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Stormwater Report - 150 FLAGSHIP DRIVE 6/24/1996
® d MHF Design Consultants, Inc. 12-B Manor Parkway^ Salem, NH 03079 •TEL (603) 893-0720^ FAX(603)893-0733 DRAINAGE ANALYSIS FOR PROPOSED SITE DEVELOPMENT ASSESSORS MAP 25 LOT 82 150 FLAGSHIP DRIVE NORTH ANDOVER, MASSACHUSETTS Prepared By MHF DESIGN CONSULTANTS, INC. 12-B MANOR PARKWAY SALEM,NEW HAMPSHIRE 03079 PROJECT#40996 Prepared For CHANNEL BUILDING COMPANY, INC. 242 NECK ROAD HAVERHILL,MASSACHUSETTS April 26, 1996 ` �' Revised May 10, 1996 alro �Vif, ril Revised June 13, 1996 Revised June 24 1996 `���` `��� ENGINEERS PLANNERS SURVEYORS TABLE OF CONTENTS Page PART I NARRATIVE I PART II HYDROLOGY 3-4 PART III HYDRAULICS 5-6 APPENDICES A PRE-DEVELOPMENT CONDITIONS B POST-DEVELOPMENT CONDITIONS C DETENTION FACILITY AND ROUTING TABLES D PIPE ANALYSIS E MISCELLANEOUS CHARTS, REFERENCE MATERIALS I. NARRATIVE A. Objective The project site is situated on a undeveloped 9.735 acre lot in the North Andover Business Park Extension in the Town of North Andover. (See Figure 1) The parcel is known as Lot 82, Map 25 and is located within the I-i Industrial zone. The proposed development will consist of the construction of a 62,600 SF printing facility along with the associated parking and drainage facilities. The objective of this drainage analysis is to evaluate the impact of the proposed improvements with respect to on and off-site drainage, and to provide calculations for the proposed on-site drainage system as planned for in the original subdivision plan for the North Andover Business Park Extension. The original plan known as "Definitive Subdivision Plan, North Andover Business Park Extension, Willow Street -Flagship Drive", prepared by Thomas E. Neve Associates, Inc, dated December 1, 1989 called for the runoff for Lot 82 and a portion of lot 75 to be mitigated during the development of lot 82. This drainage analysis will analyze the proposed drainage system to include future development of lot 75. The proposed stormwater management plan will utilize the SCS TR20 methodology to calculate runoff peaks, runoff volumes and analyze the proposed drainage system for the estimated runoff in order to follow the design standards of the Town of North Andover Site Plan Regulations for the two, ten and one- hundred year storm events. The design of the proposed interior drainage system is based on common engineering routing techniques and hydraulic laws. i 000 t I' o � •• • it • �48 - M = -'I/ b c -�-�- . \ \` ` :\yam-,•� , t _-�' �P gib- rlifr � �• � ° - :\ yl Ail— ft ( I II HYDROLOGY A. Existing Conditions(see Appendix A) The existing lot is partially developed with moderate to steep topography. The existing topography produces one major drainage area which drains into a large wetland located to the east of the site(El). The runoff from the site consists of sheet flow and shallow concentrated flow towards the wetland. Hydrographs for the two, ten and one hundred year design storms under existing conditions can be found in Appendix A. Summary of Existing Hydrologic Conditions Design Storm RunoffPeak(cfs) Runoff Volume (Ac -Ft) 2-Year 4.80 0.82 10-Year 13.07 2.02 100-Year 28.00 4.18 B. Proposed Conditions (See Appendix B) The proposed development will consist of the construction of a 62,600 SF printing facility along with the associated parking and an interior drainage system. The proposed development will utilize a majority of the upland portions of this lot and will maintain the overall drainage master plan of the North Andover Business Park Extension as originally designed by Thomas E.Neve Associates, Inc.. The development will create three overall drainage patterns. Drainage area P 1 will consist of lot 82 and a portion of the developed lot 75. The proposed interior drainage system will collect a majority of the surface runoff from this area, and will detain the peak flow so that the peak runoff rates will be equal to or smaller than the pre-development conditions. The proposed drainage system will take into consideration the interception and bypass of the existing drainage patterns from any upland off-site areas via bypass swales(P2,P3). The southerly swale(P2)will collect the upstream runoff and direct it through the detention basin while the northerly swale(P3)will direct the off-site upstream runoff around the site and through a culvert under the proposed driveway. The runoff of the off-site uphill terrain will be bypassed around the site by the grass swales,no runoff hydrographs were developed for these off-site areas. The proposed drainage system will provide a balance for the increase in runoff from the addition of impervious areas, via routing and reduced discharge from the proposed detention facility. Drainage area P4 will consist of the runoff from the first 360ft+/- of the entrance driveway. The runoff from drainage area P4 will be directed toward the drainage system of Flagship Drive via catch basins and concrete pipe as planned for in the original overall drainage master plan for the North Andover Business Park Extension. See appendix B for post development hydrographs and appendix C for basin routing. 3 Summary of Proposed Hydrologic Conditions Pre-Detention Runoff(areas that will flow into the basin) Desi n Storm Runoff Peak(cfs) Runoff Volume(Ac-Ft) 2-Year 10.68 1.05 10-Year 18.22 1.90 100-Year 29.71 3.28 Pre-Detention Runoff(areas that will not flow into the basin) Design Storm RunoffPeak(cfs) Runoff Volume(Ac -Ft) 2-Year 1.27 0.20 10-Year 3.32 0.49 100-Year 6.96 0.99 Post-Detention Runoff from the Detention Basin Design Storm RunoffPeak(cfs) 2-Year 3.66 10-Year 8.00 100-Year 15.89 (note: Summaries do not contain drainage area P4) C. Summary of Results The proposed drainage patterns are similar to the existing The total proposed site runoff peak during the two,ten and one hundred year design storms will be marginally less than the existing peaks due to the proposed detention basin and the outlet control structure. SUN 4ARY OF PEAK RUNOFFS Q2(cfs) Qio (cfs) Qioo (cfs) Pre-development Conditions 4.80 13.07 28.00 Post-development Conditions 4.93 11.32 22.85 NET DIFFERENCE 0.13 -1.75 -5.15 4 III.HYDRAULICS A. Introduction The proposed closed interior drainage system as well as the proposed collection system were designed in accordance with the Drainage Design Criteria and Standards of the Town of North Andover for the two,ten and one hundred year design storms. The design of the proposed drainage system will include water quality, and make provisions for erosion protection and sediment control to insure that minimum surface water quality standards are met. B. Existin Drainage System The existing on-site drainage system consists of sheet flows, small ditches, small swales and natural depressions which discharge naturally into the existing wetland located to the east of the site. C. Proposed Drainage System The proposed drainage system will consist of catch basins, manholes, RCP, drainage swales, a detention basin and an outlet control structure. A system of catch basins, manholes and concrete pipes will collect the runoff from the site and direct it into the detention basin. The detention basin will control the volumes of the storms and discharge the runoff at a rate equal to or less than the preexisting rate of runoff from the site. A system of catch basins will collect the runoff from the driveway and direct it into the pre-existing drainage system in Flagship Drive. A system of grass swales will direct a portion of the upland off-site runoff around the development site so the detention basin need not be sized to accommodate the total off-site runoff. D. Proposed Pipe System The pipes are sized to handle the 100-year design storm. This is necessary in order to convey the storm water into the basin from areas not directly upland of the detention basin. The pipe sizes and slopes were then checked using"STORMCAD For Windows"by Haestad Methods. (See Appendix D for Calculations) E. Proposed Detention Facili The proposed detention facility will consist of an aboveground detention basin with an outlet control structure. The outlet control structure will mitigate the outflow from the basin for the two,ten and one hundred year design storms and direct it into a grass Swale which outlets into the existing wetland area located to the east of the proposed construction. 5 The outlet control structure of the detention basin will utilize a 10 inch PVC pipe at elevation 244.00 to mitigate the outflow from the detention basin during the two year design storm. A rectangular weir set at elevation 246.50 will mitigate the outflow from the 10 year design storm. The outflow from the one hundred year design storm will be mitigated by the concrete box structure acting as a weir. The detention facility will have a twenty five foot emergency spillway with riprap located at the southern end of the detention basin. This spillway will prevent the deterioration of the berm around the basin should a storm larger than 100 year storm event occur. The proposed side slopes of the detention basin berm will be at a maximum of two to one, horizontal to vertical on the downslope side and three to one on the upslope side. The pond was analyzed utilizing the hydrographs produced by the SCS TR-20 computer program provided by Haestad Methods. The pond routing was performed utilizing the POND2 program also provided by Haestad Methods. D. Erosion Control Best management practices for erosion control and site stabilization during construction will be employed on the site to minimise soil erosion and to protect the adjacent areas from impacts associated with the proposed development during and after construction. The Proposed project will utilize both temporary and permanent erosion control and treatment measures for control of stormwater runoff. Temporary erosion control measures such as silt fence, hay bales and mulch will be used during construction of the project to minimise intrusion of soil erosion These measures will remain in place until permanent stabilization is accomplished. Other measures for sedimentation and erosion control as well as water quality will include provisions for sumps in all catch basin structures along with riprap in areas were the flow merits it. The grass swales will prevent runoff from terrain upland of the site from flowing across the site and into the catch basins and detention basin. This will maintain water quality in the upland runoff and minimise the water that must be detained in the detention basin. E. Water Qu&y The bypass swales along the westerly and southerly property lines will direct upstream overland runoff around the site. This will prevent a mixing of clean natural runoff with the parking lot runoff. The parking lot runoff will be directed into the detention basin which will outlet through a grass treatment Swale prior to discharging into the wetland. 6 APPENDIX A i mill'' I l z 106 o ] C) COO. # # # # # # # # # # o 0 0 # # # # # # # # l0 # # * l0 # 00'A 4CY)m InMOmrr N -* # l0 # OOH H N M M 0 C,Q 00 r m m.-i E 000 0 0 0 0 0 0 0 0 0 0 0 0.1 z # o V * LO # W O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 4t LO # u o -x r # o a # w o >,>, # # -,,4 # mo00 # o ?# H1> # \ • •00 # O LO M.-I 11 # .. .. .. .. .. .. .. .. ..N C7 \W # c N c N N # •• •• •• •• •• •• •• •• ••�• O l0 Q M m M m M m LO H h c.1 m r LO LO m m m 0 0 H H N N M a'v Lo IO IO r m m 0 '.. # M lO r 00 # •• •• •• # O TJ x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .-i # # X X X X X •• C •• CO Q rn r1 0000000000000000 '. # # x x X ro X X x X ro o o u a i H Z C -4•-i X X x x x X x •• N i \ 0 -H w ro U + a zx # !n •,1 W # E G •• 7 E a Nr Nr Nco 0 k MOr tn�MlO # UJ 4J # x K •• •• N H .. .. 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W Z D W O W O W O >+ O ::) H W H W H w O X a E E E O E aEa H E H E H H F E E E a F F E I O U W U E7Q r-GU �U �U U5Q W� Wrt W� Z p, N w 6 W U a w W w W a H co (n w W O E W W W W W E U co U) � U) E X X X u X x X xco ❑ m 3� APPENDIX C 3 � POND-2 Version: 5 .20 SIN: Page 1 EXECUTED: 06-25-1996 10 :37 : 16 STORM #1 Return Freq: 2 years ********************************************************************** * * * CHANNEL BUILDING CO. INC. DETENTION POND ROUTING FOR THE TWO, T * AND 100 YEAR DESIGN STORMS REVISED 6/24/96 * MHF #40996 * MAP 25 LOT 82 * * ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C: \409\DRAINAGE\409PND6 PND Inflow Hydrograph: C: \409\DRAINAGE\409P2YRD.HYD Outflow Hydrograph: C: \409\DRAINAGE\2YR-OUT HYD Starting Pond W.S. Elevation = 244 . 00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 10 . 66 cfs Peak Outflow = 3 . 66 cfs Peak Elevation = 246 .44 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = 0 . 00 ac-ft Peak Storage From Storm = 0 .28 ac-ft Total Storage in Pond = 0 .28 ac-ft 36 POND-2 Version: 5 .20 SIN: Page 3 STORM #1 Return Freq: 2 years Pond File: C: \409\DRAINAGE\409PND6 PND Inflow Hydrograph: C:\409\DRAINAGE\409P2YRD.HYD Outflow Hydrograph: C: \409\DRAINAGE\2YR-OUT .HYD EXECUTED: 06-25-1996 Peak Inflow = 10.66 cfs 10 :37 :16 Peak Outflow = 3 .66 cfs Peak Elevation = 246 .44 ft Flow (cfs) 0 . 0 1.5 3 . 0 4 . 5 6 . 0 7 .5 9 . 0 10 .5 12 . 0 13 .5 15 . 0 16 .5 11.3 - x* X* 11.4 - X* X* 11.5 - x X 11 . 6 - X X 11. 7 - x x 11.8 - x x 11. 9 - x X 12 . 0 - x x 12 . 1 - x x 12 .2 - x x 12 .3 - x x 12 .4 - x * x 12 .5 - * x * x 12 . 6 - * x * x 12 . 7 - * x * x 12 . 8 - * x * x 12 .9 - * x * x 13 . 0 - * x * x 13 . 1 - * x * x 13 .2 - * x TIME (hrs) * File: C: \409\DRAINAGE\409P2YRD.HYD Qmax = 10 .7 cfs x File: C: \409\DRAINAGE\2YR-OUT .HYD Qmax = 3 .7 cfs 37 POND-2 Version: 5 .20 SIN: Page 1 EXECUTED: 06-25-1996 10 :37 :16 STORM #2 Return Freq: 10 years * * CHANNEL BUILDING CO. INC. DETENTION POND ROUTING FOR THE TWO, T * AND 100 YEAR DESIGN STORMS REVISED 6/24/96 * MHF #40996 * MAP 25 LOT 82 * ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C: \409\DRAINAGE\409PND6 PND Inflow Hydrograph: C: \409\DRAINAGE\409P10YD.HYD Outflow Hydrograph: C: \409\DRAINAGE\IOYR-OUT.HYD Starting Pond W.S . Elevation• = 244 . 00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 18 .17 cfs Peak Outflow = 8 . 00 cfs Peak Elevation = 247 .50 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = 0 . 00 ac-ft Peak Storage From Storm = 0 .48 ac-ft Total Storage in Pond = 0 .48 ac-ft 3 � POND-2 Version: 5 .20 SIN: Page 3 STORM #2 Return Freq: 10 years Pond File: C: \409\DRAINAGE\409PND6 PND Inflow Hydrograph: C:\409\DRAINAGE\409P10YD.HYD Outflow Hydrograph: C:\409\DRAINAGE\10YR-OUT.HYD EXECUTED: 06-25-1996 Peak Inflow = 18 .17 cfs 10 :37 :16 Peak Outflow = 8 . 00 cfs Peak Elevation = 247 .50 ft Flow (cfs) 0 . 0 2 . 0 4 . 0 6 . 0 8 . 0 10 . 0 12 . 0 14 .0 16 . 0 18 . 0 20 . 0 22 . 0 . ------ I ----- I ----- I ----- ----- I ----- I ----- ----- ----- ----- I ----- I - 11.3 - X* X 11.4 - x X 11 .5 - X X 11.6 - x X 11 . 7 - x X 11 .8 - X x 11.9 - x X 12 . 0 - X X 12 .1 - x x 12 .2 - x x 12 .3 - x X 12 .4 - * x * x 12 .5 - * x * x 12 .6 - * x * x 12 .7 - * x * x 12 . 8 - * x * x 12 .9 - * x * x 13 . 0 - * x * x 13 .1 - * x * X L3 .2 - * x TIME (hrs) * File: C: \409\DRAINAGE\409P10YD.HYD Qmax = 18 . 2 cfs x File : C: \409\DRAINAGE\10YR-OUT.HYD Qmax = 8 . 0 cfs 3g POND-2 Version: 5 .20 SIN: Page 1 EXECUTED: 06-25-1996 10 :37 : 16 STORM #3 Return Freq: 100 years ********************************************************************** * * * CHANNEL BUILDING CO. INC. DETENTION POND ROUTING FOR THE TWO, T * AND 100 YEAR DESIGN STORMS REVISED 6/24/96 * MHF #40996 * MAP 25 LOT 82 * ********************************************************************** ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C: \409\DRAINAGE\409PND6 PND Inflow Hydrograph: C:\409\DRAINAGE\409100YD.HYD Outflow Hydrograph: C: \409\DRAINAGE\100YROUT.HYD Starting Pond W.S . Elevation = 244 . 00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 29 . 65 cfs Peak Outflow = 15 . 89 cfs Peak Elevation = 248 .54 ft ***** Summary of Approximate Peak Storage ***** Initial Storage - 0 . 00 ac-ft Peak Storage From Storm = 0 . 75 ac-ft Total Storage in Pond = 0 . 75 ac-ft POND-2 Version: 5 .20 SIN: Page 3 STORM #3 Return Freq: 100 years Pond File: C: \409\DRAINAGE\409PND6 PND Inflow Hydrograph: C: \409\DRAINAGE\409100YD.HYD Outflow Hydrograph: C:\409\DRAINAGE\100YROUT.HYD EXECUTED: 06-25-1996 Peak Inflow = 29 .65 cfs 10 :37 : 16 Peak Outflow = 15 .89 cfs Peak Elevation = 248 .54 ft Flow (cfs) 0 . 0 3 . 0 6 . 0 9 . 0 12 . 0 15 . 0 18 . 0 21. 0 24 . 0 27 . 0 30 . 0 33 . 0 11.3 - x X 11 .4 - x X 11.5 - x x 11 . 6 - x x 11 . 7 - x x 11 . 8 - x x 11 . 9 - x x 12 . 0 - x x 12 .1 - x x 12 .2 - x X 12 .3 - x *x 12 .4 - * x * x 12 .5 - * x * x 12 . 6 - * x * x 12 .7 - * x * x 12 . 8 - * x * x 12 .9 - * x * x 13 . 0 - * x * x 13 .1 - * x * x 13 .2 - * x TIME (hrs) * File: C: \409\DRAINAGE\409100YD.HYD Qmax = 29 . 6 cfs x File: C: \409\DRAINAGE\100YROUT.HYD Qmax = 15 .9 cfs 111 Outlet Structure File: 409OUT6 STR 0�' I2, ®C° POND-2 Version: 5 .20 SIN: Date Executed: Time Executed: ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) Q (cfs) Contributing Structures -------------- ------- ------------------------ 244 . 00 0 . 0 1 244.20 0.2 1 244 .40 0 . 6 1 244 . 60 1. 1 1 244 . 80 1 .4 1 245 . 00 2 . 0 2 245 .20 2 .3 2 245 .40 2 . 6 2 245 . 60 2 . 8 2 245 . 80 3 . 0 2 246 . 00 3 .3 2 246 .20 3 .4 2 246 .40 3 . 6 2 246 . 60 3 . 9 2 +3 246 . 80 4. 6 2 +3 247 . 00 5 .4 2 +3 247 .20 6 .4 2 +3 247 .40 7 .4 2 +3 247 . 60 8 .6 2 +3 247 . 80 9 . 9 2 +3 248 . 00 11.2 2 +3 248 .20 12 .6 2 +3 248 .40 14 .1 2 +4 +3 248 . 60 16 . 6 2 +4 +3 248 . 80 19 . 6 2 +4 +3 249 . 00 23 . 0 2 +4 +3 249 .20 26 . 7 2 +4 +3 249 .40 30 .7 2 +4 +3 249 . 60 35 . 0 2 +4 +3 249 . 80 39 .5 2 +4 +3 250 . 00 44 .3 2 +4 +3 250 .20 49 .2 2 +4 +3 250 .30 51.8 2 +4 +3 W2 Outlet Structure File: 409OUT6 STR POND-2 Version: 5 . 20 SIN: Date Executed: Time Executed: Outlet Structure File: C:\409\DRAINAGE\409OUT6 STR Planimeter Input File: C: \409\DRAINAGE\409STOR2 .VOL Rating Table Output File: C: \409\DRAINAGE\409PND6 PND Min. Elev. (ft) = 244 Max. Elev. (ft) = 250 .3 Incr. (ft) _ .2 Additional elevations (ft) to be included in table: * * * * * * * * * * * * * * * * * * * * * * * * * * SYSTEM CONNECTIVITY Structure No. Q Table Q Table ORIFICE-VC 2 -> 2 TABLE 1 -> 1 INLET BOX 4 -> 4 WEIR-VR 3 -> 3 Outflow rating table summary was stored in file: C: \409\DRAINAGE\409PND6 PND 'I3 Outlet Structure File: 409OUT6 STR POND-2 Version: 5 .20 SIN: Date Executed: Time Executed: >>>>>> Structure No. 2 <<<<<< (Input Data) ORIFICE-VC Orifice - Vertical Circular E1 elev. (ft) ? 244 . 8333 E2 elev. (ft) ? 250 .301 Orifice coeff . ? . 59 Invert elev. (ft) ? 244 . 00 Datum elev. (ft) ? 244 .415 Diameter (ft) ? . 8333 Outlet Structure File: 409OUT6 STR POND-2 Version: 5 .20 SIN: Date Executed: Time Executed: >>>>>> Structure No. 1 <<<<<< (Input Data) TABLE Input your own rating table . E1 (ft) =244 . 0 E2 (ft) =244 .9999 Constant (ft) added to each elevation was : 244 Elev. (ft) Q (cfs) 244 0 244 .1 . 04 244 .2 . 16 244 .3 .35 244 .4 .59 244.5 . 85 244 . 6 1 . 1 244 . 7 1 .29 244 . 8 1.35 Outlet Structure File: 409OUT6 STR POND-2 Version: 5 .20 SIN: Date Executed: Time Executed: >>>>>> Structure No. 4 <<<<<< (Input Data) INLET BOX Weir & Orifice defined by length and area E1 elev. (ft) ? 248 .33 E2 elev. (ft) ? 250 .301 Crest elev. (ft) ? 248 .33 Weir length (ft) ? 13 .40 Weir coefficient? .6 Orifice area (sq.ft) ? 7 . 8 Orifice coefficient? .6 Start transition elev. (ft) @ ? Transition height (ft) ? Outlet Structure File: 409OUT6 STR POND-2 Version: 5 .20 SIN: Date Executed: Time Executed: >>>>>> Structure No. 3 <<<<<< (Input Data) WEIR-VR Weir - Vertical Rectangular E1 elev. (ft) ? 246 .50 E2 elev. (ft) ? 250 .301 Weir coefficient? 0 . 60 Weir elev. (ft) ? 246 .50 Length (ft) ? 6 Contracted/Suppressed (CIS) ? C 7 Outlet Structure File: 409OUT6 STR POND-2 Version: 5 .20 SIN: Date Executed: Time Executed: Outflow Rating Table for Structure #1 TABLE Input your own rating table. Elevation (ft) Q (cfs) Computation Messages -------------- ------- ------------------------ 244 . 00 0 . 0 244.20 0 .2 244 .40 0 . 6 244 .60 1 .1 244 .80 1 .4 245 . 00 0 . 0 E = or > E2=244 .9999 245 .20 0 . 0 E = or > E2=244 .9999 245 .40 0 . 0 E = or > E2=244 .9999 245 . 60 0 . 0 E = or > E2=244 .9999 245 .80 0 . 0 E = or > E2=244 .9999 246 . 00 0 . 0 E = or > E2=244 . 9999 246 .20 0 . 0 E = or > E2=244 .9999 246 .40 0 . 0 E = or > E2=244 .9999 246 . 60 0 . 0 E = or > E2=244 . 9999 246 . 80 0 . 0 E = or > E2=244 . 9999 247 . 00 0 . 0 E = or > E2=244 . 9999 247 .20 0 . 0 E = or > E2=244 . 9999 247 .40 0 . 0 E = or > E2=244 .9999 247 . 60 0 . 0 E = or > E2=244 . 9999 247 . 80 0 . 0 E = or > E2=244 . 9999 248 . 00 0 . 0 E = or > E2=244 . 9999 248 .20 0 . 0 E = or > E2=244 . 9999 248 .40 0 . 0 E = or > E2=244 .9999 248 . 60 0 . 0 E = or > E2=244 . 9999 248 . 80 0 . 0 E = or > E2=244 . 9999 249 . 00 0 . 0 E = or > E2=244 .9999 249 .20 0 . 0 E = or > E2=244 . 9999 249 .40 0 . 0 E = or > E2=244 .9999 249 .60 0 . 0 E = or > E2=244 . 9999 249 .80 0 . 0 E = or > E2=244 . 9999 250 . 00 0 . 0 E =. or > E2=244 .9999 250.20 0 . 0 E = or > E2=244 .9999 250 .30 0 . 0 E = or > E2=244 . 9999 'l Outlet Structure File: 409OUT6 STR POND-2 Version: 5 .20 SIN: Date Executed: Time Executed: Outflow Rating Table for Structure #4 INLET BOX Weir & Orifice defined by length and area ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computation Messages -------------- ------- ------------------------ 244 . 00 0 . 0 E < Inv.E1 . = 248 .33 244 .20 0. 0 E < E1=248 . 33 244 .40 0 . 0 E < E1=248 . 33 244 . 60 0 . 0 E < E1=248 . 33 244 . 80 0 . 0 E < E1=248 .33 245 . 00 0 . 0 E < E1=248 . 33 245 .20 0 . 0 E < E1=248 .33 245 .40 0. 0 E < E1=248 .33 245 . 60 0 . 0 E < E1=248 . 33 245 . 80 0 . 0 E < E1=248 . 33 246 . 00 0 . 0 E < E1=248 . 33 246 .20 0 . 0 E < E1=248 . 33 246 .40 0 . 0 E < E1=248 . 33 246 . 60 0 . 0 E < E1=248 . 33 246 . 80 0 . 0 E < E1=248 .33 247 . 00 0 . 0 E < E1=248 . 33 247 .20 0 . 0 E < E1=248 . 33 247 .40 0 . 0 E < E1=248 . 33 247 . 60 0 . 0 E < E1=248 . 33 247 . 80 0 . 0 E < E1=248.33 248 . 00 0 . 0 E < E1=248 .33 248 . 20 0 . 0 E < E1=248 . 33 248 .40 0 .1 Weir: H =. 07 248 . 60 1.1 Weir: H =.27 248 . 80 2 .6 Weir: H =.47 249 . 00 4.4 Weir: H =. 67 249 . 20 6.5 Weir: H =. 870 249 .40 8 .9 Weir: H =1. 07 249 .60 11.5 Weir: H =1 .27 249 . 80 14 .3 Weir: H =1 .47 250 . 00 17 .4 Weir: H =1 .67 250 .20 20 .6 Weir: H =1. 87 250 .30 22 .2 Weir: H =1.97 Weir Cw = . 6 Weir length = 13 .4 ft Orifice Co = . 6 orifice- area = 7 . 8 sq. ft. Q (cfs) = (Cw * L * H**1.5) or (Co * A * sgr(2*g*H) ) No transition used, transition height = 0 . 0 Weir equation = Orifice equation @ elev.= 253 . 0013 ft �o Outlet Structure File: 409OUT6 STR POND-2 Version: 5 .20 SIN: Date Executed: Time Executed: Outflow Rating Table for Structure #3 WEIR-VR Weir - Vertical Rectangular ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computation Messages 244 .00 0 . 0 E < Inv.E1.= 246 .5 244 .20 0 . 0 E < Inv.El .= 246 .5 244 .40 0 . 0 E < Inv.E1 .= 246 .5 244 .60 0 . 0 E < Inv.El . = 246 .5 244. 80 0 . 0 E < Inv.E1.= 246 .5 245 . 00 0 . 0 E < Inv.E1 .= 246.5 245 .20 0 . 0 E < Inv.E1.= 246 .5 245 .40 0 . 0 E < Inv.El.= 246 .5 245 .60 0 . 0 E < Inv.E1 .= 246 .5 245 . 80 0 . 0 E < Inv.El .= 246 . 5 246 . 00 0 . 0 E < Inv.El.= 246 .5 246 .20 0 . 0 E < Inv.El . = 246 .5 246 .40 0 . 0 E < Inv.El. = 246.5 246 .60 0 .1 H =. 1 246 . 80 0 .6 H =.3 247 . 00 1 .3 H =.5 247 .20 2 .1 H =.7 247 .40 3 . 0 H = .9 247 . 60 4 . 0 H =1.1 247 . 80 5 .1 H =1. 3 248 . 00 6 .3 H =1.5 248 .20 7 .5 H =1 . 7 248 .40 8 . 8 H =1.9 248 . 60 10 .2 H =2 .1 248 . 80 11 . 6 H =2 .3 249 . 00 13 . 0 H =2 .5 249 .20 14 .5 H =2 .7 249 .40 16 .1 H =2 .9 249 .60 17 . 6 H =3 . 1 249 . 80 19 .2 H =3 .3 250 . 00 20 . 8 H =3 .5 250 .20 22 .5 H =3 .7 250 .30 23 .3 H =3 . 8 C = . 6 L (ft) = 6 H (ft) = Table elev. - Invert elev. ( 246 .5 ft ) Q (cfs) = C * (L- .2H) * (H**1.5) -- Contracted Weir POND-2 Version: 5 .20 SIN: Page 1 EXECUTED: 06-25-1996 10 :55 :40 * * * CHANNEL BUILDING CO. INC. DETENTION POND ROUTING FOR THE 100 YR * DESIGN STORM ROUTED THROUGH THE EMERGENCY SPILLWAY ONLY * MHF #40996 * MAP #25 LOT 82 * * Inflow Hydrograph: C: \409\DRAINAGE\409100YD.HYD Rating Table file: C: \409\DRAINAGE\409OUTSP. PND ----INITIAL CONDITIONS---- Elevation = 244 . 00 ft Outflow = 0 . 00 cfs Storage = 0 . 00 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (ac-ft) (cfs) (cfs) 244 . 00 0 . 0 0 . 000 0 . 0 0 . 0 244 . 20 0 . 0 0 . 016 3 . 9 3 . 9 244 .40 0 . 0 0 . 033 8 .1 8 . 1 244 . 60 0 . 0 0 . 052 12 .5 12 .5 244 . 80 0 . 0 0 . 071 17 .2 17 .2 245 . 00 0 . 0 0 . 092 22 .2 22 .2 245 .20 0 . 0 0 . 114 27 .5 27 . 5 245 .40 0 . 0 0 .137 33 .1 33 . 1 245 . 60 0 . 0 0 .161 39 . 0 39 . 0 245 . 80 0 . 0 0 .187 45 .3 45 . 3 246 . 00 0 . 0 0 .214 51 .8 51. 8 246 . 20 0 . 0 0 .243 58 .8 58 . 8 246 .40 0 . 0 0 .274 66 .2 66 .2 246 . 60 0 . 0 0 . 307 74 .2 74 . 2 246 . 80 0 . 0 0.342 82 .7 82 .7 247 . 00 0 . 0 0 .379 91 .7 91 . 7 247. 20 0 . 0 0.419 101 .3 101.3 247.40 0 . 0 0 .461 111 .5 111 .5 247. 60 0 . 0 0 .505 122 .3 122 . 3 247. 80 0 . 0 0.552 133 .7 133 . 7 248. 00 0 . 0 0 .602 145 .7 145 . 7 248.20 0 . 0 0 . 654 158 .3 158 .3 248 .40 0 . 0 0 .709 171.5 171.5 248 . 60 0 . 0 0 . 766 185 .4 185 .4 248 . 80 6 . 0 0 . 826 199 .8 205 . 8 249. 00 19 . 1 0 . 888 214 .9 234 . 0 249 .20 37 . 8 0 . 953 230 .6 268 .4 249 .40 61 .2 1 . 021 247 . 0 308.2 249. 60 89 .2 1. 091 264 .1 353 .3 249 . 80 121 .4 1 .165 281 .9 403 .3 250 . 00 141 . 0 1.241 300 .3 441 . 3 ------------------------------ -------------------------- EXECUTED 06-25-1996 10 : 55 :40 Page 2 DISK FILES : 409100YD.HYD 409OUTSP.PND INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (ac-ft) (cfs) (cfs) --------- --------- ---------- ------------ ------------- 250 .20 160 .5 1 .320 319 . 6 480 . 1 250 .30 170 .2 1.361 329 .5 499 . 7 ------------------------------ -------------------------- Time increment (t) = 0 . 100 hrs . S3 POND-2 Version: 5 .20 SIN: Page 3 EXECUTED: 06-25-1996 10 :55 :40 Pond File: C:\409\DRAINAGE\409OUTSP.PND Inflow Hydrograph: C:\409\DRAINAGE\409100YD.HYD Outflow Hydrograph: C: \409\DRAINAGE\OUT HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - O 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 2 . 000 0 . 00 ----- 0 . 0 0 .0 0 . 00 244 . 00 2 . 100 0 . 00 0 . 0 0 . 0 0 .0 0 . 00 244. 00 2 .200 0 . 00 0 . 0 0 . 0 0 .0 0 . 00 244 . 00 2 .300 0 . 00 0 . 0 0 . 0 0 .0 0 . 00 244. 00 2 .400 0 . 00 0 . 0 0 . 0 0 . 0 0 . 00 244 . 00 2 .500 0 . 01 0 . 0 0 . 0 0 . 0 0 . 00 244 . 00 2 . 600 0 . 02 0 . 0 0 . 0 0 . 0 0 . 00 244 . 00 2 . 700 0 . 02 0 . 0 0 .1 0 .1 0 . 00 244 .00 2 . 800 0 . 03 0 . 1 0 .1 0 .1 0 . 00 244 . 01 2 . 900 0 . 03 0 . 1 0 .2 0 .2 0 . 00 244 . 01 3 . 000 0 . 04 0 . 1 0 .3 0 .3 0 . 00 244 . 01 3 .100 0 . 04 0 . 1 0 .3 0 .3 0 . 00 244 . 02 3 . 200 0 . 09 0 . 1 0 .5 0 .5 0 . 00 244 . 02 3 .300 0 . 07 0 . 2 0 . 6 0 .6 0 . 00 244 . 03 3 .400 0 . 06 0 . 1 0 . 8 0 .8 0 . 00 244.04 3 .500 0 . 06 0 . 1 0 .9 0 .9 0 . 00 244 . 05 3 .600 0 . 07 0 . 1 1 . 0 1.0 0 . 00 244. 05 3 . 700 0 .13 0. 2 1 .2 1 .2 0 . 00 244 . 06 3 . 800 0 . 10 0 . 2 1.4 1 .4 0 . 00 244 .07 3 . 900 0 . 09 0 . 2 1 .6 1 .6 0 . 00 244. 08 4 . 000 0 . 09 0 .2 1 . 8 1.8 0 . 00 244. 09 4 . 100 0 . 16 0 . 3 2 . 1 2 .1 0 . 00 244 .11 4 .200 0.12 0. 3 2 .3 2 .3 0 . 00 244.12 4 .300 0 . 11 0 . 2 2 . 6 2 .6 0 . 00 244 .13 4 .400 0 . 19 0 . 3 2 . 9 2 .9 0 . 00 244.15 4 . 500 0 . 14 0 . 3 3 .2 3 .2 0 . 00 244.16 4 . 600 0 . 12 0 . 3 3 .5 3 .5 0 . 00 244 .18 4 . 700 0 . 21 0 . 3 3 . 8 3 .8 0 . 00 244 .19 4 .800 0 . 15 0 .4 4 .2 4 .2 0 . 00 244.21 4 . 900 0 . 13 0 . 3 4 .4 4 .4 0 . 00 244 .23 5 . 000 0 .23 0 .4 4 . 8 4 .8 0 . 00 244.24 5 .100 0 . 17 0 .4 5 .2 5 .2 0 . 00 244 .26 5 .200 0 .25 0 .4 5 . 6 5 .6 0 . 00 244.28 5 .300 0 . 18 0 .4 6 . 0 6 .0 0 . 00 244 .30 5 .400 0 .26 0 .4 6 .5 6 .5 0 . 00 244 .32 5 .500 0 . 19 0 . 5 6 .9 6 .9 0 . 00 244 .34 5 . 600 0 .27 0 .5 7 .4 7 .4 0 . 00 244 .37 5 . 700 0 . 19 0 . 5 7 .9 7 .9 0 .00 244 .39 5 . 800 0 .29 0 .5 8 .3 8 .3 0 . 00 244 .41 5 . 900 0.20 0 . 5 8 .8 8 .8 0 . 00 244 .43 6 . 000 0 .30 0 . 5 9 .3 9 .3 0 . 00 244 .46 6 .100 0.34 0 . 6 10 . 0 10 .0 0 . 00 244 .48 6 .200 0 .22 0 . 6 10 .5 10 .5 0 . 00 244.51 6 .300 0 . 31 0 .5 11.1 11 .1 0 . 00 244 .53 6 .400 0 .36 0 . 7 11 .7 11 .7 0 . 00 244 .56 ------------------ ------------------------------------------------------ ,r I POND-2 Version: 5 .20 SIN: Page 4 EXECUTED: 06-25-1996 10 :55 :40 Pond File: C: \409\DRAINAGE\409OUTSP.PND Inflow Hydrograph: C: \409\DRAINAGE\409100YD.HYD Outflow Hydrograph: C: \409\DRAINAGE\OUT HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 6 .500 0 .23 0 . 6 12 .3 12 .3 0 . 00 244 .59 6 .600 0 .33 0 .6 12 .9 12 . 9 0 . 00 244 . 62 6 .700 0 .38 0 .7 13 . 6 13 . 6 0 . 00 244 . 65 6 .800 0 .24 0 . 6 14 .2 14 .2 0 . 00 244 . 67 6 .900 0 .35 0 .6 14 . 8 14 . 8 0 . 00 244 .70 7 . 000 0 .39 0 .7 15 .5 15 .5 0 . 00 244 . 73 7 .100 0 .40 0 . 8 16 .3 16 .3 0 . 00 244 .76 7 .200 0 .41 0 . 8 17 .1 17 .1 0 . 00 244 . 80 7 .300 0 .41 0 . 8 18 . 0 18 . 0 0 . 00 244 . 83 7 .400 0 .42 0 . 8 18 . 8 18 .8 0 . 00 244 . 86 7 .500 0 .59 1 . 0 19 .8 19 . 8 0 . 00 244 . 90 7 . 600 0 . 65 1 .2 21 . 0 21 . 0 0 . 00 244 . 95 7 .700 0 .66 1 .3 22 .3 22 .3 0 . 00 245 . 00 7 . 800 0 . 67 1 .3 23 . 7 23 .7 0 . 00 245 . 05 7 .900 0 .68 1 .4 25 . 0 25 . 0 0 . 00 245 .11 8 . 000 0 . 69 1 .4 26 .4 26 .4 0 . 00 245 .16 8 .100 0 .70 1 .4 27 . 8 27 . 8 0 . 00 245 .21 8 .200 0 .71 1 .4 29 .2 29 .2 0 . 00 245 .26 8 .300 0 .72 1.4 30 . 6 30 . 6 0 . 00 245 .31 8 .400 0 . 73 1.5 32 .1 32 .1 0 . 00 245 .36 8 .500 0 .73 1.5 33 .5 33 .5 0 . 00 245 .41 8 .600 0 . 93 1 .7 35 .2 35 .2 0 . 00 245 .47 8 .700 0 . 81 1.7 36 . 9 36 .9 0 . 00 245 .53 8 . 800 0 .77 1. 6 38 .5 38 .5 0 . 00 245 .58 8 .900 0 . 97 1.7 40 .3 40.3 0 . 00 245 . 64 9 . 000 1 . 04 2 . 0 42 .3 42 .3 0 . 00 245 . 70 9 .100 0 .87 1.9 44 .2 44 .2 0 . 00 245 .76 9 .200 1 . 02 1.9 46 .1 46 .1 0 . 00 245 . 82 9 .300 1 . 09 2 . 1 48 .2 48 .2 0 . 00 245 . 89 9 .400 1 . 11 2 .2 50 .4 50 .4 0 . 00 245 . 96 9 .500 1 .13 2 .2 52 .6 52 . 6 0 . 00 246 . 02 9 .600 1 .15 2 .3 54 .9 54 .9 0 . 00 246 . 09 9 .700 1 .37 2 . 5 57 .4 57 .4 0 . 00 246 .16 9 . 800 1 .25 2 . 6 60 .0 60 . 0 0 . 00 246 .23 9 .900 1 .42 2 .7 62 .7 62 .7 0 . 00 246 .30 10 . 000 1 .29 2 .7 65 .4 65 .4 0 . 00 246 .38 10 .100 1 .46 2 . 8 68 .2 68 .2 0 . 00 246 .45 10 .200 1 .54 3 . 0 71 .2 71.2 0 . 00 246 .52 10 .300 1 .78 3 .3 74 .5 74 .5 0 . 00 246 . 61 10 .400 1 .66 3 .4 77 .9 77 .9 0 . 00 246 . 69 10 .500 1 . 84 3 .5 81 .4 81.4 0 . 00 246 . 77 10 . 600 1 .93 3 . 8 85 .2 85 .2 0 . 00 246 . 85 10 .700 1 .97 3 .9 89 .1 89 .1 0 . 00 246 . 94 10 . 800 2 .22 4 .2 93 .3 93 .3 0 . 00 247 . 03 10 .900 2 .33 4 .6 97 .8 97 .8 0 . 00 247 . 13 11. 000 2 .59 4 . 9 102 .8 102 .8 0 . 00 247 .23 ------------------ ------------------------------------------------------ POND-2 Version: 5 .20 SIN: Page 5 EXECUTED: 06-25-1996 10 :55 :40 Pond File: C: \409\DRAINAGE\409OUTSP.PND Inflow Hydrograph: C: \409\DRAINAGE\409100YD.HYD Outflow Hydrograph: C: \409\DRAINAGE\OUT HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 11.100 2 . 71 5 . 3 108 .1 108 .1 0 . 00 247.33 11 .200 2 . 76 5 .5 113 .5 113 .5 0 . 00 247 .44 11.300 3 .27 6 . 0 119 . 6 119 . 6 0 . 00 247 .55 11.400 3 . 70 7 . 0 126 .5 126 .5 0 . 00 247 . 67 11.500 3 . 87 7 . 6 134 . 1 134 .1 0 . 00 247 . 81 11.600 4 . 65 8 . 5 142 . 6 142 .6 0 . 00 247 . 95 11.700 5 .47 10 . 1 152 .7 152 .7 0 . 00 248 . 11 11 . 800 10 .26 15 . 7 168 .5 168 .5 0 . 00 248 .35 11 .900 16 .38 26 . 6 189 .4 195 .1 2 . 86 248 . 70 12 . 000 26 . 04 42 .4 195 . 6 231 .8 18 . 08 248 . 98 12 .100 29 . 65 55 . 7 194 . 3 251 .3 28 .51 249 . 10 12 .200 23 . 91 53 . 6 194 . 6 247 .9 26 . 63 249 . 08 12 .300 18 .17 42 . 1 195 .6 236 .7 20 .56 249 . 02 12 ,400 12 . 68 30 . 9 195 .3 226 .4 15 .58 248 . 95 12 .500 10 .58 23 . 3 194 . 7 218 .5 11 . 91 248 . 89 12 .600 9 . 64 20 . 2 194 .4 214 .9 10 .24 248 . 86 12 . 700 8 .59 18 . 2 194 .3 212 .7 9 .19 248 . 85 12 . 800 7 .24 15 . 8 194 .1 210 .1 8 . 01 248 . 83 12 . 900 6 .39 13 . 6 193 . 9 207 .7 6 .90 248 . 81 13 . 000 5 .57 12 . 0 193 . 8 205 .9 6 . 04 248 . 80 13 .100 4 . 82 10 .4 193 . 1 204 .2 5 .53 248 . 78 13 .200 4 .64 9 . 5 192 .5 202 .6 5 . 06 248 .77 13 .300 3 .96 8 . 6 191 . 8 201 .1 4 . 61 248 .75 13 .400 3 . 85 7 . 8 191 .3 199 . 7 4 .20 248 . 74 13 .500 3 .51 7 .4 190 .8 198 .6 3 .89 248 . 73 13 . 600 3 . 06 6 . 6 190 .3 197 .4 3 .54 248 . 72 13 .700 3 .12 6 . 2 190 . 0 196 .5 3 .27 248 . 71 13 .800 2 .85 6. 0 189 . 7 195 .9 3 .10 248 . 70 13 .900 2 .70 5 . 6 189 .5 195 .3 2 .91 248 . 70 14 . 000 2 , 63 5 . 3 189 .2 194 . 8 2 .77 248 . 69 14 .100 2 .58 5 . 2 189 . 1 194 .5 2 .67 248 . 69 14 .200 2 .53 5 . 1 189 . 0 194 .2 2 . 60 248 . 69 14 .300 2 .25 4 . 8 188 . 8 193 .8 2 .48 248 . 68 14 .400 2 .14 4 .4 188 .6 193 .2 2 .31 248 . 68 14 .500 2 .35 4 . 5 188 .6 193 .1 2 .27 248 . 68 14 .600 2 .15 4 .5 188 .5 193 .1 2 .26 248 . 68 14 .700 2 . 06 4 . 2 188 .4 192 .7 2 .17 248 . 67 14 . 800 1.78 3 . 8 188 .2 192 .2 2 . 02 248 .67 14 .900 1 . 93 3 . 7 188 . 1 191 .9 1 .92 248 . 66 15 . 000 1. 98 3 . 9 188 .1 192 . 0 1 .94 248 . 66 15 .100 1 .96 3 . 9 188 .1 192 . 0 1 .96 248 . 67 15 .200 1 . 70 3 . 7 188 . 0 191 . 8 1 . 88 248 . 66 15 .300 1 . 86 3 . 6 187 .9 191. 6 1. 82 248 . 66 15 .400 1 . 67 3 . 5 187 .9 191.4 1 . 79 248 . 66 15 .500 1. 59 3 . 3 187 . 7 191 .1 1 . 70 248 . 66 15 .600 1. 82 3 .4 187 . 7 191.1 1 . 70 248 . 66 ------------------ ---------------------------`--------------------------- !�v POND-2 Version: 5 .20 SIN: Page 6 EXECUTED: 06-25-1996 10 :55 :40 Pond File: C:\409\DRAINAGE\409OUTSP.PND Inflow Hydrograph: C: \409\DRAINAGE\409100YD.HYD Outflow Hydrograph: C: \409\DRAINAGE\OUT HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 15 .700 1 . 63 3 . 5 187 . 8 191. 2 1. 72 248 . 66 15 .800 1.55 3 .2 187 . 7 190 . 9 1. 64 248 .65 15 .900 1 . 54 3 . 1 187 . 6 190 . 8 1.58 248 . 65 16 . 000 1 .53 3 .1 187 .5 190 . 7 1.56 248 .65 16 .100 1.51 3 . 0 187 .5 190 . 6 1.53 248 .65 16 .200 1 . 50 3 . 0 187 .5 190 . 5 1.52 248 .65 16 .300 1 .49 3 . 0 187 .5 190 . 5 1. 50 248 .65 16 .400 1 .49 3 . 0 187 .5 190 .4 1 . 50 248 .65 16 .500 1 . 23 2 . 7 187 .3 190 . 2 1.42 248 .65 16 .600 1 .40 2 . 6 187 .3 190 . 0 1 . 36 248 .65 16 .700 1 .45 2 . 9 187 .3 190 . 1 1.40 248 .65 16 . 800 1 . 20 2 . 7 187 .3 190 . 0 1 . 35 248 .65 16 .900 1 .11 2 . 3 187 . 1 189 . 6 1.24 248 .64 17 . 000 0 . 84 2 . 0 186 . 9 189 . 0 1. 08 248 .64 17 .100 0 . 99 1. 8 186 . 7 188 . 7 0 . 98 248 .63 17 .200 1 . 03 2 . 0 186 . 8 188 . 8 1. 00 248 .63 17 .300 1 . 01 2 . 0 186 . 8 188 . 8 1. 01 248 .63 17 .400 0 .99 2 . 0 186 . 8 188 . 8 1. 00 248 .63 17 .500 0 . 74 1 . 7 186 . 6 188 . 5 0 . 92 248 .63 17 .600 0 . 90 1. 6 186 . 6 188 . 3 0 . 86 248 .63 17 .700 0 . 96 1. 9 186 . 6 188 .4 0 . 90 248 .63 17 .800 0 . 71 1. 7 186 . 6 188 . 3 0 . 86 248 .63 17 .900 0 . 87 1. 6 186 .5 188 . 1 0 . 82 248 .63 18 . 000 0 . 94 1. 8 186 . 6 188 . 3 0 . 87 248 .63 18 .100 0 . 69 1. 6 186 .5 188 .2 0. 84 248 . 63 18 .200 0 . 86 1. 6 186 .5 188 . 1 0 . 80 248 .63 18 .300 0 . 68 1. 5 186 .5 188 . 0 0 .78 248 .63 18 .400 0 . 85 1 .5 186 .4 188 . 0 0 . 77 248 .63 18 .500 0 . 67 1 .5 186 .4 188 . 0 0 . 77 248 .63 18 .600 0 . 84 1.5 186 .4 187 . 9 0 . 76 248 .63 18 .700 0 . 66 1.5 186 .4 187 . 9 0 . 75 248 .63 18 .800 0 . 84 1. 5 186 .4 187 . 9 0 . 75 248 .63 18 .900 0 . 66 1.5 186 .4 187 . 9 0 ,75 248 .63 19 . 000 0 . 83 1. 5 186 .4 187 . 9 0 . 75 248 .62 19 .100 0 . 65 1.5 186 .4 187 . 9 0 . 74 248 .62 19 .200 0 .58 1.2 186 .3 187 . 6 0 . 67 248 .62 19 .300 0 . 82 1.4 186 .3 187 . 7 0 . 69 248 .62 19 .400 0 . 64 1.5 186 .4 187 . 8 0 . 71 248 .62 19 .500 0 . 82 1.5 186 .4 187 . 8 0 . 72 248 .62 19 .600 0 . 64 1.5 186 .4 187 . 8 0 . 73 248 .62 19 .700 0 .57 1.2 186 .3 187 . 6 0 . 66 248 .62 19 .800 0 . 81 1.4 186 .3 187 . 7 0 . 68 248 .62 19 .900 0 . 64 1.5 186 .3 187 . 8 0 . 70 248 .62 20 . 000 0 . 56 1.2 186 .3 187 . 5 0 . 64 248 . 62 20 .100 0 .55 1. 1 186 .2 187 .4 0 .59 248 .62 20 .200 0 . 80 1.4 186 .3 187 . 5 0 . 64 248 .62 ------------------ ------------------------------------------------------ ,5"1 POND-2 Version: 5 .20 SIN: Page 7 EXECUTED: 06-25-1996 10 :55 :40 Pond File: C: \409\DRAINAGE\4090UTSP.PND Inflow Hydrograph: C: \409\DRAINAGE\409100YD.HYD Outflow Hydrograph: C:\409\DRAINAGE\OUT HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS - ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t. - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 20.300 0 . 62 1.4 186 .3 187 .7 0 . 68 248 . 62 20.400 0 .55 1.2 186 .2 187 .5 0 .62 248 .62 20 .500 0 .54 1. 1 186 .2 187 .3 0 .58 248 . 62 20 . 600 0 . 79 1. 3 186 .2 187 .5 0 . 63 248 .62 20 .700 0 .61 1.4 186 .3 187 . 6 0 . 67 248 . 62 20 . 800 0 .55 1. 2 186 .2 187 .5 0 .62 248 .62 20 . 900 0 .54 1. 1 186 .2 187 .3 0 .57 248 .62 21 . 000 0 .53 1. 1 186 .1 187 .2 0 .55 248 . 62 21 . 100 0 .78 1 .3 186 .2 187.4 0 .61 248 . 62 21 .200 0 . 61 1 .4 186 .3 187 .6 0 . 66 248 .62 21 .300 0 .54 1 . 2 186 .2 187 .4 0 . 61 248 . 62 21 .400 0 .53 1 . 1 186 .1 187 .3 0 .57 248 .62 21 .500 0 .53 1. 1 186 . 1 187 .2 0 .54 248 . 62 •21 . 600 0 .52 1. 1 186 .1 187 .2 0 .53 248 . 62 21 . 700 0 .52 1 . 0 186 .1 187 .1 0 . 53 248 . 62 21 . 800 0 . 51 1 . 0 186 .1 187 . 1 0 .52 248 . 62 21 . 900 0 .51 1. 0 186 .1 187 .1 0 .51 248 . 62 22 . 000 0 .76 1. 3 186 .2 187 .3 0 .58 248 . 62 22 .100 0 .59 1 .4 186 .2 187 .5 0 . 64 248 . 62 22 .200 0 .53 1 . 1 186 .2 187 .4 0 .59 248 . 62 22 .300 0 .52 1. 1 186 .1 187 .2 0 .55 248 . 62 22 .400 0 .52 1 . 0 186 .1 187 .2 0 .53 248 . 62 22 .500 0 .52 1. 0 186 .1 187 .1 0 .53 248 . 62 22 . 600 0 .52 1. 0 186 .1 187 .1 0 .52 248 . 62 22 . 700 0 .51 1. 0 186 .1 187 .1 0 .52 248 .62 22 . 800 0 .51 1. 0 186 .1 187 .1 0 .51 248 .62 22 .900 0 .50 1. 0 186.1 187 .1 0 .51 248 . 62 23 . 000 0 .50 1 . 0 186 .1 187 .1 0 .50 248 . 62 23 .100 0 .50 1 . 0 186 .1 187 .1 0 .50 248 . 62 23 .200 0 .50 1. 0 186 .1 187 .1 0 .50 248 . 62 23 .300 0 .50 1. 0 186 .1 187 .1 0 .50 248 .62 23 .400 0 .50 1. 0 186 .1 187 .1 0 .50 248 . 62 23 . 500 0 .50 1. 0 186 .1 187 .1 0 .50 248 . 62 23 . 600 0 .50 1 . 0 186 .1 187 .1 0 .50 248 . 62 23 .700 0 .50 1 . 0 186 .1 187 .1 0 .50 248 .62 23 . 800 0 .50 1. 0 186.1 187 .1 0 .50 248 .62 23 .900 0 .50 1 . 0 186 .1 187 .1 0 .50 248 .62 24 . 000 0 .24 0 . 7 185 .9 186 . 8 0 .42 248 .61 24 . 100 0 .16 0 . 4 185 . 8 186 .3 0 .29 248 . 61 24 .200 0 .13 0. 3 185 . 6 186 .1 0 .21 248 . 61 24 .300 0 .11 0 .2 185 . 6 185 .9 0 .16 248 .61 24 .400 0 . 08 0 . 2 185 .5 185 . 8 0 .12 248 . 60 24 .500 0 . 06 0 . 1 185 .5 185 .7 0 . 09 248 . 60 24 .600 0 . 04 0 . 1 185 .4 185 .6 0 . 07 248 . 60 24 . 700 0 . 03 0 . 1 185 .4 185 .5 0 . 05 248 . 60 24 . 800 0 . 02 0 . 1 185 .4 185 .5 0 . 03 248 . 60 ------------------ ------------------------------------------------------ POND-2 Version: 5 .20 SIN: Page 10 Pond File: C: \409\DRAINAGE\409OUTSP.PND Inflow Hydrograph: C: \409\DRAINAGE\409100YD.HYD Outflow Hydrograph: C: \409\DRAINAGE\OUT HYD EXECUTED: 06-25-1996 Peak Inflow = 29 . 65 cfs 10 :55 :40 Peak Outflow = 28 .51 cfs Peak Elevation = 249 .10 ft Flow (cfs) 0 . 0 3 . 0 6 . 0 9 . 0 12 . 0 15 . 0 18 . 0 21 . 0 24 . 0 27 . 0 30 . 0 33 . 0 11.3 - x x 11.4 - x x 11.5 - x x 11 .6 - x x 11 . 7 - X x 11 . 8 - x x 11.9 - x x 12 . 0 - x x 12 .1 - x *x 12 .2 - * x * x 12 .3 - * x * x 12*.4 - * x * x 12 .5 - * x * X 12 . 6 - *x *X 12 . 7 - *X *X 12 . 8 - * x *X 12 .9 - *X *x 13 . 0 - *x * X 13 .1 - *x * x 13 .2 - *x TIME (hrs) * File: C: \409\DRAINAGE\409100YD.HYD Qmax = 29 .6 cfs x File: C: \409\DRAINAGE\OUT HYD Qmax = 28 .5 cfs 61 Page 1 of 2 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: 409SPILLWAY Description: DISCHARGE OUT OF SPILLWAY Solve For Discharge Given Constant Data; Bottom Width. . . . . . . 25 . 00 Z-Left . . . . . . . . . . . . . 2 . 00 Z-Right. . . . . . . . . . . . 2 . 00 Mannings 'n' . . . . . . . 0 . 030 Channel Slope. . . . . . 0 . 0050 Variable Input Data Minimum Maximum Increment By Channel Depth 0 . 00 1 .20 0 .10 Open Channel Flow Module, Version 3 .42 (c) Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 4A 6�- Page 2 of 2 VARIABLE COMPUTED COMPUTED Bottom Z-Left Z-Right Mannings Channel Channel Channel Velocity Width (H:V) (H:V) 'n' Slope Depth Discharge fps ft ft/ft ft cfs Unable to compute this instance. 25 . 00 2 . 00 2 . 00 0 . 030 0 . 0050 0 .10 1 . 89 0 . 75 25 . 00 2 . 00 2 . 00 0 . 030 0 . 0050 0 .20 6 . 01 1 . 18 25 . 00 2 . 00 2 . 00 0. 030 0 . 0050 0 .30 11.83 1 .54 25 . 00 2 . 00 2 . 00 0 . 030 0 . 0050 0 .40 19 .14 1 . 85 25 . 00 2 . 00 2 . 00 0 . 030 0 . 0050 0 .50 27 . 81 2 . 14 25 . 00 2 . 00 2 .00 0 . 030 0 . 0050 0 .60 37 .76 2 .40 25 . 00 2 . 00 2 . 00 0 . 030 0 . 0050 0 .70 48 .91 2 . 65 25 . 00 2 . 00 2 . 00 0 . 030 0 . 0050 0 . 80 61 .23 2 . 88 25 . 00 2 . 00 2 . 00 0 . 030 0 . 0050 0 . 90 74 .67 3 . 10 25 . 00 2 . 00 2 . 00 0 . 030 0 . 0050 1 . 00 89 .20 3 .30 25 . 00 2 . 00 2 . 00 0 . 030 0 . 0050 1 .10 104 . 80 3 .50 25 . 00 2 . 00 2 . 00 0 . 030 0 . 0050 1.20 121 .43 3 .69 Open Channel Flow Module, Version 3 .42 (c) Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 63 . F A i Outlet Structure File: 409OUTSP.STR POND-2 Version: 5 .20 SIN: Date Executed: Time Executed: ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) Q (cfs) Contributing Structures 244 . 00 0 . 0 244 .20 0 . 0 244 .40 0 . 0 244 . 60 0 . 0 244 . 80 0 . 0 245 . 00 0 . 0 245 .20 0 . 0 245 .40 0 . 0 245 . 60 0 . 0 245 . 80 0 . 0 246 . 00 0 . 0 246 .20 0 . 0 246 .40 0 . 0 246 . 60 0 . 0 246 . 80 0 . 0 247 . 00 0 . 0 247 .20 0 . 0 247.40 0 . 0 247 .60 0 . 0 247 . 80 0 . 0 248 . 00 0 . 0 248 .20 0 . 0 248 .40 0 . 0 248 .60 0 . 0 1 248 . 80 6 . 0 1 249 . 00 19 . 1 1 249 .20 37 . 8 1 249 .40 61.2 1 249 .60 89 . 2 1 249 .80 121 .4 1 250 . 00 141 . 0 1 250 .20 160 .5 1 250 .30 170 . 2 1 6� Outlet Structure File: 409OUTSP.STR POND-2 Version: 5 .20 SIN: Date Executed: Time Executed: Outlet Structure File: C:\409\DRAINAGE\409OUTSP.STR Planimeter Input File: C: \409\DRAINAGE\409STOR2 .VOL Rating Table Output File: C: \409\DRAINAGE\409OUTSP.PND Min. Elev. (ft) = 244 Max. Elev. (ft) = 250 .3 Incr. (ft) _ .2 Additional elevations (ft) to be included in table: SYSTEM CONNECTIVITY Structure No. Q Table Q Table TABLE 1 -> 1 Outflow rating table summary was stored in file: C: \409\DRAINAGE\409OUTSP.PND b � ', Outlet Structure File: 409OUTSP.STR POND-2 Version: 5 .20 SIN: Date Executed: Time Executed: >>>>>> Structure No. 1 <<<<<< (Input Data) TABLE Input your own rating table. E1 (ft) =248 . 6 E2 (ft) = 250 .301 Constant (ft) added to each elevation was: 248 . 6 Elev. (ft) Q (cfs) 248 . 6000061035156 0 248. 7000061035156 1. 89 248 . 8000061035156 6 . 01 248 . 9000061035156 11 . 83 249 . 0000061035156 19 . 14 249 . 1000061035156 27 . 81 249 .2000061035156 37 . 76 249.3000061035156 48. 91 249 .4000061035156 61.23 249 .5000061035156 74 . 67 249 . 6000061035156 89.2 249 . 7000061035156 104 . 8 249 . 8000061035156 121 .43 250 .4000061035156 180 Outlet Structure File: 409OUTSP.STR POND-2 Version: 5 .20 SIN: Date Executed: Time Executed: Outflow Rating Table for Structure #1 TABLE Input your own rating table. Elevation (ft) Q (cfs) Computation Messages -------------- ------- ------------------------ 244 . 00 0 . 0 E < E1=248 . 6 244.20 0 . 0 E < E1=248 . 6 244 .40 0 . 0 E < E1=248 . 6 244 .60 0 . 0 E < E1=248 . 6 244 . 80 0 . 0 E < E1=248 . 6 245 . 00 0 . 0 E < E1=248 . 6 245 .20 0 . 0 E < E1=248 . 6 245 .40 0 . 0 E < E1=248 . 6 245. 60 0 . 0 E < E1=248 . 6 245 . 80 0 . 0 E < E1=248 . 6 246 . 00 0 . 0 E < E1=248 . 6 246 .20 0 . 0 E < E1=248 . 6 246 .40 0 . 0 E < E1=248 . 6 246 . 60 0 . 0 E < E1=248 . 6 246 . 80 0 . 0 E < E1=248 . 6 247 . 00 0 . 0 E < E1=248 . 6 247 .20 0 . 0 E < E1=248 . 6 247 .40 0 . 0 E < E1=248 . 6 247 .60 0 . 0 E < E1=248 . 6 247 . 80 0 . 0 E < E1=248 . 6 248 . 00 0 . 0 E < E1=248 . 6 248 .20 0 . 0 E < E1=248 . 6 248 .40 0 . 0 E < E1=248 . 6 248 . 60 0 . 0 248 . 80 6 . 0 249 . 00 19 . 1 249 .20 37 . 8 249 .40 61 . 2 249 .60 89 .2 249 .80 121 .4 250 . 00 141 . 0 Interpolated from input table 250 .20 160 .5 Interpolated from input table 250 .30 170 . 2 Interpolated from input table APPENDIX D S Q r � S � q o Q 0 E a U U U U U U U U U �M 0 R w 2 w Q w W- w w W tp 'n � � 0mU) mU t� C j N N N N N N N N N a 0-W a 0 0 0 0 0 0 0 to O C m n t` t` N 1� q . om^ C y$ N N N N N N N N N D W W (D � W W N O^ Ch 6 6 m Ch O O O 0i ?L 0 r m`-' U M M M M M M M M M r CU 0 0 0 0 0 0 0 0 0 L 0 0 0 0 0 0 0 0 0 CA 3 M 0 N C U U U U U Q O y U U N V N C C C C C C C G C � ru M N N N N w w w q ap C4 — r r r N O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O U u 0 0 0 0 0 0 0 0 0 m 0 0 0 0 0 0 0 N N w 0 N N 0 J r Z CL rn vri$ `cycD0 0 E � C`p Ny N r N t.- O) r N 6 fn O M M M N M N O V �'` O O h 0 0 0 0 (0 t0 C'9 is t; cd ti r r r` c0 co c C C N E3 o °o, 08 r' 8 2c�n to w w r t0 t0 (0 w a0 w V 2 V O o 0 0 0 0 Q Q Q ;yyaJJ U C O O O O O O Z Z Z p w 0 0 0 0 0 ++ W O CO oQ 2 N r r O Z Z Z C U 0 0 0 0 0 0 'CI N C Q Q Q } WAD r C O O O O O O Z Z Z ',..... m a 3� 0 0 U N t� M h O Q Q Q my n � oo � � � C9 N N N r r N N Z Z Z Z ?�v 000a0 � pE � a t` N m J W Z N o 00a00a0 aLL Um�, E m � m ) CA N M 'q O O r m M n M 2 2 it U U U U U -j a a a a ii V = o � os `5 ❑ m IL co 0 � qO E IL 0 p i C (9 N N N N rn L _ N W ❑ W Q p O M O 000 (L 0) 1 C y N N N N O t0 (D f6`� U m m m m t 0 0 0 0 rn - § o m 0 u 0 0 C c c c n_ N N N N M Q N O O N .. 0 0 0 0 0 0 j U }raj (D J N y 7 : 0 m W q W O C CL poop E O O O N 3 = o 0 o m m E co co (o (d o LL c C F-C (O (D (0 N (00, (00 Q CU O o O Z C Lo D N C Q _ C V O O O Z '.. 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SEA• • , t�l '> Ak- LA 38 �� \� I .•1 � • — � / ��/,fir_ —alit- Nil, • • . _ f ° of 00 of i 86 cyJ• S{ - � � ..yam - — \ ' \• ( � o E Ai- •o 250 C HART 1 180 10,000 168 8,000 EXAMPLE (2) O 6. 156 6,000 0.42 Inches (3.5 feet) s,000 0.120 e:ft 5. 144 6. 5. 4,000 0 "W 132 If teat 4, � 3+ (1) 2.5 i.0 5' 4• 120 (2) 2.i* 7.4 2,000 (3) 2.2 7.7 4' 3. 108 I'D is 3. 96 1,000 3. 800 -- 84 600 2 2` `OO �/ .l �� 400 2. 72 f: $ = 300 z z / W 60 200 / 1 Ls z / W 0 54 s W 100 z � 4® 80 = 0 60 w 1.0 1.0 �.. /2 N 50 NW ENTRANCE ° O ° 40 — CALE TYPE m 1.0 m - W —.9 1,- 36 30 (1) Sgaar•edge with 49 9 9 W neodwall 33 ° Q (2) Groays and with Q O W nsadwoll z .8 30 .8 (3) Groava and Orojoatint 27 10 7 24 ® .7 'T 6 To ate scale(2)or(3)Project 21 s horl3ontaly to oasis(1),then wN straight istlinad line threegh D asd 0 scales,or reverts as •6 .6 3 ilitatrated. 18 2 IS ,g .5 g 11.0 12 HEADWATER DEPTH FOR HEADWATER SCALES 2a3 CONCRETE PIPE CULVERTS FIEVISED MAY 1964 WITH INLET CONTROL BUREAU Of PUBLIC ROADS MNtfa3 APPENDIX E - Y� 7 Quick TR-55 Ver.5 .46 SIN: Executed: 09 :42 :42 06-11-1996 c: \409\drainage\409TC.TCT SUMMARY SHEET FOR Tc or Tt COMPUTATIONS (Solved for Time using TR-55 Methods) TIME OF CONCENTRATION FOR PRE-DEVELOPMENT CONDITIONS LOT 82 MAP 25 PREPARED FOR CHANNEL BUILDING COMPANY, INC. MHF 40996 Subarea descr. Tc or Tt Time (hrs) EXISTING Tc 0 .17 r7 I _ PROJECT No. :L/D q °I L ® PROJECT NAME:Cl, &A n P T' L60 L d rxJ1 r w. S HF Design C®nsulfanfs, Inc. CAIN. BY CHECKED BY Z2jj DATE: 2 - sHEET No. OF Lt. _. ........ ........::..'.......�� :... .... ............1.....Q.p. J............'....�r� ......G.��..Qr4.S............�t ..s. ...G�......... t?...... ....ems... .C !..rrc.c:.. i _ ... ...... _. ... - ... ... -..... .... . . . . . n . 1 !1. ....Q C'..`-...5.. ....... 'tJ. .. ..t) . ..... .... r�s. �a.............:....._. . .... ...,t.. ..-............ .e ........................ .. ... ... ..._ _.... ... .. ... ... . ............. ............ ............. ....: ...s. ..... . 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L..ca ...'...U ..S..._. r .. .-Qr.r e..... _ ....... .........�.......°.........j...... ..........:�..;°......... ................................. ......... .. ............. ................ ...._.................... .................. .................................................... 4w Quick TR-55 Ver.5 .46 SIN: Executed: 07 :19 : 01 06-25-1996 c: \409\drainage\409TC.TCT TIME OF CONCENTRATION FOR PRE-DEVELOPMENT CONDITIONS LOT 82 MAP 25 PREPARED FOR CHANNEL BUILDING COMPANY, INC. MHF 40996 Tc COMPUTATIONS FOR: EXISTING SHEET FLOW (Applicable to Tc only) Segment ID 1 Surface description WOODS PA Manning' s roughness coeff . , n 0 . 6000 Flow length, L (total < or = 300) ft 200 . 0 Two-yr 24-hr rainfall, P2 in 3 . 000 Land slope, s ft/ft 0 . 0400 0 . 8 . 007 * (n*L) T = -------------- hrs 0 .67 = 0 . 67 0 .5 0 .4 P2 * s SHALLOW CONCENTRATED FLOW Segment ID 2 3 Surface (paved or unpaved) ? Unpaved Unpaved Flow length, L ft 300 . 0 470 . 0 Watercourse slope, s ft/ft 0 . 0500 0 . 0400 0 .5 Avg.V = Csf * (s) ft/s 3 . 6078 3 . 2269 where: Unpaved Csf = 16 . 1345 Paved Csf = 20 .3282 T = L / (3600*V) hrs 0 . 02 + 0 . 04 = 0 . 06 CHANNEL FLOW Segment ID Cross Sectional Flow Area, a sq. ft 0 . 00 Wetted perimeter, Pw ft 0 . 00 Hydraulic radius, r = a/Pw ft 0 . 000 Channel slope, s ft/ft 0 . 0000 Manning' s roughness coeff . , n 0 . 0000 2/3 1/2 1.49 * r * s V = -------------------- ft/s 0 . 0000 n Flow length, L ft 0 T = L / (3600*V) hrs 0 . 00 = 0 . 00 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .TOTAL TIME (hrs) 0 .74 S-1 PROJECT No. "V01 2 6., wommumm AM= now low mmummussamm PROJECT NAME: CCU Ammum 4mv amumm "Isom r ammonammam Vgj ammumm Ammommm AMEMMUM MHF Design Consulfants, Inc. e-✓ I CAW. BY. CHECKED BY. DATE. SHEET No. OF .......... .... ............ ...... .. ..... ........... ............. ......... ........... e ..........$ k.0LUJ. . ........ .... .........0. ........ ............................ . . . .......... ..... ......�rot ............ .................................... ......................................................................... .......... ..... ........ ......... ..................................... ..........: ....... ..... ............ ........... ............. ............. ............ ......... .. ......... . ................... 1 1 .. . .... ............... -__r.......... . .... ........ ......... ......... ....... . ..... .. ..... . ..... ..... 5]? 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Table 2.2a.—Kunoff curve numbers for urban areasl Curve numbers for Cover description hydrologic soil group— Average percent Cover type and hydrologic condition impervious areal A B C D Fully developed urban areas (vegetation established) Open space (lawns, parks,golf courses, cemeteries, etc.)': Poor condition (grass cover < W%) ............... 68 79 86 89 Fair condition (grass cover 50% to 75%)..........• 49 ' 69 84 Good condition (grass cover > 75%) .............. 39 61 r4 80 Impervious areas: Paved parking lots, roofs, driveways, etc. (excluding right-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 onlyr... 63 77 85 Artificial desert landscaping(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.......................... 85 89 92 94 95 Industrial........................................ 72 81 88 91 93 Residential districts by average lot size: 1/8 acre or less (town houses)...................... 65 77 85 90 92 1/4 acre ............... 75 83 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 area Newly graded areas (pervious areas only, novegetation)'................................... 77 86 91 94 Idle lands (CN's are determined using cover types similar to those in table 2-20. 'Average runoff condition,and I;, = 0.2S. 2The average percent impervious area shown was used to develop the armimsite Ms.Other as umptions are ns follows: irnper-ious areas are dimetly connected to the drainage s}stem,imirervious areas have a UN of 98,and lwrvious areas are considered equivalent to open space in Bowl hydrologic condition. CN's for other combinations of conditions may be computed using figure 2:3 or 2-4. `CN's shown are equivalent to those of pasture. Composite CN's may be armputed for other combinations of olden space cover,type. 40,111 rsite M's for-natural desert. landscaping should be computed using filnu-es 2-:3 or 2.4 based on they impervious area percentage WN ='98)and the pervious a rea CN.The pervious area CN's are assumed equivalent to desert shrub in lxmr hydrologic condition. tConrposite CN's to use for the design of temporary measures during grading and construction should he computed using figure 2-:3 or 24' based on the degree of development(impervious area percentage)and the CN's for the newly graded pervious areas. (210-VI-TR-55, Second Ed., June 1986) 2.5 Table 2.2c.—Runoff curve numbers for other agricultural lands, Curve numbers for Cover description hydrologic soil group— Hydrologic Cover type condition A B C D Pa-sture,grassland, or range--continuous Poor 68 79 86 89 forage for grazing.2 Fair 49 69 79 84 Good 39 61 74 30 Meadow—continuous grass, protected from — 30 a8 71 78 grazing and generally mowed for hay. Brush—brush-weed-grass mixture with brush Poor 48 ti7 77 83 the major element.:' Fair 35 56 70 77 Good 430 48 65 73 Woods—grass combination (orchard Poor 57 73 82 86 or tree far m).s Fair 43 65 76 82 Good 32 58 72 79 Woods.,, Poor 45 66 77 8:3 Fair 36 (i4 73 79 t Good 430 55 i0 77 Farmsteads—buildings, lanes, driveways, — 59 74 82 86 and surrounding lots. 'Average runoff condition, and 1, = 0.25. 7 Pwr: <50!'r ground cover or heavil.y grazed with no mulch. Fair: 50 to 757, gmund cover anal not heavil. grazed. Gw)& >IJ r ground dove,and lightly u•only occasionally grazed. a/'unr. <:>(rr, gt7wnd curer. I'rrir: 50 to gmund cover Gowl: gryuutrl cuver•. 'Actual ctni•e number is less than:30;use CN = 30 for runoff cannputatimm 'C'N's shotx n weav computed fur areas with W.*', woods and 5UIh grass(pasture)cover. Other combinations of conditions niav be computed 6,0111 the C'N's for waxxls and pasture. FI'our. Forest litter,small trees,and brush are destn)*yed by heavy grazing ur regular bunting. Fair: Woods ve grazed but not burned, and some forest litter cover•, the suit Uood: Waxnh are protected farm grtzing.and litter and brush adetpu teh•cover the --Al. (210-VI-TR-55, Second Ed., June 1986) 2-7 a �-kq Appendix A: Hydrologic soil groups Soils are classified into hydrologic soil groups In exhibit A-1, some of the listed soils have an added (HSG's) to indicate the minimum rate of infiltration modifier: for example, "Abrazo. gravel).•." This obtained for bare soil after prolonged wetting. The refers to a gravelly phase of the Abrazo series that HSG's, which are A, B, C, and D. are one element is found in SCS soil map legends. used in determining runoff curve numbers (see chapter 2). For the convenience of TR-55 users, exhibit A-1 lists the HSG classification of United Disturbed soil profiles States soils. The infiltration rate is the rate at which water As a result of urbanization, the soil profile may be enters the soil at the soil surface. It is controlled by considerably altered and the listed group surface conditions. HSG also indicates the classification may no longer apply. In these transmission rate—the rate at which the water circumstances, use the following to determine HSG moves-within the soil. This rate is controlled by the according to the texture of the new surface soil, soil profile. Approximate numerical ranges for provided that significant compaction has not occw-red transmission rates shown in the HSG definitions (Brakensiek and Rawls 1980: were first published by Musgrave (USDA 1955). The four groups are defined by SCS soil scientists as HSG Soil textures follows: A Sand, loamy sand, or sandy loam Group A soils have low runoff potential and high B Silt loam or loam infiltration rates even when thoroughly wetted. They C Sande clay loam consist chiefly of deep, well to excessively drained D Clay loam, silty clay loam, s ands- clay, silty sands or gravels and have a high rate of water clay, or clay transmission (greater than 0.30 in/hr). Group B soils have moderate infiltration rates when Drainage and group D soAs thoroughly wetted and consist chiefly of moderately deep to deep, moderately well to well drained soils with moderately fine to moderately coarse textures. Some soils in the list are in group D because of a These soils have a moderate rate of water high water table that creates a drainage problem. transmission (0.15-0.30 in/hr). Once these soils are effectively drained, they are placed in a different group. For example, AckermaA,- Group C soils have low infiltration rates when soil is classified aS AID. This indicates that the thoroughly wetted and consist chiefly of soils with a drained Ackerman soil is in group A and the layer that impedes downward movement of water undrained soil is in group D. and soils with moderately fine to fine texture. These soils have a low rate of water transmission (0.05-0.15 in/hr). Group D soils have high runoff potential. They have very low infiltration rates when thoroughly wetted and consist chiefly of clay soils with a high swelling potential, soils with a permanent high water table, soils with a claypan or clay laver at or near the surface, and shallow soils over nearly impervious material. These soils have a very low rate of water transmission (0-0.05 in/hr). (210-VI-TR•55, Second Ed., June 1986) A-1 11A v C F flow does not exceed 300 feet and this is usually on very flat slopes. For small watersheds, the sheet flow length will normally not exceed 100 feet. Good judgement should be used in determining sheet flow length in a watershed. Manning's kinematic solution is used to compute travel time for sheet flow. Table 6-6 gives Manning's "n" values for sheet flow under various flow conditions. These "n" values should only be used in computing sheet flow. Manning's kinematic solution is: 0.007 (nL)0.8 Ttr (P2)0.5 S0.4 where: Tt is travel time in hours n is Manning's roughness coefficient L is flow length in feet P2 is 2-year, 24-hour rainfall in inches s is land slope in feet per foot (ft/ft). TABLE 6-6 -- ROUGHNESS COEFFICIENTS (MANNING'S n) FOR SHEET FLOW Surface Description n Smooth surfaces (concrete, asphalt, gravel, or bare soil) 0. 011 Fallow (no residue) 0. 05 Cultivated soils: Residue cover <20% 0. 06 Residue cover >20% 0. 17 Grass: Short grasses 0. 15* Dense grasses 0. 24 Woods: Light underbrush 0. 40 Dense underbrush 0. 80 Note: When selecting n, consider cover to a height of about 0. 1 ft. This is the only part of the plant cover that will obstruct sheet flow. Source: USDA Soil Conservation Service 6-25 RVE mm�� mom w PROJECT No. Ammw / ® mm� .0 PROJECT NAME:, L-43 In il now AMW� AWMMN� r-- MHF Design Consultants, Inc. CALC. By. CHECKED BY. DATE: SHEET No. of ........... ........ ...... ... ... ................... ................ .......... .......................................... ........... & .. ... ... ....... ......... �ar C: OV w........... ........ .............. .............. ............ . . . . . . ........... : 4 : . : ! ; .........:.:........ ........ ........ ....... .......... --................ -e......... • ............ ....S. A S- ...... ........................ ......... .... ....... ............. ............ .......... ......... ...... ........... .. ........... ......... ............... ......... ....... ... 'Itt vl�........... ........ ............................ . ..... /... . ................ ... .. ........ ...... .. ..... .......... ....... ...... ....... ............................................. ......... .................. ............... ......... ................... ........ .. .............. ......... ................ .... ... .............. .......... ........ ..... ............... . ..... ... ......... r ........... ...................:..r.. ....... .................. ......... ...................... ... ....... .............. .......... .......... ......... ................... .......... ............................ ...... ........ .. ............ ........ ....... ......... ........ ............. ... .............. .. ..... ................ ........ ....... . ....................... .............. ......... ............... ............................. ............... ...... ............... . .. ....... ................... ........... ......... C I I I ...... ............ .. ......... ......... ......... ......... :1 . .......... ................. C..... .........w......... ...................... .............. .. ..... .......... ...... ........ ........ ... . . . . . .......... ..... .................... ... ................... .................. ....... .................. ........ ... ......... .............. ........ ......... ......... ...... ................................. ......... ......... ................. ............ .................. ......... .... ....... ............. ............ ............. ......... ........ ............. ............ . ............. .... ... ... ................... ................... ......... .................. ........ ........ ........ ......... ........ ............. TT/ .......... ................ A&t........LA.......C.. .... .......lit v-z-, .. .............. ........... ... ............ ...... ... ..... ............... . ............. ..... ....4.......... �_L 6.1......' .5...... ::6.. I.......... . . .... ...... .......................... .............. .............. .......... ................ .... ............ .......... ............ .............. ......... . . . . . . . . . ...... . ........... .........=.........7....L.:.......I ....e-: .... ........ ... .... ............. ............. .............. ........... ........... . .. ............. ... ............. ............. ............. ......... ......... ............. . ..... "..:.................................... ............... ................... .......................... ... ........... ......... ...... 7 000 fit �► R . _ ` y � : � -- Off.\ • • e 38 M v1 • o • 1 • _ ♦ •/ / •• as O 11�'' +� - '�'i!•' rte/ .\ r; \ I '',. Lu- • �.� • • �� - _ � _ O l 111�1 �_ \. a i r , MHF ts 10^ Co 11 10 i STORMWATER MANAGEMENT and y EROSION AND SEDIMENT CONTROL HANDBOOK r i for URBAN AND DEVELOPING AREAS in NEW HAMPSHIREfr NEW r i i 3 &EnvNir( DEP TMEiv OF nmental Rockingham County © Sel'�T1CeS Conservation District I j i � f USDA Soil Conservation Service ! 1 August 1992 Um a } required. Normally the "B" retardance factor is used for determining cross section dimensions. Outlets Diversions shall have adequate outlets which will convey runoff waters without causing erosion. The outlet may be a natural or constructed grassed waterway, a grade stabilization structure, storm sewer, a stabilized open channel, etc. In all i cases, the outlet shall be stabilized either mechanically or with vegetation prior to the operation of the diversion. Grade Channel grade for diversions may be uniform or variable. Grade is dependent on the maximum permissible velocity shown in Table 7-9. Normally diversion grades should not exceed 2 percent. Stabilization The diversion ridge and channel shall be vegetated to prevent erosion. For permanent diversions, a grassed filter strip should be maintained a minimum of 15 feet from the edge of the channel. Maintenance Diversions should be inspected after ever major rainfall. Sediment and debris 1� y � should be removed from the channel and repairs made as necessary. Vegetation that has been damaged should be reseeded as necessary. TABLE 7-9 -- MAXIMUM PERMISSIBLE DESIGN VELOCITIEB FOR VEGETATED CHANNELS (Velocity - Ft/Sec) USDA Bare Channel Vegetation Soil Texture Channel Retardance Poor Fair Good Sand, silt, sandy B 2 . 0 3 . 0 4. 0 loam, and silty 1.5 C 1.5 2 . 5 3.5 loam D 1.5 2. 0 3 .0 Silty clay loam B 3 . 0 4 . 0 5. 0 Sandy clay loam 2 . 0 C 2.5 3 . 5 4.5 D 2. 0 3 . 0 4. 0 B 3 . 5 5. 0 6. 0 Clay 2.5 C 3 . 0 4 . 5 5.5 D 2.5 4 . 0 5. 0 7-31 TABLE 7-10 -- SELECTION OF VEGETAL RETARDANCE Average length of Retardance vegetation (inches) Good Stand Fair Stand 11-24 B C 6-10 C D 2-6 D D 4' Yin. Ground Slo e T d 2 Vegetative d 4 d lining Freeboard 0.75T PARABOLIC CROSS SECTION Ground Slo e T = B + 2(zd) 4' Yin, Vegetative 1 d lining Freeboard A = (B +Zd)d $ TRAPEZOIDAL CROSS SECTION Ground Slo e T = 2(z d) 4' Yin. Vegetative lining Freeboard A = zdt TRIANGULAR CROSS SECTION LEGEND T = design top width d = design depth z = side slope ratio B = design bottom width A = area FIGURE 7-8 -- TYPICAL DIVERSION CROSS SECTIONS Source: Rockingham County Conservation District _ 7-32 _1 N In > ®rl II > p In In to M �D `O �O •O . j M N N N N N N N U F- P 1O In In IA J M N Q CO O .N-• P .tA.- m N P P O O O O O O O r P W > W Z N N M M M M M M M M M M a V N J p c+0 O u1 J It J M M M M m M > CLW' [C P O O N N U N > >N N en d d In to in In 10 10 10 10 10 yy p N N N N N N N N N N N N N N z Q O J M N N N H p J N N N N N N N N N N N N N N C1 O N M vt `O 00 P O N M In 10 00 1-- 2 — — — — — — N N N N N N CL w z W U o ° W N O r d > r r .- r r .- .- .- r r r r •-- r H n N N N N N N N N N N N N N N N N v O a N 0 0 0 0 P P P P P P O. P P P M p N N (Ii N N N D Cl w > H = p lA LM J M M N O P N O P O In J' J In C) O M Vl n O t7 r- N N N N N M M M M M U ~ U H In 10 ,o a > o �4 W O N 0: P 00 00 C) W 00 O W O C] 00 iA CO O 00 00 rwy� Q M ° N .- ° II cc > V1 O N P In O In J P J P V5 O V1 O O O O Q F- Q/ W P N J n O N In n O N In o O M In C0 O n.- > N M M M M M M M M M M M M M M M M M M I • p O n n n 10 10 10 b O O O 10 10 G 10 10 10 10 •0 N 0 VI 00 M N M co m ..6pp+ v U N O O M n N N N M M M J J J In Ln In 10 fl- O O O O O O O O> ri H o o 1, L, u, v, u, v! In v, In In In In u, In In v, u, L, r .- r- e- .- r- •- .-- > n 00 N r N N N N N N N N N N N - O. J N N M M J J In In 'O O N 000 00 a P O N V1 O {A O In O In O V1 O In O In O O In O Ifl O Q U �- N N M M J J In In P P O 0 t 7-37 w > d h P P P h P P O 00 00 O O N M M M M M M M M M M M M M O P P P P P 0 0 O 00 w 00 N N •- r- •- e- e- r - e- .- e- r- F- O N w P 00 O N N J w d 00 P A 00 P O .N- 1; L4 1d ^ ^0 C� O ri N N r N N N N N N M M M M M N M M A O M M M M M M M M M M M M M M M w O P O O 00 P P h P h h P h P P 11 V > p N e- - e- r - - - - - .- - e- e- 11 P J o0 N d O J 9 7 w P d P M ', A h OD O ^ P P P 00 N O N J w h N N N N N fa N d P P h 00 W 00 00 9 00 9 00 9 9 9 00 N NW = > N N N N N N N N N N N N N N N N N W v: p J p 00 P P d d d d d d d d d d d d d K 11 N w H F- w O. h w M O h w N •- O w N OP d M 0 �! K w N P .- M w d W O N M w h O O N J M M M p N N N N N N N N N N N N N N N N N Z Q O P d d w w w w w In w w w w w w w w in W > w J P P M P P O N M w d 00 O M A 2 H w 00 O M d 00 O N V d P M a 0. w z w U® ° ct: N P P P P P P P P P P P P U P P P P P LLJ H a > - - - - - - - - - °o w O - a- - .•- - e-- •- - e- e- r- - - e- .-- r- - r 11 O P co d d It N O h w M N O CO H A a Z OO o M d P N w O O M w - O O ••' .- .- N N N M M M M J .t J w w w QI ~ U H o a w w d d d d d d d> - - - - CO i O p s v M M Ir1 M M M M M M M M M M M M M M O _ > O CO d w N 00 w N 00 w N O• d N P d M P d H O J m N w U O• J w N N N M M J J P w w w• w O N d• ..pp U M Q Y 0 N N N N N N N N N N N N N N N N N N N N > O M M N N N N N N N N N N N N N N N N N N N h w w d J M N O of 00 d w J N r 0 0• P d w V h P J P P M fA M 00 M P N h N N M M J J in w d w P P (.� > U P OP P 0+ P G P P P 0P P of 0• 0P P P P OP O• E-4 O O O O O O O O O O- O O O O O O O O O O O N N N N N N N N N N N N N N N N N N N N Q N > w 00 r- J P O 11 d P N w 00 •- F P J N P d M 00 w M O P w N O. d J O d .-- N N M J w w d 00 00 P H w o w o w o w o w o w p w o {n o w o w o O �- N N M M J J w w �Q d P 00 w P P O 0 r 7-39 KNEW sm Em PROJECT No. - '410-1 q 6 NEW , EM I 'm amr m mm ONE==== C4' urlej SL& U (ncico� Ae= mmmw Am PROJECT NAME: Amum aw AAAMMOMM AM== Emma 12 4 n Ids Ca. MHF Design Consultants, Inc. CAW. BY- CHECKED BY._DATEk SHEET No. OF- ....... .. .......... .... ... ...... ........... ..... ...... .............. ....... ..................................... 22...... ......................................... ............................. ......... ....... 12 .................. ...... . ...................... ... ............ ........ ............ -T ...... .... ....................... .................. ......... ....... .................. .................... ....... ..... ....... ....... . ............. .............. .............. ............. ........ ................ ... ............ ................ ........................................................... .... "........I Ja .... .. ... .. ....... ..... ............. .................... . . . . . . . . . V ........... ..... ............. ........ ............. ... ........ . ...... ................................................ ................... 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V.-....... .................. .............TIA)...... ... .......... .. ............. ......... ...... ................. ........ .......... ..... ..... ......... . ..... ...................................... ........ ....... .................. ........................ .......... ...... ......... ........ ........ ........ ......... ...... i.........V. . ........ .............. . . ...... .............. ............... ...........................V................. ....... ........................ ................... ......... ................. .... ......... ...... .. ....................... ......... ....... .. ............. ......... ....... . ....................... ........... .................. ........................ ....... ........................... .................. ........... ......... ...... bt .............. ......... ....... ..... . .................. ........ .......... . .. .... ................. ...... ..................... ......... ........... .................. ......... .. .. ..... .......................... ........................... PROJECT No. Maw A 11101V 10011 WINNEW AN NNW AN NONE MUMMMUMM maw Ams PROJECT NAME: Aidad 1�j C,--3, ammommm w� AMME F AMME UMEMEM JR I a-&N f mmummmm Al� lawmagam oom"= .40 r MHF Design Consultants, Inc. CALL. BY. CHECKED BY-_DATE:_Z SHEET No. OF 1- A A 4 A f 4444--k. -TT-T .......... ......... .................. ............... ....... ....... ................ ......... ......... .............. ...........*............ . . ......... ............................. ........ -Innnj ....... ... . ............... . ......... .................. ...... .... .......... .. ......................... .. ..... ...... 44........ ....... ...........................-4 ............ .............. . ........ r..-:.hv— 0-1 10. .......... ............ ....... ........... ...................... ........... ........ ........ 7* ......... ...:... ...:... hL.J.... .......... w...... ............. .. .... lnlo .................... ...... . .......... ............... 77 . . . .......... . ... ....... ................... 1 -4-4-4. ........... ... ............ v.; ....... ......JJ ..... ........... ... ............. . . . . .. ........ ............ ............... somow, W�w SEEN PROJECT No. MllMMMMr 7 A MEOW - MEN IMMENIENN mmomw m Now PRO JECT NAME: ► mmammmm Am= SEW A� mmmmmmmx� ammmmum 'NEW= Alm mulammommamm mmmm amma r w mmm t ,0 cti mummmammma m-w-k MHF Design Consulfanfs, Inc. CAW. BY CHECKED BY DATE:- SHEET No. OF .................... *................................................. ......... ............. ................... . . ............... ......... ......... ............... ++ ........... .......... ... ......... .......... ......... I V, .............. ................ ...... .............. ..... ......... ............ .. ........ . ........... ......... ........... .................. ......... ......... ........... .......... . ............... ----------------- . . . . . . . . . . -4-44- - jj -ttt-1 ........... -4-44- ..................... ............... ...........*................... +44-11 ............ .......... .............. i i conduit and taper down to the channel bottom through the length of the apron. 7. The bottom grade of the apron shall be level (0% grade). No overfall is allowable at the end of the apron. 8. The apron shall be located so that there are no bends in the horizontal alignment of the apron. Rock Riprap The following criteria shall be used to determine the dimensions of the rock riprap a used for the apron: 1. The median stone diameter shall be determined using the formula: 0.02 Q4/3 d50 = Tw Do r Where: A d55o is the median stone diameter in feet Tw is the tailwater depth above the invert of the pipe channel in feet Q is the discharge from the pipe or channel in cubic feet per second Do is the diameter of the pipe or width of the channel in feet Z. Fifty percent by weight of the riprap mixture shall be smaller than the median size stone designated as d50. The largest stone size in the mixture shall be 1.5 times the d50 size. 3 3. The quality and gradation of the rock, the thickness of the riprap lining, filter material and the quality of the stone shall meet the requirements in the Rock Riprap BMP. The minimum depth shall be 6 inches or 1.5 times the largest stone size in the mixture whichever is larger (d). Maintenance The outlet protection should be checked at least annually and after every major storm. If the riprap has been displaced, undermined or damaged, it should be repaired immediately. The channel immediately below the outlet should be checked to see that erosion is not occurring. The downstream channel should be kept clear of obstructions such as fallen trees, debris, and sediment that could change flow patterns and/or tailwater depths on the pipes. Repairs must be carried out immediately to avoid additional damage to the outlet protection apron. 7-115 Design Criteria Apron Dimensions The dimensions of the apron at the outlet of the pipe shall be determined as follows: 1. The width of the apron at the outlet of the pipe or channel shall be 3 times the diameter of the pipe or width of the channel. 2. The length of the apron shall be determined from the following formula y' when the tailwater depth at the outlet of the pipe or channel is less than one-half the diameter of the pipe or one-half the width of the channel: 1.8 Q La = + 7 Do o D 3iz Where: L is the length of the apron is the discharge from the pipe or channel Do is the diameter of pipe or width of channel 3. When the depth of the tailwater at the outlet of the pipe or channel is equal to or greater than one-half the diameter of the pipe or the width of the channel, then the following formula applies: _ 3.0 Q La Do siz �. 4. Where there is no well defined channel downstream of the outlet, the width of the downstream end of the apron shall be determined as follows: c _ a. For minimum tailwater conditions where the tailwater depth is less than the elevation of the center of the pipe: _ W = Do + La b. For maximum tailwater conditions where the tailwater depth is greater than the elevation of the center of the pipe: W = Do + 0.4La 5. Where there is a stable well-defined channel downstream of the apron, the bottom width of the apron shall be equal to the width of the channel. y 6. The side slopes of the apron in a well-defined channel shall -be 2:1 (horizontal to vertical) or flatter. The height of the structural lining along the channel sides shall begin at the elevation equal to the top of 7-114 0 ►n o 0 M Fa W o � U A H O o P4 N \ U o 4-1 in o �" o o 0 b M O a Al N -�—� p C7 c"I U H 4-J . W O U tT 0 0 0 0 0 ►n o n o Wd) SnI e 311MP4/J;IKutsad PIR a U O 7-136 q 1 W W co =EHE :7- ob. Cx 0 v) H-H. E 0 00 EEA co lz 7. _TF\ (U C) N C\l 0 u') N VX\h E 7---------K__1 �0 co 0 (1) ...... %4z 0 _0 .T -A- in Cl) C\l S FIGURE 7-43 MEDIAN RIPRAP DIAMETER -FOR STRAIGHT TRAPEZOIDAL CHANNELS Source: Rockingham County conservation District 7-134 Appendix A.-TABLES Table 1.-Manning roughness coefficients,n! rlE IV.Highway channels and swales aith mnirdatned Vegetation s t Mattnfnt'g ralaes shotrn ore for velocities of 2 and 6 Lp.L): Ma�E's eondsitst it renia s A. tb of their tip to 47tnf Ckyb tom. a ran"r ron L Qorred ........0.0114011 L a.ago red to s inena..... ......�.._..»....» 0.0A o!a ted-metal pipe or Pf b.Length 4-0lnehxa.... `'.:. 0.04 0.(18 r B.1.235 b7 O-11 ootrvE►tloa tntCd P s 0.024 2.Good viand.any t a.Phetn or Stabcoated...._.....».»«...».»..--« a.Ungtb about 12 IneLet »...._..»..». 0.10. m b.Paced incest tense sated as for 25 and 60 percent b.Lmsth about 141ne1>m................ «._«»»_ 0.30-0.16 (I Flow eirt a paw• 0.021-0 OIE L Fair stead,Gay grew th......«»...._......».«.«». a. Len.-th about l2 t++.a,.+ ...«...............« 0.11-0.DE (2) Flow 0.8 depth..»..._...«...«�.«.....0.021-0.016 ((33)) Flow 0.6 .0.4f4-0.OU h.La+cctthbabout 2itncha...»...«...........«..». a2S-O.lE ..»~--.-"' 0042 B. Depth of flow 0.7-1.5 feet: depth•_ B 2.6 by Zen.---- gathoa(Seto boned)._..«.»». -..Q012-0 014. 1. crane doprt's TmtncJ<T bh> •bnlfa)oRrasa: C.V1 edclaypipe °«----«~-.•�-« ..»...»."' 0.012 a Moved -,O-O"-MS ».__.«.»»... ... 0.06-0.04 D.Cast troa pipe, --- .0.004-0.ou b.LmErb 4 to 6lnchet......««.«.............. E.at")pipe...-._-»---....«_................_ 0.014-0.017 2. Good stand„any M F. Brisk------------------- ..._...--..«...._.»._. a_Leach about 121nebes..-__.-----»-.....«.«... .0.12-0.07 O.Manollthia eoaereta --••°---0016 0.017 b.Length alrattt Z<tneba...::«.................... 0.�10 1. cod forms,roach...- ----------------- ---�-0017-Q 014 L Ftir sand.=I t� 2.Wood forms,smooth--»..---_______-+---_ 0.012-4012 a.Length about 11 i nctiz<-..»._..--................ 0.10406 3.Steel foraa_.- .-....---...._.«_«.«. b.l.mstb sbatt2i incb8L«_____«_«............... 0.17-0.04 H.Cem►.nted rabble masonry Mme' .0.017-0.0Z L Concr etef loorandtop._-.»•-----.----_--». 0.014-0.025 V. J(reet and esgeesawarintlerar 2.Natural floor :L---------»..---.-- ._ 0.026-0 017 A.Concrete tatter,trG"kd finish_.....---___---- .-•-_- 0 Ct! I. Laminated trio -----«»»___________________ 1. Vitrilled clay doer plate$... ----- .... DAIS B.�moatb t e fur 0.011 1 moothtezt are-------------..._..................-. 0.cis L Routh texture --- seio.. •-•-----«--- ---- ------ -- 12.Open channels,lined►(straight tllatment)t C. Caatvete gutter with sspbsft pa 0,011 1 0.01b Il. Concrete,with surfaces as Indicated 0.013-0.017 2.Routh _«-.» ....................... 2.Tl Famed, blL-------------.««_.-.-------- 0.017.0.!114 D.Concrete brahbment ................................... 0 014 3.Float finish...............--------�.«_.....---.-_0.012-0.016 L .................------ 0.015 4.Float ankh,tome gravel on bottom..................0.015-0.017 I Broom finish................trial pz,W ....0.016-0.014 i0. For cullers With sn all sbp�,shert sediment may aocu- . S.Ounile,good section -- •-_----.-- mnlate,increase shore csluts of t+by................. O.G17t 0. Ounite,wavy section_- ^------ 0.01E-0.071 B.Concrete,bottom l:oat finlabed,sides a tndksted: .Q Otb-0.017 VL'k.Mil r sues ehannebsm width at flood state ka than too 1. Drtssed none in mortar._-..--------_»_-__-----'-.4017-0.020 A.lStnortue4uzn#ism 2. Pandom stone to mortar- --------------«»-----.. .0.040•-0.075 1.Ctmoat rubble mesoary-.•-----_....•...............0.016-0.OdO 1.Fi1rfT regular section: 4.cement rubble mLw=.Pi> eel----- A. Some grass and weeds.liitk or no brush...........1.030-4035 S. Dry rubble(rl{rrsD)--- ----- -- 0.OM� b.Dense gmv'tb of wads,depth of flow materiaily, C.Gravel bottom,sides u indicated: . .. ... .0.017-0.020 ggrrresster than weed helgbt------__- 0.035-0.03 1. Formed amcrete---------------- --•-- e. bane Keah,l:Chi bra-■b oa bank---------------- aM64-05 2. Random stone in mortar_......--°- ._..°---°4070.0.073 / d.Some weeds.hmry brwh on banks......•..-..... 0.05-0.07 3 Dry rubble(rlPrsD)----«-- _... .-. - QOZi-0 033-= e. Some weeds dense KUIoKS on banks..-.........-. 0.0b-0 OS D.Brt:�°-__...•...---•--------------•----•-•-_•- ..._t�0l�lft7 L Fa erns wilbin channel.with bnnrlxssubmerced S_Asphalt: Q inc OIS at high se.incrmsr all abo%-t-v3iun by....... 0.01-0.01 1. Bmootb__.....__«._ -----------:--•------------- 0.016 2 IM-Piar seedwis,Kith t+o b,sll;ht channel meander, 2. Routth.__-. .-..«----•--.....--- increase values given fa ire about................. 0.0f 0.01 --- QOtl-0 Oli F.Wood.planed,clean_.._..._....._.._...-. L Ttfannuirr seams,no cett-tatkn in channel, bents ' G.Concrete-llnea ezesvated toc� •0.017-0.020 osuaUy s erns an brash along banks sub- 0.017-0.020 Good aa�lon.--. »_....___.....-_.._....... merged at hlyh stagy. 2.Irregular section-____»___...-..--..---------•»..D.0210.07f t..Bottom of trtvel,mhbin.an�i fMV houidrrs....... 0.04-0.05 K'Bottom of cobbles,with large boulders............ 0.05-0.07 t ht rllatmmt,s mtanl B.Flood plain•`(adjacent to mturai guesms): II1.Open ehannela, emmied (strait 1.2asture,no brush: .._-.:0.030-0.035 lhilne): a. Short grass_ ---•------------------ A. Earth,uniform section: b. 1119h genes...._..«..............................0.035-0 05 0.1.Ckxn,recenurcompleted......._--__.-...........O'OI&Ao2E 7. Cultivated 2 clean,after�.«thatns.._.«._•-----...... -----..o.otE-0 a7o a;A o a ._.._..0.071-0.077 a 'aavp..............�_......--..........._«_. 0.WS 0.0!5 . 3 With short tt ,tewweeds._-»._-_....._- O.02MOZ h. Main".rowernpe................................ 0.0t-0.05 - 4.In gravelly soil,uniform section,then---•-.»..»«. e, %lature field crops----- -----------------°... Q 15-M 07 B.Earth,fairly uniform section »..........Q022-0.m3 > Heavy weeds.sphered brush•__«_«-----------•--... 3 No vegetaoort._. «...»._.»__. _ __ 0.075-0.030 4. Litht brush and trees:n QOS-r1.o6 ;r 2. Grass.some wadi-•Ua lants in deep ehannels...._ 0 2'40-0.035 s Winter mme r_.-:_-......_•••..................«..... 0.wo.09 3.Dens seeds or P b.Summer_. ........--- 4.Sides ekan,gravel bottom-.- .»._-..._._«...__.«.0.020.0.040 L Hedlum to dente brash:H S Sides Clean,cobble bottom ------.».«.... 0.030-0 040 a, Wi ntn_-_.«------------------------------- 410 0 I6 .. 6d. • C.Draeiineeseasatedordredged: b.Summa.............. -.... • 1.No vePtatkn.-»-...._.-----_.«.--...««....0.025-0.050 L Dense willswt,sn nmer.not bentD-15 pe acre: .._- 0.1 20 2.Light brush on banks_____________----•--•---•°- 7.Cleared land with tree stamps,100-150 per acre: a 04-405 D.1.Based on dodos moon__..._«-«. «»»..«» 0.Q36 N a.No With vy growth of sprouts.................... 0.08 0.06 2.Based on actual mean adlon: 0 L tieavestand of limber,a few down hers,little under L Smooth and tmiform.•-----•----«_»_.... «»0.036-0.04 � b.Jsmd and f _ _ .0.040-0 048 f Fl�d�b-Iow branehM.. '............--. 0.10-0 12 - E.Channels not m31 7' s nttd btusb uncut: b.Flood depth inches branches--------............. 0.12-0.Ili 1.Dense weeds,Milt a depth......»....«.--_ Z Clean bottom,brash on sides._.«...._».».- -- 2064 06 C.Malor streams a tlseteottis flood usually lrss char►for S.Clean bottom brush on sides,highest std Of'I' QOT-0 11 mine,streams of��d�{t�an nu cccount of less 0.10-0.1! 4. Dania brash,�iib+Late---------.«.....»»..«.»» eR�reststanee oRrnd M Irregular banks or vege- dt t d. FolkKremmmendallon in puhll somewhat eatloa cited s it i,ossilda The vslos of w for tarter streams a(most maretlon,withrso:,onldenortuuslo.may1»fn the 0.02&-0.033 se --------•-•---•---------------- .-.. Footnotes to table 1 appear of the top of page IOL :x 100 I 6.0. , 1.0 I 1 , 6.0 ' 5.0 s ;.o l I I I I I I ! I MAN c .osi ; o .06L! Mm .�s� I j I j I I I I I I I I I I I ► i j l I I .e3' III -1 I I Iii �1 I I ► � I o, ! , n 7 8 S ,0 .5 20 �0 40 50 60 2 7 _ 5 ,G ,2 i6 24 1" C (I^'1 A (....NUTc ) DVRIA I IOV (r.0US5� U S E D o R P=P j ALM Figure 10-4. Intensity — Duration — Frequency Curve for Boston, MA Si _•N � i 6 Q . � � —. _ - �r-f<�•'• _ 7 t � .o m N. it '. . ' fir- - ��• _ — ��;" .�- �i l N___cif_..^ _• - _---- - - -_ 2 v Uj ZL LL CV LU LU C), -� VY B-4 (210-VI-TR-55, Second Ed., June 1986) ti a N fit. �.,-�^-'_ ,%��. �.' J•: .I _� _.. '- I v •:„fit TT _ -- '�=,- — ._ _ _ — .. `y7 0 , �o _ ctel ir N W >- _�- - - —�_ - - - -►I .W _ {' a L ?' • .1�_. F:J ~� O'er_—� / f•^-`� t C ! C B-6 (210-VI-TR-55, Second Ed., June 1986) I o� N LLJ Ui Wl- LLJ (210-VI-TR-55, Second Ed., June 1986) g-9 t--�4 log Detention Pond Design c Analysis by Michael K. Glazner Copyright © 1986 1987 1988 1989 by Michael 1 K. Glazner [tK6 I o n USDA, SOIL CONSERVATION SERVICE Draft TR-20 Project Formulation Hydrology Revised By Northeast NTC and Hydrology Unit Soil Conservation Service May 1982 Draft of Second Edition, May 1983 TR20 XEQ 4/25/96 MHF#40996 CHANNEL LOT#1 TR-20 RUN 20 JOB I PASS I REV 09/01/83 POST-DEVELOPMENT 10 YEAR DESIGN STORM HYDROGRAPH DEVELOPMENT 30 PAGE 1 FILE NO. 1 COMPUTER PROGRAivf FOR PROJECT FORMULATION-HYDROLOGY USER NOTES THE USERS MANUAL FOR THIS PROGRAM IS THE MAY 1982 DRAFT OF TR-20. CHANGES FROM THE 1'14%74 VERSION INCLUDE: REACH ROUTING-THE MODIFIED ATT-KIN ROUTING PROCEDURE REPLACES THE CONVEX METHOD. INPUT DATA PREPARED FOR PREVIOUS PROGRAM VERSIONS USING CONVEX ROUTING COEFFICIENTS WILL NOT RUN ON THIS VERSION. THE PREFERRED TYPE OF DATA ENTRY IS CROSS SECTION DATA REPRESENTATIVE OF A REACH. IT IS RECOMMENDED THAT THE OPTIONAL CROSS SECTION DISCHARGE-AREA PLOTS BE OBTAINED WHENEVER NEW CROSS SECTION DATA IS ENTERED. THE PLOTS SHOULD BE CHECKED FOR REASONABLENESS AND ADEQUACY OF INPUT DATA FOR THE COMPUTATION OF"M" VALUES USED IN THE ROUTING PROCEDURE. GUIDELINES FOR DETERMINING OR ANALYZING REACH LENGTHS AN'D COEFFICIENTS(X,A4)ARE AVAILABLE IN THE USERS MANUAL. SUMMARY TABLE 2 DISPLAYS REACH ROUTING RESULTS AND ROUTING PARAMETERS FOR COMPARISON AND CHECKING. HYDROGRAPH GENERATION-THE PROCEDURE TO CALCULATE THE INTERNAL TIME INCREMENT AND PEAK TIME OF THE UNIT HYDROGRAPH HAVE BEEN IMPROVED. PEAK DISCHARGES AND TIMES MAY DIFFER FROM THE PREVIOUS VERSION. OUTPUT HYDROGRAPHS ARE STILL INTERPOLATED,PRINTED,AND ROUTED AT THE USER SELECTED MAIN TIME INCREMENT. INTERMEDIATE PEAKS-METHOD ADDED TO PROVIDE DISCHARGES AT INTERMEDIATE POINTS WITHIN REACHES WITHOUT ROUTING. OTHER-THIS VERSION CONTAINS SOME ADDITIONS TO THE INPUT AND NUMEROUS MODIFICATIONS TO THE OUTPUT. USER OPTIONS HAVE BEEN MODIFIED AND AUGMENTED ON THE JOB RECORD,RAINTABLES ADDED.ERROR AND WARNING MESSAGES EXPANDED,AND THE SUMMARY TABLES COMPLETELY REVISED. THE HOLDOUT OPTION IS NOT OPERATIONAL AT THIS TIME. PROGRAM QUESTIONS OR PROBLEMS SHOULD BE DIRECTED TO HYDRAULIC ENGINEERS AT THE SCS NATIONAL TECHNICAL CENTERS: CHESTER,PA(NORTHEAST) --215-499-3933, FORT WORTH,TX(SOL"TH)--334-5242(FTS) LINCOLN,NB(MIDWEST) --541-5318(FTS), PORTLAND.OR(WEST) --423-4099(FTS) OR HYDROLOGY UNIT,ENGINEERING DIVISION.LANHA.M,MD--436-7383(FTS). PROGRAM CHANGES SINCE MAY 1982: 12'17/82-CORRECT PEAK RATE FACTOR FOR USER ENTERED DIMHYD CORRECT REACH ROUTING PEAK TRAVEL TIME PRINTED WITH FULLPRINT OPTION 5/02/83-CORRECT COMPUTATIONS FOR--- 1.DIVISION OF BASEFLOW IN DIVERT OPERATION 2.HYDROGRAPH VOLUME SPLIT BETWEEN BASEFLOWV AND ABOVE BASEFLOW 3.CROSS SECTION DATA PLOTTING POSITION 4.INTERMEDIATE PEAK WHEN"FROM"AREA IS LARGER THAN"THRU"AREA 5.STORAGE ROUTED REACH TRAVEL TIME FOR ML iLTIPEAK HYDROGRAPH 6.ORDERING"FLOW-FREQ"FILE FROM SUMMARY TABLE 43 DATA 7.BASEFLOW ENTERED WITH READHYD 8.LOW FLOW SPLIT DURING DIVERT PROCEDURE'2 WHEN SECTION RATINGS START AT DIFFERENT ELEVATIONS ENHANCEMENTS--- 1.REPLACE USER MANUAL ERROR CODES(PAGE 4-9 TO 4-11)WITH MESSAGES 2.LABEL OUTPUT HYDROGRAPH FILES WITH CROSS SECTION'STRUCTURE,ALTERNATE.AND STORM NO'S 09/01/83-CORRECT INPUT AND OUTPUT ERRORS FOR INTERMEDIATE PEAKS CORRECT COMBINATION OF RATING TABLES FOR DIVERT CHECK REACH ROUTING PARAMETERS FOR ACCEPTABLE LIMITS ELIMINATE MINIMUM REACH TRAVEL TIME WHEN ATT-KIN COEFFICIENT EQUALS ONE 'I'J�_7 [ 0 1 Test Ecri r&_ E :%-9 1o/l/86 ZH 3 ,0�. Ground Surface ± 010" Very loose, to loose, dry, 1-1-i FINE SAND, some organic silt 16�� 2_ 2,0„ and decavpd 1eavez Very dense, dry, FINE TO COARSE SAND, some fine to coarse gravel, trace inorganic silt and cobbles. �5-30-`�� 5'6" '.. -22-28 7'0" Dense to very dense, dry to wet, FINE TO MEDIUM SAND, some coarse sand and inorganic atoll silt, trace fine to coarse 14-20-21 gravel, few cobbles and boulders. 10'6" -X20/4" 1n1011 , 151611 19'C 1, 6u-120/1�� 1a- o Very dense, wee, FINE r, i C Atha " SAND, score fine to coarse gravel 10 f 7 It and inorganic silt, some weather- ed r„cu, trace cobbles and 22rCI� boulders. 22, 1„ 1201” Refusal at 2211" with Water level at 1015" I stem auger and upon. completion. 12010" with 1401 hammer. Note: Prior attempt augered to refusal at 161 . 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