 cfs @ 14.99 hrs HW=16.43' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.00' TW=16.00' (Dynamic Tailwater) L Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 80 Pond D-2: Depression Hydrograph � HHLIHHHHHHHHHLI �I / El Inflow H H H H 0-13 cfs H ❑outflow / Inflow�Area=0.089 ❑Discarded ❑Primary 0.13"/ Peak Elev=16.43' 0.121�/ / i N N H N N H H H %torage 1AP cf 0.111Z 0.1�-/ / //IJHHHH IHHHHHHHH 0.09�'/ / 0.08� / H 1-1 H H 1-1 1-11-1 H 1-1H H � 007 / /�HIHHHIH � HHHHHHHIH LL 0.06� / _ 0.05� 0.04� / 0.03/ / �I 0.01 cfs 0.02: / 0.00cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 81 Summary for Pond D-3: Depression Inflow Area = 0.118 ac, 7.25% Impervious, Inflow Depth = 0.61" for 10-Year event Inflow = 0.09 cfs @ 12.08 hrs, Volume= 0.006 of Outflow = 0.01 cfs @ 13.22 hrs, Volume= 0.006 af, Atten= 91%, Lag= 68.5 min Discarded = 0.01 cfs @ 13.22 hrs, Volume= 0.006 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 16.42' @ 13.22 hrs Surf.Area= 317 sf Storage= 107 cf Plug-Flow detention time= 146.0 min calculated for 0.006 of(100% of inflow) Center-of-Mass det. time= 145.9 min ( 978.3 - 832.3 ) Volume Invert Avail.Storage Storage Description #1 16.00' 340 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.00 197 0 0 17.00 483 340 340 Device Routinq Invert Outlet Devices #1 Discarded 16.00' 1.020 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 13.50' 8.0" Round Culvert L= 18.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 13.50' / 13.32' S= 0.0100 T Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #3 Device 2 16.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.01 cfs @ 13.22 hrs HW=16.42' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=16.00' TW=12.70' (Dynamic Tailwater) L2=Culvert (Passes 0.00 cfs of 2.47 cfs potential flow) L3=Orifice/Grate ( Controls 0.00 cfs) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 82 Pond D-3: Depression Hydrograph �IHHHHHHHHHHHHIHIH -1 0.09 cfs I ❑ Inflow El 1 j J El ❑Primary lw El ❑Discarded 0.09 0.08585E i I-] H I� I-t I- -Pdak IE4eV*I&412� � _ 0.08 0.075 1 H IH IH IH IH IH LPN"1I oss%D j H H H H H H H rt rt rtrtH 0.06-' 0.055E H H H H 17f 1_7I: I: I:1I[ I : I -I 0.05 H 0 0.045H- � H I I H H H H IH 14 14 14 LL 0.04 0.035 f 0.031/ � � 1-1 HI 1-1 IH IHIHIHIHIHIHIHIH 0.025% / � 0.02f / / 1 1H H H 0.015E 0.01 cfs n nl-_ 0.00 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 83 Summary for Pond P-1: Infiltration Chambers Inflow Area = 0.067 ac,100.00% Impervious, Inflow Depth = 4.66" for 10-Year event Inflow = 0.33 cfs @ 12.07 hrs, Volume= 0.026 of Outflow = 0.07 cfs @ 11.78 hrs, Volume= 0.026 af, Atten= 78%, Lag= 0.0 min Discarded = 0.07 cfs @ 11.78 hrs, Volume= 0.026 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 23.34' @ 12.47 hrs Surf.Area= 375 sf Storage= 234 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 15.1 min ( 762.5 - 747.4 ) Volume Invert Avail.Storage Storaqe Description #1A 22.30' 356 cf 15.75'W x 23.80'L x 3.50'H Field A 1,312 cf Overall - 422 cf Embedded = 890 cf x 40.0% Voids #2A 22.80' 422 cf ADS_StormTech SC-740 x 9 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 3 rows 778 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 22.30' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.07 cfs @ 11.78 hrs HW=22.34' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.07 cfs) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 84 Pond P-1: Infiltration Chambers - Chamber Wizard Field A Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 3 rows 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 21.80' Row Length +12.0" End Stone x 2 = 23.80' Base Length 3 Rows x 51.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 15.75' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 9 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 3 Rows = 422.0 cf Chamber Storage 1,312.0 cf Field -422.0 cf Chambers = 890.0 cf Stone x 40.0% Voids = 356.0 cf Stone Storage Chamber Storage + Stone Storage = 778.0 cf= 0.018 of Overall Storage Efficiency = 59.3% 9 Chambers @ $ 289.95 /ea = $ 2,609.55 48.6 cy Field Excavation @ $ 20.00 /cy = $ 971.83 33.0 cy Stone @ $ 20.00 /cy = $ 659.26 10 End Caps @ $ 59.70 = $ 597.00 Total Cost = $ 4,837.64 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 85 Pond P-1: Infiltration Chambers Hydrograph ❑Inflow 0.36� ^— I 0 33 cfs I I_+ 0 Discarded 0.34_ Inflow Area=0.067 ac 0.32�-/ �- 4 0.3= _ Peak Elev=23.34' 0.28 'A H t-gtbl ab6=434 d 0.26= 0.24-�'/ I4 ICI-AHH4­ I + I + I414 ., 0.22-_�/ _ 0.2_/ �-1 I 1 1- I 4- 114 14 3 _ 0.14� 0 .0 1 /11 T_, T__ + -7 �--I I -kI 14 14 - - 0.07 cfs 0.06 0.04 0.02- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 86 Summary for Pond P-2: Infiltration Chambers Inflow Area = 0.095 ac, 66.44% Impervious, Inflow Depth = 2.63" for 10-Year event Inflow = 0.30 cfs @ 12.08 hrs, Volume= 0.021 of Outflow = 0.07 cfs @ 11.90 hrs, Volume= 0.021 af, Atten= 76%, Lag= 0.0 min Discarded = 0.07 cfs @ 11.90 hrs, Volume= 0.021 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 12.80' @ 12.48 hrs Surf.Area= 375 sf Storage= 193 cf Plug-Flow detention time= 14.2 min calculated for 0.021 of(100% of inflow) Center-of-Mass det. time= 14.2 min ( 841.3 - 827.1 ) Volume Invert Avail.Storage Storaqe Description #1A 11.90, 356 cf 15.75'W x 23.80'L x 3.50'H Field A 1,312 cf Overall - 422 cf Embedded = 890 cf x 40.0% Voids #2A 12.40' 422 cf ADS_StormTech SC-740 x 9 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 3 rows 778 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 11.90' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.07 cfs @ 11.90 hrs HW=11.95' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.07 cfs) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 87 Pond P-2: Infiltration Chambers - Chamber Wizard Field A Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 3 rows 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 21.80' Row Length +12.0" End Stone x 2 = 23.80' Base Length 3 Rows x 51.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 15.75' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 9 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 3 Rows = 422.0 cf Chamber Storage 1,312.0 cf Field -422.0 cf Chambers = 890.0 cf Stone x 40.0% Voids = 356.0 cf Stone Storage Chamber Storage + Stone Storage = 778.0 cf= 0.018 of Overall Storage Efficiency = 59.3% 9 Chambers @ $ 289.95 /ea = $ 2,609.55 48.6 cy Field Excavation @ $ 20.00 /cy = $ 971.83 33.0 cy Stone @ $ 20.00 /cy = $ 659.26 12 End Caps @ $ 59.70 = $ 716.40 Total Cost = $ 4,957.04 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 88 Pond P-2: Infiltration Chambers Hydrograph I LI LI LILI ❑Inflow 0.30 cfs 0 Discarded 0.32 T - Inflow Area=0.095 ac 0.3�'/ — — 0.281-// --1 t_1 t t I t I -t Peak Elev=12.80' 0.24_�- 4-- 4- Storage=1193 cf � 0.18� -1 LLLLL A L LLLILLL c 0.16� LL0.14=' T F-1 TITITITI It 1-1 1-1FI TILIT1 -117 0.12-:1 0.1� —1 t-I t- 1 fil fi0.07cfs 1-1 N t-I fiI TI t Irt Irt 0.08 0.06- '� � H i_ + IH H H I H I H I H I I� 0.04-/ 0.02— 0 ,...,... .:...:...:...:............... ..... .... .... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 89 Summary for Pond P-3: Infiltration Chambers Inflow Area = 0.258 ac, 25.53% Impervious, Inflow Depth = 0.94" for 10-Year event Inflow = 0.28 cfs @ 12.08 hrs, Volume= 0.020 of Outflow = 0.15 cfs @ 12.04 hrs, Volume= 0.020 af, Atten= 47%, Lag= 0.0 min Discarded = 0.15 cfs @ 12.04 hrs, Volume= 0.020 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 12.90' @ 12.23 hrs Surf.Area= 0.018 ac Storage= 0.001 of Plug-Flow detention time= 1.8 min calculated for 0.020 of(100% of inflow) Center-of-Mass det. time= 1.8 min ( 857.5 - 855.7 ) Volume Invert Avail.Storage Storage Description #1A 12.70' 0.017 of 25.25'W x 30.92'L x 3.50'H Field A 0.063 of Overall - 0.021 of Embedded = 0.041 of x 40.0% Voids #2A 13.20' 0.021 of ADS_StormTech SC-740 x 20 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 5 rows 0.038 of Total Available Storage Storage Group A created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 12.70' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.15 cfs @ 12.04 hrs HW=12.74' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.15 cfs) 216-105 Post-Development (Final) Type 111 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 90 Pond P-3: Infiltration Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 5 rows 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 4 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 28.92' Row Length +12.0" End Stone x 2 = 30.92' Base Length 5 Rows x 51.0" Wide + 6.0" Spacing x 4 + 12.0" Side Stone x 2 = 25.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 20 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 5 Rows = 932.9 cf Chamber Storage 2,732.4 cf Field - 932.9 cf Chambers = 1,799.5 cf Stone x 40.0% Voids = 719.8 cf Stone Storage Chamber Storage + Stone Storage = 1,652.7 cf= 0.038 of Overall Storage Efficiency = 60.5% 20 Chambers @ $ 289.95 /ea = $ 5,799.00 101.2 cy Field Excavation @ $ 20.00 /cy = $ 2,024.01 66.6 cy Stone @ $ 20.00 /cy = $ 1,332.94 Total Cost = $ 9,155.94 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 91 Pond P-3: Infiltration Chambers Hydrograph I L I _L III IIIp Inflow 0.28 cfS �� 0 Discarded N 0.3_ �nflow Area=0.258 ac 0.28H — 0.26 - H Peak Elev=12.90' 0.24-�'/ -I HI L I L I � Storage-- ". I" lad 0.22: 0.2-�-/ '-I HI TI7ITI I-1 H HI TITIT1717 N 0.18� 3 0.16H H 0.15 cfS H H H H 1 H I H I H I H I� 0.12: 0.1H II F 1 1 1 1 1 1 1 1 1 1 1 1 1 0.08-�'/ 0.06Hz HI t t t tI tI t I _ 1I 0.04-�-/ 0.02-/ 0 .............:...:...:..7 77. ,:..,:..,...,..... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 92 Summary for Pond P-4: Infiltration Chambers Inflow Area = 0.550 ac, 87.73% Impervious, Inflow Depth = 4.06" for 10-Year event Inflow = 2.49 cfs @ 12.07 hrs, Volume= 0.186 of Outflow = 0.50 cfs @ 11.78 hrs, Volume= 0.186 af, Atten= 80%, Lag= 0.0 min Discarded = 0.50 cfs @ 11.78 hrs, Volume= 0.186 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 13.08' @ 12.49 hrs Surf.Area= 2,612 sf Storage= 1,841 cf Plug-Flow detention time= 18.5 min calculated for 0.186 of(100% of inflow) Center-of-Mass det. time= 18.5 min ( 788.1 - 769.6 ) Volume Invert Avail.Storage Storaqe Description #1A 11.90, 1,294 cf 6.25'W x 208.92'L x 3.50'H Field A 4,570 cf Overall - 1,335 cf Embedded = 3,235 cf x 40.0% Voids #2A 12.40' 1,335 cf ADS_StormTech SC-740 x 29 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows #313 11.90, 1,294 cf 6.25'W x 208.92'L x 3.50'H Field B 4,570 cf Overall - 1,335 cf Embedded = 3,235 cf x 40.0% Voids #413 12.40' 1,335 cf ADS_StormTech SC-740 x 29 Inside#3 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 1 rows 5,258 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 11.90' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.50 cfs @ 11.78 hrs HW=11.94' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.50 cfs) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 93 Pond P-4: Infiltration Chambers - Chamber Wizard Field A Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 29 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 206.92' Row Length +12.0" End Stone x 2 = 208.92' Base Length 1 Rows x 51.0" Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 29 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 1,335.1 cf Chamber Storage 4,570.1 cf Field - 1,335.1 cf Chambers = 3,235.0 cf Stone x 40.0% Voids = 1,294.0 cf Stone Storage Chamber Storage + Stone Storage = 2,629.1 cf= 0.060 of Overall Storage Efficiency = 57.5% 29 Chambers @ $ 289.95 /ea = $ 8,408.55 169.3 cy Field Excavation @ $ 20.00 /cy = $ 3,385.28 119.8 cy Stone @ $ 20.00 /cy = $ 2,396.32 2 End Caps @ $ 59.70 = $ 119.40 Total Cost = $ 14,309.54 0 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 94 Pond P-4: Infiltration Chambers - Chamber Wizard Field B Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 29 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 206.92' Row Length +12.0" End Stone x 2 = 208.92' Base Length 1 Rows x 51.0" Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 29 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 1,335.1 cf Chamber Storage 4,570.1 cf Field - 1,335.1 cf Chambers = 3,235.0 cf Stone x 40.0% Voids = 1,294.0 cf Stone Storage Chamber Storage + Stone Storage = 2,629.1 cf= 0.060 of Overall Storage Efficiency = 57.5% 29 Chambers @ $ 289.95 /ea = $ 8,408.55 169.3 cy Field Excavation @ $ 20.00 /cy = $ 3,385.28 119.8 cy Stone @ $ 20.00 /cy = $ 2,396.32 2 end caps @ $ 59.70 = $ 119.40 Total Cost = $ 14,309.54 0 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 95 Pond P-4: Infiltration Chambers Hydrograph / ❑Inflow 2.49 cfs � I I 0 Discarded Ir fiow Area=0.550 ac l l l III Peak Elev=13.08' 2— Storage=1 ,841 cf - IIIIIII N 3 0 LL -1I-1I IFI 1— _ IIIIII � � � � � � IIIIII III 0.50 cfs III i 0 ,...,'...:...... .../,...,...,...,...,...,.... .... .... ....,... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 96 Summary for Pond P-5: Infiltration Chambers Inflow Area = 0.536 ac, 94.19% Impervious, Inflow Depth = 4.32" for 10-Year event Inflow = 2.58 cfs @ 12.07 hrs, Volume= 0.193 of Outflow = 0.48 cfs @ 11.76 hrs, Volume= 0.193 af, Atten= 81%, Lag= 0.0 min Discarded = 0.48 cfs @ 11.76 hrs, Volume= 0.193 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 22.51' @ 12.50 hrs Surf.Area= 2,533 sf Storage= 2,016 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 21.4 min ( 789.2 - 767.8 ) Volume Invert Avail.Storage Storaqe Description #1A 21.25' 2,368 cf 11.00'W x 230.28'L x 3.50'H Field A 8,866 cf Overall - 2,946 cf Embedded = 5,920 cf x 40.0% Voids #2A 21.75' 2,946 cf ADS_StormTech SC-740 x 64 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 2 rows 5,314 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 21.25' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.48 cfs @ 11.76 hrs HW=21.30' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.48 cfs) 216-105 Post-Development (Final) Type 111 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 97 Pond P-5: Infiltration Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 2 rows 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 32 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 228.28' Row Length +12.0" End Stone x 2 = 230.28' Base Length 2 Rows x 51.0" Wide + 6.0" Spacing x 1 + 12.0" Side Stone x 2 = 11.00' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 64 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 2 Rows = 2,945.8 cf Chamber Storage 8,865.8 cf Field - 2,945.8 cf Chambers = 5,919.9 cf Stone x 40.0% Voids = 2,368.0 cf Stone Storage Chamber Storage + Stone Storage = 5,313.8 cf= 0.122 of Overall Storage Efficiency = 59.9% 64 Chambers @ $ 289.95 /ea = $ 18,556.80 328.4 cy Field Excavation @ $ 20.00 /cy = $ 6,567.24 219.3 cy Stone @ $ 20.00 /cy = $ 4,385.14 4 End Caps @ $ 59.70 = $ 238.80 Total Cost = $ 29,747.99 00 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 98 Pond P-5: Infiltration Chambers Hydrograph �I ❑Inflow I 12.58 cfs 0 Discarded Inflow Area=0.536 ac III l l l Peak Elev=22.51' 2� I III Storage=2,016 cf - Illllllllii IIIIII N _ IIIIIIIIIIII � � IIII . . . III 3 - 0 " _i I tI fil T I rt Irt III 0.48 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 99 Summary for Pond P-6: Infiltration Chambers Inflow Area = 0.171 ac, 86.79% Impervious, Inflow Depth = 3.78" for 10-Year event Inflow = 0.76 cfs @ 12.07 hrs, Volume= 0.054 of Outflow = 0.16 cfs @ 11.80 hrs, Volume= 0.054 af, Atten= 79%, Lag= 0.0 min Discarded = 0.16 cfs @ 11.80 hrs, Volume= 0.054 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 24.61' @ 12.48 hrs Surf.Area= 832 sf Storage= 540 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 17.6 min ( 808.1 - 790.5 ) Volume Invert Avail.Storage Storaqe Description #1A 23.50' 416 cf 6.25'W x 66.52'L x 3.50'H Field A 1,455 cf Overall - 416 cf Embedded = 1,039 cf x 40.0% Voids #2A 24.00' 416 cf ADS_StormTech SC-740 x 9 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows #313 23.50' 416 cf 6.25'W x 66.52'L x 3.50'H Field B 1,455 cf Overall - 416 cf Embedded = 1,039 cf x 40.0% Voids #413 24.00' 416 cf ADS_StormTech SC-740 x 9 Inside#3 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 1 rows 1,664 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 23.50' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.16 cfs @ 11.80 hrs HW=23.54' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.16 cfs) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 100 Pond P-6: Infiltration Chambers - Chamber Wizard Field A Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 9 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 64.52' Row Length +12.0" End Stone x 2 = 66.52' Base Length 1 Rows x 51.0" Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 9 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 416.3 cf Chamber Storage 1,455.1 cf Field -416.3 cf Chambers = 1,038.8 cf Stone x 40.0% Voids = 415.5 cf Stone Storage Chamber Storage + Stone Storage = 831.8 cf= 0.019 of Overall Storage Efficiency = 57.2% 9 Chambers @ $ 289.95 /ea = $ 2,609.55 53.9 cy Field Excavation @ $ 20.00 /cy = $ 1,077.87 38.5 cy Stone @ $ 20.00 /cy = $ 769.50 2 End Caps @ $ 59.70 = $ 119.40 Total Cost = $ 4,576.32 0 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 101 Pond P-6: Infiltration Chambers - Chamber Wizard Field B Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 9 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 64.52' Row Length +12.0" End Stone x 2 = 66.52' Base Length 1 Rows x 51.0" Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 9 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 416.3 cf Chamber Storage 1,455.1 cf Field -416.3 cf Chambers = 1,038.8 cf Stone x 40.0% Voids = 415.5 cf Stone Storage Chamber Storage + Stone Storage = 831.8 cf= 0.019 of Overall Storage Efficiency = 57.2% 9 Chambers @ $ 289.95 /ea = $ 2,609.55 53.9 cy Field Excavation @ $ 20.00 /cy = $ 1,077.87 38.5 cy Stone @ $ 20.00 /cy = $ 769.50 Total Cost = $ 4,456.92 0 216-105 Post-Development (Final) Type 111 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 102 Pond P-6: Infiltration Chambers Hydrograph � IIIIIIIIIIIIIIIIlllliilllllll — El Inflow 10.76 CfS I � � � — � 0 Discarded 0.75--/ n#a�oW 0.65�-/ r—I � � I 4 � 14 — `V 1' — — — 0.5�'/ � 0.45�-/ LI LI LLLL L L LI LI LILILLL c 0.4� ' LL0.35�-/ 'FI F-I TITITITI I_1 T T FI TILIT1 -117 0.25� r_I t—I t fi _ rt I— t fi fi rt rt rt 0.2� _ 0.16 cfs 0.15=/ '�I �I � I � I �I � I + I + 1 � 1� 0.1z '� 0.05L' 0= �..�. .�.�.�:.. .. �... .... .... .... .... ....... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 103 Summary for Pond P-7: Infiltration Chambers Inflow Area = 0.039 ac, 69.66% Impervious, Inflow Depth = 2.81" for 10-Year event Inflow = 0.13 cfs @ 12.08 hrs, Volume= 0.009 of Outflow = 0.04 cfs @ 11.94 hrs, Volume= 0.009 af, Atten= 72%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.94 hrs, Volume= 0.009 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 25.73' @ 12.43 hrs Surf.Area= 193 sf Storage= 71 cf Plug-Flow detention time= 9.4 min calculated for 0.009 of(100% of inflow) Center-of-Mass det. time= 9.4 min ( 831.2 - 821.7 ) Volume Invert Avail.Storage Storaqe Description #1A 25.00' 196 cf 6.25'W x 30.92'L x 3.50'H Field A 676 cf Overall - 187 cf Embedded = 490 cf x 40.0% Voids #2A 25.50' 187 cf ADS_StormTech SC-740 x 4 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 1 rows 383 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 25.00' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.04 cfs @ 11.94 hrs HW=25.04' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) 216-105 Post-Development (Final) Type/1/ 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 104 Pond P-7: Infiltration Chambers - Chamber Wizard Field A Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 4 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 28.92' Row Length +12.0" End Stone x 2 = 30.92' Base Length 1 Rows x 51.0" Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 4 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 186.6 cf Chamber Storage 676.4 cf Field - 186.6 cf Chambers = 489.8 cf Stone x 40.0% Voids = 195.9 cf Stone Storage Chamber Storage + Stone Storage = 382.5 cf= 0.009 of Overall Storage Efficiency = 56.6% 4 Chambers @ $ 289.95 /ea = $ 1,159.80 25.1 cy Field Excavation @ $ 20.00 /cy = $ 501.02 18.1 cy Stone @ $ 20.00 /cy = $ 362.80 10 End Caps @ $ 59.70 = $ 597.00 Total Cost = $ 2,620.62 216-105 Post-Development (Final) Type 111 24-hr 10-Year Rainfall=4.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 105 Pond P-7: Infiltration Chambers Hydrograph L I IJ Ll I I -L I p Inflow 1/ t t 10.13 CfS 0 Discarded0.14� M 0.12�0.13 F4ak b6�5 3� 0.08=' III III III 0.05 �I L I L L 0.04 cfs 0.04-:"/ ' 0.031' -I rlTl I-I F-I t-I -r- ITIT1 -111 0.02-:�/ 0.01 0 ,..,... ,.../,.../.:...:...:...:................ .... ......... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 106 Time span=0.00-30.00 hrs, dt=0.02 hrs, 1501 points x 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method SubcatchmentS1-1: S1 Runoff Area=2,925 sf 100.00% Impervious Runoff Depth=5.96" Tc=5.0 min CN=98 Runoff=0.42 cfs 0.033 of SubcatchmentS1-10: S10 Runoff Area=12,726 sf 100.00% Impervious Runoff Depth=5.96" Tc=5.0 min CN=98 Runoff=1.83 cfs 0.145 of SubcatchmentS1-11: S11 Runoff Area=11,240 sf 73.83% Impervious Runoff Depth=4.60" Tc=5.0 min CN=86 Runoff=1.40 cfs 0.099 of SubcatchmentS1-12: S12 Runoff Area=23,365 sf 94.19% Impervious Runoff Depth=5.61" Tc=5.0 min CN=95 Runoff=3.30 cfs 0.251 of SubcatchmentS1-13: S13 Runoff Area=7,470 sf 86.79% Impervious Runoff Depth=5.04" Tc=5.0 min CN=90 Runoff=1.00 cfs 0.072 of Subcatchment S1-14: S14 Runoff Area=1,694 sf 69.66% Impervious Runoff Depth=3.96" Tc=5.0 min CN=80 Runoff=0.19 cfs 0.013 of SubcatchmentS1-2: S2 Runoff Area=2,475 sf 8.73% Impervious Runoff Depth=3.55" Tc=5.0 min CN=76 Runoff=0.24 cfs 0.017 of SubcatchmentS1-3: S3 Runoff Area=1,168 sf 72.69% Impervious Runoff Depth=5.15" Tc=5.0 min CN=91 Runoff=0.16 cfs 0.012 of SubcatchmentS1-4: S4 Runoff Area=4,139 sf 66.44% Impervious Runoff Depth=3.76" Tc=5.0 min CN=78 Runoff=0.43 cfs 0.030 of SubcatchmentS1-5: S5 Runoff Area=1,283 sf 23.54% Impervious Runoff Depth=3.96" Tc=6.0 min CN=80 Runoff=0.14 cfs 0.010 of SubcatchmentS1-6: S6 Runoff Area=1,927 sf 6.43% Impervious Runoff Depth=3.55" Tc=5.0 min CN=76 Runoff=0.19 cfs 0.013 of SubcatchmentS1-7: S7 Runoff Area=1,930 sf 6.42% Impervious Runoff Depth=3.55" Tc=5.0 min CN=76 Runoff=0.19 cfs 0.013 of SubcatchmentS1-8: S8 Runoff Area=1,271 sf 9.76% Impervious Runoff Depth=3.55" Tc=5.0 min CN=76 Runoff=0.13 cfs 0.009 of SubcatchmentS1-9: S9 Runoff Area=6,095 sf 40.90% Impervious Runoff Depth=2.68" Tc=5.0 min CN=67 Runoff=0.45 cfs 0.031 of SubcatchmentS2: S5 Runoff Area=O sf 0.00% Impervious Runoff Depth=0.00" Tc=6.0 min CN=O Runoff=0.00 cfs 0.000 of SubcatchmentSl S6 Runoff Area=1,307 sf 0.00% Impervious Runoff Depth=0.50" Tc=6.0 min CN=39 Runoff=0.01 cfs 0.001 of 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 107 Reach DPI: Pleasant Street Inflow=0.54 cfs 0.038 of Outflow=0.54 cfs 0.038 of Reach DP2: North Property Line Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Reach DP3: North Property Line Inflow=0.01 cfs 0.001 of Outflow=0.01 cfs 0.001 of Pond D-1: Depression Peak Elev=16.59' Storage=277 cf Inflow=0.19 cfs 0.013 of Discarded=0.00 cfs 0.001 of Primary=0.06 cfs 0.007 of Outflow=0.06 cfs 0.008 of Pond D-2: Depression Peak Elev=16.59' Storage=277 cf Inflow=0.19 cfs 0.020 of Discarded=0.01 cfs 0.016 of Primary=0.02 cfs 0.004 of Outflow=0.04 cfs 0.020 of Pond D-3: Depression Peak Elev=16.53' Storage=146 cf Inflow=0.13 cfs 0.013 of Discarded=0.01 cfs 0.008 of Primary=0.03 cfs 0.005 of Outflow=0.04 cfs 0.013 of Pond P-1: Infiltration Chambers Peak Elev=23.77' Storage=354 cf Inflow=0.42 cfs 0.033 of Outflow=0.07 cfs 0.033 of Pond P-2: Infiltration Chambers Peak Elev=13.39' Storage=360 cf Inflow=0.43 cfs 0.030 of Outflow=0.07 cfs 0.030 of Pond P-3: Infiltration Chambers Peak Elev=13.28' Storage=0.005 of Inflow=0.45 cfs 0.036 of Outflow=0.15 cfs 0.036 of Pond P-4: Infiltration Chambers Peak Elev=13.64' Storage=2,859 cf Inflow=3.23 cfs 0.244 of Outflow=0.50 cfs 0.244 of Pond P-5: Infiltration Chambers Peak EIev=23.04' Storage=3,016 cf Inflow=3.30 cfs 0.251 of Outflow=0.48 cfs 0.251 of Pond P-6: Infiltration Chambers Peak EIev=25.16' Storage=860 cf Inflow=1.00 cfs 0.072 of Outflow=0.16 cfs 0.072 of Pond P-7: Infiltration Chambers Peak EIev=26.20' Storage=137 cf Inflow=0.19 cfs 0.013 of Outflow=0.04 cfs 0.013 of Total Runoff Area = 1.860 ac Runoff Volume = 0.748 of Average Runoff Depth = 4.83" 25.20% Pervious = 0.469 ac 74.80% Impervious = 1.391 ac 216-105 Post-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 108 Summary for Subcatchment S1-1: S1 Carlson PlanXYPosj736397.415012958926.50901 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.42 cfs @ 12.07 hrs, Volume= 0.033 af, Depth= 5.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 25-Year Rainfall=6.20" Area (sf) CN Description 2,716 98 Paved parking, HSG A 209 98 Walkway, HSG A 2,925 98 Weighted Average 2,925 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-1: S1 Hydrograph i HHH �iHH H H HHH H HHH 0.46-�/— ■Runoff 0:42�— o.42 cfs ::1 C 1 H I : H Te�tl4-h 0.4 0.38 4- H IA H 0.36�— + 2a�— -r�fa�ll��o-`� 0.32�— w o26HI H RF� 1° •pl OfIH H Q Ir sHIo:z2 = 1— — — c— Own M LL0.271 T I 1 H - HI H 7 1 H 76.16V— — 014/— 0.12V— I HI IHI IHHI HI IH HI HI IH 8 0. 0.06-�/- - 0.04 0.02 0- / / / 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 109 Summary for Subcatchment S1-10: S10 Carlson PlanXYPosj737252.032012959271.64301 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 1.83 cfs @ 12.07 hrs, Volume= 0.145 af, Depth= 5.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 25-Year Rainfall=6.20" Area (sf) CN Description 12,726 98 Roofs, HSG A 12,726 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-10: S10 Hydrograph 2X—1 T - TI T 1 —I Runoff .83 cfs TYpel II+ 24-h� 12�-*y ar Rainfall=6.20'I' Rluihdffl Areat112,7261 sf RUggffl Vlollumg�0.11451 of 3 1 _t T I T RIr 7 eph_7 'I Tc=5.0 m i n IIIIIIIIIIIIIIIII o � i 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 110 Summary for Subcatchment S1-11: S11 Carlson PlanXYPosl737065.461012959192.34601 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 1.40 cfs @ 12.07 hrs, Volume= 0.099 af, Depth= 4.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 25-Year Rainfall=6.20" Area (sf) CN Description 3,915 98 Paved parking, HSG A 403 98 Wall, HSG A 474 82 Pervious pavement, HSG A 1,707 39 >75% Grass cover, Good, HSG A 3,981 98 Paved parking, HSG A 286 39 >75% Grass cover, Good, HSG A 474 82 Pervious pavement, HSG A 11,240 86 Weighted Average 2,941 26.17% Pervious Area 8,299 73.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-11: S11 Hydrograph / ❑Runoff 1.40 cfs Type Ili 241h� 12�-*eat Raih6ll�=6J0'I' Rluihdffl Alrea�--111,12401 sf 1 1 Ruggffl VlolluTp�O.10�91 of 3 IIII 1 Ri ulnpfl Pe,p�h7_ -- ►O'I LL Tc=5.0 m i n IIIIIIIIIIIIIIIII 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 111 Summary for Subcatchment S1-12: S12 Runoff = 3.30 cfs @ 12.07 hrs, Volume= 0.251 af, Depth= 5.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 25-Year Rainfall=6.20" Area (sf) CN Description 1,357 39 >75% Grass cover, Good, HSG A 8,515 98 Paved parking, HSG A 10,529 98 Roofs, HSG A 515 98 Paved parking, HSG A 108 98 Wall, HSG A 2,341 98 Pavement, HSG A OFFSITE 23,365 95 Weighted Average 1,357 5.81% Pervious Area 22,008 94.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-12: S12 Hydrograph �� i i I i I I �Runoff � � I 3.30 cfs 1„� T �I+ 241h� 3 1 126-Year Rainfall=6.20'I' Rlurhdffl Area=23,365i sf 1 L I I_t LI �RIu�Qf�VlollumgZ0.12_511af 3 2 / RI uln?f l Pe,p�h 7� 61�' Tc=5.0 m i n 0 � ., 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 112 Summary for Subcatchment S1-13: S13 Carlson PlanXYPos1736397.415012958926.50901 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 1.00 cfs @ 12.07 hrs, Volume= 0.072 af, Depth= 5.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 25-Year Rainfall=6.20" Area (sf) CN Description 1,621 98 Paved parking, HSG A 4,862 98 Roofs, HSG A 987 39 >75% Grass cover, Good, HSG A 7,470 90 Weighted Average 987 13.21% Pervious Area 6,483 86.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-13: S13 Hydrograph ❑Runoff 1— 1.00 cfs Type III 24-hr 25-Year Rainfall=6.20" Runoff Area=7,470 sf Runoff Volume=0.072 of 21 o I II Runoff Depth=5.04" LL Tc=5.0 m i n CN=90 0 u 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 113 Summary for Subcatchment S1-14: S14 Carlson PlanXYPos1736397.415012958926.50901 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.19 cfs @ 12.07 hrs, Volume= 0.013 af, Depth= 3.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 25-Year Rainfall=6.20" Area (sf) CN Description 1,180 98 Paved parking, HSG A 514 39 >75% Grass cover, Good, HSG A 1,694 80 Weighted Average 514 30.34% Pervious Area 1,180 69.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-14: S14 Hydrograph 1- 1 4- 1 - 1 1 _�_ I __� 1__] �_1 4- 14 1-4 I—I I I Runoff -/—I � 1 1 -4 1 0.19 cfs IA k-I _'_ 14 _4T' peIIli 24-hr 0.18�— — 0.17 — - 2�_Year Rainfall=6.20" 0.15j I + I 1 Runoff Area=1,694 sf 0.14-!`/ 013 —I fi rt rtI rt Runoff Volume=0.013 of 0. 0.11 un(> f Depth=3.96" LL 0.09= Tc=5.0 min 0.08�_ _F1 T 1 � E1 _L I-1 EI TI _T 1-1 E1 L 0.07�— _ C I�t=80 0.06='_I -�- I �- I --� �-I - I_1 �-1 �- I 4 1-4 �- + 0.05= 0.04�/ _I �_ I �_ 14 1 �_I 1--� [--I �- I 4 1-4 — �- I �- 1 -4 0.03-// 0.01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 114 Summary for Subcatchment S1-2: S2 Carlson PlanXYPos1736397.415012958926.50901 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.24 cfs @ 12.08 hrs, Volume= 0.017 af, Depth= 3.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 25-Year Rainfall=6.20" Area (sf) CN Description 2,259 74 >75% Grass cover, Good, HSG C 216 98 Walkways 2,475 76 Weighted Average 2,259 91.27% Pervious Area 216 8.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-2: S2 Hydrograph i—I L I I I I I I L I I 1 -1 Runoff 0.26: _I � I I o.24 cfs 0.24-:,/ T�e II112+4-h4 0.22�-/ 02 —I 14 I 1 ftnbf -AOe,6=2,14M1 sf 0.18 0.16 T I T 17 I Fygff�Vo+urp-�1G•p�7 a 3 0.14� L 1 1 1 � 1 L I � 7T_ p � 55 LL 0.12 c .�min 01: —I t I t I � 1 f—1 � —I t- �N=76 0.08 0 06 I C I + 14 1 I 1 H 4 0.04�'/ 0.02--�Z 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 115 Summary for Subcatchment S1-3: S3 Carlson PlanXYPosj736752.578012959072.79601 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.16 cfs @ 12.07 hrs, Volume= 0.012 af, Depth= 5.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 25-Year Rainfall=6.20" Area (sf) CN Description 319 74 >75% Grass cover, Good, HSG C 849 98 Walkways, HSG C 1,168 91 Weighted Average 319 27.31% Pervious Area 849 72.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-3: S3 Hydrograph —I 1 T 1 -41 1 T I T 1 I—I Runoff a 17- — 0.16 cfs 0.15� T I T T T T I T I- T�e� �4 h 0.14�-/ T 1 T 17 T T 1-1F_12�:4"a :taW":6"O_'� 0.13�-/— _ 0.12� t 1 T 1 T t - r�ibfff�►r1- - n- — 0-11�1/ 3 0 09�—I � I I T Q /Ip� LL 0.08- — _Tc_5.Q-m ih 0.07�'-I � I � I � II � � I -I � I � I� 0.06�/ 0.05- ' 0.04_�// 0.03_�// I TT17 1 T t T T TIT T TTT 0.01 o �..!. ..�/T i..%.,....�...;. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 116 Summary for Subcatchment S1-4: S4 Carlson PlanXYPosl737065.461012959192.34601 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.43 cfs @ 12.07 hrs, Volume= 0.030 af, Depth= 3.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 25-Year Rainfall=6.20" Area (sf) CN Description 1,389 39 >75% Grass cover, Good, HSG A 122 98 Walkway, HSG A 1,623 98 Paved parking, HSG A 905 98 Plaza, HSG A 100 98 Wall, HSG A 4,139 78 Weighted Average 1,389 33.56% Pervious Area 2,750 66.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-4: S4 Hydrograph 0.48 7 _rI _rI _T t7iTI -I Ij _�__ -1 CI 7 I _T ■Runoff 0.46 0.43 cfs 0.42 —I 1 I� �I 4- 14 1_4T�e�i i4I� 038 0.34 1 + 14 1 � 4 1� H R0 nbfff-p►0a6=4J 391 Sf 0.34 0327 — 0 28 -1 1 af —N f Pl1u - p— l 3 0.24/— � 1 14 � p�7� 7� s 0.22-/ TC---J.0-fl in 0.2 0.18 0.16 � 1 T 14 1 1 I--] H +- I 4 1� H � I + 14 0.14_ 0.121 — 008 —IfilfilrtI I — l — - -I - — l — 0.06 0.04�-/- 0.02 0 /.... ...%:.../.".../:... ....�:.../.............. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 117 Summary for Subcatchment S1-5: S5 Carlson PlanXYPosj737065.461012959192.34601 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.14 cfs @ 12.09 hrs, Volume= 0.010 af, Depth= 3.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 25-Year Rainfall=6.20" Area (sf) CN Description 981 74 >75% Grass cover, Good, HSG C 302 98 Walkway, HSG C 1,283 80 Weighted Average 981 76.46% Pervious Area 302 23.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 5 Subcatchment S1-5: S5 Hydrograph 0.15� I t 1 t 1 t-I fi fi rt — t- I t I Runoff 0.14�-/— � � � �0.14 cfs � � �� 0.13 _ T� e 0.12�_ - - - fi 2�`(eai_ta�f 11:4..20' 0.11�_I � I � 14 I �I - 4 I--i I R0nbff-ArO4=4,1831 Sf 0.1 3 0.08�_I H + I I I + I� �I ��u Q �Ip'T7"67 0 0.07 _Tc_6.0_rn un 0.06 0.05: _ 0.03-:'/_I L I I 11-1 LI L 1 1-1 I—I L I I I —L 0.02-:�/ 0.01 o ,:...�/../....�..,:..,:...�:..,:.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 118 Summary for Subcatchment S1-6: S6 Carlson PlanXYPosj737252.032012959271.64301 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.19 cfs @ 12.08 hrs, Volume= 0.013 af, Depth= 3.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 25-Year Rainfall=6.20" Area (sf) CN Description 1,803 74 >75% Grass cover, Good, HSG C 124 98 Walkways, HSG C 1,927 76 Weighted Average 1,803 93.57% Pervious Area 124 6.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-6: S6 Hydrograph 0.21 I fi fi �I fil _t 1-1 �_1 filrt �_t L t- 1t1 _1 ■Runoff 0.2 = T I T 17 0.19 cfs � I 1 1 T e 4 h 0.19- — 0.18- - 0.17 —1 I 126- (( 7aikaWA "OJ' 0.16 0.15-L-/—I 1 -4 1 4 ftrabfff-/p►t"=4,19271 sf 0.14-/— —0.13-/— � I + 14 �1 4 PY_ff VOJ — �•pT310 o °0.1 —I — — - I - I— -I - — - LL 0.09 —I -r I � I - 1 t 1-1 CI 7 rt 11 rc--�5. 7 0.08- 0.06% LI I I -i 1 L1 L 1-1 LI LI -i IA LI LI I I —L 0.05-�/ 0.04=/—I I 0.03 0.02=� 0.01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 119 Summary for Subcatchment S1-7: S7 Carlson PlanXYPosj737252.032012959271.64301 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.19 cfs @ 12.08 hrs, Volume= 0.013 af, Depth= 3.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 25-Year Rainfall=6.20" Area (sf) CN Description 1,806 74 >75% Grass cover, Good, HSG C 124 98 Walkways, HSG C 1,930 76 Weighted Average 1,806 93.58% Pervious Area 124 6.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-7: S7 Hydrograph 0.21-i— — —fil fi l � �I fi l � I— -I ■Runoff 019�=1 — l — l - l 1 0.19 cfs � r rt T e 4 h 0.18 � � 1:2 `�e�a� tafa�N�6�.210 0.17� � � � ICI - 0.16= 0.15='-I 4-- 1 14 1 �-1 4 1--� �--I ftnbfff-AO 4,9301 sf 0.13-/ I + 14 1 1 4 1� Igo P�MrP°� •p l af _o °o.; -I - - - I - - I- -I - - - Ip r � - _ cmfRLL 0.09 -I r I I 0.08-- � � 0.06�-/ I LI I I _L 1 LI - L IA E L I IA L LI 11 -1 0.05-�/ 0.04�-I 1 14 1__� [__ 4 1_� 1 14 0.03 14 0.01 o` ,....�:.,:..,::..�:.,:../...�..,:..,....�...�............... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 120 Summary for Subcatchment S1-8: S8 Carlson PlanXYPosj737252.032012959271.64301 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.13 cfs @ 12.08 hrs, Volume= 0.009 af, Depth= 3.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 25-Year Rainfall=6.20" Area (sf) CN Description 1,147 74 >75% Grass cover, Good, HSG C 124 98 Walkways, HSG C 1,271 76 Weighted Average 1,147 90.24% Pervious Area 124 9.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-8: S8 Hydrograph 0.14_/r7L1T17 FITI7 1TIT FI FIT1 -1 ■Runoff 0.1O'l2� �0.13 cfs T��e�ni 241 0.11� L rt - 2 `�erta� ta�f 11�6�.20 L I L I L 1 L. I I ROn-bff-Aram =1,1271 Z. 0.08�-/ --�up?j �ep�h— 03 LL 0.06�'/ Tc--5.L�M 17-6 0.05 v 1+1— 0.04L 0.03: _I L1 14 -1 4 1-4 k__I �_ 1 1 -4 0.02-_�/ 0.011�/ 0 ,....�.. .. ...(.:.,:../....�.. ..,....(....�............... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 121 Summary for Subcatchment S1-9: S9 Carlson PlanXYPosl737252.032012959271.64301 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.45 cfs @ 12.08 hrs, Volume= 0.031 af, Depth= 2.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 25-Year Rainfall=6.20" Area (sf) CN Description 1,381 98 Paved parking, HSG A 3,100 39 >75% Grass cover, Good, HSG A 397 98 Wall, HSG A 502 82 Pervious pavers, HSG A 715 98 Walkway, HSG A 6,095 67 Weighted Average 3,602 59.10% Pervious Area 2,493 40.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-9: S9 Hydrograph 0.5 I I I _ I I t7 I T I -I __j 7 I I -1 0.48 — 0.45 cfs — — ■Runoff 00 4 af +l�6�.210' 0.38/-- 0.36/-I t- 1 t I t 1 1-1 �I R0 n0ff-AOe�1--I0951 Sf 0.34_�— 0.28 o 0:24-/—I LL 2,—I 1 + 14 �' I- 1—] H 4- 1_f H L6�1� 0.18/ .16_0 — 0.143 T1 T I -T t: - 1] F:I 1 :T I_T FI :�: I T I � 0.12 — — 0.1/—I tI t I - 1 �� �I t- _t I� I—I � I t I � 0.08�— — 0.06 — 0.04 — 0.02 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 122 Summary for Subcatchment S2: S5 Carlson PlanXYPos1736513.644012958995.20401 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj [40] Hint: Not Described (Area=O) Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 25-Year Rainfall=6.20" Area (sf) CN Description 0 89 Gravel roads, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment S2: S5 Hydrograph 1-/ ❑Runoff Type III 24-hr 25-Year Rainfall=6.20" Runoff Area=O sf Runoff Volume=0.000 of II Runoff Depth=0.00" U. Tc=6.0 m i n CN=O 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 123 Summary for Subcatchment S3: S6 Carlson PlanXYPosj736959.223012959190.14501 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.01 cfs @ 12.32 hrs, Volume= 0.001 af, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 25-Year Rainfall=6.20" Area (sf) CN Description 1,307 39 >75% Grass cover, Good, HSG A 1,307 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment S3: S6 Hydrograph 0.007 ■Runoff 0.007�-// o.01 cfs 0.006: — - -y� N 24-h 0.005�—1 14 1� — 14 ��'�� kain�f n� =6�2p - 0.005� 1 1 1 1 1 1 1 FRu nbff ArleA=11,1 T s� 0.004 1 t T 14 1 I 4 12 9 r10 f YP'Y T a� 0.004- O n 3 0.003 —1 T T 1 I T T T 1 F � �_+7 .T ` 0.003� — — — — — — TC_V. _ 1rr 0.002 T T ITT T TT T T T 0.001 0.000�// rt T 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 124 Summary for Reach DP1: Pleasant Street [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.113 ac, 27.75% Impervious, Inflow Depth = 4.04" for 25-Year event Inflow = 0.54 cfs @ 12.08 hrs, Volume= 0.038 of Outflow = 0.54 cfs @ 12.08 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Reach DP1: Pleasant Street Hydrograph / F I T I _T I-1 F-I M 71 T _T I-1 7 - I T ❑Inflow 0.6= — I❑Outflow 0.55 0.54 cfs I=�.1�i � — 0.5�-/ --I 4— I 14 I I 14 I-4 1-1 I I — 0.4�'/ w 0.35_�/ 3 w 0.3 L -� � � � I � I o L L LL 0.25�-' 0 2�'Z �I T 0.15�'/ 0.1I 0.05-_�Z 0 .:...:............................... ..... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 125 Summary for Reach DP2: North Property Line [40] Hint: Not Described (Outflow=Inflow) Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Reach DP2: North Property Line Hydrograph ❑Inflow 1 ❑Outflow N 3 O U. 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 126 Summary for Reach DP3: North Property Line [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.030 ac, 0.00% Impervious, Inflow Depth = 0.50" for 25-Year event Inflow = 0.01 cfs @ 12.32 hrs, Volume= 0.001 of Outflow = 0.01 cfs @ 12.32 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Reach DP3: North Property Line Hydrograph LI + I � ❑Inflow o.007L �� L L L L 0.01 cfs � - L h�i� ��='e!o� ❑ou�ioW 0.007 0.005L1-I LILILILIL L LILILILIL IL L LI _ 0.005-0.004E + LI L L I + L 0.004-�-/ - 0.003E ' I L I L I LI L I L I L I L L L LI L I 3 LL 0.003� '� LLLLL I LLLLL L L L 0.002�/ 0.001� '-I L I L I L L L L L L 0.001� - 0.000_�'/ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 127 Summary for Pond D-1: Depression [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=3) Inflow Area = 0.044 ac, 6.43% Impervious, Inflow Depth = 3.55" for 25-Year event Inflow = 0.19 cfs @ 12.08 hrs, Volume= 0.013 of Outflow = 0.06 cfs @ 12.34 hrs, Volume= 0.008 af, Atten= 69%, Lag= 15.7 min Discarded = 0.00 cfs @ 12.91 hrs, Volume= 0.001 of Primary = 0.06 cfs @ 12.34 hrs, Volume= 0.007 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 16.59' @ 12.91 hrs Surf.Area= 608 sf Storage= 277 cf Plug-Flow detention time= 243.7 min calculated for 0.008 of(63% of inflow) Center-of-Mass det. time= 139.8 min ( 961.4 - 821.7 ) Volume Invert Avail.Storage Storage Description #1 16.00' 567 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.00 334 0 0 17.00 800 567 567 Device Routinq Invert Outlet Devices #1 Discarded 16.00' 0.060 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Device 3 16.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 13.00' 6.0" Round Culvert L= 18.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 13.00' / 12.82' S= 0.0100 T Cc= 0.900 n= 0.013, Flow Area= 0.20 sf Discarded OutFlow Max=0.00 cfs @ 12.91 hrs HW=16.59' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.06 cfs @ 12.34 hrs HW=16.55' TW=16.51' (Dynamic Tailwater) LtCulvert (Passes 0.06 cfs of 0.20 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.06 cfs @ 0.73 fps) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 128 Pond D-1: Depression Hydrograph N N N �_I d I I �I �I / 9 Cfs ❑ Inflow 0.1 I I IIII El Outflow / -- - --� �--� � H �fio�w Ares=�0� � ❑Discarded 0.21 / �— — [I Primary 0.19� N N 1 Peak Elev=161.591 0.18� / 0.17 Nag 0.16: / 0.15: 0.14_� / N N N N — — - — — - - / _ 0.131-/ / �— y 0.12_�/ / N N �__I N I N N N N N 0.11 / �— LL 000s� % N �I 0.06 cfs -I 0.081_/ % ,— 0.06 cfs N N N N 0.04 / ~ 0.03�-/ / 0.02 0.01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 129 Summary for Pond D-2: Depression Inflow Area = 0.089 ac, 6.43% Impervious, Inflow Depth = 2.72" for 25-Year event Inflow = 0.19 cfs @ 12.08 hrs, Volume= 0.020 of Outflow = 0.04 cfs @ 12.92 hrs, Volume= 0.020 af, Atten= 80%, Lag= 50.7 min Discarded = 0.01 cfs @ 12.92 hrs, Volume= 0.016 of Primary = 0.02 cfs @ 12.92 hrs, Volume= 0.004 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 16.59' @ 12.92 hrs Surf.Area= 608 sf Storage= 277 cf Plug-Flow detention time= 170.9 min calculated for 0.020 of(100% of inflow) Center-of-Mass det. time= 170.8 min ( 1,026.0 - 855.1 ) Volume Invert Avail.Storage Storage Description #1 16.00' 567 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.00 334 0 0 17.00 800 567 567 Device Routinq Invert Outlet Devices #1 Discarded 16.00' 1.020 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Device 3 16.50' 6.0" Vert. Orifice/Grate C= 0.600 #3 Primary 13.00' 6.0" Round Culvert L= 18.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 13.00' / 12.82' S= 0.0100 T Cc= 0.900 n= 0.013, Flow Area= 0.20 sf Discarded OutFlow Max=0.01 cfs @ 12.92 hrs HW=16.59' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.02 cfs @ 12.92 hrs HW=16.59' TW=16.53' (Dynamic Tailwater) L Culvert (Passes 0.02 cfs of 0.22 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.02 cfs @ 1.01 fps) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 130 Pond D-2: Depression Hydrograph N N N �_I d I I �I �I 9 Cfs ❑ Inflow 0.1 I I IIII El Outflow / -- - --� �--� � H �fio�w Ares=�0� � ❑Discarded 0.21 / /— — [I Primary 0.19� N N 1 Peak Elev=161.591 0.18� 0.16 / — H 0.15: / - - - - - - y 0.12 / 0.11 / /— — H H — — H — H o 0 09� / - - 0.081_/ % ,— [ 0.04 cfs I N N 0.03 % 0.02 cfs 0.02 0.01 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 131 Summary for Pond D-3: Depression [80] Warning: Exceeded Pond D-2 by 0.02' @ 12.30 hrs (0.00 cfs 0.000 af) Inflow Area = 0.118 ac, 7.25% Impervious, Inflow Depth = 1.31" for 25-Year event Inflow = 0.13 cfs @ 12.08 hrs, Volume= 0.013 of Outflow = 0.04 cfs @ 12.52 hrs, Volume= 0.013 af, Atten= 67%, Lag= 26.8 min Discarded = 0.01 cfs @ 12.52 hrs, Volume= 0.008 of Primary = 0.03 cfs @ 12.52 hrs, Volume= 0.005 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 16.53' @ 12.52 hrs Surf.Area= 350 sf Storage= 146 cf Plug-Flow detention time= 126.8 min calculated for 0.013 of(100% of inflow) Center-of-Mass det. time= 126.7 min ( 952.2 - 825.4 ) Volume Invert Avail.Storage Storage Description #1 16.00' 340 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.00 197 0 0 17.00 483 340 340 Device Routinq Invert Outlet Devices #1 Discarded 16.00' 1.020 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 13.50' 8.0" Round Culvert L= 18.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 13.50' / 13.32' S= 0.0100 T Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #3 Device 2 16.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.01 cfs @ 12.52 hrs HW=16.53' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.03 cfs @ 12.52 hrs HW=16.53' TW=13.28' (Dynamic Tailwater) L2=Culvert (Passes 0.03 cfs of 2.76 cfs potential flow) L3=Orifice/Grate (Weir Controls 0.03 cfs @ 0.61 fps) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 132 Pond D-3: Depression Hydrograph F—I F—I F1 F F-1 F-1 F-1 F-1 F-1 FI FI ❑ Inflow 0.13 cfs I — � ,�,,� El Outflow 0.14-/ / �I H H H ed f II VFW' 11r CIS�L1��+ �QqV ❑Primary 0.12_�'/ / / 0.11� / S#orag1 +6 pf 0 09_�'/ / N w 0 .08 / U Ll Ll U �I U U L Ll U U L L 3 0.07-�/ / 0.06� / A r - - 0.04 cfs — - - -� - - - - 0.04: _ _ _� 0.03 cfs 0.02-�-/ / 0 0.01 0 A... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 133 Summary for Pond P-1: Infiltration Chambers Inflow Area = 0.067 ac,100.00% Impervious, Inflow Depth = 5.96" for 25-Year event Inflow = 0.42 cfs @ 12.07 hrs, Volume= 0.033 of Outflow = 0.07 cfs @ 11.72 hrs, Volume= 0.033 af, Atten= 83%, Lag= 0.0 min Discarded = 0.07 cfs @ 11.72 hrs, Volume= 0.033 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 23.77' @ 12.52 hrs Surf.Area= 375 sf Storage= 354 cf Plug-Flow detention time= 25.0 min calculated for 0.033 of(100% of inflow) Center-of-Mass det. time= 25.0 min ( 768.7 - 743.7 ) Volume Invert Avail.Storage Storaqe Description #1A 22.30' 356 cf 15.75'W x 23.80'L x 3.50'H Field A 1,312 cf Overall - 422 cf Embedded = 890 cf x 40.0% Voids #2A 22.80' 422 cf ADS_StormTech SC-740 x 9 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 3 rows 778 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 22.30' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.07 cfs @ 11.72 hrs HW=22.34' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.07 cfs) 216-105 Post-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 134 Pond P-1: Infiltration Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 3 rows 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 21.80' Row Length +12.0" End Stone x 2 = 23.80' Base Length 3 Rows x 51.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 15.75' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 9 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 3 Rows = 422.0 cf Chamber Storage 1,312.0 cf Field - 422.0 cf Chambers = 890.0 cf Stone x 40.0% Voids = 356.0 cf Stone Storage Chamber Storage + Stone Storage = 778.0 cf= 0.018 of Overall Storage Efficiency = 59.3% 9 Chambers @ $ 289.95 /ea = $ 2,609.55 48.6 cy Field Excavation @ $ 20.00 /cy = $ 971.83 33.0 cy Stone @ $ 20.00 /cy = $ 659.26 10 End Caps @ $ 59.70 = $ 597.00 Total Cost = $ 4,837.64 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 135 Pond P-1: Infiltration Chambers Hydrograph HI HI HI IH IH IH H H HI HI HI H IH IH El Inflow 0.42 cfs 0 Discarded 0.46_' �I H I�nft�Ov�v 1 A�r�a� � 0.44=� f- 0.42� - 0.4: H H H Fie Zak be_ "� 7� 0.38 '�/ /— 0.32_/ — — Lx 0.3: � f -t— H � H H HI HIHIHI IH 0.28� i— — 0.26_/ 0.24 H H � T 7 HTITITH 0 0.22- — — LL 0.2� H t__I tI t t -t H I� �I �I tI tItI � I� 0.18 0.1 �1/ �I 4 H H �I �I � I � I � I � 14 0.14� 0.12 0.1 ,r fi fi 0.07 cfs r_1 t-I t I t I t I rt 1-1 0.08= 0.06� — 0.04=/ 0 .............................:...:...:............ .... ........... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 136 Summary for Pond P-2: Infiltration Chambers Inflow Area = 0.095 ac, 66.44% Impervious, Inflow Depth = 3.76" for 25-Year event Inflow = 0.43 cfs @ 12.07 hrs, Volume= 0.030 of Outflow = 0.07 cfs @ 11.78 hrs, Volume= 0.030 af, Atten= 83%, Lag= 0.0 min Discarded = 0.07 cfs @ 11.78 hrs, Volume= 0.030 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 13.39' @ 12.55 hrs Surf.Area= 375 sf Storage= 360 cf Plug-Flow detention time= 30.9 min calculated for 0.030 of(100% of inflow) Center-of-Mass det. time= 30.8 min ( 847.7 - 816.8 ) Volume Invert Avail.Storage Storaqe Description #1A 11.90, 356 cf 15.75'W x 23.80'L x 3.50'H Field A 1,312 cf Overall - 422 cf Embedded = 890 cf x 40.0% Voids #2A 12.40' 422 cf ADS_StormTech SC-740 x 9 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 3 rows 778 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 11.90' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.07 cfs @ 11.78 hrs HW=11.94' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.07 cfs) 216-105 Post-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 137 Pond P-2: Infiltration Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 3 rows 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 21.80' Row Length +12.0" End Stone x 2 = 23.80' Base Length 3 Rows x 51.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 15.75' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 9 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 3 Rows = 422.0 cf Chamber Storage 1,312.0 cf Field - 422.0 cf Chambers = 890.0 cf Stone x 40.0% Voids = 356.0 cf Stone Storage Chamber Storage + Stone Storage = 778.0 cf= 0.018 of Overall Storage Efficiency = 59.3% 9 Chambers @ $ 289.95 /ea = $ 2,609.55 48.6 cy Field Excavation @ $ 20.00 /cy = $ 971.83 33.0 cy Stone @ $ 20.00 /cy = $ 659.26 12 End Caps @ $ 59.70 = $ 716.40 Total Cost = $ 4,957.04 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 138 Pond P-2: Infiltration Chambers Hydrograph LI DLI _ I _LI -1 I-1 I1 CI LI LIIIII _LI__1 0.48 / 0.43 cfs 0 Discarded 0.46: ' In#�oIA 0.44� i- 0.42/ Freak-bfe�113.* 0.4� i- 0.38 0.34 N 0.28 30.24 �I r7I rIrI _rI _rI II I_1 CI r�I rI17I1I _TI_1 LL °o2. �I �I t- 4- + � I� H H �I � I + I + I � I� o.18 0.16/0.14 0.12 — 0.1. —I fi 0.07 cfs I� �I t-I t I t I t I � I 0.08 _ — — 0.06/ — 0.04K 0.02 o . .�:..�...�... .... .... .... ....,.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 139 Summary for Pond P-3: Infiltration Chambers Inflow Area = 0.258 ac, 25.53% Impervious, Inflow Depth = 1.67" for 25-Year event Inflow = 0.45 cfs @ 12.08 hrs, Volume= 0.036 of Outflow = 0.15 cfs @ 12.00 hrs, Volume= 0.036 af, Atten= 67%, Lag= 0.0 min Discarded = 0.15 cfs @ 12.00 hrs, Volume= 0.036 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 13.28' @ 12.47 hrs Surf.Area= 0.018 ac Storage= 0.005 of Plug-Flow detention time= 7.2 min calculated for 0.036 of(100% of inflow) Center-of-Mass det. time= 7.2 min ( 845.8 - 838.6 ) Volume Invert Avail.Storage Storage Description #1A 12.70' 0.017 of 25.25'W x 30.92'L x 3.50'H Field A 0.063 of Overall - 0.021 of Embedded = 0.041 of x 40.0% Voids #2A 13.20' 0.021 of ADS_StormTech SC-740 x 20 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 5 rows 0.038 of Total Available Storage Storage Group A created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 12.70' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.15 cfs @ 12.00 hrs HW=12.75' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.15 cfs) 216-105 Post-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 140 Pond P-3: Infiltration Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 5 rows 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 4 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 28.92' Row Length +12.0" End Stone x 2 = 30.92' Base Length 5 Rows x 51.0" Wide + 6.0" Spacing x 4 + 12.0" Side Stone x 2 = 25.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 20 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 5 Rows = 932.9 cf Chamber Storage 2,732.4 cf Field - 932.9 cf Chambers = 1,799.5 cf Stone x 40.0% Voids = 719.8 cf Stone Storage Chamber Storage + Stone Storage = 1,652.7 cf= 0.038 of Overall Storage Efficiency = 60.5% 20 Chambers @ $ 289.95 /ea = $ 5,799.00 101.2 cy Field Excavation @ $ 20.00 /cy = $ 2,024.01 66.6 cy Stone @ $ 20.00 /cy = $ 1,332.94 Total Cost = $ 9,155.94 216-105 Post-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 141 Pond P-3: Infiltration Chambers Hydrograph �I t tl tl t It t I] t LI tl I :1: t It 0.5 10.45 cfs 0 Discarded 0.48 t tl t l t l t l In#�F�Ot. IA �-- 0.46 00.4 t - t t t t k ak�eV�11 i 2 e 0.42 0,38 0.4 � 0.36 � IV:VV� 0.34 °03 -I tl tltltt t It t tl tItttt � 0.28 0.26 t t tttt H H t ttttt 3 0.24 o .22 _ 00.2 t t tltltt t _Tt 0.18 0.15 cfs — 00.16 .14 /-Itttl ttttttlttt 0 .12 0.1 t t t t - �I � I + + I _+ I� 0.08 0.06 0.04 0.02 0 ,... ,... .:...:...:...:...'..,...,.... ...., .... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 142 Summary for Pond P-4: Infiltration Chambers Inflow Area = 0.550 ac, 87.73% Impervious, Inflow Depth = 5.32" for 25-Year event Inflow = 3.23 cfs @ 12.07 hrs, Volume= 0.244 of Outflow = 0.50 cfs @ 11.72 hrs, Volume= 0.244 af, Atten= 85%, Lag= 0.0 min Discarded = 0.50 cfs @ 11.72 hrs, Volume= 0.244 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 13.64' @ 12.54 hrs Surf.Area= 2,612 sf Storage= 2,859 cf Plug-Flow detention time= 32.0 min calculated for 0.244 of(100% of inflow) Center-of-Mass det. time= 31.9 min ( 796.7 - 764.8 ) Volume Invert Avail.Storage Storaqe Description #1A 11.90, 1,294 cf 6.25'W x 208.92'L x 3.50'H Field A 4,570 cf Overall - 1,335 cf Embedded = 3,235 cf x 40.0% Voids #2A 12.40' 1,335 cf ADS_StormTech SC-740 x 29 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows #313 11.90, 1,294 cf 6.25'W x 208.92'L x 3.50'H Field B 4,570 cf Overall - 1,335 cf Embedded = 3,235 cf x 40.0% Voids #413 12.40' 1,335 cf ADS_StormTech SC-740 x 29 Inside#3 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 1 rows 5,258 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 11.90' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.50 cfs @ 11.72 hrs HW=11.95' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.50 cfs) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 143 Pond P-4: Infiltration Chambers - Chamber Wizard Field A Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 29 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 206.92' Row Length +12.0" End Stone x 2 = 208.92' Base Length 1 Rows x 51.0" Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 29 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 1,335.1 cf Chamber Storage 4,570.1 cf Field - 1,335.1 cf Chambers = 3,235.0 cf Stone x 40.0% Voids = 1,294.0 cf Stone Storage Chamber Storage + Stone Storage = 2,629.1 cf= 0.060 of Overall Storage Efficiency = 57.5% 29 Chambers @ $ 289.95 /ea = $ 8,408.55 169.3 cy Field Excavation @ $ 20.00 /cy = $ 3,385.28 119.8 cy Stone @ $ 20.00 /cy = $ 2,396.32 2 End Caps @ $ 59.70 = $ 119.40 Total Cost = $ 14,309.54 0 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 144 Pond P-4: Infiltration Chambers - Chamber Wizard Field B Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 29 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 206.92' Row Length +12.0" End Stone x 2 = 208.92' Base Length 1 Rows x 51.0" Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 29 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 1,335.1 cf Chamber Storage 4,570.1 cf Field - 1,335.1 cf Chambers = 3,235.0 cf Stone x 40.0% Voids = 1,294.0 cf Stone Storage Chamber Storage + Stone Storage = 2,629.1 cf= 0.060 of Overall Storage Efficiency = 57.5% 29 Chambers @ $ 289.95 /ea = $ 8,408.55 169.3 cy Field Excavation @ $ 20.00 /cy = $ 3,385.28 119.8 cy Stone @ $ 20.00 /cy = $ 2,396.32 2 end caps @ $ 59.70 = $ 119.40 Total Cost = $ 14,309.54 0 216-105 Post-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 145 Pond P-4: Infiltration Chambers Hydrograph i I I I 1 ❑Inflow 3.23 CfS 1 1 0 Discarded l Ir�#lo�v AI r -�5 3 ( Oeak IEie"43.64' III I I III St6ra66 121,950 d �It-Ifilt ltltltlrtl -Ti-t11 1 � 2� II � � � � � IIIIIIIIIIIIIII 3 0 LL IIIIIIIIIIII 1 0.50 cfs o ........ .... ... .... .1..�:..�:../.:../....i...i.. ,. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 146 Summary for Pond P-5: Infiltration Chambers Inflow Area = 0.536 ac, 94.19% Impervious, Inflow Depth = 5.61" for 25-Year event Inflow = 3.30 cfs @ 12.07 hrs, Volume= 0.251 of Outflow = 0.48 cfs @ 11.70 hrs, Volume= 0.251 af, Atten= 85%, Lag= 0.0 min Discarded = 0.48 cfs @ 11.70 hrs, Volume= 0.251 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 23.04' @ 12.55 hrs Surf.Area= 2,533 sf Storage= 3,016 cf Plug-Flow detention time= 35.1 min calculated for 0.251 of(100% of inflow) Center-of-Mass det. time= 35.1 min ( 797.0 - 761.9 ) Volume Invert Avail.Storage Storaqe Description #1A 21.25' 2,368 cf 11.00'W x 230.28'L x 3.50'H Field A 8,866 cf Overall - 2,946 cf Embedded = 5,920 cf x 40.0% Voids #2A 21.75' 2,946 cf ADS_StormTech SC-740 x 64 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 2 rows 5,314 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 21.25' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.48 cfs @ 11.70 hrs HW=21.30' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.48 cfs) 216-105 Post-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 147 Pond P-5: Infiltration Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 2 rows 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 32 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 228.28' Row Length +12.0" End Stone x 2 = 230.28' Base Length 2 Rows x 51.0" Wide + 6.0" Spacing x 1 + 12.0" Side Stone x 2 = 11.00' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 64 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 2 Rows = 2,945.8 cf Chamber Storage 8,865.8 cf Field - 2,945.8 cf Chambers = 5,919.9 cf Stone x 40.0% Voids = 2,368.0 cf Stone Storage Chamber Storage + Stone Storage = 5,313.8 cf= 0.122 of Overall Storage Efficiency = 59.9% 64 Chambers @ $ 289.95 /ea = $ 18,556.80 328.4 cy Field Excavation @ $ 20.00 /cy = $ 6,567.24 219.3 cy Stone @ $ 20.00 /cy = $ 4,385.14 4 End Caps @ $ 59.70 = $ 238.80 Total Cost = $ 29,747.99 00 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 148 Pond P-5: Infiltration Chambers Hydrograph / ❑Inflow 3.30 cfs 0 Discarded I1r flow Area=0.536 ac 3 III III III Peak Elev=23.04' III l III Storage=3,016 cf �I �I +- 1 14 H H _t H 1 H - u2—/ 3 - 0 LL IIIII IIIIIIII ,� IIIIIIII " � IIIIII III 0.48 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 149 Summary for Pond P-6: Infiltration Chambers Inflow Area = 0.171 ac, 86.79% Impervious, Inflow Depth = 5.04" for 25-Year event Inflow = 1.00 cfs @ 12.07 hrs, Volume= 0.072 of Outflow = 0.16 cfs @ 11.72 hrs, Volume= 0.072 af, Atten= 84%, Lag= 0.0 min Discarded = 0.16 cfs @ 11.72 hrs, Volume= 0.072 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 25.16' @ 12.54 hrs Surf.Area= 832 sf Storage= 860 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 31.0 min ( 813.7 - 782.7 ) Volume Invert Avail.Storage Storaqe Description #1A 23.50' 416 cf 6.25'W x 66.52'L x 3.50'H Field A 1,455 cf Overall - 416 cf Embedded = 1,039 cf x 40.0% Voids #2A 24.00' 416 cf ADS_StormTech SC-740 x 9 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows #313 23.50' 416 cf 6.25'W x 66.52'L x 3.50'H Field B 1,455 cf Overall - 416 cf Embedded = 1,039 cf x 40.0% Voids #413 24.00' 416 cf ADS_StormTech SC-740 x 9 Inside#3 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 1 rows 1,664 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 23.50' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.16 cfs @ 11.72 hrs HW=23.54' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.16 cfs) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 150 Pond P-6: Infiltration Chambers - Chamber Wizard Field A Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 9 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 64.52' Row Length +12.0" End Stone x 2 = 66.52' Base Length 1 Rows x 51.0" Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 9 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 416.3 cf Chamber Storage 1,455.1 cf Field -416.3 cf Chambers = 1,038.8 cf Stone x 40.0% Voids = 415.5 cf Stone Storage Chamber Storage + Stone Storage = 831.8 cf= 0.019 of Overall Storage Efficiency = 57.2% 9 Chambers @ $ 289.95 /ea = $ 2,609.55 53.9 cy Field Excavation @ $ 20.00 /cy = $ 1,077.87 38.5 cy Stone @ $ 20.00 /cy = $ 769.50 2 End Caps @ $ 59.70 = $ 119.40 Total Cost = $ 4,576.32 0 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 151 Pond P-6: Infiltration Chambers - Chamber Wizard Field B Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 9 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 64.52' Row Length +12.0" End Stone x 2 = 66.52' Base Length 1 Rows x 51.0" Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 9 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 416.3 cf Chamber Storage 1,455.1 cf Field -416.3 cf Chambers = 1,038.8 cf Stone x 40.0% Voids = 415.5 cf Stone Storage Chamber Storage + Stone Storage = 831.8 cf= 0.019 of Overall Storage Efficiency = 57.2% 9 Chambers @ $ 289.95 /ea = $ 2,609.55 53.9 cy Field Excavation @ $ 20.00 /cy = $ 1,077.87 38.5 cy Stone @ $ 20.00 /cy = $ 769.50 Total Cost = $ 4,456.92 0 216-105 Post-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 152 Pond P-6: Infiltration Chambers Hydrograph / I I I I ❑Inflow 1 1 ,I 1.0 'iscarded� 14 o r i4r"=6171 ac l l Oeak lEie�:�25AV $tlo�algI6460 d IIIIIII IIIIIIIIIIIIIII - II IIIIIIIIIIIIIII 3 0 LL II ( IIIIIIIIIIIIIII II � � � � � IIIII � � � � IIIIII III 0.16 cfs l l l 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 153 Summary for Pond P-7: Infiltration Chambers Inflow Area = 0.039 ac, 69.66% Impervious, Inflow Depth = 3.96" for 25-Year event Inflow = 0.19 cfs @ 12.07 hrs, Volume= 0.013 of Outflow = 0.04 cfs @ 11.82 hrs, Volume= 0.013 af, Atten= 80%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.82 hrs, Volume= 0.013 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 26.20' @ 12.51 hrs Surf.Area= 193 sf Storage= 137 cf Plug-Flow detention time= 20.6 min calculated for 0.013 of(100% of inflow) Center-of-Mass det. time= 20.6 min ( 832.5 - 811.9 ) Volume Invert Avail.Storage Storaqe Description #1A 25.00' 196 cf 6.25'W x 30.92'L x 3.50'H Field A 676 cf Overall - 187 cf Embedded = 490 cf x 40.0% Voids #2A 25.50' 187 cf ADS_StormTech SC-740 x 4 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 1 rows 383 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 25.00' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.04 cfs @ 11.82 hrs HW=25.04' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) 216-105 Post-Development (Final) Type/1/ 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 154 Pond P-7: Infiltration Chambers - Chamber Wizard Field A Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 4 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 28.92' Row Length +12.0" End Stone x 2 = 30.92' Base Length 1 Rows x 51.0" Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 4 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 186.6 cf Chamber Storage 676.4 cf Field - 186.6 cf Chambers = 489.8 cf Stone x 40.0% Voids = 195.9 cf Stone Storage Chamber Storage + Stone Storage = 382.5 cf= 0.009 of Overall Storage Efficiency = 56.6% 4 Chambers @ $ 289.95 /ea = $ 1,159.80 25.1 cy Field Excavation @ $ 20.00 /cy = $ 501.02 18.1 cy Stone @ $ 20.00 /cy = $ 362.80 10 End Caps @ $ 59.70 = $ 597.00 Total Cost = $ 2,620.62 216-105 Post-Development (Final) Type 111 24-hr 25-Year Rainfall=6.20" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 155 Pond P-7: Infiltration Chambers Hydrograph 4I 4 I4 I4 I—� I-1 I� flw 0.19 cfs 0 D scarded 0.19E 416W'A"at="i4 0.15� �I El L I I: I I 1 El CI Lgt]6 Qag6�1ll 0.14_ 0.13� '—I �I � I I I � I �I -�- IJ- I IjI� 0.12E _ _ 0.11E 3 0.1 0 31/ 0.09 0.09EfiItI _ -1 I-1 H �I tItItI -tI 0.07 0.06 / rt rt 0.05 E 0.04 cfs 1 LI L I _L I _L I _L I _L I —t 0.03-�'// 0.02-�/ 0.01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 156 Time span=0.00-30.00 hrs, dt=0.02 hrs, 1501 points x 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method SubcatchmentS1-1: S1 Runoff Area=2,925 sf 100.00% Impervious Runoff Depth=8.66" Tc=5.0 min CN=98 Runoff=0.61 cfs 0.048 of SubcatchmentS1-10: S10 Runoff Area=12,726 sf 100.00% Impervious Runoff Depth=8.66" Tc=5.0 min CN=98 Runoff=2.64 cfs 0.211 of SubcatchmentS1-11: S11 Runoff Area=11,240 sf 73.83% Impervious Runoff Depth=7.21" Tc=5.0 min CN=86 Runoff=2.14 cfs 0.155 of SubcatchmentS1-12: S12 Runoff Area=23,365 sf 94.19% Impervious Runoff Depth=8.30" Tc=5.0 min CN=95 Runoff=4.79 cfs 0.371 of SubcatchmentS1-13: S13 Runoff Area=7,470 sf 86.79% Impervious Runoff Depth=7.69" Tc=5.0 min CN=90 Runoff=1.48 cfs 0.110 of Subcatchment S1-14: S14 Runoff Area=1,694 sf 69.66% Impervious Runoff Depth=6.47" Tc=5.0 min CN=80 Runoff=0.30 cfs 0.021 of SubcatchmentS1-2: S2 Runoff Area=2,475 sf 8.73% Impervious Runoff Depth=5.98" Tc=5.0 min CN=76 Runoff=0.41 cfs 0.028 of SubcatchmentS1-3: S3 Runoff Area=1,168 sf 72.69% Impervious Runoff Depth=7.81" Tc=5.0 min CN=91 Runoff=0.23 cfs 0.017 of SubcatchmentS1-4: S4 Runoff Area=4,139 sf 66.44% Impervious Runoff Depth=6.23" Tc=5.0 min CN=78 Runoff=0.71 cfs 0.049 of SubcatchmentS1-5: S5 Runoff Area=1,283 sf 23.54% Impervious Runoff Depth=6.47" Tc=6.0 min CN=80 Runoff=0.22 cfs 0.016 of SubcatchmentS1-6: S6 Runoff Area=1,927 sf 6.43% Impervious Runoff Depth=5.98" Tc=5.0 min CN=76 Runoff=0.32 cfs 0.022 of SubcatchmentS1-7: S7 Runoff Area=1,930 sf 6.42% Impervious Runoff Depth=5.98" Tc=5.0 min CN=76 Runoff=0.32 cfs 0.022 of SubcatchmentS1-8: S8 Runoff Area=1,271 sf 9.76% Impervious Runoff Depth=5.98" Tc=5.0 min CN=76 Runoff=0.21 cfs 0.015 of SubcatchmentS1-9: S9 Runoff Area=6,095 sf 40.90% Impervious Runoff Depth=4.88" Tc=5.0 min CN=67 Runoff=0.83 cfs 0.057 of SubcatchmentS2: S5 Runoff Area=O sf 0.00% Impervious Runoff Depth=0.00" Tc=6.0 min CN=O Runoff=0.00 cfs 0.000 of SubcatchmentSl S6 Runoff Area=1,307 sf 0.00% Impervious Runoff Depth=1.56" Tc=6.0 min CN=39 Runoff=0.04 cfs 0.004 of 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 157 Reach DPI: Pleasant Street Inflow=0.86 cfs 0.062 of Outflow=0.86 cfs 0.062 of Reach DP2: North Property Line Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Reach DP3: North Property Line Inflow=0.04 cfs 0.004 of Outflow=0.04 cfs 0.004 of Pond D-1: Depression Peak Elev=16.77' Storage=395 cf Inflow=0.32 cfs 0.022 of Discarded=0.00 cfs 0.001 of Primary=0.16 cfs 0.016 of Outflow=0.16 cfs 0.017 of Pond D-2: Depression Peak Elev=16.76' Storage=387 cf Inflow=0.48 cfs 0.038 of Discarded=0.02 cfs 0.019 of Primary=0.18 cfs 0.019 of Outflow=0.19 cfs 0.038 of Pond D-3: Depression Peak Elev=16.63' Storage=181 cf Inflow=0.25 cfs 0.033 of Discarded=0.01 cfs 0.010 of Primary=0.24 cfs 0.023 of Outflow=0.25 cfs 0.033 of Pond P-1: Infiltration Chambers Peak Elev=24.82' Storage=617 cf Inflow=0.61 cfs 0.048 of Outflow=0.07 cfs 0.048 of Pond P-2: Infiltration Chambers Peak Elev=15.25' Storage=755 cf Inflow=0.71 cfs 0.049 of Outflow=0.07 cfs 0.049 of Pond P-3: Infiltration Chambers Peak Elev=14.93' Storage=0.027 of Inflow=0.92 cfs 0.080 of Outflow=0.15 cfs 0.080 of Pond P-4: Infiltration Chambers Peak Elev=15.26' Storage=5,111 cf Inflow=4.78 cfs 0.366 of Outflow=0.50 cfs 0.366 of Pond P-5: Infiltration Chambers Peak Elev=24.66' Storage=5,218 cf Inflow=4.79 cfs 0.371 of Outflow=0.48 cfs 0.371 of Pond P-6: Infiltration Chambers Peak EIev=26.70' Storage=1,564 cf Inflow=1.48 cfs 0.110 of Outflow=0.16 cfs 0.110 of Pond P-7: Infiltration Chambers Peak EIev=27.45' Storage=292 cf Inflow=0.30 cfs 0.021 of Outflow=0.04 cfs 0.021 of Total Runoff Area = 1.860 ac Runoff Volume = 1.147 of Average Runoff Depth = 7.40" 25.20% Pervious = 0.469 ac 74.80% Impervious = 1.391 ac 216-105 Post-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 158 Summary for Subcatchment S1-1: S1 Carlson PlanXYPosj736397.415012958926.50901 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.61 cfs @ 12.07 hrs, Volume= 0.048 af, Depth= 8.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Rainfall=8.90" Area (sf) CN Description 2,716 98 Paved parking, HSG A 209 98 Walkway, HSG A 2,925 98 Weighted Average 2,925 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-1: S1 Hydrograph 0.65_ 0.61 cfs 0.6�_I fit T I � fi T I_'T�e Ili 2T41h_� 0.55-'/ 045�'Z T I T 14 1 1 1 4 RiJnbfU 0a6=Z,192-51 Sf 0.4�-/ T 1 T 17 7 T I RNp­pff V1°`ym­��•p481 af 3 0.35�'/— T �lup?� �p�7� 0.3� Tc=5.0m i n 0.25 — fi t T I rt t6 at,. 1 j 0.2 0.15-_�/ TITI4 H I-' H TI4 0.1� 0.05-'/ T T 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 159 Summary for Subcatchment S1-10: S10 Carlson PlanXYPosj737252.032012959271.64301 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 2.64 cfs @ 12.07 hrs, Volume= 0.211 af, Depth= 8.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Rainfall=8.90" Area (sf) CN Description 12,726 98 Roofs, HSG A 12,726 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-10: S10 Hydrograph 2.64 cfs ■Runoff Type' II+ 24-h� i Ob-1(�ar Rai nfal l=8.90'I' 2 t I R1u hff lArera:42,7 26V - RUggffl Vlollumg�0.2111 of 3 Ri ulnpf f Pe,p�h7 .�6"I Tc=5.0 m i n 1 IIIIIIIIII 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 160 Summary for Subcatchment S1-11: S11 Carlson PlanXYPosl737065.461012959192.34601 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 2.14 cfs @ 12.07 hrs, Volume= 0.155 af, Depth= 7.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Rainfall=8.90" Area (sf) CN Description 3,915 98 Paved parking, HSG A 403 98 Wall, HSG A 474 82 Pervious pavement, HSG A 1,707 39 >75% Grass cover, Good, HSG A 3,981 98 Paved parking, HSG A 286 39 >75% Grass cover, Good, HSG A 474 82 Pervious pavement, HSG A 11,240 86 Weighted Average 2,941 26.17% Pervious Area 8,299 73.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-11: S11 Hydrograph �� i i ❑Runoff 2.14 cfs T ed 11+�4-� 2- 106-�f�ai- 1k�14a'11=8.90" l Rluihdffl AlrOa:0111,12401 sf RUggffl VlolluTpp O.11�51 of 3 1 1 1 1 1 Ri ulnpf14elp�h7T-2"� -Tc=5.0-min 1 1 1 1 1 1 1 1 1 I 1 1 6 186 IIIIIIIIIIIIIIIII 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 161 Summary for Subcatchment S1-12: S12 Runoff = 4.79 cfs @ 12.07 hrs, Volume= 0.371 af, Depth= 8.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Rainfall=8.90" Area (sf) CN Description 1,357 39 >75% Grass cover, Good, HSG A 8,515 98 Paved parking, HSG A 10,529 98 Roofs, HSG A 515 98 Paved parking, HSG A 108 98 Wall, HSG A 2,341 98 Pavement, HSG A OFFSITE 23,365 95 Weighted Average 1,357 5.81% Pervious Area 22,008 94.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-12: S12 Hydrograph /I llllI IIII � III III ■Runoff 5 4.79 cfs I I I I ITYpeI II+ 2�4 1h� 11 L I _t ! -t Li 0d_ a�-k"f�I - 8.90-'I' 4�1 RlurhdfflAlrea=23,365i sf 3�1 1 I-4 t +RIwPQf�Vlol1um�:70.1_371I-af 3 = RI ulnpf14elp�h�8�.3�o LL Tc=5.0 m i n o / .., 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 162 Summary for Subcatchment S1-13: S13 Carlson PlanXYPos1736397.415012958926.50901 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tin1 Runoff = 1.48 cfs @ 12.07 hrs, Volume= 0.110 af, Depth= 7.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Rainfall=8.90" Area (sf) CN Description 1,621 98 Paved parking, HSG A 4,862 98 Roofs, HSG A 987 39 >75% Grass cover, Good, HSG A 7,470 90 Weighted Average 987 13.21% Pervious Area 6,483 86.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-13: S13 Hydrograph �IIIIIIIIIII � IIIII _ ■Runoff 1.48 cfs Type III 24-h� l u l l 106-�Yaar Rainfall=8.90'I' Rt nbff AiteA07,4701 sf 1 1 I I I �-Puggff Vh1uTp-O•ItjOI of 3 Rj ulnpf f Pe,p�h�7.6�9'� Tc=5.0 m i n IIIIII IIIIIIIIIIIIIIIII IIIIII � ' ' IIIIII o U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 163 Summary for Subcatchment S1-14: S14 Carlson PlanXYPosj736397.415012958926.50901 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.30 cfs @ 12.07 hrs, Volume= 0.021 af, Depth= 6.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Rainfall=8.90" Area (sf) CN Description 1,180 98 Paved parking, HSG A 514 39 >75% Grass cover, Good, HSG A 1,694 80 Weighted Average 514 30.34% Pervious Area 1,180 69.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-14: S14 Hydrograph 0.32%/ Runoff 0.3os 03: I T IT1 T TI 0.28 T�e- i �4-h� — 0.26� — T - - �10-`�eta�-l�a�fa1Tl� 9 — 0.24 T I T 14 1 k 1 4 i 1 ft n bfff-Me 1=4,6 J41 sf 0.22=/— 0.2-�-/_I L 1 T Li 1 LI -i I_ LR9TPf!Y I0 0.1811/— •• p?j LL 00.141 .12� T T �I T T 1_f �_ --__.�mtlT _ � ��- 0.08_�/ 0.06-�/ 1 1 1 7 1 1 1 J 0.04� [ �_i 0.02-1'/' o ..�//....i..%.,'...�.. o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 164 Summary for Subcatchment S1-2: S2 Carlson PlanXYPosj736397.415012958926.50901 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.41 cfs @ 12.07 hrs, Volume= 0.028 af, Depth= 5.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Rainfall=8.90" Area (sf) CN Description 2,259 74 >75% Grass cover, Good, HSG C 216 98 Walkways 2,475 76 Weighted Average 2,259 91.27% Pervious Area 216 8.73% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-2: S2 Hydrograph i 1 14 I I �-I 4 I-4 k--I 4 1-4 1 14 0.44_ — — _ ■Runoff 0 = � 0.4 s .42 = 20.4 � � � � jT�e��1� 4-4 0.36-- E110 0.34 L/— 0.32 — �_ I �_ 14 I �_I [--1 ftlibff-/f Oe41 —h-�MI Sf 0.3-- 0.28 L/ -�- I + I � I �I 1-1y����1OI•IO�8I af Z. 0.2a P _ .. 00.22� � I � I1 I �I :I I::] CI � _ r - �- . .2 0.2_ 0.16 — — 0.14L/_I — I t I I I t t I t- I t It 0.1 _I :EI1I :1 7 CI TI -1I:1 E] T:: I1I1 0.08- 0.06 0.04� - I � I4 1 - 14 0.02=/ o` ,...,....�/ ..�:. ...�.. .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 165 Summary for Subcatchment S1-3: S3 Carlson PlanXYPosj736752.578012959072.79601 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.23 cfs @ 12.07 hrs, Volume= 0.017 af, Depth= 7.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Rainfall=8.90" Area (sf) CN Description 319 74 >75% Grass cover, Good, HSG C 849 98 Walkways, HSG C 1,168 91 Weighted Average 319 27.31% Pervious Area 849 72.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-3: S3 Hydrograph 0.26 -II I - - - - I Z - Runoff 0.25 — 0.23 cfs — 0.23 -1 - - - I I - - - - -T�e_i 2t4 h 0.22 TaH 0.2 0.19 -1l.M rfff ►r e� ,1181 s 0.18 0.15 -I fi I t I - 1 -1 I- 1 1� f 1°lM - pal af - 0.14 0 0.12 — — TC=J.�11111T FL0.11 0.1 -I - T- I-�J �-1 4 1_1 0.09 — - 0.08 -1 I 1:J CI - ::L 1:1 LI - I - 1 - 0.07 0.05 0.04 0.02 0.01 o /... ../...�.. .. :..�"..,:..,:...�........ .... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 166 Summary for Subcatchment S1-4: S4 Carlson PlanXYPosl737065.461012959192.34601 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.71 cfs @ 12.07 hrs, Volume= 0.049 af, Depth= 6.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Rainfall=8.90" Area (sf) CN Description 1,389 39 >75% Grass cover, Good, HSG A 122 98 Walkway, HSG A 1,623 98 Paved parking, HSG A 905 98 Plaza, HSG A 100 98 Wall, HSG A 4,139 78 Weighted Average 1,389 33.56% Pervious Area 2,750 66.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-4: S4 Hydrograph 0.75: 0.71 cfs 07 � fi rt fiI rt T�e�I �4!h 0.651�_1 0.6-:�/ 0.55�_/_ ERLJnbff Atecl=kl 391 sf 0.5-:,/II fi I t I �' — I � fPju 10•p w 0.45� _ _ —0 0.35-:/ Tc=5.0 m i n 0.3�F T_ I T 17 I I 1 I—I �Nk — 0.25�'Z H �- 1 + 1 - 1 �—I H H 4H H �- I + 14 0.2 0.15i-/U LI I I -i 1 11 L 1 1 1 U L I 0.053 i 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 167 Summary for Subcatchment S1-5: S5 Carlson PlanXYPos1737065.461012959192.34601 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.22 cfs @ 12.09 hrs, Volume= 0.016 af, Depth= 6.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Rainfall=8.90" Area (sf) CN Description 981 74 >75% Grass cover, Good, HSG C 302 98 Walkway, HSG C 1,283 80 Weighted Average 981 76.46% Pervious Area 302 23.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 5 Subcatchment S1-5: S5 Hydrograph 0.24!—I — — — - I— - — - - -I - — - Runoff 0.23 — 0.2 cfs — �T e�l i 24 hi 0.22� 1 1 4- 1 - 1 1 I I I I 0.21 0°9�-I fi 1 t I I t I� I�10 ` eat- a�ar>✓faA� °'$ -I 1 FWra=l_ff :Aries_,12931 SO 0.17 — 0.16 I � �0.15 - t1 t 1 � 1 I R� pp" p1 af� � l 0.12 1 4- F71 T�U-T?l 0.11 — -Tc-6. 0.1 - ti fi -t 1-i �-I lilt I-t tI t fi 0.09 — N— 0.08 � I -t- 1 -4 �I IA F1 T1 7 1-4 P T71 T 14 0.07 0.06 — 0.05 1filrt1 _r1_1 t- I� �IfilIIIr-1fiITIrt 0.04 " 0.02-_ / l l l l l ii 1 1 1 ii j l l l j 0.01 0 ......... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 168 Summary for Subcatchment S1-6: S6 Carlson PlanXYPosj737252.032012959271.64301 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.32 cfs @ 12.07 hrs, Volume= 0.022 af, Depth= 5.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Rainfall=8.90" Area (sf) CN Description 1,803 74 >75% Grass cover, Good, HSG C 124 98 Walkways, HSG C 1,927 76 Weighted Average 1,803 93.57% Pervious Area 124 6.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-6: S6 Hydrograph J!—I - I - I - I I I I .—1 1- -I I I Runoff 0.34: _ 0.32 cfs 0.32�_I - I I I -I - I - 1-[T�e-i i � h _ 0.28�- - - - fi -110 0.26-_�/_ 0.24� t I t I - t-I 1 �rrbfff A0eA--f,�92-71 sf 0.22�- _�_ I + 14 1 - - Rye"Plu rp_�#•per 1 af w 0.2__�/— �g 3 0.1s� �unoffIpr -I LL 0.16� _Tc_5.Q-mIn 0.14� I - - - 1 - - L - - - - - - -6 I_I7� 0.12-�// 0.1J I I I I I I I I I I I I I I I I I I I o.os 0.06� - - - - fi - - - - - - - - - 0.02�'/_ o- ,...,....�/ ..�:. ,:...�.. .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 169 Summary for Subcatchment S1-7: S7 Carlson PlanXYPosj737252.032012959271.64301 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.32 cfs @ 12.07 hrs, Volume= 0.022 af, Depth= 5.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Rainfall=8.90" Area (sf) CN Description 1,806 74 >75% Grass cover, Good, HSG C 124 98 Walkways, HSG C 1,930 76 Weighted Average 1,806 93.58% Pervious Area 124 6.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-7: S7 Hydrograph —I T I I T I I I I I -I T I T I—t TI T I �_ I _� Runoff 0.34 -- T1 T 17 1 . 0.32s I T0.32� T J -h 0.3� T�e H — 0.28�/_ T T T T T �O `�sTa�- tafaTil� 9� 0.26-_�/_ 0.24� T I T I 1 T I 1 �rrbfff A0e --f,�9301 sf 0.22-_�/— T 1 T 1 T 1 T I T Rq r�q"Plu rp_�#•IO2,2 1 af y 0.2 3 018 ' 1 T T 1 T T �I unoff �elpt�h�5.9 LL 0.16� �\i .Q rYl In 0.14� I T T T I T - L T T T T T T T6 --17� 0.12-�// 0.1�J I I I I I I I I I I I I I I I I I 0.08- 0.06-�/ TrtT Trt � T Trtrt 0.04�'/ 0.02�'/ o- ,...,....�/ :.. . ,:...�.. .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 170 Summary for Subcatchment S1-8: S8 Carlson PlanXYPosj737252.032012959271.64301 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.21 cfs @ 12.07 hrs, Volume= 0.015 af, Depth= 5.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Rainfall=8.90" Area (sf) CN Description 1,147 74 >75% Grass cover, Good, HSG C 124 98 Walkways, HSG C 1,271 76 Weighted Average 1,147 90.24% Pervious Area 124 9.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-8: S8 L Hydrograph + + Runoff 0.22 . - - 0.2 s 021 0.2 — — � � � h 0.19 -I - - - I - - 1- - - - 0.17=/— 0.16 - rt rt ROnnf1f ►red 1'C,2Ifi11 S pff- !P�h7"r TC a1 /— 0.09 =fJ.0-111� _/-I :F- I T 1 ::� 1 F1:� 0.08-- - 0.06= - — 0.05 0.04-!`/-I I- I I I I 1 LI t I_�] CI L 1 1-1 L L I 111 0.03 1 0.02_ 0.01 0 4...,....�.,:.. /.:.,:../....�..,:.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 171 Summary for Subcatchment S1-9: S9 Carlson PlanXYPosl737252.032012959271.64301 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.83 cfs @ 12.08 hrs, Volume= 0.057 af, Depth= 4.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Rainfall=8.90" Area (sf) CN Description 1,381 98 Paved parking, HSG A 3,100 39 >75% Grass cover, Good, HSG A 397 98 Wall, HSG A 502 82 Pervious pavers, HSG A 715 98 Walkway, HSG A 6,095 67 Weighted Average 3,602 59.10% Pervious Area 2,493 40.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment S1-9: S9 Hydrograph 0.9z�/�—I I + 4 4 I--I �—I +— 14 1—t H +— + 14 Runoff 0.85-�-/ -4 1 �0.83 cfs IA �—I I 0.811/_ e 0.75-�'/�_1 _�_ I I __� 1 �_1 I-1 �4064"�-Otai4"H B�-91& _ _ 0.65�-/�_I L_ I I __� A _1 �_I R0rabfff_ArO_6 ,0951Sf 0.55��1 L I I I �N f 17—r— nff �ep�h7"8"TI 3 05 _ U 0 0.4� -TCi-5.Vm i rl 0.35��I T I �_ I—I �16 0.3� I� �IfiIrt rI � I T I rt 0.25�� fi I � I I i 1I 0.2-�/�_I t I fi + 0.1s_�/ — - 0.1 0.05_�/ i 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 172 Summary for Subcatchment S2: S5 Carlson PlanXYPos1736513.644012958995.20401 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj [40] Hint: Not Described (Area=O) Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Rainfall=8.90" Area (sf) CN Description 0 89 Gravel roads, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment S2: S5 Hydrograph 1-/ ❑Runoff Type III 24-hr 100-Year Rainfall=8.90" Runoff Area=O sf Runoff Volume=0.000 of II Runoff Depth=0.00" U. Tc=6.0 min CN=O 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 173 Summary for Subcatchment S3: S6 Carlson PlanXYPosj736959.223012959190.14501 CarlsonSurfaceIM:\MEG\2016 Projects\216-105\DATA\SURFACES\EXISTING.tinj Runoff = 0.04 cfs @ 12.11 hrs, Volume= 0.004 af, Depth= 1.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Type III 24-hr 100-Year Rainfall=8.90" Area (sf) CN Description 1,307 39 >75% Grass cover, Good, HSG A 1,307 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment S3: S6 Hydrograph 0.044-!"/ — ■Runoff 0.0422 — 0.04 cfs 0.04� 0.036 _ C = 1 b0-Year ainrtfa1 8 90 0.03 - 0.034�- 0.032- 4- 14 14 ftnbifArO4=1-�KiOTsf- 0.03= _ 0.028E 0.022_�_x= cl 0.02_ - - O_niri_ 0.0182 -I 14 1� �I - 14 1 4- 4 0.016� — - 0.0142 t I _t I� f- - t-I fi t t _t H �I t 0.012 — 0.01L/ TI T 1 � 17 E] I � I� E71 TI T I � I� EI 0.008= 0.006 0.004� + L 0.002= 0` ............./,... ..,,....,...,,... ,...., 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 174 Summary for Reach DP1: Pleasant Street [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.113 ac, 27.75% Impervious, Inflow Depth = 6.55" for 100-Year event Inflow = 0.86 cfs @ 12.08 hrs, Volume= 0.062 of Outflow = 0.86 cfs @ 12.08 hrs, Volume= 0.062 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Reach DP1: Pleasant Street + Hydrograph + + ■Inflow 0.95� � _r I T 0.86 cfs AI — I■outflow 0.85- o.a-;-/ -I L TITI -1 1 F TITI -1 It 1-1 1- L I T I 0.75- _ 0.7-/ -I Z Z Z I-1 E L I I I Z I-1 I I L Z _ 0.65- _ 0.6/ �I Z I Z I:] Z LII II C1 I I I LIII _ 0.5� � � � III Ii L 71I - 0 0.45- _FL _ 0.4� � I I -4 1-1 I IJ I � I � 0.35- 0.2 -/ 'I 4- 14- 14 4- 14- 14 I-4 I 14- I 0.15- 0.1- �1 1 1 0.05 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 175 Summary for Reach DP2: North Property Line [40] Hint: Not Described (Outflow=Inflow) Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Reach DP2: North Property Line Hydrograph ❑Inflow 1 ❑Outflow N 3 O U. 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 176 Summary for Reach DP3: North Property Line [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.030 ac, 0.00% Impervious, Inflow Depth = 1.56" for 100-Year event Inflow = 0.04 cfs @ 12.11 hrs, Volume= 0.004 of Outflow = 0.04 cfs @ 12.11 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Reach DP3: North Property Line Hydrograph ��I W I + I� I� +-1 4- I + I I� I� �I �I _ ❑Inflow 0.044� --I t—I t I t 1 0.04 cfs 1— _ ❑outflow 0.042 - 0.04, -I �I TITI7 FI T I T I T I_ I_7 F7I T7I - 0.038; 0.036� — — — — — — — — — — — - 0.032 — — — — — — — — — - 0.03 I EI L I T I I I Il EI EI - 0.0283 ,� w 0.026� — — — — — — — — - 0.024/ -I -I H H I 4- 1 + I H H IH HI HI 3 0.022 - LL o.18 02; 0.0 -I L I I— I I _L CI L I L I I I I _—L I l CI L I = 0.014= -I �1 4- 1 4 I-I �--I 1 4- 1 14 I-4 I-4 �--I I - 0.012- 0.008 1 C - 0.004 0.002 / 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 177 Summary for Pond D-1: Depression Inflow Area = 0.044 ac, 6.43% Impervious, Inflow Depth = 5.98" for 100-Year event Inflow = 0.32 cfs @ 12.07 hrs, Volume= 0.022 of Outflow = 0.16 cfs @ 12.07 hrs, Volume= 0.017 af, Atten= 50%, Lag= 0.0 min Discarded = 0.00 cfs @ 12.39 hrs, Volume= 0.001 of Primary = 0.16 cfs @ 12.07 hrs, Volume= 0.016 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 16.77' @ 12.39 hrs Surf.Area= 692 sf Storage= 395 cf Plug-Flow detention time= 171.2 min calculated for 0.017 of(78% of inflow) Center-of-Mass det. time= 91.0 min ( 897.8 - 806.8 ) Volume Invert Avail.Storage Storage Description #1 16.00' 567 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.00 334 0 0 17.00 800 567 567 Device Routinq Invert Outlet Devices #1 Discarded 16.00' 0.060 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Device 3 16.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 13.00' 6.0" Round Culvert L= 18.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 13.00' / 12.82' S= 0.0100 T Cc= 0.900 n= 0.013, Flow Area= 0.20 sf Discarded OutFlow Max=0.00 cfs @ 12.39 hrs HW=16.77' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.16 cfs @ 12.07 hrs HW=16.61' TW=16.55' (Dynamic Tailwater) LtCulvert (Passes 0.16 cfs of 0.22 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.16 cfs @ 0.93 fps) 216-105 Post-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 178 Pond D-1: Depression Hydrograph �IHHHH — H 0.32 cfs i outflow ■Discarded 0.34� ■Primary 0.32�-/ / �� H — H H IH H H I--P&alk E16VOI-61.7TI 0.3-V / 0.28 H H H H H H � Jle- 0.26� 0.24 / �HHHHIH � IIHHHIHHHIH 0.22 / 0.16 cfs H H �H H H 0.2i j H H H H , 0.18E �— 1 0.16 cfs c 0.16E / LL0.14 j ,/HIHlHr IH — — H — — HH 0.12- / H H H H H 1=1 " r_l 1 1 1 1 H r1 0.08-�-/ / HH H 1-1 H —I 0.06-V 0.04-�/ //� - -- 0.02 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 179 Summary for Pond D-2: Depression Inflow Area = 0.089 ac, 6.43% Impervious, Inflow Depth = 5.14" for 100-Year event Inflow = 0.48 cfs @ 12.07 hrs, Volume= 0.038 of Outflow = 0.19 cfs @ 12.39 hrs, Volume= 0.038 af, Atten= 60%, Lag= 19.0 min Discarded = 0.02 cfs @ 12.39 hrs, Volume= 0.019 of Primary = 0.18 cfs @ 12.39 hrs, Volume= 0.019 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 16.76' @ 12.39 hrs Surf.Area= 687 sf Storage= 387 cf Plug-Flow detention time= 118.1 min calculated for 0.038 of(100% of inflow) Center-of-Mass det. time= 118.1 min ( 953.5 - 835.4 ) Volume Invert Avail.Storage Storage Description #1 16.00' 567 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.00 334 0 0 17.00 800 567 567 Device Routinq Invert Outlet Devices #1 Discarded 16.00' 1.020 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Device 3 16.50' 6.0" Vert. Orifice/Grate C= 0.600 #3 Primary 13.00' 6.0" Round Culvert L= 18.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 13.00' / 12.82' S= 0.0100 T Cc= 0.900 n= 0.013, Flow Area= 0.20 sf Discarded OutFlow Max=0.02 cfs @ 12.39 hrs HW=16.76' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.18 cfs @ 12.39 hrs HW=16.76' TW=16.63' (Dynamic Tailwater) L Culvert (Passes 0.18 cfs of 0.33 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.18 cfs @ 1.73 fps) 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 180 Pond D-2: Depression Hydrograph IIII III 8 Cfs El Inflow 0.4 ❑Outflow lnflo�v Area=0.089 ❑Discarded - ❑Primary 0.5� / �� N N N N N r Peak Elev=16.76' 0.45-�/ / ,T_ III Storage=387 cf 0.4- / /— 0.353-// / LL 0.25� / H H 0.19 cfs H H H H H 0 2_�'/ / .18 cfs 0.15-�/ / 0.11,/ / 0.05� 0 0 sir .,... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 181 Summary for Pond D-3: Depression [80] Warning: Exceeded Pond D-2 by 0.01' @ 12.06 hrs (0.00 cfs 0.000 af) Inflow Area = 0.118 ac, 7.25% Impervious, Inflow Depth = 3.39" for 100-Year event Inflow = 0.25 cfs @ 12.30 hrs, Volume= 0.033 of Outflow = 0.25 cfs @ 12.34 hrs, Volume= 0.033 af, Atten= 1%, Lag= 2.2 min Discarded = 0.01 cfs @ 12.34 hrs, Volume= 0.010 of Primary = 0.24 cfs @ 12.34 hrs, Volume= 0.023 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 16.63' @ 12.34 hrs Surf.Area= 377 sf Storage= 181 cf Plug-Flow detention time= 63.8 min calculated for 0.033 of(100% of inflow) Center-of-Mass det. time= 63.8 min ( 869.2 - 805.4 ) Volume Invert Avail.Storage Storage Description #1 16.00' 340 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 16.00 197 0 0 17.00 483 340 340 Device Routinq Invert Outlet Devices #1 Discarded 16.00' 1.020 in/hr Exfiltration over Surface area Phase-In= 0.01' #2 Primary 13.50' 8.0" Round Culvert L= 18.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 13.50' / 13.32' S= 0.0100 T Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #3 Device 2 16.50' 6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.01 cfs @ 12.34 hrs HW=16.63' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.24 cfs @ 12.34 hrs HW=16.63' TW=14.24' (Dynamic Tailwater) L2=Culvert (Passes 0.24 cfs of 2.60 cfs potential flow) L3=Orifice/Grate (Weir Controls 0.24 cfs @ 1.18 fps) 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 182 Pond D-3: Depression Hydrograph I I ❑ Inflow 10.25 cfsJ u u ❑Outflow 0.25 CfS 1 �46"r` = 1 {�Q �� ❑Discarded v ❑Primary 0.26�'/ / a 0.24 cfs -- I--I �-P"Ik El&*UI.16al 0.22� n n n n nOg1 �# 0.18__�/ / /-H H H H - HI HI HI II H IHI LJ HI H H w 0.16� / /I I—I LJ LI LI LJ LI LI 3 0.14 / /In In In n —In n nI n n nl nl 0 a: 0.12= 0.08 0.06� / /I 0.04: / 1 0.02�'Z i i 0 � i....,....,....,.. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 183 Summary for Pond P-1: Infiltration Chambers Inflow Area = 0.067 ac,100.00% Impervious, Inflow Depth = 8.66" for 100-Year event Inflow = 0.61 cfs @ 12.07 hrs, Volume= 0.048 of Outflow = 0.07 cfs @ 11.64 hrs, Volume= 0.048 af, Atten= 88%, Lag= 0.0 min Discarded = 0.07 cfs @ 11.64 hrs, Volume= 0.048 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 24.82' @ 12.62 hrs Surf.Area= 375 sf Storage= 617 cf Plug-Flow detention time= 50.5 min calculated for 0.048 of(100% of inflow) Center-of-Mass det. time= 50.5 min ( 789.5 - 739.0 ) Volume Invert Avail.Storage Storaqe Description #1A 22.30' 356 cf 15.75'W x 23.80'L x 3.50'H Field A 1,312 cf Overall - 422 cf Embedded = 890 cf x 40.0% Voids #2A 22.80' 422 cf ADS_StormTech SC-740 x 9 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 3 rows 778 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 22.30' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.07 cfs @ 11.64 hrs HW=22.34' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.07 cfs) 216-105 Post-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 184 Pond P-1: Infiltration Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 3 rows 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 21.80' Row Length +12.0" End Stone x 2 = 23.80' Base Length 3 Rows x 51.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 15.75' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 9 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 3 Rows = 422.0 cf Chamber Storage 1,312.0 cf Field - 422.0 cf Chambers = 890.0 cf Stone x 40.0% Voids = 356.0 cf Stone Storage Chamber Storage + Stone Storage = 778.0 cf= 0.018 of Overall Storage Efficiency = 59.3% 9 Chambers @ $ 289.95 /ea = $ 2,609.55 48.6 cy Field Excavation @ $ 20.00 /cy = $ 971.83 33.0 cy Stone @ $ 20.00 /cy = $ 659.26 10 End Caps @ $ 59.70 = $ 597.00 Total Cost = $ 4,837.64 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 185 Pond P-1: Infiltration Chambers Hydrograph t 0.61 cfs ❑Inflow 0.65� '� � � � I 0 Discarded 0.6�'/ ,_ Inflow Area=0.067 ac 0.55� L Peak Elev=24.82' 0.5�`/ -rl t-I t t t _t rl t Storage=617 cf_ 0.45-�'/ LI L L L L I L LI LILLIL L 0.4-�-/ N 0.35-�_Z /11—I t__I t fi t L t— t-I t I t I t L L LL 0.3�'/ I I III I I I I I I I I I II I I III III I I I I I 0.25 0.2�-'/ I H IH H H I H I H I H H I H 0.15�Z 0.13�/ 0.07 cfs - I 0.05f�/x 0 1..4�.4�.4./-4..4.4.4.../.... . . . . . . . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 186 Summary for Pond P-2: Infiltration Chambers Inflow Area = 0.095 ac, 66.44% Impervious, Inflow Depth = 6.23" for 100-Year event Inflow = 0.71 cfs @ 12.07 hrs, Volume= 0.049 of Outflow = 0.07 cfs @ 11.66 hrs, Volume= 0.049 af, Atten= 90%, Lag= 0.0 min Discarded = 0.07 cfs @ 11.66 hrs, Volume= 0.049 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 15.25' @ 12.85 hrs Surf.Area= 375 sf Storage= 755 cf Plug-Flow detention time= 78.5 min calculated for 0.049 of(100% of inflow) Center-of-Mass det. time= 78.5 min ( 881.0 - 802.5 ) Volume Invert Avail.Storage Storaqe Description #1A 11.90, 356 cf 15.75'W x 23.80'L x 3.50'H Field A 1,312 cf Overall - 422 cf Embedded = 890 cf x 40.0% Voids #2A 12.40' 422 cf ADS_StormTech SC-740 x 9 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 3 rows 778 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 11.90' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.07 cfs @ 11.66 hrs HW=11.95' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.07 cfs) 216-105 Post-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 187 Pond P-2: Infiltration Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 3 rows 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 21.80' Row Length +12.0" End Stone x 2 = 23.80' Base Length 3 Rows x 51.0" Wide + 6.0" Spacing x 2 + 12.0" Side Stone x 2 = 15.75' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 9 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 3 Rows = 422.0 cf Chamber Storage 1,312.0 cf Field - 422.0 cf Chambers = 890.0 cf Stone x 40.0% Voids = 356.0 cf Stone Storage Chamber Storage + Stone Storage = 778.0 cf= 0.018 of Overall Storage Efficiency = 59.3% 9 Chambers @ $ 289.95 /ea = $ 2,609.55 48.6 cy Field Excavation @ $ 20.00 /cy = $ 971.83 33.0 cy Stone @ $ 20.00 /cy = $ 659.26 12 End Caps @ $ 59.70 = $ 716.40 Total Cost = $ 4,957.04 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 188 Pond P-2: Infiltration Chambers Hydrograph I L I L L L L L i L LI L I L I L I L I -1 I L p Inflow 0.75� F I T T 0.71 CfS 0 Discarded 07� ,- - flow Area=0.095 ac 0.65- - H 4 + 4 I--� Peak Elev=15.25' 0.55� j-I� I L L -t 1-1 �-I �--Stbiab6=45-6 d 0.5�'/ T-I T T T I-7 T F-I FI T I T I T I T 17 N 0.45� 0.3� 0.25-�'Z _ 0.2_ — 0.15�_Z 7 11- t �_I t-I T I t I t I _t I--t 0.1 0.07 cfs 0.05=/ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 189 Summary for Pond P-3: Infiltration Chambers Inflow Area = 0.258 ac, 25.53% Impervious, Inflow Depth = 3.72" for 100-Year event Inflow = 0.92 cfs @ 12.09 hrs, Volume= 0.080 of Outflow = 0.15 cfs @ 11.82 hrs, Volume= 0.080 af, Atten= 84%, Lag= 0.0 min Discarded = 0.15 cfs @ 11.82 hrs, Volume= 0.080 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 14.93' @ 13.18 hrs Surf.Area= 0.018 ac Storage= 0.027 of Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 66.1 min ( 881.4 - 815.3 ) Volume Invert Avail.Storage Storage Description #1A 12.70' 0.017 of 25.25'W x 30.92'L x 3.50'H Field A 0.063 of Overall - 0.021 of Embedded = 0.041 of x 40.0% Voids #2A 13.20' 0.021 of ADS_StormTech SC-740 x 20 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 5 rows 0.038 of Total Available Storage Storage Group A created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 12.70' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.15 cfs @ 11.82 hrs HW=12.75' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.15 cfs) 216-105 Post-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 190 Pond P-3: Infiltration Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 5 rows 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 4 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 28.92' Row Length +12.0" End Stone x 2 = 30.92' Base Length 5 Rows x 51.0" Wide + 6.0" Spacing x 4 + 12.0" Side Stone x 2 = 25.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 20 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 5 Rows = 932.9 cf Chamber Storage 2,732.4 cf Field - 932.9 cf Chambers = 1,799.5 cf Stone x 40.0% Voids = 719.8 cf Stone Storage Chamber Storage + Stone Storage = 1,652.7 cf= 0.038 of Overall Storage Efficiency = 60.5% 20 Chambers @ $ 289.95 /ea = $ 5,799.00 101.2 cy Field Excavation @ $ 20.00 /cy = $ 2,024.01 66.6 cy Stone @ $ 20.00 /cy = $ 1,332.94 Total Cost = $ 9,155.94 216-105 Post-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 191 Pond P-3: Infiltration Chambers Hydrograph ❑Inflow I 0.92 CfS � I 0 Discarded Ir�fllo�nrlArea=0.258 ac III III Oeak IElewtU4 913� III 8torage=01.621 lad II ( IIII � iilllll III IIIIIIIIIIIIIII 3 0 LL IIIIIII � � � � I IIIIIIIIIIIIIII III � � � � IIII � � � � Illlll 0.15 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 192 Summary for Pond P-4: Infiltration Chambers Inflow Area = 0.550 ac, 87.73% Impervious, Inflow Depth = 7.98" for 100-Year event Inflow = 4.78 cfs @ 12.07 hrs, Volume= 0.366 of Outflow = 0.50 cfs @ 11.62 hrs, Volume= 0.366 af, Atten= 90%, Lag= 0.0 min Discarded = 0.50 cfs @ 11.62 hrs, Volume= 0.366 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 15.26' @ 12.75 hrs Surf.Area= 2,612 sf Storage= 5,111 cf Plug-Flow detention time= 66.5 min calculated for 0.366 of(100% of inflow) Center-of-Mass det. time= 66.5 min ( 824.3 - 757.8 ) Volume Invert Avail.Storage Storaqe Description #1A 11.90, 1,294 cf 6.25'W x 208.92'L x 3.50'H Field A 4,570 cf Overall - 1,335 cf Embedded = 3,235 cf x 40.0% Voids #2A 12.40' 1,335 cf ADS_StormTech SC-740 x 29 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows #313 11.90, 1,294 cf 6.25'W x 208.92'L x 3.50'H Field B 4,570 cf Overall - 1,335 cf Embedded = 3,235 cf x 40.0% Voids #413 12.40' 1,335 cf ADS_StormTech SC-740 x 29 Inside#3 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 1 rows 5,258 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 11.90' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.50 cfs @ 11.62 hrs HW=11.94' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.50 cfs) 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 193 Pond P-4: Infiltration Chambers - Chamber Wizard Field A Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 29 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 206.92' Row Length +12.0" End Stone x 2 = 208.92' Base Length 1 Rows x 51.0" Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 29 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 1,335.1 cf Chamber Storage 4,570.1 cf Field - 1,335.1 cf Chambers = 3,235.0 cf Stone x 40.0% Voids = 1,294.0 cf Stone Storage Chamber Storage + Stone Storage = 2,629.1 cf= 0.060 of Overall Storage Efficiency = 57.5% 29 Chambers @ $ 289.95 /ea = $ 8,408.55 169.3 cy Field Excavation @ $ 20.00 /cy = $ 3,385.28 119.8 cy Stone @ $ 20.00 /cy = $ 2,396.32 2 End Caps @ $ 59.70 = $ 119.40 Total Cost = $ 14,309.54 0 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 194 Pond P-4: Infiltration Chambers - Chamber Wizard Field B Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 29 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 206.92' Row Length +12.0" End Stone x 2 = 208.92' Base Length 1 Rows x 51.0" Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 29 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 1,335.1 cf Chamber Storage 4,570.1 cf Field - 1,335.1 cf Chambers = 3,235.0 cf Stone x 40.0% Voids = 1,294.0 cf Stone Storage Chamber Storage + Stone Storage = 2,629.1 cf= 0.060 of Overall Storage Efficiency = 57.5% 29 Chambers @ $ 289.95 /ea = $ 8,408.55 169.3 cy Field Excavation @ $ 20.00 /cy = $ 3,385.28 119.8 cy Stone @ $ 20.00 /cy = $ 2,396.32 2 end caps @ $ 59.70 = $ 119.40 Total Cost = $ 14,309.54 0 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 195 Pond P-4: Infiltration Chambers Hydrograph / ❑Inflow 5� 4.78 cfs 0 Discarded Inflow Area=0.556 ac �I -t- 14 1 -4 Peak Elev-15.26' 4� Storage=5,111 cf tI fil T 1 rt 1 tI fil � 3� IIIIII � � IIIIIIII � � � � III 3 LL IIIIIIIIII IIIIIIIIIIII 2- IIIIIII " ' IIIIIII 1 IIIIIII ( IIIIIII 0.50 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 196 Summary for Pond P-5: Infiltration Chambers Inflow Area = 0.536 ac, 94.19% Impervious, Inflow Depth = 8.30" for 100-Year event Inflow = 4.79 cfs @ 12.07 hrs, Volume= 0.371 of Outflow = 0.48 cfs @ 11.58 hrs, Volume= 0.371 af, Atten= 90%, Lag= 0.0 min Discarded = 0.48 cfs @ 11.58 hrs, Volume= 0.371 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 24.66' @ 12.77 hrs Surf.Area= 2,533 sf Storage= 5,218 cf Plug-Flow detention time= 69.8 min calculated for 0.371 of(100% of inflow) Center-of-Mass det. time= 69.8 min ( 823.7 - 753.9 ) Volume Invert Avail.Storage Storaqe Description #1A 21.25' 2,368 cf 11.00'W x 230.28'L x 3.50'H Field A 8,866 cf Overall - 2,946 cf Embedded = 5,920 cf x 40.0% Voids #2A 21.75' 2,946 cf ADS_StormTech SC-740 x 64 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 2 rows 5,314 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 21.25' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.48 cfs @ 11.58 hrs HW=21.29' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.48 cfs) 216-105 Post-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 197 Pond P-5: Infiltration Chambers - Chamber Wizard Field A Chamber Model = ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 2 rows 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 32 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 228.28' Row Length +12.0" End Stone x 2 = 230.28' Base Length 2 Rows x 51.0" Wide + 6.0" Spacing x 1 + 12.0" Side Stone x 2 = 11.00' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 64 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 2 Rows = 2,945.8 cf Chamber Storage 8,865.8 cf Field - 2,945.8 cf Chambers = 5,919.9 cf Stone x 40.0% Voids = 2,368.0 cf Stone Storage Chamber Storage + Stone Storage = 5,313.8 cf= 0.122 of Overall Storage Efficiency = 59.9% 64 Chambers @ $ 289.95 /ea = $ 18,556.80 328.4 cy Field Excavation @ $ 20.00 /cy = $ 6,567.24 219.3 cy Stone @ $ 20.00 /cy = $ 4,385.14 4 End Caps @ $ 59.70 = $ 238.80 Total Cost = $ 29,747.99 00 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 198 Pond P-5: Infiltration Chambers Hydrograph / ❑Inflow 5� 4.79 cfs 0 Discarded Inflow Area=0.5361 ac �I 14 Peak Elev=24.66' 4� III Storage=5,218 cf - I I I �IfiI 3 0 LL IIIIIIIIIIII 2 ' IIIIIII 1 IIIIIII IIIIIII 0.48 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 199 Summary for Pond P-6: Infiltration Chambers Inflow Area = 0.171 ac, 86.79% Impervious, Inflow Depth = 7.69" for 100-Year event Inflow = 1.48 cfs @ 12.07 hrs, Volume= 0.110 of Outflow = 0.16 cfs @ 11.64 hrs, Volume= 0.110 af, Atten= 89%, Lag= 0.0 min Discarded = 0.16 cfs @ 11.64 hrs, Volume= 0.110 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 26.70' @ 12.72 hrs Surf.Area= 832 sf Storage= 1,564 cf Plug-Flow detention time= 65.3 min calculated for 0.110 of(100% of inflow) Center-of-Mass det. time= 65.3 min ( 837.2 - 771.9 ) Volume Invert Avail.Storage Storaqe Description #1A 23.50' 416 cf 6.25'W x 66.52'L x 3.50'H Field A 1,455 cf Overall - 416 cf Embedded = 1,039 cf x 40.0% Voids #2A 24.00' 416 cf ADS_StormTech SC-740 x 9 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows #313 23.50' 416 cf 6.25'W x 66.52'L x 3.50'H Field B 1,455 cf Overall - 416 cf Embedded = 1,039 cf x 40.0% Voids #413 24.00' 416 cf ADS_StormTech SC-740 x 9 Inside#3 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 1 rows 1,664 cf Total Available Storage Storage Group A created with Chamber Wizard Storage Group B created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 23.50' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.16 cfs @ 11.64 hrs HW=23.55' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.16 cfs) 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 200 Pond P-6: Infiltration Chambers - Chamber Wizard Field A Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 9 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 64.52' Row Length +12.0" End Stone x 2 = 66.52' Base Length 1 Rows x 51.0" Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 9 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 416.3 cf Chamber Storage 1,455.1 cf Field -416.3 cf Chambers = 1,038.8 cf Stone x 40.0% Voids = 415.5 cf Stone Storage Chamber Storage + Stone Storage = 831.8 cf= 0.019 of Overall Storage Efficiency = 57.2% 9 Chambers @ $ 289.95 /ea = $ 2,609.55 53.9 cy Field Excavation @ $ 20.00 /cy = $ 1,077.87 38.5 cy Stone @ $ 20.00 /cy = $ 769.50 2 End Caps @ $ 59.70 = $ 119.40 Total Cost = $ 4,576.32 0 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 201 Pond P-6: Infiltration Chambers - Chamber Wizard Field B Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 9 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 64.52' Row Length +12.0" End Stone x 2 = 66.52' Base Length 1 Rows x 51.0" Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 9 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 416.3 cf Chamber Storage 1,455.1 cf Field -416.3 cf Chambers = 1,038.8 cf Stone x 40.0% Voids = 415.5 cf Stone Storage Chamber Storage + Stone Storage = 831.8 cf= 0.019 of Overall Storage Efficiency = 57.2% 9 Chambers @ $ 289.95 /ea = $ 2,609.55 53.9 cy Field Excavation @ $ 20.00 /cy = $ 1,077.87 38.5 cy Stone @ $ 20.00 /cy = $ 769.50 Total Cost = $ 4,456.92 0 216-105 Post-Development (Final) Type 111 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCADO 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Page 202 Pond P-6: Infiltration Chambers Hydrograph � IllllllllIIII1 111 � flow 1.48 cfs � [ID scarded Ir flow i4r�a=6b 171 ac l l Oeak IEie"26JW l l l l gtb�a&:�115164 d ,��� Illlllllii IIIIIIIIIIIIIIIII IIIIIIIIII � � � IIIIIIIIIIIIIII 3 - 0 LL IIIIIIIIII IIIIIIIIIIIIIII IIIIIIII � IIIII � � � � IIIIII ( IIIII ( III � IIIIIII 0.16 cfs tl 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HvdroCAD® 10.00-14 s/n 00452 ©2015 HvdroCAD Software Solutions LLC Page 203 Summary for Pond P-7: Infiltration Chambers Inflow Area = 0.039 ac, 69.66% Impervious, Inflow Depth = 6.47" for 100-Year event Inflow = 0.30 cfs @ 12.07 hrs, Volume= 0.021 of Outflow = 0.04 cfs @ 11.68 hrs, Volume= 0.021 af, Atten= 88%, Lag= 0.0 min Discarded = 0.04 cfs @ 11.68 hrs, Volume= 0.021 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs /4 Peak Elev= 27.45' @ 12.63 hrs Surf.Area= 193 sf Storage= 292 cf Plug-Flow detention time= 53.4 min calculated for 0.021 of(100% of inflow) Center-of-Mass det. time= 53.4 min ( 851.4 - 798.0 ) Volume Invert Avail.Storage Storaqe Description #1A 25.00' 196 cf 6.25'W x 30.92'L x 3.50'H Field A 676 cf Overall - 187 cf Embedded = 490 cf x 40.0% Voids #2A 25.50' 187 cf ADS_StormTech SC-740 x 4 Inside#1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Lenqth Adjustment= +0.44' x 6.45 sf x 1 rows 383 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routinq Invert Outlet Devices #1 Discarded 25.00' 8.270 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.04 cfs @ 11.68 hrs HW=25.04' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 204 Pond P-7: Infiltration Chambers - Chamber Wizard Field A Chamber Model=ADS_StormTechSC-740(ADS StormTech®SC-740) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.121 = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap Row Length Adjustment= +0.44' x 6.45 sf x 1 rows 4 Chambers/Row x 7.12' Long +0.44' Row Adjustment = 28.92' Row Length +12.0" End Stone x 2 = 30.92' Base Length 1 Rows x 51.0" Wide + 12.0" Side Stone x 2 = 6.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover= 3.50' Field Height 4 Chambers x 45.9 cf +0.44' Row Adjustment x 6.45 sf x 1 Rows = 186.6 cf Chamber Storage 676.4 cf Field - 186.6 cf Chambers = 489.8 cf Stone x 40.0% Voids = 195.9 cf Stone Storage Chamber Storage + Stone Storage = 382.5 cf= 0.009 of Overall Storage Efficiency = 56.6% 4 Chambers @ $ 289.95 /ea = $ 1,159.80 25.1 cy Field Excavation @ $ 20.00 /cy = $ 501.02 18.1 cy Stone @ $ 20.00 /cy = $ 362.80 10 End Caps @ $ 59.70 = $ 597.00 Total Cost = $ 2,620.62 216-105 Post-Development (Final) Type/1/ 24-hr 100-Year Rainfall=8.90" Prepared by McKenzie Engineering Group, Inc. HydroCAD® 10.00-14 s/n 00452 ©2015 HydroCAD Software Solutions LLC Paqe 205 Pond P-7: Infiltration Chambers Hydrograph ❑Inflow 0.32�-/ 10.30 cfs 0 Discarded 0.3� -- Inflow Area=0.039 ac 0.28-_�/ J_I H 1- rt H H �_� Peak Elev=27.45' 0.26—/ r- 0.24 H H fi fi H H H Storage=292 cf 0.22?/0.2�/ 14 1 ! IA H + I + 14 0.18 3 0.16-f`/ � LL0.14� � M DTT7 FITITITI _ _t 0.12� 0.1 H H H H HTITIrtH 0.08-�/ 0.06_�/ H H s H 1-I HI H H _ 0.04 cf 0.04- 0.02 / 0 .................:...:...:...:............... .... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) APPENDIX C Soil Testing Data Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal A. Facility Information Amstel Heritage Watertown, LLC Owner Name 385 Pleasant Street Map 221/Lots 31D, 310, 35A Street Address Map/Lot# Watertown MA 02472 City State Zip Code B. Site Information 1. (Check one) ❑ New Construction ❑ Upgrade ❑ Repair 2. Soil Survey Available? ® Yes ❑ No If yes: Web Soil Survey 602 Source Soil Map Unit Urban Land Soil Name Soil Limitations Outwash Geologic/Parent Material Landform 3. Surficial Geological Report Available? ❑ Yes ® No If yes: Year Published/Source Publication Scale Map Unit 4. Flood Rate Insurance Map Above the 500-year flood boundary? ® Yes ❑ No Within the 100-year flood boundary? ❑ Yes ® No If Yes,continue to#5. 5. Within a velocity zone? ❑ Yes ® No 6. Within a Mapped Wetland Area? ❑ Yes ❑ No MassGIS Wetland Data Layer: Wetland Type 7. Current Water Resource Conditions (USGS): March 2017 Range: ❑ Above Normal ® Normal ❑ Below Normal Month/Year 8. Other references reviewed: TP-1 &TP-2.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 1 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (minimum of two holes required at every proposed primary and reserve disposal area) Deep Observation Hole Number: TP-1 3/21/17 8:30 AM Cloudy 45 degrees Date Time Weather 1. Location Ground Elevation at Surface of Hole: 31.0+/- Latitude/Longitude: 42 22' 1.4" / 71 12' 11.5" feet Description of Location: 2. Land Use Urban/Commercial None 5-8% (e.g.,woodland,agricultural field,vacant lot,etc.) Surface Stones(e.g.,cobbles,stones,boulders,etc.) Slope(%) Urban area/Pavement Vegetation Landform Position on Landscape(SU,SH, BS, FS,TS) 3. Distances from: Open Water Body >100' Drainage Way >100' Wetlands >100' feet feet feet Property Line 15'+/- Drinking Water Well >100' Other feet feet feet 4. Parent Material: Outwash Unsuitable Materials Present: ❑ Yes ® No If Yes: ❑ Disturbed Soil ❑ Fill Material ❑ Impervious Layer(s) ❑ Weathered/Fractured Rock ❑ Bedrock 5. Groundwater Observed: ❑ Yes ® No If yes: Depth Weeping from Pit Depth Standing Water in Hole Estimated Depth to High Groundwater: inches elevation TP-1 &TP-2.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 2 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: TP-1 Redoximorphic Features Coarse Fragments Soil Horizon/Soil Matrix:Color- Soil Texture /o by Volume Soil Depth(in.) Layer Moist(Munsell) (USDA) Cobbles Soil Structure Consistence Other Depth Color Percent Gravel (Moist) &Stones 0"-2" F1 Pavement 2"-15" F2 Fill Black gray. sand 15"-23" F3 Fill 23"-44" C1 2.5Y5/3 Fine loamy <5% <5% Granular Very sand friable 44"-99" C2 2.5Y4/4 Sand 5-10% 5% Single grain Loose Med- coarse 99"-104" C3 2.5Y4/4 Loamy sand 5-10% 15-20% Firm in place Many cobbles Additional Notes: TP-1 &TP-2.doc-rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal -Page 3 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: TP-2 3/21/17 9:10 AM Cloudy 45 degrees Date Time Weather 1. Location Ground Elevation at Surface of Hole: 31.0+/- Latitude/Longitude: 42 22' 2.2" / 71 12' 9.4" feet 2. Land Use Urban/Commercial None 1-3% (e.g.,woodland,agricultural field,vacant lot,etc.) Surface Stones(e.g.,cobbles,stones,boulders,etc.) Slope(%) Urban area/Pavement Vegetation Landform Position on Landscape(SU,SH, BS, FS, 3. Distances from: Open Water Body >100' Drainage Way >100' Wetlands >100' feet feet feet Property Line 15'+/- Drinking Water Well >100' Other feet feet feet 4. Parent Material: Outwash Unsuitable Materials Present: ❑ Yes ® No If Yes: ❑ Disturbed Soil ❑ Fill Material ❑ Impervious Layer(s) ❑ Weathered/Fractured Rock ❑ Bedrock 5. Groundwater Observed: ❑ Yes ® No If yes: Depth Weeping from Pit Depth Standing Water in Hole Estimated Depth to High Groundwater: inches elevation TP-1 &TP-2.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 4 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: TP-2 Redoximorphic Features Coarse Fragments Soil Horizon/Soil Matrix:Color- Soil Texture /o by Volume Soil Depth(in.) Layer Moist(Munsell) (USDA) Cobbles Soil Structure Consistence Other Depth Color Percent Gravel (Moist) &Stones 0"-14" F1 Fill 14"-22" F2 Fill 22"-35" C1 2.5Y4/4 Sand 15-20% 10% Single grain Loose 35"-76" C2 2.5Y6/3 Fine sand <5% <5% Granular Very friable 76"-88" C3 2.5Y4/4 Coarse sand 15-20% 15% Single grain Loose 88"-96" C4 2.5Y4/4 Coarse sand 30-40% 30% Granular Friable Many cobbles Additional Notes: TP-1 &TP-2.doc-rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal -Page 5 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal D. Determination of High Groundwater Elevation 1. Method Used: Obs. Hole#TP-1 Obs. Hole#TP-2 ® Depth observed standing water in observation hole >104" >96" inches inches ❑ Depth weeping from side of observation hole inches inches ❑ Depth to soil redoximorphic features (mottles) inches inches ❑ Depth to adjusted seasonal high groundwater(Sh) (USGS methodology) inches inches Index Well Number Reading Date Sh = Sc—[Sr X (OWc—OWmax)/OWrl Obs. Hole# Sc Sr OWc OWmax OWr Sh Obs. Hole# Sc Sr OWc OWmax OWr Sh E. Depth of Pervious Material 1. Depth of Naturally Occurring Pervious Material a. Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? ❑ Yes ❑ No b. If yes, at what depth was it observed? Upper boundary: Lower boundary: inches inches c. If no, at what depth was impervious material observed? Upper boundary: Lower boundary: inches inches TP-1 &TP-2.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 6 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal F. Board of Health Witness Name of Board of Health Witness Board of Health G. Soil Evaluator Certification I certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct soil evaluations and that the above analysis has been performed by me consistent with the required training, expertise and experience described in 310 CMR 15.017. 1 further certify that the results of my soil evaluation, as indicated in the attached Soil Evaluation Form, are accurate and in accordance with 310 CMR 15.100 through 15.107. March 21, 2017 Signature of Soil Evaluator Date Alan W. Loomis, Soil Evaluator#1405 June 30, 2019 Typed or Printed Name of Soil Evaluator/License# Expiration Date of License Note: In accordance with 310 CMR 15.018(2)this form must be submitted to the approving authority within 60 days of the date of field testing, and to the designer and the property owner with Percolation Test Form 12. TP-1 &TP-2.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 7 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Field Diagrams Use this sheet for field diagrams: TP-1 &TP-2.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 8 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal A. Facility Information Amstel Heritage Watertown, LLC Owner Name 385 Pleasant Street Map 221/Lots 31D, 310, 35A Street Address Map/Lot# Watertown MA 02472 City State Zip Code B. Site Information 1. (Check one) ❑ New Construction ❑ Upgrade ❑ Repair 2. Soil Survey Available? ® Yes ❑ No If yes: Web Soil Survey 602 Source Soil Map Unit Urban Land Soil Name Soil Limitations Outwash Geologic/Parent Material Landform 3. Surficial Geological Report Available? ❑ Yes ® No If yes: Year Published/Source Publication Scale Map Unit 4. Flood Rate Insurance Map Above the 500-year flood boundary? ® Yes ❑ No Within the 100-year flood boundary? ❑ Yes ® No If Yes,continue to#5. 5. Within a velocity zone? ❑ Yes ® No 6. Within a Mapped Wetland Area? ❑ Yes ❑ No MassGIS Wetland Data Layer: Wetland Type 7. Current Water Resource Conditions (USGS): March 2017 Range: ❑ Above Normal ® Normal ❑ Below Normal Month/Year 8. Other references reviewed: TP-3&TP-4.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 1 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (minimum of two holes required at every proposed primary and reserve disposal area) Deep Observation Hole Number: TP-3 3/21/17 9:55 AM Cloudy 45 degrees Date Time Weather 1. Location Ground Elevation at Surface of Hole: 30.9+/- Latitude/Longitude: 42 22' 2.6" / 71 12' 8.0" feet Description of Location: 2. Land Use Urban/Commercial None 5-8% (e.g.,woodland,agricultural field,vacant lot,etc.) Surface Stones(e.g.,cobbles,stones,boulders,etc.) Slope(%) Urban area/Pavement Vegetation Landform Position on Landscape(SU,SH, BS, FS,TS) 3. Distances from: Open Water Body >100' Drainage Way >100' Wetlands >100' feet feet feet Property Line 15'+/- Drinking Water Well >100' Other feet feet feet 4. Parent Material: Outwash Unsuitable Materials Present: ❑ Yes ® No If Yes: ❑ Disturbed Soil ❑ Fill Material ❑ Impervious Layer(s) ❑ Weathered/Fractured Rock ❑ Bedrock 5. Groundwater Observed: ❑ Yes ® No If yes: Depth Weeping from Pit Depth Standing Water in Hole Estimated Depth to High Groundwater: inches elevation TP-3&TP-4.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 2 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: TP-3 Redoximorphic Features Coarse Fragments Soil Horizon/Soil Matrix:Color- Soil Texture /o by Volume Soil Depth(in.) Layer Moist(Munsell) (USDA) Cobbles Soil Structure Consistence Other Depth Color Percent Gravel (Moist) &Stones 0"-24" F1 Fill 24"-112" C1 2.5Y5/4 Sand 30-40% 15% Single grain Loose Very gravelly 112"-116" C2 2.5Y5/4 Loamy sand 25-30% 40% Granular Friable Many cobbles Additional Notes: TP-3&TP-4.doc-rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal -Page 3 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: TP-4 3/21/17 10:15 AM Cloudy 45 degrees Date Time Weather 1. Location Ground Elevation at Surface of Hole: 30.0+/- Latitude/Longitude: 42 22' 3.2" / 71 12' 5.8" feet 2. Land Use Urban/Commercial None 3-5% (e.g.,woodland,agricultural field,vacant lot,etc.) Surface Stones(e.g.,cobbles,stones,boulders,etc.) Slope(%) Urban area/Pavement Vegetation Landform Position on Landscape(SU,SH, BS, FS, 3. Distances from: Open Water Body >100' Drainage Way >100' Wetlands >100' feet feet feet Property Line 25'+/- Drinking Water Well >100' Other feet feet feet 4. Parent Material: Outwash Unsuitable Materials Present: ❑ Yes ® No If Yes: ❑ Disturbed Soil ❑ Fill Material ❑ Impervious Layer(s) ❑ Weathered/Fractured Rock ❑ Bedrock 5. Groundwater Observed: ❑ Yes ® No If yes: Depth Weeping from Pit Depth Standing Water in Hole Estimated Depth to High Groundwater: inches elevation TP-3&TP-4.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 4 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: TP-4 Redoximorphic Features Coarse Fragments Soil Horizon/Soil Matrix:Color- Soil Texture /o by Volume Soil Depth(in.) Layer Moist(Munsell) (USDA) Cobbles Soil Structure Consistence Other Depth Color Percent Gravel (Moist) &Stones 0"-90" F1 Fill 90"-100" A 10YR3/3 Sandy loam 5-10% 10% Massive Friable 100"-126" Bw 10YR4/6 Sandy loam 15-20% 10% Massive Friable 126"-138" C1 2.5Y5/4 Sand 5-10% 5% Single grain Loose Medium Additional Notes: TP-3&TP-4.doc-rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal -Page 5 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal D. Determination of High Groundwater Elevation 1. Method Used: Obs. Hole#TP-3 Obs. Hole#TP-4 ® Depth observed standing water in observation hole >116" >138" inches inches ❑ Depth weeping from side of observation hole inches inches ❑ Depth to soil redoximorphic features (mottles) inches inches ❑ Depth to adjusted seasonal high groundwater(Sh) (USGS methodology) inches inches Index Well Number Reading Date Sh = Sc—[Sr X (OWc—OWmax)/OWrl Obs. Hole# Sc Sr OWc OWmax OWr Sh Obs. Hole# Sc Sr OWc OWmax OWr Sh E. Depth of Pervious Material 1. Depth of Naturally Occurring Pervious Material a. Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? ❑ Yes ❑ No b. If yes, at what depth was it observed? Upper boundary: Lower boundary: inches inches c. If no, at what depth was impervious material observed? Upper boundary: Lower boundary: inches inches TP-3&TP-4.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 6 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal F. Board of Health Witness Name of Board of Health Witness Board of Health G. Soil Evaluator Certification I certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct soil evaluations and that the above analysis has been performed by me consistent with the required training, expertise and experience described in 310 CMR 15.017. 1 further certify that the results of my soil evaluation, as indicated in the attached Soil Evaluation Form, are accurate and in accordance with 310 CMR 15.100 through 15.107. March 21, 2017 Signature of Soil Evaluator Date Alan W. Loomis, Soil Evaluator#1405 June 30, 2019 Typed or Printed Name of Soil Evaluator/License# Expiration Date of License Note: In accordance with 310 CMR 15.018(2)this form must be submitted to the approving authority within 60 days of the date of field testing, and to the designer and the property owner with Percolation Test Form 12. TP-3&TP-4.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 7 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Field Diagrams Use this sheet for field diagrams: TP-3&TP-4.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 8 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal A. Facility Information Amstel Heritage Watertown, LLC Owner Name 385 Pleasant Street Map 221/Lots 31D, 310, 35A Street Address Map/Lot# Watertown MA 02472 City State Zip Code B. Site Information 1. (Check one) ❑ New Construction ❑ Upgrade ❑ Repair 2. Soil Survey Available? ® Yes ❑ No If yes: Web Soil Survey 602 Source Soil Map Unit Urban Land Soil Name Soil Limitations Outwash Geologic/Parent Material Landform 3. Surficial Geological Report Available? ❑ Yes ® No If yes: Year Published/Source Publication Scale Map Unit 4. Flood Rate Insurance Map Above the 500-year flood boundary? ® Yes ❑ No Within the 100-year flood boundary? ❑ Yes ® No If Yes,continue to#5. 5. Within a velocity zone? ❑ Yes ® No 6. Within a Mapped Wetland Area? ❑ Yes ❑ No MassGIS Wetland Data Layer: Wetland Type 7. Current Water Resource Conditions (USGS): March 2017 Range: ❑ Above Normal ® Normal ❑ Below Normal Month/Year 8. Other references reviewed: TP-5&TP-6.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 1 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (minimum of two holes required at every proposed primary and reserve disposal area) Deep Observation Hole Number: TP-5 3/21/17 10:45 AM Cloudy 45 degrees Date Time Weather 1. Location Ground Elevation at Surface of Hole: 17.2+/- Latitude/Longitude: 42 22'4.4" / 71 12' 0.4" feet Description of Location: 2. Land Use Urban/Commercial None 1-3% (e.g.,woodland,agricultural field,vacant lot,etc.) Surface Stones(e.g.,cobbles,stones,boulders,etc.) Slope(%) Urban area/Pavement Vegetation Landform Position on Landscape(SU,SH, BS, FS,TS) 3. Distances from: Open Water Body >100' Drainage Way >100' Wetlands >100' feet feet feet Property Line 8'+/- Drinking Water Well >100' Other feet feet feet 4. Parent Material: Outwash Unsuitable Materials Present: ❑ Yes ® No If Yes: ❑ Disturbed Soil ❑ Fill Material ❑ Impervious Layer(s) ❑ Weathered/Fractured Rock ❑ Bedrock 5. Groundwater Observed: ® Yes ❑ No If yes: 94" Depth Weeping from Pit Depth Standing Water in Hole Estimated Depth to High Groundwater: 78" 10.7+/- inches elevation TP-5&TP-6.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 2 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: TP-5 Redoximorphic Features Coarse Fragments Soil Horizon/Soil Matrix:Color- Soil Texture /o by Volume Soil Depth(in.) Layer Moist(Munsell) (USDA) Cobbles Soil Structure Consistence Other Depth Color Percent Gravel (Moist) &Stones 0"-48" F1 Fill 48"-63" Bw 10YR4/6 Sandy loam 5-10% 10% Massive Friable 63"-96" C1 2.5Y4/4 78" Faint Sand 30-40% 25% Single grain Loose Coarse Additional Notes: TP-5&TP-6.doc-rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal -Page 3 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: TP-6 3/21/17 11:05 AM Cloudy 45 degrees Date Time Weather 1. Location Ground Elevation at Surface of Hole: 16.8+/- Latitude/Longitude: 42 22'4.0" / 71 12' 1.5" feet 2. Land Use Urban/Commercial None 1-3% (e.g.,woodland,agricultural field,vacant lot,etc.) Surface Stones(e.g.,cobbles,stones,boulders,etc.) Slope(%) Urban area/Pavement Vegetation Landform Position on Landscape(SU,SH, BS, FS, 3. Distances from: Open Water Body >100' Drainage Way >100' Wetlands >100' feet feet feet Property Line 10'+/- Drinking Water Well >100' Other feet feet feet 4. Parent Material: Outwash Unsuitable Materials Present: ❑ Yes ® No If Yes: ❑ Disturbed Soil ❑ Fill Material ❑ Impervious Layer(s) ❑ Weathered/Fractured Rock ❑ Bedrock 5. Groundwater Observed: ❑ Yes ® No If yes: 86" 94" Depth Weeping from Pit Depth Standing Water in Hole Estimated Depth to High Groundwater: 64" 11.5+/- inches elevation TP-5&TP-6.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 4 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: TP-6 Redoximorphic Features Coarse Fragments Soil Horizon/Soil Matrix:Color- Soil Texture /o by Volume Soil Depth(in.) Layer Moist(Munsell) (USDA) Cobbles Soil Structure Consistence Other Depth Color Percent Gravel (Moist) &Stones 0"-36" F1 Fill 36"-42" A 10YR3/3 Sandy loam 5-10% 5% Massive Friable 42"-62" Bw 1OYR4/6 Sandy loam 5-10% 10% Massive Friable 62"-96" C1 2.5Y4/4 64" Sand 25-30% 20% Single grain Loose Coarse Additional Notes: TP-5&TP-6.doc-rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal -Page 5 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal D. Determination of High Groundwater Elevation 1. Method Used: Obs. Hole#TP-5 Obs. Hole#TP-6 ❑ Depth observed standing water in observation hole inches inches ❑ Depth weeping from side of observation hole inches inches ® Depth to soil redoximorphic features (mottles) 78" 64" inches inches ❑ Depth to adjusted seasonal high groundwater(Sh) (USGS methodology) inches inches Index Well Number Reading Date Sh = Sc—[Sr X (OWc—OWmax)/OWrl Obs. Hole# Sc Sr OWc OWmax OWr Sh Obs. Hole# Sc Sr OWc OWmax OWr Sh E. Depth of Pervious Material 1. Depth of Naturally Occurring Pervious Material a. Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? ❑ Yes ❑ No b. If yes, at what depth was it observed? Upper boundary: Lower boundary: inches inches c. If no, at what depth was impervious material observed? Upper boundary: Lower boundary: inches inches TP-5&TP-6.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 6 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal F. Board of Health Witness Name of Board of Health Witness Board of Health G. Soil Evaluator Certification I certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct soil evaluations and that the above analysis has been performed by me consistent with the required training, expertise and experience described in 310 CMR 15.017. 1 further certify that the results of my soil evaluation, as indicated in the attached Soil Evaluation Form, are accurate and in accordance with 310 CMR 15.100 through 15.107. March 21, 2017 Signature of Soil Evaluator Date Alan W. Loomis, Soil Evaluator#1405 June 30, 2019 Typed or Printed Name of Soil Evaluator/License# Expiration Date of License Note: In accordance with 310 CMR 15.018(2)this form must be submitted to the approving authority within 60 days of the date of field testing, and to the designer and the property owner with Percolation Test Form 12. TP-5&TP-6.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 7 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Field Diagrams Use this sheet for field diagrams: TP-5&TP-6.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 8 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal A. Facility Information Amstel Heritage Watertown, LLC Owner Name 385 Pleasant Street Map 221/Lots 31D, 310, 35A Street Address Map/Lot# Watertown MA 02472 City State Zip Code B. Site Information 1. (Check one) ❑ New Construction ❑ Upgrade ❑ Repair 2. Soil Survey Available? ® Yes ❑ No If yes: Web Soil Survey 602 Source Soil Map Unit Urban Land Soil Name Soil Limitations Outwash Geologic/Parent Material Landform 3. Surficial Geological Report Available? ❑ Yes ® No If yes: Year Published/Source Publication Scale Map Unit 4. Flood Rate Insurance Map Above the 500-year flood boundary? ® Yes ❑ No Within the 100-year flood boundary? ❑ Yes ® No If Yes,continue to#5. 5. Within a velocity zone? ❑ Yes ® No 6. Within a Mapped Wetland Area? ❑ Yes ❑ No MassGIS Wetland Data Layer: Wetland Type 7. Current Water Resource Conditions (USGS): March 2017 Range: ❑ Above Normal ® Normal ❑ Below Normal Month/Year 8. Other references reviewed: TP-7&TP-8.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 1 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (minimum of two holes required at every proposed primary and reserve disposal area) Deep Observation Hole Number: TP-7 3/21/17 11:25 AM Cloudy 45 degrees Date Time Weather 1. Location Ground Elevation at Surface of Hole: 17.2+/- Latitude/Longitude: 42 22' 3.7" / 71 12' 2.7" feet Description of Location: 2. Land Use Urban/Commercial None 1-3% (e.g.,woodland,agricultural field,vacant lot,etc.) Surface Stones(e.g.,cobbles,stones,boulders,etc.) Slope(%) Urban area/Pavement Vegetation Landform Position on Landscape(SU,SH, BS, FS,TS) 3. Distances from: Open Water Body >100' Drainage Way >100' Wetlands >100' feet feet feet Property Line 15'+/- Drinking Water Well >100' Other feet feet feet 4. Parent Material: Outwash Unsuitable Materials Present: ❑ Yes ® No If Yes: ❑ Disturbed Soil ❑ Fill Material ❑ Impervious Layer(s) ❑ Weathered/Fractured Rock ❑ Bedrock 5. Groundwater Observed: ® Yes ❑ No If yes: 64" Depth Weeping from Pit Depth Standing Water in Hole Estimated Depth to High Groundwater: 64" 11.9+/- inches elevation TP-7&TP-8.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 2 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: TP-7 Redoximorphic Features Coarse Fragments Soil Horizon/Soil Matrix:Color- Soil Texture /o by Volume Soil Depth(in.) Layer Moist(Munsell) (USDA) Cobbles Soil Structure Consistence Other Depth Color Percent Gravel (Moist) &Stones 0"-72" F1 Fill 72"-96" C1 2.5Y4/4 Sandy loam 5-10% 10% Massive Friable Silty Additional Notes: TP-7&TP-8.doc-rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal -Page 3 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: TP-8 3/21/17 11:45 AM Cloudy 45 degrees Date Time Weather 1. Location Ground Elevation at Surface of Hole: 17.2+/- Latitude/Longitude: 42 22' 3.4" / 71 12' 3.5" feet 2. Land Use Urban/Commercial None 1-3% (e.g.,woodland,agricultural field,vacant lot,etc.) Surface Stones(e.g.,cobbles,stones,boulders,etc.) Slope(%) Urban area/Pavement Vegetation Landform Position on Landscape(SU,SH, BS, FS, 3. Distances from: Open Water Body >100' Drainage Way >100' Wetlands >100' feet feet feet Property Line 10'+/- Drinking Water Well >100' Other feet feet feet 4. Parent Material: Outwash Unsuitable Materials Present: ❑ Yes ® No If Yes: ❑ Disturbed Soil ❑ Fill Material ❑ Impervious Layer(s) ❑ Weathered/Fractured Rock ❑ Bedrock 5. Groundwater Observed: ❑ Yes ® No If yes: 70" Depth Weeping from Pit Depth Standing Water in Hole Estimated Depth to High Groundwater: 70" 11.4+/- inches elevation TP-7&TP-8.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 4 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: TP-8 Redoximorphic Features Coarse Fragments Soil Horizon/Soil Matrix:Color- Soil Texture /o by Volume Soil Depth(in.) Layer Moist(Munsell) (USDA) Cobbles Soil Structure Consistence Other Depth Color Percent Gravel (Moist) &Stones 0"-84" F1 Fill 84"-96" C1 2.5Y4/4 84" Many Silty lay loam 5-10% 5% Massive Friable Firm in place Sticky Additional Notes: TP-7&TP-8.doc-rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal -Page 5 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal D. Determination of High Groundwater Elevation 1. Method Used: Obs. Hole#TP-7 Obs. Hole#TP-8 ® Depth observed standing water in observation hole 64" 70" inches inches ❑ Depth weeping from side of observation hole inches inches ❑ Depth to soil redoximorphic features (mottles) inches inches ❑ Depth to adjusted seasonal high groundwater(Sh) (USGS methodology) inches inches Index Well Number Reading Date Sh = Sc—[Sr X (OWc—OWmax)/OWrl Obs. Hole# Sc Sr OWc OWmax OWr Sh Obs. Hole# Sc Sr OWc OWmax OWr Sh E. Depth of Pervious Material 1. Depth of Naturally Occurring Pervious Material a. Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? ❑ Yes ❑ No b. If yes, at what depth was it observed? Upper boundary: Lower boundary: inches inches c. If no, at what depth was impervious material observed? Upper boundary: Lower boundary: inches inches TP-7&TP-8.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 6 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal F. Board of Health Witness Name of Board of Health Witness Board of Health G. Soil Evaluator Certification I certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct soil evaluations and that the above analysis has been performed by me consistent with the required training, expertise and experience described in 310 CMR 15.017. 1 further certify that the results of my soil evaluation, as indicated in the attached Soil Evaluation Form, are accurate and in accordance with 310 CMR 15.100 through 15.107. March 21, 2017 Signature of Soil Evaluator Date Alan W. Loomis, Soil Evaluator#1405 June 30, 2019 Typed or Printed Name of Soil Evaluator/License# Expiration Date of License Note: In accordance with 310 CMR 15.018(2)this form must be submitted to the approving authority within 60 days of the date of field testing, and to the designer and the property owner with Percolation Test Form 12. TP-7&TP-8.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 7 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Field Diagrams Use this sheet for field diagrams: TP-7&TP-8.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 8 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal A. Facility Information Amstel Heritage Watertown, LLC Owner Name 385 Pleasant Street Map 221/Lots 31D, 310, 35A Street Address Map/Lot# Watertown MA 02472 City State Zip Code B. Site Information 1. (Check one) ❑ New Construction ❑ Upgrade ❑ Repair 2. Soil Survey Available? ® Yes ❑ No If yes: Web Soil Survey 602 Source Soil Map Unit Urban Land Soil Name Soil Limitations Outwash Geologic/Parent Material Landform 3. Surficial Geological Report Available? ❑ Yes ® No If yes: Year Published/Source Publication Scale Map Unit 4. Flood Rate Insurance Map Above the 500-year flood boundary? ® Yes ❑ No Within the 100-year flood boundary? ❑ Yes ® No If Yes,continue to#5. 5. Within a velocity zone? ❑ Yes ® No 6. Within a Mapped Wetland Area? ❑ Yes ❑ No MassGIS Wetland Data Layer: Wetland Type 7. Current Water Resource Conditions (USGS): March 2017 Range: ❑ Above Normal ® Normal ❑ Below Normal Month/Year 8. Other references reviewed: TP-9&TP-10.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 1 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (minimum of two holes required at every proposed primary and reserve disposal area) Deep Observation Hole Number: TP-9 3/21/17 12:10 PM Cloudy 45 degrees Date Time Weather 1. Location Ground Elevation at Surface of Hole: 17.5+/- Latitude/Longitude: 42 22' 3.2" / 71 12'4.4" feet Description of Location: 2. Land Use Urban/Commercial None 1-3% (e.g.,woodland,agricultural field,vacant lot,etc.) Surface Stones(e.g.,cobbles,stones,boulders,etc.) Slope(%) Urban area/Pavement Vegetation Landform Position on Landscape(SU,SH, BS, FS,TS) 3. Distances from: Open Water Body >100' Drainage Way >100' Wetlands >100' feet feet feet Property Line 10'+/- Drinking Water Well >100' Other feet feet feet 4. Parent Material: Outwash Unsuitable Materials Present: ❑ Yes ® No If Yes: ❑ Disturbed Soil ❑ Fill Material ❑ Impervious Layer(s) ❑ Weathered/Fractured Rock ❑ Bedrock 5. Groundwater Observed: ® Yes ❑ No If yes: 72" Depth Weeping from Pit Depth Standing Water in Hole Estimated Depth to High Groundwater: 68" 11.8+/- inches elevation TP-9&TP-10.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 2 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: TP-9 Redoximorphic Features Coarse Fragments Soil Horizon/Soil Matrix:Color- Soil Texture /o by Volume Soil Depth(in.) Layer Moist(Munsell) (USDA) Cobbles Soil Structure Consistence Other Depth Color Percent Gravel (Moist) &Stones 0"-68" F1 Fill 68"-84" C1 2.5Y4/4 68" Many Sandy loam 5-10% 5% Massive Moderately Firm in friable place Additional Notes: TP-9&TP-10.doc-rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal -Page 3 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: TP-10 3/21/17 12:52 AM Cloudy 45 degrees Date Time Weather 1. Location Ground Elevation at Surface of Hole: 17.2+/- Latitude/Longitude: 42 22'4.8" / 71 12' 0.0" feet 2. Land Use Urban/Commercial None 1-3% (e.g.,woodland,agricultural field,vacant lot,etc.) Surface Stones(e.g.,cobbles,stones,boulders,etc.) Slope(%) Urban area/Pavement Vegetation Landform Position on Landscape(SU,SH, BS, FS, 3. Distances from: Open Water Body >100' Drainage Way >100' Wetlands >100' feet feet feet Property Line 25'+/- Drinking Water Well >100' Other feet feet feet 4. Parent Material: Outwash Unsuitable Materials Present: ❑ Yes ® No If Yes: ❑ Disturbed Soil ❑ Fill Material ❑ Impervious Layer(s) ❑ Weathered/Fractured Rock ❑ Bedrock 5. Groundwater Observed: ❑ Yes ® No If yes: 1001, 105" Depth Weeping from Pit Depth Standing Water in Hole Estimated Depth to High Groundwater: 70" 11.4+/- inches elevation TP-9&TP-10.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 4 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: TP-10 Redoximorphic Features Coarse Fragments Soil Horizon/Soil Matrix:Color- Soil Texture /o by Volume Soil Depth(in.) Layer Moist(Munsell) (USDA) Cobbles Soil Structure Consistence Other Depth Color Percent Gravel (Moist) &Stones 0"42" F1 Fill 42"-50" A 10YR3/3 Sandy loam 5-10% 5% Massive Friable 50"-64" Bw 10YR4/6 Sandy loam 5-10% 10% Granular Friable 64"-108" C1 2.5Y5/4 70" Faint 25-30% 20% Single grain Loose Coarse, V. gravelly Additional Notes: TP-9&TP-10.doc-rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal -Page 5 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal D. Determination of High Groundwater Elevation 1. Method Used: Obs. Hole#TP-9 Obs. Hole#TP-10 ❑ Depth observed standing water in observation hole inches inches ❑ Depth weeping from side of observation hole inches inches ® Depth to soil redoximorphic features (mottles) 68" 70" inches inches ❑ Depth to adjusted seasonal high groundwater(Sh) (USGS methodology) inches inches Index Well Number Reading Date Sh = Sc—[Sr X (OWc—OWmax)/OWrl Obs. Hole# Sc Sr OWc OWmax OWr Sh Obs. Hole# Sc Sr OWc OWmax OWr Sh E. Depth of Pervious Material 1. Depth of Naturally Occurring Pervious Material a. Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? ❑ Yes ❑ No b. If yes, at what depth was it observed? Upper boundary: Lower boundary: inches inches c. If no, at what depth was impervious material observed? Upper boundary: Lower boundary: inches inches TP-9&TP-10.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 6 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal F. Board of Health Witness Name of Board of Health Witness Board of Health G. Soil Evaluator Certification I certify that I am currently approved by the Department of Environmental Protection pursuant to 310 CMR 15.017 to conduct soil evaluations and that the above analysis has been performed by me consistent with the required training, expertise and experience described in 310 CMR 15.017. 1 further certify that the results of my soil evaluation, as indicated in the attached Soil Evaluation Form, are accurate and in accordance with 310 CMR 15.100 through 15.107. March 21, 2017 Signature of Soil Evaluator Date Alan W. Loomis, Soil Evaluator#1405 June 30, 2019 Typed or Printed Name of Soil Evaluator/License# Expiration Date of License Note: In accordance with 310 CMR 15.018(2)this form must be submitted to the approving authority within 60 days of the date of field testing, and to the designer and the property owner with Percolation Test Form 12. TP-9&TP-10.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 7 of 8 Commonwealth of Massachusetts City/Town of Watertown Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal Field Diagrams Use this sheet for field diagrams: TP-9&TP-10.doc•rev.8/15 Form 11 —Soil Suitability Assessment for On-Site Sewage Disposal •Page 8 of 8