Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Stormwater Report - 1551 OSGOOD STREET 5/10/2005
s Warehouse of Expansion For Owner/Applicant Microwave Engineering Osgood tr°eet North over° RAINA GE REPOR T DATE: May 10, 2005 wr., MAY 13 2ooj IVORTH Aiv,t PLANNING DEFgRITMEN-j- MERRIMACK ENGINEERING 1 , Inc. 66 Park Street Andover, Massachusetts 01810 planners engineers surveyors Proposed Warehouse & Parking Lot Expansion For Owner/Applicant Microwave Engineering 1551 Osgood Street North Andover -DRAINAGE REPORT DATE: May 10, 2005 11 C-F AU Y y. k �IITrC,,ties `� .• ..vO MERRIMACK ENGINEERING SERVICES, Inc. 66 Park Street Andover, Massachusetts 01810 planners • engineers • surveyors s Table of Contents USGS Locus SCS Soil Map Introduction Pre and Post Development Analysis Appendix A: Pre and Post Drainage Areas Appendix B: Pre and Post Drainage Calculations Appendix C: Operation and Maintenance Plan Appendix D: Rainfall Data Maps/Runoff Curve Numbers Appendix E: Soil Conservation Service(SCS) Soil Classification Appendix F: Roof Water Infiltration Design Appendix G: Ten Year Storm Pipe Analysis Appendix H: Test Pit Data 1�L�►/ _ ice., � ® ash �\ ` �f► / OM .�.�—��� S�� � :� Ala , /► �...`r OUR �� NK pffij 11-51 01'alm, �• r \ .i m 'I t �' 'k'vsfs o M cam �t / ff OrN `RP y 40 4 ,`1; �. A Kelm ' 7oo000 FeET ¢� yiQ �F° y��e �� ESSECX COUNTY, MASSACH BUSETTS, NORTHEH CmB G Wr8 \\ 1� rG a �C ee PaB WnA WnB S UD / 125 P ( WrB W PaC PbD ;C PbD"•\ WnC m zi PbB ` B 6 PaC PcE Pa8,: ir AIDEN ,Pa` LID G D �� / m e Se PaB 1 WrB ILL - \ Q 1 eB WnC WnC. NnB Se Wp WeA NnB ... / i 1�c WnC PbD De / : De r [}„ 3• AgA De WnD We Wsc WnA l \�E '�� Wn / qnI Ha De Pe'�.� Nn8 yy "ti 013 / Se D\ / WnC Mc WeA De W PbB b5 HfB LID SITE )e Pe Wse AsC A/ PbD M NnA \ YW kX Ur . WnC PaB PcE WnC ^De SUB' PaD m J7 q 6 In6 l/ 'o. WnB Lr• WnC WaB �y� PbD 9 He (,V ' `'� t4 PgP Zf w ~O C ac. (D ✓'' 3 Pac RIB ^1 WnB IX �= Wn6 De PaB ge?X tt WrC fY'O PaD \ P� / WnD jx PaB PbD a � " ,\ Cbc PbD De WrB PaB �9 ... DU _ LID cue A 0'40 )X�...WrB CbB WnB d0 Z'A Rd6 PbB Wr R ER / >t PaB WrB_ PcE Pa6 LL Pt1D o $e /r 1 .., p Qa w m Ur. \ PaB Ur _ ae PaB WrB WrB PbD LeA gE 2 � . RdA Ws8 SSe an Wr8 PbQ De PaC N a. St6. Pe ,,_. PcE 0 R T H PaB D De E ot- Se Ur WrB PaD 1 PbC LeA J LeA Ur w c c ix XT PbD \\ Wy�/ PaB J�g WrB` tt, WrB WrC rgNr LAWRENCE" 189 Pbc n �i WSB PbD m MUNICIPAL AIRPORT. VVre. StB n WrB CrC ^i 'PaB SUB StB. C Ur CbB SrA .Ur Sr WsB WaA Cm8' StB, 1 .MC �. WrB_ zx ...LAKE UD PaC ' r p m COCHCHEWICK I �z; :Le6 PaB-m z (n I P'D VYri� C+ P8D " Ffi t ({ rnd WrB Wr8 ty PaD paC N. Introduction: This report contains hydraulic and hydrological calculations for a proposed warehouse and parking lot expansion at Microwave Engineering located at 1551 Osgood Street at the corner of Beechwood Drive in North Andover,MA. Currently at the site is an existing 2-story brick building which houses Microwave Engineering's existing operation. The building is accessible from both Osgood Street and Beechwood Drive with vehicular access to the front and rear of the building. The existing site watershed is mostly covered with impervious material with pockets of landscaped areas along the edges of property line. The roof water for the front half of the building is collected and piped directly into a drain manhole located on Beechwood Drive. Run-off from the rear half of the building is collected and discharges with downspouts at grade. Two catch basin structures are located within the rear parking area and is piped to a closed drainage system within Beechwood Drive. A small portion of the front of the site is collected by a catch basin located at the driveway entrance on Osgood Street and is piped into a state highway drainage system within Osgood Street. The SCS soil map classifies the site soils as Udorthents, disturbed areas deposited with mixtures of sand and gravel. The site testing for the roof water recharge area and on-site sewage disposal system yielded fine sand with percolation rates greater than 2 minutes per inch. Post development drainage has been designed so as no increase in storm water run-off will occur at any point from the site. This is achieved by infiltrating all of the warehouse expansion area and the rear portion of the existing building into a proposed H.D.P.E. perforated pipe network under the parking area. The pre and post storm water rate table is as follows: Pre and Post Stormwaler Run-off Rates r i r i i STORMEVENT Now to Route 125(efs) Flow to Beechwood(cfs) Pre Post Pre Post 2 YEAR-3.1 In. 0.04 0.04 4.29 3.92 10 YEAR 4.5 In. 0.44 0.36 7.44 6.81 100 YEAR 6.4 In. 1.59 1.13 11.78 10.78 Appendix A Pre and Post Drainage Areas Appendix B Drainage Calculations Pre-Development - 2a flows to beechwood 2 - 2a 8,2b combined flows to route 125 2b flows to beechwood Subcaf [Reach Pon jLinkj Drainage Diagram for 6161-pre Prepared by Merrimack Engineering Services Inc. 5/3/2005 HydroCAD®7.00 s/n 000899 ©1986-2003 Applied Microcomputer Systems 3 6161-pre Type 11124-hr 2 Rainfall=3 40" Prepared by Merrimack Engineering Services, Inc. Page 2 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/3/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method ' Subcatchment 1: flows to route 125 Runoff Area=44,711 sf Runoff Depth=0.12" Flow Length=150' Tc=5.0 min CN=52 Runoff=0.04 cfs 0.010 of Subcatchment 2a: flows to beechwood Runoff Area=69,763 sf Runoff Depth=1.56" Tc=5.0 min CN=85 Runoff=3.14 cfs 0.208 of Subcatchment 2b: flows to beechwood Runoff Area=25,366 sf Runoff Depth=1.56" Tc=5.0 min CN=85 Runoff=1.14 cfs 0.076-af Reach 2R: 2a &2b combined Inflow=4.29 cfs 0.28 f. Outflow=4.29 cfs 0.28 i 4 ,af }Q 05- Total Runoff Area = 3.210 ac Runoff Volume= 0.294 of Average Runoff Depth = 1-.1-01.1 10 1.56 L%h i f.'56 c 1 j" i T:rr. 6161-pre Type 11124-hr2 Rainfall=3.10" Prepared by Merrimack Engineering Services, Inc. Page 3 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/3/2005 Subcatchment 1: flows to route 125 Runoff = 0.04 cfs @ 12.42 hrs, Volume= 0.010 af, Depth= 0.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Rainfall=3.10" Area (sf) CN Description = 2,590 98 impervious 42,121 49 50-75% Grass cover, Fair, HSG A 44,711 52 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 50 0.1300 0.3 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.3 100 0.1300 5.4 Shallow Concentrated Flow, !'_ Grassed Waterway Kv= 15.0 fps 2.0 Direct Entry, 5 min. add 2 5.0 150 Total Subcatchment 1: flows to route 125 Hydrograph 0.044 0.042: Runoff o.oa cfs 004- 0.038- III 24-hr 2 ; 0.036; 0.034° Rainfall=3.10" "' " 0.032 5 Runoff Area=44 711 sf 0.03 7 � . Runoff Volume=0.010 of 0.028 N 0.026_ 0.024' Runoff Depth=0.12" 3 0.022 0.02- �� w Length=150' 0.018 0.016 Tc=5.0 min 0.014 0.012= 3 N=52 0.01._ 0.008= _ - 0.006 0.004 0.002 o = = 5 6 7 8 9 10 11 _ 12 13 1'4 15' 16• 17 18 1' 20 Time (hours) 6161-pre Type 11124-hr 2 Rainfall=3.10" Prepared by Merrimack Engineering Services, Inc. Page-4 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/3/2005 Subcatchment 2a: flows to beechwood Runoff = 3.14 cfs @ 12.08 hrs, Volume= 0.208 af, Depth= 1.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Rainfall=3.10" Area (sf) CN Description 50,739 98 impervious 19,024 49 50-75% Grass cover, Fair, HSG A 69,763 85 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) - 5.0 Direct Entry, 70 Subcatchment 2a: flows to beechwood 00 Hydrograph O Runoff 3.14 cfs 3- Type III 24-hr 2 EN a- Rainfall=3.10" Runoff Area=69 763 sf Runoff Volume=0.208 of 2- Runoff Depth=1.56" s Tc=5.0 min �Frr CN=85 ,µ J�.r: e J✓ 5 6 s- 7 8 W 9 1,6. . . . 13 14 15 16 17 18. . �1,9 20 Time (hours) 6161-pre Type 11124-hr 2 Rainfall=3.101' Prepared by Merrimack Engineering Services, Inc. Page 5 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/3/2005 Subcatchment 21b: flows to beechwood Runoff = 1.14 cfs @ 12.08 hrs, Volume= 0.076 af, Depth= 1.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Rainfall=3.10" Area (sf) CN Description 18,442 98 impervious 6,924 49 50-75% Grass cover, Fair, HSG A 25,366 85 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2b: flows to beechwood '?0 Hydrograph Runoff 1.14 cfs r Type III 24-hr 2 1- � Rainfall=3.10" z ixµ Runoff Area=25,366 sf A Runoff Volume=0.076 of o ��x Runoff Depth=1.56" - - s Tc=5.0 min CN=85 S 'f_r s 0- 6 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 bL t Time (hours) 6161-pre Type 11124-hr2 Rainfall=3.10" Prepared by Merrimack Engineering Services, Inc. Page 6 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/3/2005 Reach 2R: 2a &2b combined Inflow Area = 2.184 ac, Inflow Depth = 1.56" for 2 event Inflow = 4.29 cfs @ 12.08 hrs, Volume= 0.284 of Outflow = 4.29 cfs @ 12.08 hrs, Volume= 0.284 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 2R: 2a &2b combined Hydrograph 19 Inflow;; 4.29 cfs El Outflow a2 s°`5 Inflow Area=2.184 ac f 4- 3.- o LL 2- ,o 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 I, Time (hours) 6161-pre Type 111 24-hr 10 Rainfall=4.50" Prepared by Merrimack Engineering Services, Inc. Page 7 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/3/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: flows to route 125 Runoff Area=44,711 sf Runoff Depth=0.52" Flow Length=150' Tc=5.0 min CN=52 Runoff=0.44 cfs 0.044 of Subcatchment 2a: flows to beechwood Runoff Area=69,763 sf Runoff Depth=2.73" Tc=5.0 min CN=85 Runoff=5.46 cfs 0.364 of Subcatchment 2b: flows to beechwood Runoff Area=25,366 sf Runoff Depth=2.73" Tc=5.0 min CN=85 Runoff=1.98 cfs 0.133 of Reach 2R: 2a &2b combined Inflow=7.44 cfs 0.49Taf 1c. Outflow=7.44 cfs 0.497,af Total Runoff Area = 3.210 ac Runoff Volume= 0.541 of Average Runoff Depth = 2-02" 0.52' , 73' 3 1:J J.{_. 6161-pre Type ///24-hr 10 Rainfall=4.50" Prepared by Merrimack Engineering Services, Inc. Page 8 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/3/2005 Subcatchment 1: flows to route 125 Runoff = 0.44 cfs @ 12.12 hrs, Volume= 0.044 af, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Rainfall=4.50" Area (sf) CN Description 2,590 98 impervious 42,121 49 50-75% Grass cover, Fair, HSG A 44,711 52 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 50 0.1300 0.3 Sheet Flow, 7 Grass: Short n= 0.150 P2= 3.10" it 0.3 100 0.1300 5.4 Shallow Concentrated Flow, ` Grassed Waterway Kv= 15.0 fps 2.0 Direct Entry, 5 min. add 2 5.0 150 Total Subcatchment 1: flows to route 125 Hydrograph 0.48 Runoff 0.46- 0.44 cts 0.44: Type III 24-hr 10 0.42= e 04 0.38;* Rainfall=4.50" - 0.36 0.34 ; Runoff Area=44,711 sf 0.32: Runoff Volume=0.044 of in 0.28: -t...... 0.26 Runoff Depth=0.52" 3 0.24 LL 0.22: Flow Length=150' 0.2 0.18= Tc=5.0 min 0.16= 0.14= CN=52 - 0.12 h-_ 0.1 0.08 ry 0.06' 0.04° h r 0.02 _ 5 6 7 8 9 1'0 11 12 13 14 15 16 17 18 19 . . .20 FJ Time (hours) 6161-pre Type ///24-hr 10 Rainfall=4.50" Prepared by Merrimack Engineering Services, Inc. Pa'g'e-9 HydroCADO 7.00 s/n 000899 ©1986-2003 Applied Microcomputer Systems 5/3/2005 Subcatchment 2a: flows to beechwood - Runoff = 5.46 cfs @ 12.07 hrs, Volume= 0.364 af, Depth= 2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Rainfall=4.50" Area (so CN Description 50,739 98 impervious 19,024 49 50-75% Grass cover, Fair, HSG A 69,763 85 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, � :ie Subcatchment 2a: flows to beechwood Hydrograph 6- Runoff 5.46 cfs Type III 24-hr 10 5- Rainfall=4.50„ Runoff Area=69,763 sf 4-- Runoff Volume=0.364 of N � Y 3 3- Runoff Depth=2.73" - Tc=5.0 min CN=85 2 014 , 5 6 7 8 9 10 11 12 13 14 15 16 17 `18 19 20 f.. Time (hours) 6161-pre Type 11124-hr 10 Rainfall=4.50" Prepared by Merrimack Engineering Services, Inc. Page10 HydroCAD®7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/3/2005 Subcatchment 2b: flows to beechwood Runoff = 1.98 cfs @ 12.07 hrs, Volume= 0.133 af, Depth= 2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Rainfall=4.50" Area (so CN Description 18,442 98 impervious 6,924 49 50-75% Grass cover, Fair, HSG A 25,366 85 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, IN r oo Subcatchment 2b: flows to beechwood - Hydrograph 0 Runoff 1.98 ds 2- Type III 24-hr 10 Rainfall=4.50" Runoff Area=25 366 sf Runoff Volume=0.133 of G-y, Runoff Depth=2.73" -= Tc=5.0 min CN=85 s� r . E . . . . . . . , . . okt ' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 6161-pre Type /// 24-hr 10 Rainfall=4.50" Prepared by Merrimack Engineering Services, Inc. Page 11 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/3/2605 Reach 2R: 2a &2b combined Inflow Area = 2.184 ac, Inflow Depth = 2.73" for 10 event Inflow = 7.44 cfs @ 12.07 hrs, Volume= 0.497 of Outflow = 7.44 cfs @ 12.07 hrs, Volume= 0.497 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 2R: 2a &2b combined Hydrograph ®Inflow 8- 7.44 cfs 0 outflow 7.44°`5.:- Inflow Area=2.184 ac 7- 6- 5- 3 4- o LL 3- 2- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ;t;t 6161-pre Type 111 24-hr 100 Rainfall=6.40" Prepared by Merrimack Engineering Services, Inc. Page 17 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/3/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: flows to route 125 Runoff Area=44,711 sf Runoff Depth=1.35" Flow Length=150' Tc=5.0 min CN=52 Runoff=1.59 cfs 0.116 of Subcatchment 2a: flows to beechwood Runoff Area=69,763 sf Runoff Depth=4.42" Tc=5.0 min CN=85 Runoff=8.64 cfs 0.589 of Subcatchment 2b: flows to beechwood Runoff Area=25,366 sf Runoff Depth=4.42" Tc=5.0 min CN=85 Runoff=3.14 cfs 0.214 of Reach 2R: 2a &2b combined Inflow=11.78 cfs 0.8.04 of Outflow=11.78 cfs 0.804.af Total Runoff Area = 3.210 ac Runoff Volume= 0.919 of Average Runoff Depth = 3.44" -*(Z V 1, K 2.9 6161-pre Type ///24-hr 900 Rainfall=6.40" Prepared by Merrimack Engineering Services, Inc. Page 18 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/3/2005 Subcatchment 1: flows to route 125 Runoff = 1.59 cfs @ 12.09 hrs, Volume= 0.116 af, Depth= 1.35° Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=6.40" Area (so CN Description 2,590 98 impervious 42,121 49 50-75% Grass cover, Fair, HSG A 44,711 52 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 50 0.1300 0.3 Sheet Flow, 1.7_1 Grass: Short n= 0.150 P2= 3.10" 0.3 100 0.1300 5.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 2.0 Direct Entry, 5 min. add 2 5.0 150 Total Subcatchment 1: flows to route 125 Hydrograph p Runoff 1.59 ds Type III 24-h r 100 Rainfall=6.40" Runoff Area=44,711 sf Runoff Volume=0.116 of Runoff Depth=1.35" U. Flow Length=150' Tc=5.0 min CN=52 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 6161-pre Type 11124-hr 100 Rainfall=6.40" Prepared by Merrimack Engineering Services, Inc. Page 19 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/3/2005 Subcatchment 2a: flows to beechwood Runoff = 8.64 cfs @ 12.07 hrs, Volume= 0.589 af, Depth= 4.42 Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=6.40° Area (sf) CN Description 50,739 98 impervious 19,024 49 50-75% Grass cover, Fair, HSG A 69,763 85 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, y Subcatchment 2a: flows to beechwood Hydrograph O Runoff 9- 9.64 ds Type III 24-hr 100 8- Rainfall=6.40" Runoff Area=69 763 sf Runoff Volume=0.589 of §; _. .. 5- Runoff Depth=4.42" Tc=5.0 min LL 4 - CN=85 V f; 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 6161-pre Type 11124-hr 100 Rainfall=6.40" Prepared by Merrimack Engineering Services, Inc. Page 20 HydroCAD®7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/3/2005 Subcatchment 2b: flows to beechwood Runoff = 3.14 cfs @ 12.07 hrs, Volume= 0.214 af, Depth= 4.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=6.40" Area (sf) CN Description 18,442 98 impervious 6,924 49 50-75% Grass cover, Fair, HSG A 25,366 85 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, f ' Subcatchment 2b: flows to beechwood "=)` Hydrograph ®Runoff 3.14 cfs 3_ m Type 11124-hr 100 Rainfal l=6.40" Runoff Area=25,366 sf Runoff Volume=0.214 of 2- ' Runoff Depth=4.42" --- - ° Tc=5.0 min �r CN=85 0- . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 6161-pre Type 11124-hr 900 Rainfall=6.40" Prepared by Merrimack Engineering Services, Inc. Page 21 HydroCAD®7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/3/2005 Reach 2R: 2a &2b combined Inflow Area = 2.184 ac, Inflow Depth = 4.42" for 100 event Inflow = 11.78 cfs @ 12.07 hrs, Volume= 0.804 of Outflow = 11.78 cfs @ 12.07 hrs, Volume= 0.804 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 2R: 2a &2b combined Hydrograph 13- ®Inflow. 11.78 cfs 0 outflow 12 178�f5 Inflow Area=2.184 ac 11- b 10- 9- w 8 8 7- " 0 6- tL 5- _. .. ma 4- 3- 2- r� 4 1 :. 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i' Post-Development infiltration system roof water to be infiltrated 2a 1 : flows to beechwood flows to route 125 Subcaf Reach Pon jLinkj Drainage Diagram for 6161-post _ Prepared by Merrimack Engineering Services, Inc. 5/11/2005 HydroCAD®7.00 s/n 000899 ©1986-2003 Applied Microcomputer Systems 6161-post Type ///24-hr 2 Rainfall=3.10" Prepared by Merrimack Engineering Services, Inc. Page 2 HydroCAD®7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/11/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: flows to route 125 Runoff Area=27,675 sf Runoff Depth=0.16;' Flow Length=150' Tc=5.0 min CN=54 Runoff=0.04 cfs 0.009 q'f s' Subcatchment 2a: flows to beechwood Runoff Area=87,027 sf Runoff Depth=1.56f' Tc=5.0 min CN=85 Runoff=3.92 cfs 0.2,59:V Subcatchment 3S: roof water to be infiltrated Runoff Area=25,138 sf Runoff Depth=2-M8" Tc=5.0 min CN=98 Runoff=1.75 cfs 0.129 afi Pond 1p: infiltration system Peak Elev=100.63' Storage=735 cf Inflow=1.75 cfs 0.129 of Outflow=0.64 cfs 0.129 of pie , 'tit i Total Runoff Area = 3.210 ac Runoff Volume= 0.397 of Average Runoff Depth = 1.48" i c J ' i At ;14. 6161-post Type 111 24-hr 2 Rainfall=3.10" Prepared by Merrimack Engineering Services, Inc. Page 3 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/11/2005 Subcatchment 1: flows to route 125 Runoff = 0.04 cfs @ 12.36 hrs, Volume= 0.009 af, Depth= 0.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Rainfall=3.10" ` Area (so CN Description 2,700 98 impervious 24,975 49 50-75% Grass cover, Fair, HSG A 27,675 54 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 50 0.1300 0.3 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.3 100 0.1300 5.4 Shallow Concentrated Flow, U %' Grassed Waterway Kv= 15.0 fps 2.0 Direct Entry, 5 min. add 2 5.0 150 Total Subcatchment 1: flows to route 125 Hydrograph 0.048= Runoff 0.046- 0.04 cts °.044- Type 11124-hr 2 0.042- 004 0.038 Rainfall=3.10" -� _ 0.036 0.034= Runoff Area=27,675 sf 1 °.032; 0.03 Runoff Volume=0.009 of w 0.028 0.026, Runoff Depth=0.16" 3 0.024- 0.022. Flow Length=150' _.. 0.02- 0.018` , Tc=5.0 min 0.016: _ .. 0.014. CN=54 0.012 0.01 0.008-t' 0.004 - 0.002 0 -; 5 6 7 8 9 10 11 12 13 14 15 16 17 18 .19 20 ' Time (hours) 6161-post Type /// 24-hr 2 Rainfall=3:10" Prepared by Merrimack Engineering Services, Inc. Page 4 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/11/2005 Subcatchment 2a: flows to beechwood Runoff = 3.92 cfs @ 12.08 hrs, Volume= 0.259 af, Depth= 1.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Rainfall=3.10" Area (so CN Description 64,530 98 impervious parking/partial roof 22,497 49 50-75% Grass cover, Fair, HSG A 87,027 85 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2a: flows to beechwood Hydrograph Runoff 3.92 ds 4_ Type 11124-hr 2 w y Rainfall=3.10" 3- Runoff Area=87,027 sf Runoff Volume=0.259 of Runoff Depth=1.56" - 2- LL TG=5.0 min CN=85 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 6161-post Type 111 24-hr 2 Rainfall=3.10" Prepared by Merrimack Engineering Services, Inc. Page 5 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/11/2005 Subcatchment 3S: roof water to be infiltrated Runoff = 1.75 cfs @ 12.07 hrs, Volume= 0.129 af, Depth= 2.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Rainfall=3.10" Area (so CN Description 25,138 98 infiltrated roof(partial area) Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: roof water to be infiltrated Hydrograph p Runoff 1.75 cfs Type 11124-hr 2 IER Rainfall=3.10" Runoff Area=25,138 sf x Runoff Volume=0.129 of w Runoff Depth=2.68" 1- LL Tc=5.0 min CN=98 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 6161-post Type 111 24-hr 2 Rainfall=3.10" Prepared by Merrimack Engineering Services, Inc. Page 6 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/11/2005 Pond 1p: infiltration system Inflow Area = 0.577 ac, Inflow Depth = 2.68" for 2 event Inflow = 1.75 cfs @ 12.07 hrs, Volume= 0.129 of Outflow = 0.64 cfs @ 11.90 hrs, Volume= 0.129 af, Atten= 64%, Lag= 0.0 min Discarded = 0.64 cfs @ 11.90 hrs, Volume= 0.129 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 100.63' @ 12.31 hrs Surf.Area= 2,282 sf Storage= 735 cf Flood Elev= 102.95' Surf.Area= 2,282 sf Storage= 3,433 cf Plug-Flow detention time= 5.4 min calculated for 0.129 of(100% of inflow) Center-of-Mass det. time= 5.2 min ( 743.3 - 738.1 ) # Invert Avail.Storage Storage Description 1 100.00' 3,433 cf Custom Stage Data (Prismatic) Listed below 6,732 cf Overall x 51.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 2,282 0 0 102.95 2,282 6,732 6,732 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.016700 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.64 cfs @ 11.90 hrs HW=100.04' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.64 cfs) 6161 post Type 11124-hr 2 Rainfall=3.10" Prepared by Merrimack Engineering Services, Inc. Page 7 HydroCAD®7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/11/2005 Pond 1p: infiltration system Hydrograph �Inflow 1.7s crs El Discarded Inflow Area=0.577 ac Peak Elev=100.63' Storage=735 cf N U 3 0 LL 0.64 crs,'. _ f y I � �r 5 6 8 91 10 11 12 13 14 15 16 17 18 19 20 Time (hours) w, 6161-post Type Ill 24-hr 10 Rainfall=4.50" Prepared by Merrimack Engineering Services, Inc. Page 8 HydroCAD®7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/11/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: flows to route 125 Runoff Area=27,675 sf Runoff Depth=0.61" Flow Length=150' Tc=5.0 min CN=54 Runoff=0.36 cfs 0.032 of Subcatchment 2a: flows to beechwood Runoff Area=87,027 sf Runoff Depth=2.73" Tc=5.0 min CN=85 Runoff=6.81 cfs 0.455 of Subcatchment 3S: roof water to be infiltrated Runoff Area=25,138 sf Runoff Depth=3.96" Tc=5.0 min CN=98 Runoff=2.55 cfs 0.191 of Pond 1p: infiltration system Peak Elev=101.44' Storage=1,678 cf Inflow=2.55 cfs 0.19�;af Outflow=0.64 cfs 0.191'af Total Runoff Area = 3.210 ac Runoff Volume = 0.677 of Average Runoff Depth = 2:53' 2.73 '55 gal 3.96' Y"�M' r; 6161-post Type 11124-hr 10 Rainfall=4.50" Prepared by Merrimack Engineering Services, Inc. Page 9 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/11/2005 Subcatchment 1: flows to route 125 Runoff = 0.36 cfs @ 12.11 hrs, Volume= 0.032 af, Depth= 0.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Rainfall=4.50" Area (sf) CN Description 2,700 98 impervious 24,975 49 50-75% Grass cover, Fair, HSG A 27,675 54 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 50 0.1300 0.3 Sheet Flow, Grass: Short n= 0.150 P2= 3.10" 0.3 100 0.1300 5.4 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 2.0 Direct Entry, 5 min. add 2 5.0 150 Total Subcatchment 1: flows to route 125 Hydrograph 0.4- p Runoff 0.38: 0.36 cfs 0.36- Type III 24-hr 10 0.34 0.32= u Rainfall=4.50" 0.3' 0.28 Runoff Area=27 7 675 sf = �"= 0.26- Runoff Volume=0.032 of 0.24 r: 0.22. Runoff Depth=0.61" 0.2 o LL 0.18= Flow Length=150' 0.16=_ ' 0.14-: Tc=5.0 min 0.12= CN=54 0.08 t „ 0.06: 0.04 0.02: z; 0 i . . . ., f: 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 6161-post Type ///24-hr 10 Rainfall=4.50" Prepared by Merrimack Engineering Services, Inc. Page,10 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/11/2005 Subcatchment 2a: flows to beechwood Runoff = 6.81 cfs @ 12.07 hrs, Volume= 0.455 af, Depth= 2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Rainfall=4.50" Area (so CN Description 64,530 98 impervious parking/partial roof 22,497 49 ' 50-75% Grass cover, Fair, HSG A 87,027 85 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, .77' i� Subcatchment 2a: flows to beechwood =" Hydrograph Runoff 7- 6.81 cfs Type III 24-hr 10 6= Rainfall=4.50" �e Runoff Area=87,027 sf v Runoff Volume=0.455 of 4- Runoff Depth=2.73" ----- LL Tc=5.0 min 3- i CN=85 2 . 5 6 7 8 9 10 11 12 13 14 15 16 17 1,8 19 20 Time (hours) I. f 6161-post Type /// 24-hr 10 Rainfall=4.50" Prepared by Merrimack Engineering Services, Inc. Page 11 HydroCAD®7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/11/2005 Subcatchment 3S: roof water to be infiltrated Runoff = 2.55 cfs @ 12.07 hrs, Volume= 0.191 af, Depth= 3.96° Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Rainfall=4.50° Area (so CN Description 25,138 98 infiltrated roof(partial area) Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: roof water to be infiltrated Hydrograph {�t� Runoff 2.55 ds sr Type III 24-hr 10 Rainfall=4.50" 2- Runoff Area=25 138 sf Runoff Volume=0.191 of Runoff Depth=3.96" __.._. 3 U- Tc=5.0 min CN=98 r 0- . . . . . . . . . , . . � . �, , . . , 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 6161-post Type 111 24-hr 10 Rainfall=4.50" Prepared by Merrimack Engineering Services, Inc. Page 12 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/11/2005 Pond 1 p: infiltration system Inflow Area = 0.577 ac, Inflow Depth = 3.96" for 10 event Inflow = 2.55 cfs @ 12.07 hrs, Volume= 0.191 of Outflow = 0.64 cfs @ 11.75 hrs, Volume= 0.191 af, Atten= 75%, Lag= 0.0 min Discarded = 0.64 cfs @ 11.75 hrs, Volume= 0.191 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 101.44' @ 12.44 hrs Surf.Area= 2,282 sf Storage= 1,678 cf Flood Elev= 102.95' Surf.Area= 2,282 sf Storage= 3,433 cf Plug-Flow detention time= 13.1 min calculated for 0.190 of(100% of inflow) Center-of-Mass det. time= 12.9 min ( 747.9- 735.0) # Invert Avail.Storage Storage Description 1 100.00' 3,433 cf Custom Stage Data (Prismatic) Listed below 6,732 cf Overall x 51.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 2,282 0 0 102.95 2,282 6,732 6,732 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.016700 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.64 cfs @ 11.75 hrs HW=100.03' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.64 cfs) 6161-post Type ///24-hr 10 Rainfall=4.;50" Prepared by Merrimack Engineering Services, Inc. Page 13 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/11/2005 Pond 1p: infiltration system Hydrograph Fff Inflow z.55ds. EJ Discarded Inflow Area=0.577 ac Peak Elev=101 .44' 2- Storage=1 ,676 cf U LL 064 cfs l' tri]" 0 + . . - 6 5 y 6 7 8 9 10 1 1 12 13 14 15 16 17 18 19 20 Time (hours) -A 2 6161-post Type 111 24-hr 100 Rainfall=6.40" Prepared by Merrimack Engineering Services, Inc. Page 14 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/11/2005 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1: flows to route 125 Runoff Area=27,675 sf Runoff Depth=1.51" Flow Length=150' Tc=5.0 min CN=54 Runoff=1.13 cfs 0.080 of Subcatchment 2a: flows to beechwood Runoff Area=87,027 sf Runoff Depth=4.42" Tc=5.0 min CN=85 Runoff=10.78 cfs 0.735 of Subcatchment 3S: roof water to be infiltrated Runoff Area=25,138 sf Runoff Depth=5:69" Tc=5.0 min CN=98 Runoff=3.64 cfs 0.274 of Pond 1p: infiltration system Peak Elev=102.71' Storage=3,159 cf Inflow=3.64 cfs 0.274pf Outflow=0.64 cfs 0.274 Total Runoff Area = 3.210 ac Runoff Volume= 1.089 of Average Runoff Depth 8,0 4.42 35 7 7, I' t:t��" 6161-post Type ///24-hr 100 Rainfall=6.40" Prepared by Merrimack Engineering Services, Inc. Page 15 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/11/2005 Subcatchment 1: flows to route 125 Runoff = 1.13 cfs @ 12.09 hrs, Volume= 0.080 af, Depth= 1.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=6.40" Area (sf) CN Description ` 2,700 98 impervious 24,975 49 50-75% Grass cover, Fair, HSG A 27,675 54 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 50 0.1300 0.3 Sheet Flow, ' ¢0' Grass: Short n= 0.150 P2= 3.10" ;o 0.3 100 0.1300 5.4 Shallow Concentrated Flow, '00; Grassed Waterway Kv= 15.0 fps 2.0 Direct Entry, 5 min. add 2 5.0 150 Total Subcatchment 1: flows to route 125 Hydrograph p Runoff 1.13 cfs — — F Type III 24-hr 100 1- Rai nfal l=6.40" Runoff Area=27,675 sf Runoff Volume=0.080 of Runoff Depth=1 .51 Flow Length=150' ' Tc=5.0 min .,; CN=54 l L. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 ; Time (hours) 6161-post Type ///24-hr 900 Rainfall=6.40" Prepared by Merrimack Engineering Services, Inc. Page 16 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/11/2005 Subcatchment 2a: flows to beechwood - Runoff = 10.78 cfs @ 12.07 hrs, Volume= 0.735 af, Depth= 4.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=6.40" Area (sf) CN Description 64,530 98 impervious parking/partial roof 22,497 49 50-75% Grass cover, Fair, HSG A 87,027 85 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, - Subcatchment 2a: flows to beechwood Hydrograph 12- Runoff 10.78 cfs "v Type III 24-hr 100 10- £ Rainfall=6.40" 9- Runoff Area=87,027 sf Runoff Volume=0.735 of 7- w Runoff Depth=4.42" - 3 6- Tc=5.0 min 5- CN=85 4- ` E _ Y .fF 1 5 6 7 8 9 10 11 12 13 14"15 16 17 18 19 20 Time (hours) 6161-post Type ///24-hr 100 Rainfall=6.40" Prepared by Merrimack Engineering Services, Inc. Page 17 HydroCAD®7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/11/2005 Subcatchment 3S: roof water to be infiltrated Runoff = 3.64 cfs @ 12.07 hrs, Volume= 0.274 af, Depth= 5.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Rainfall=6.40" Area (so CN Description 25,138 98 infiltrated roof(partial area) Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: roof water to be infiltrated Hydrograph 4- Runoff 3.64 cfs r Type III 24-hr 100 Rainfall=6.40" 3- Runoff Area=25,138 sf Runoff Volume=0.274 of IN Runoff Depth=5.69" _._.. 3 2 Tc=5.0 min o LL CN=98 E 0- -it 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 6161-post Type ///24-hr 100 Rainfall=6.40" Prepared by Merrimack Engineering Services, Inc. Page 18 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/11/2005 Pond 1 p: infiltration system Inflow Area = 0.577 ac, Inflow Depth = 5.69" for 100 event Inflow = 3.64 cfs @ 12.07 hrs, Volume= 0.274 of Outflow = 0.64 cfs @ 11.70 hrs, Volume= 0.274 af, Atten= 83%, Lag= 0.0 min Discarded = 0.64 cfs @ 11.70 hrs, Volume= 0.274 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 102.71' @ 12.52 hrs Surf.Area= 2,282 sf Storage= 3,159 cf Flood Elev= 102.95' Surf.Area= 2,282 sf Storage= 3,433 cf Plug-Flow detention time= 27.8 min calculated for 0.273 of(100% of inflow) Center-of-Mass det. time= 27.5 min (760.6 - 733.1 ) # Invert Avail.Storage Storage Description 1 100.00' 3,433 cf Custom Stage Data (Prismatic) Listed below 6,732 cf Overall x 51.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 100.00 2,282 0 0 102.95 2,282 6,732 6,732 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.016700 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.64 cfs @ 11.70 hrs HW=100.05' (Free Discharge) - L1=Exfiltration (Exfiltration Controls 0.64 cfs) 'i 6161-post Type /// 24-hr 100 Rainfall=6.40" Prepared by Merrimack Engineering Services, Inc. Page 19 HydroCADO 7.00 s/n 000899 © 1986-2003 Applied Microcomputer Systems 5/11/2005 Pond 1p: infiltration system Hydrograph El Inflow 4- 3.6 0 Discarded Inflow Area=0.577 ac Peak Elev=102.71' 3- Storage=3,159 cf 41 U 3 2- 0 � -: J.4G 0 ._ 0.64 f S 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 d Time (hours) <,> _t, Appendix C Operation and Maintenance Plan ® eration and Maintenance Plan Owner&Responsible Party: Microwave Engineering 1551 Osgood Street North Andover,MA Contact: Bob Bartlett—987 685 2776 Date: May 10,2005 L SHORT TERM MAINTENANCE;PROGRAM DURING CONSTRUCTION • A site inspection shall be performed by a registered engineer before and during the construction of the roof water infiltration system. • Care shall be taken at all times to control erosion and sediment movement by the use of compaction of disturbed areas and the use of hay bale/silt fences as shown on the plan. Other than erosion, no pollutant discharges are expected during construction, • The contractor shall ensure that all runoff is collected in the appropriate structures as they are constructed and that uncontrolled runoff is kept to a minimum • During construction the hay bales with silt fence,must be inspected every week and after large rain events. Repair and replace as necessary, and remove any sediment buildup behind the devices. • After installation of the drainage control devices and temporary erosion protection,monthly inspections are required to ensure they are operating as designed and to determine maintenance/cleaning requirements. Structures are to be cleaned either by hand, or mechanical means,when built-up sediment levels exceed 8 inches. • Sweeping of tracked soils on public way to be performed weekly,or as necessary. • If storm events occur after the side slopes and other areas that are to be stabilized have been planted,but prior to seed germination,then re-grading and replanting of those areas may be required. • During the first year of operation the drainage structures and roof water infiltration system on the site should be inspected shortly after each storm event greater than 1.5 inches and again 2 to 3 days later to ensure that the systems are functioning properly,and that the infiltration structures and detention ponds are emptied within three days. In the event that any drainage device is observed not functioning properly,the responsible party shall contact a registered engineer within 72 hours • A final inspection shall be performed by the P.E. and a report issued to the North Andover Department of Public Works and Conservation Commission(2 copies each). L LONG TERM MAINTENANCE PROGRAM AFTER CoNS'I ucnON On or about every May 1 of each year,for a period of two years,a site inspection shall be performed by a registered professional engineer(P.E.)of the Commonwealth of Massachusetts to report on the status of the drainage features. The inspector will schedule the inspection with the responsible parties 48 hours prior to the inspection so arrangements can be made to access the site. This report shall include the name, address and telephone number of the owner of the drainage facilities,the names,address and telephone numbers of parties responsible for the operation and maintenance of the drainage facilities. The report shall also identify from visual inspection the current status and condition relating to the long-term operation of the facility,and ancillary structures. The report shall outline any observed pollution,if other than normal sand and oil runoff from roadway use. A copy of this report shall be sent to the North Andover Department of Public Works and Conservation Commission. If the inspector reports that work needs to be done to maintain any facility then the work must be completed within the next 4 weeks,unless otherwise specified,the condition of which shall be reported in the inspector's next report. • The catch basin structures shall be inspected biannually at the end of the spring and fall season and cleaned by vacuum truck when the sediment level within the structures exceeds 18", or at a minimum once a year. The roof water infiltration structures cleanout and inspection ports are to be inspected for built-up sediment within the system"headers"and that the systems are draining properly. This should be scheduled in conjunction with the catch basin inspections(biannually),or after a storm event equivalent to,or greater than the 25-year storm. The structures are to be professionally cleaned by vacuum truck when sediment levels within the system"header"exceeds 6 inches. If any standing water is observed within the system, and no precipitation has occurred within the last 24 hours,the responsible party shall seek within 72 hours, consultant services of a registered engineer,or geologist,in the state of Massachusetts. • Parking lot sweeping shall be done biannually.Once early in the spring season when the snow has melted, and again in the fall after the majority of leaf droppings has occurred. Appendix D: Rainfall Data Maps/ Runoff Curve Numbers M N t0 tp M tO ti N x �® t0 f® LE N Ny n Y W i a L n t G u O C {0 !� J e J 11 LL = dp LL o N Q M o � n 8 g J- N It Ki s m .0•`" ° u w z = u �S z OD Q f Q � � J • N _ _ N , g r 11HI? ® 5R Drainage and.Erosion Control 10-31 Table 10.9 RUNOFF CURVE NUMBERS FO URBAN AREAS' Curve Numbers for EHydrologic over Oescriptlon Hydrologic Soil Group Average Percent CoveEType Condition Impervious Areal A B C D Fully developed urban areas(vegetation established) Open space (lawns, parks, golf courses, cemeteries, etc.)3: Poor condition (grass cover < 50%) 68 79 86 $9 Fair condition (grass cover 50% to 75%) 49 69 79 84 Good condition (grass cover > 75%) 39 61 74 80 Impervious areas: Paved parking lots, roofs,driveways, etc. (excluding righ(-of-way) 98 98 98 98 Streets and roads: Paved; curbs and storm sewers (excluding right-of-way) 98 98 98 98 Paved; open ditches(including right-of-way) 83 89 92 93 Gravel (including right-of-way) 76 85 89 91 Dirt (including right-of-way) 72 82 87 89 Western desert urban areas: Natural desert landscaping(pervious areas only)" Artificial desert landscaping 63 77 85 88 p- g (impervious weed barrier, desert shrub with 1- to 2-inch sand or gravel mulch and basin borders) 96 96 96 96 Urban districts: Commercial and business :::: 89 92 94 95 Industrial 8 1 88 91 93 Residential districts by average lot size: 1/8 acre or less (town houses) 65 77 85 90 92 1/4 acre 38 61 75 83 87 1/3 acre 30 57 72 81 86 1/2 acre 25 54 70 80 85 1 acre 20 51 68 79 84 2 acres 12 46 65 77 82 Developing urban areas Newly graded areas(pervious areas only, no vegetation)5 Idle lands(CN's are determined using cover types similar to those in 77 86 91 H94 Table 2-2c). 1. Average runoff condition, and la = 0.2S. 2. The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: impervious areas are directly connected to the drainage system,impervious areas have a CN of 98,and pervious areas are considered equivalent to open space in good hydrologic condition.CN's for other combinations of conditions may be com- puted using figure 2-3 or 2-4. 3. CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type. 4. Composite CN's for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage(CN = 98)and the pervious area CN. The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic conditions. 5. Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4,based on the degree of development(impervious area percentage)and the CN's for the newly graded pervious `� areas. Appendix E: Soil Conservation Service (SCS) Soil Classification V r` 0UNTY, MASSACHUSETTS, NORTHERN PART 95 K r! r pedon of Swanton fine sandy loam, 0 to 3 Udipsamments slopes, in the town of Salisbury, in a wooded Ferry Road, 50 yards north of the radio station Udipsamments consist of deep, excessively drained soils with light gray, grayish brown, and gray medium sand. The soils formed in wind-deposited sand from the nches to 1 inch; undecomposed deciduous nearby coastal beaches. Udipsamments are on sand :s and twigs. dunes subject to wind-controlled deflation and deposi- ch to 0; partly decomposed leaves and twigs. tion. Slopes range from 3 percent to more than 50 per- io 2 inches; very dark brown (10YR 2/2) fine cent. ly loam; weak fine granular structure; very fri- Udipsamments are similar to Windsor soils but are �! many fine medium and coarse roots; medium stratified and grayer than the Windsor soils. abrupt irregular boundary. o 8 inches; very dark grayish brown (10YR 3/2) Udorthents sandy loam; few fine faint strong brown (7.5YR mottles; weak fine granular structure; very fri- Udorthents consist of areas from which soil material common fine and medium roots; strongly acid; has been excavated and of nearby areas where the pt smooth boundary. material has been deposited. This material ranges from a w to 19 inches; olive (5Y 5/3) fine sandy loam; mixture of sand and gravel to silty loam. Slopes range y medium prominent gray (5Y 6/1) and yellow- from 0 to 25 percent. ed 5YR 5/8 mottles; weak fine granular struc- Udorthents are associated with many different soils ( ) g and with Urban land but do not have the structures that friable; common fine roots; strongly acid; clear are characteristic of Urban land. r boundary. `s 9 to 28 inches; olive gray (5Y 4/2) fine sandy i; common fine prominent gray (5Y 6/1) and Unadilla series wish red (5YR 5/8) mottles; moderate thick The Unadilla series consists of coarse-silty, mixed, structure; firm; medium acid; clear wavy bound- mesic Typic Dystrochrepts. These deep, well drained to 38 inches; mottled olive (5Y 4/3) silty clay soils are on old lakebeds. The soils formed in glaciola- r many medium distinct yellowish red (5YR 5/6) custrine deposits. Slopes range from 0 to 15 percent. i les; massive;;,firm; thin clay films in some pores; Unadilla soils formed in the same kind of material as moderately well drained Belgrade soils, very poorly urn acid; clear wavy boundary. i to 60 inches; olive (5Y 4/3) silty clay; common drained Birdsall soils, and poorly drained Raynham soils. prominent 'light gray (5Y 6/1), yellowish red They are similar to Agawam, Hadley, and Suffield soils. Unadilla soils have more very fine sand and less fine 15/6), and dark reddish brown (2.5YR 2/4) mot- sand than the Agawam soils; are more developed than weak very. thick platy structure controlled by the Hadley soils, which formed in recent alluvium; and -d sediments,"very firm; slightly acid. have more sand and less silt throughout the profile than ckness of the coarse-loamy mantle ranges from the Suffield soils. inches. The solum is generally free of coarse Typical pedon of Unadilla very fine sandy loam, 3 to 8 s. Reaction in the solum ranges from strongly Pat nt slope cultivated,town of Rowley, in woo de jarea tedium acid and in the substratum from medium tion of Stackyard Road and Far Patmos Road: autral. horizon has hue of 7.5YR to 2.5Y, value of 2 or Ap-0 to 9 inches; very dark grayish brown (10YR 3/2) iroma of 1 or 2. It is typically fine sandy loam very fine sandy loam; weak fine and very fine granu- ss from sandy loam to very fine sandy loam. lar structure; very friable; many fine medium and horizon has hue of 2.5Y or 5Y, value of 3 to 5, coarse roots; very strongly acid; abrupt smooth 4 1 to 3 and is distinctly or prominently mottled. boundary. E)rally fine sandy loam but ranges from sandy B21-9 to 17 inches; yellowish brown (10YR 5/4) very ery fine sandy loam. fine sandy loam; weak fine and very fine subangular )edons have a IIB horizon that has hue of 2.5Y blocky structure; very friable; many fine medium and lue of 5 or 6, chroma of 2 or 3 and is mottled. coarse roots; strongly acid; clear wavy boundary. on ranges from silty clay loam to clay. B22-17 to 29 inches; light olive brown (2.5Y 5/4) very horizon has hue of 5Y, value of 4 or 5, and fine sandy loam; massive; very friable; common fine 4 1 to 3. It ranges from silty clay loam to clay and medium roots; strongly acid; clear wavy bound- ved in some pedons. ary. Appendix F: Roof Water Infiltration Design MICROWAVE ENGINEERING INFILTRATION SYSTEM DESIGN NORTH ANDOVER Date: May 10, 2005 Length of Pipes: 75 Number of Rows: 8 Pipe I.D. (inches): 24 Pipe O.D. (inches): 28.4 Total System Width(feet): 26,9 Capacity per foot(c.f A): 25.1 Total Perforated Pipe Storage Capacity (c.f.): 1884.0 Volume per foot(c.f./ft.): 35.2 Perforated Pipe O.D. Volume(c.f.): 2638.1 End Wall Separation(ft.): 0.5 Separation between Pipes(ft.): 1 Depth to Top of Pipe(ft.): 0.25 Minimum Bedding(ft.): 0.33 Total Depth of Trench(ft.): 2.95 Length of pipe header(ft): 25.9 Storage capacity of both pipe headers(c.f): 162.9 Header O.D. Volume(c.f): 228.1 Total trench length{feet): 84.7 Total Trench Volume(c.f.): 6725 Total O.D. pipe volume 2866.2 Trench Vol. minus Total Pipe Vol. (c.f.): 3859 Available Storage(c.f. - Stone Voids 35%): 1350 Total perforated pipe&header storage(c.f.): 2047 Total,System Storage(c.f.): 3397 Appendix G: Ten Year Storm Pipe Analysis Worksheet Worksheet for Circular Channel Project Description Worksheet Circular Channel Flow Element Circular Channel Method Manning's Formul Solve For Full Flow Capacit, Input Data Matinings Coeffici 0.011 —s Slope .050000 fUft J— Diameter 12 in �d� � T t E Z)e-( Me— Results 2A) Depth 1.00 It Discharge 9.41 cfs Flow Area 0.8 ft' PII�D 10 � Wetted Perime• 3.14 ft t �® ' / cJ Top Width 0.00 ft Critical Depth 0.99 It Percent Full 100.0 % Critical Slope .046468 f tft Velocity 11.99 ft/s Velocity Head 2.23 It Specific I_nergl 3.23 ft Froude Numbe 0.00 _i Maximum Discl 10.13 oft Discharge Full 9.41 cfs Slope Full .050000 Wit Flow Type N/A Project Engineer:Boston Office untitled.fm2 Tams Consultants,Inc. FlowMaster v6.0[614bj 05/10/05 02:05:36 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 Appendix H® Soil Testing Appendix H: Soil Testing I ocation: �('�. SC1 d -1 Owner's Name: ap/ParcelL r ;� ,L�s ,c5r 4 iS Address: ttaller. Tel G: New Repair Date: y t 'f Wetlands®Zone H Soli Symbol Solt&me Sop class Deep Obscivation Hole Logs Elevation Depth Son Horizon Soil Tcature Son Color Son Mottling Gravel,Stones,etc,. —rP i 4 17/ / /S Patent Aiotetil Depth to udrod &aaA8si Nater In the$ae�W e}la=(waTtF aee,_l��f�� `FS$CtYs .!s fi?_Z Patwtt 1�tiEettal__ ��p�q D�t'�Z��!�Yater k+tlu Ala 7� W _ ' Z. �!trots tit Fs+u JU� ESEiCtYi Date Percolation Tests 7b Observation Hole G Depth of Perc Start Prc-sc Time at 12" Time at 9" Time at 6" 11me W-6"j Rate&fIn/Iach RsH=90.18 A h z k c.� ,II LEGEND i ROOF HATER TO BE ` •7s t 4 — HOUTRATED / a�) FLOC/ TO BEECH OD DR1t7E � ; L'E afar' '.• •'' '• ' \ FLOW 7V ROUTE 125 ri W ^"\f -70---,� ��`'\\\ \ \ u 3t f R1N=67.76 i � kMM-63.755((8)) MY.M C tM/.OUT-60 T-60-15 9 S1 CQ*`C`t'kVEMEM l � @1VitF�54,80 rBIC COHr,.BERM OVARDR)R,-�-- OF OGO 15" CF'�` POST-DEVELOPMENT UP CB DRAINAGE AREAS D �� GRASS 1:i(A4+D-a 6-W ` Y.1=55.41 GRAN. �E4T.CQ4C. 6•k L R QyZC1;gH.— — — —— DI — —— _ __ _ NORTH ANDOVER MA BMW _ START BIT- 1 RIM-51.38 sTAIE MGFNMY r_:wc.5 13 r,AK CURB ROB, ' PREPARED YUR OSGOOD STREET (ROUTE 125) �� MICROWAVE ENGINEERING INC. 1661 OSGOOD 31REEP - NORTH ANDOV% MASSACHEWSM DAM MAY 10, ZOOS SCALK 1"-60' iiiQ a av a w Ho IN PAW Sn=r AMP=XA8%4CffU9XM 0=0 cB -92-- — RW=02.67 / J — DO 31 as- \� \ � e �}.\ % —e6— 1 44 4\ DNN to E 1pQ 1\ i LEGEND c Ito Jam/ FWW 2V BEECHROOD \—76_ , \ s LaJ mw TO ROUTE 125 t l Jr� IRS N- IN \ V• / VW-63.63.2 A INV.W =63.135((8.135((8 1 \ INV.OUT-60.15 �•'lC X66— 12 . ��� I - � .'may■-Wy■. \67\ l m —HIT.CONL-PAMNIENT INVM-54.60 f(AJARDRASL \ �.. WVAN-54.60 rE9 T.CONC.SERA{ cu I � £ 4P T. I OCG 15 R�� ONW P. ONW LIP // ©IW DNW— PRE—DEVELOPMENT GRASS ISLMD :- - DRAINAGE AREAS 6'W 8'W 8"W WVANv'S.41 __ __ __ —_ __ _T T OC- 'L�AN�tce __BEnu&ZSCHC_ __ _— _�G_C�+ ._41LDBd& _GRAN _ BT.c�C�nL_ V Df cow-e.sulE HFO!}M1Y.A=a.FT_ T. BERN — RI NORTH ANDOVER MA START E rou-ss.36 AN.CURB � 12'W—0 FWAM F01? OSGOOD STREET (ROUTE 125) �� � MICROWAVE ENGINEERING INC. 1661 OSOOOD 9TRSBP ... NORTH"W IM M YASSALBMM-15 DATE• AMY 10, 2005 SCALE 1•=60• a w a 1 166 PARS BMW ANDOV=AU93ACHUS27TS 0Jm0