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HomeMy WebLinkAbout1989-12-04 Stormwater Report . 8 C A1731 'A/71A N IND US TRIA Z FA RI North A 17do vol; 8ss8&U,5&tts September 2 6, 1 1?aY sod October 17, / 988J HA YES ENG/NE5RING INC. Civil Engineers & Land Surveyors 603 Sa/em Street Wakefield, Mass. 0/890 DRAINAGE IMPACT ANALYSIS RIPARIAN INDUSTRIAL PARK NORTH ANDOVER, MA September 26 , 1988 Revised October 17 , 1988 PURPOSE The purpose of this analysis is to study the existing drainage conditions on the site, and to assist the impact the proposed development will have on these conditions . The design criteria for the proposed drainage system is to provide no increase in the peak rate of runoff and, at the same time , maintain the same water quality of surface runoff that is currently being discharged from the site. METHODOLOGY The method used to quantify surface runoff from the site in both the existing and proposed conditions is that as discussed in Technical Release No. 55 of the U.S. Department of Agriculture, Soil Conservation Service. Three different storm events were analyzed. These events are the theoretical 2-year , 10-year and 100-year storm frequencies. In the 2-year and 10-year storms, a Type III rainfall distribution was used; while in the 100-year storm event, a Type II rainfall distribution was used. The site has been subdivided into two major watersheds. The first watershed, Watershed #1, is located on the northern half of the property. This watershed contains 10 . 14 acres in the existing condition, and slightly more , 10 . 54 acres, in the proposed condition. Runoff from this watershed is collected by a ditch located in the southern portion of this watershed. In very small storm events, flows in this ditch flow from east to west, filling a small body of water located approximately 150 feet south/southeast of Berry Street. In more severe storm events , or during periods of frequent storm events , flows in this ditch will run from west to east upon reaching a water elevation of 125 . 8. At this elevation, there is a high point in the stream, approximately 60 feet from the property line, off site. Flows from this ditch continue on to the abutting property into another small body of water , and eventually continue further downstream to the southeast, until ultimately reaching a culvert under Berry Street. In the existing condition, Watershed #1 has been subdivided into two sub-watershed areas. One is the off site watershed, which contains 4 . 88 acres , and the other is the on site watershed , which contains 5. 62 acres. Based on soil classification and groundcover , appropriate runoff curve numbers and times of concentration were assigned to each of these sub-areas. Utilizing the SCS method, runoff hydrographs were generated for each of these sub-areas . These Drainage Impact Analysis Riparian Industrial Park , North Andover , MA October 17 , 1988 hydrographs were then incrementally combined to form a composite runoff hydrograph to the point of analysis for Watershed #1. This point of analysis is the high point in the stream. Since water levels below the elevation of 125 . 8 would not result in runoff away from the site and onto abutting properties, it was assumed that the antecedent moisture condition of the site resulted in a base water elevation of 125 . 8 , and therefore, no storage was available below this elevation. The outflow structure at this point of analysis was modeled as a road section weir , two-feet long, and 3 : 1 side slopes on both sides . The composite runoff hydrograph from Watershed #1 was incrementally routed through the stage-storage and stage-discharge characteristics of the channel section. This hydrograph routing resulted in slightly smaller peak rates of runoff from the site, and quantified the flood water elevations for the various storms analyzed . In the proposed condition for Watershed #1, a weir has been proposed in the drainage ditch to mitigate the expected higher peak rates of runoff due to the increased imperious area on the site. This weir is a broad-crested weir , 10" long with vertical side slopes. The watershed , in the proposed condition, has been subdivided into three sub-areas. Two of these three sub-areas are located upstream of the control outlet; while the third contributes overland flow directly to the point of analysis for Watershed #1. The first sub-area, the off site contribution to the outlet control structure, contains 3 . 5 acres. This sub-area, with the exception of size, remains unchanged from the existing to the proposed condition. The second sub-area , the on site contribution to the outlet control structure, contains 4 . 27 acres . This sub-area also contains all of the proposed impervious area contained within the entire watershed. Runoff hydrographs from the on site and off site sub-watershed areas were incrementally combined to form one composite hydrograph representing the inflow to the proposed weir structure. Along with providing a weir structure, additional storage for increased surface runoff is being provided, as well. The existing body of water in the ditch is being enlarged, and an additional retention area is being proposed on the north side of the access road leading to Building 1. These two retention areas will be joined with twin, 12" reinforced concrete pipes , which are to be layed level to provide bi-directional flow to maintain equal water elevations. The composite hydrograph was then incrementally routed through the weir and its available upstream storage. The hydrograph representing surface runoff from the remaining area to the point of analysis was then incrementally combined with the outflow hydrograph from the weir structure to form a composite inflow hydrograph to the point of analysis for Watershed #1. The results of this can be seen on Figure 1, the Comparative Summary Table . Drainage Impact Analysis Riparian Industrial Park, North Andover , MA October 17 , 1988 Watershed #2 is an overall area of approximately 77 .4 acres in the existing condition, and slightly smaller , 76.82 acres, in the proposed condition. In both the existing and proposed conditions , Watershed #2 has been subdivided into two sub-areas. The first sub-area is that tributary to a 15" reinforced concrete culvert, running under Route 114 , from southwest to northeast. This sub-area contains 63 . 6 acres , and remains unchanged from the existing to the proposed condition. Runoff hydrographs were generated for the various storm, and incrementally routed through the 15" reinforced concrete culvert and its available upstream stage-storage capacity. Although the 2-year and the 10-year storm events for this sub-area could be contained within the storage available, the 100-year event could not be contained . Discharges from the 15" drain under Route 114 continue northeasterly in a well-defined stream toward the site. Upon entering the site , at wetland flag numbers A23 and A24 , the stream section becomes continually less defined as it passes through the middle of the site . The point of analysis for Watershed #2 is at the proposed location of the 15" culvert, under the road crossing, between Buildings 2 and 3 . In the existing condition, the remaining area of Watershed #2 is approximately 13 . 8 acres. A runoff hydrograph for this remaining area was incrementally combined with the outflow hydrograph from the 15" culvert to form the composite runoff hydrograph at the point of analysis for Watershed #2. In the proposed condition, the remaining area of Watershed #2 contains approximately 13. 22 acres. Similarly, the hydrograph representing runoff from this remaining area was incrementally combined with the unchanged outflow hydrograph from the 15" culvert to form the composite inflow hydrograph to the culvert at the road crossing. This hydrograph was then incrementally routed through the stage-storage and stage-discharge characteristics of the culvert. The results of these routings can be seen in Figure 1, the Comparative Summary Table. CONCLUSION Based on the data contained within the routings and hydrographs contained within this report, and as summarized in Figure 1, the drainage system proposed for the Riparian Industrial Park not only achieves the design goal of having no increase in the peak rate of runoff from the site, but, in most cases, there is a reduction in peak flows at the points analyzed. As a result, the proposed site development will have no adverse impacts on the existing drainage conditions downstream of the property. Drainage Impact Analysis Riparian Industrial Park, North Andover , MA October 17 , 1988 WATER QUALITY In several locations throughout the site, surface runoff from roof drains , parking, lawn areas, etc. are discharged by means of swales and level spreaders. The Soil Conservation Service suggests the use of level lip spreaders at outlets discharging onto areas already stabilized by vegetation. These spreaders shall be excavated at lea-st 6" deep into undisturbed soil, and the bottom of excavation and the downstream lip shall be level. The use of level spreaders is recommended as a form of erosion control at discharge points . (2) Along with level spreaders, grassed swales or waterways are also suggested by the Soil Conservation Service as a method "to dispose of excess water without damage by erosion or flooding" . (2) The Soil Conservation Service further suggests "this practice applied to all sites where added capacity or vegetative protection, or both, are required to control erosion resulting from concentrated runoff . . . Along with the publication by the Soil Conservation Service (2) , several other reports were investigated to assess the impact the site development would have on the quality of the stormwater runoff . Of particular interest was the work done by the Delaware and Raritan Canal Commission ("DRCC") , in conjunction with research work being conducted by the New Jersey Water Resources Research Institute at Rutgers University, on obtaining water quality benefits from storm water detention. The results of the research indicated that it may be possible to remove particulate pollutants from urban runoff by prolonged retention. Removal efficiencies were estimated to be 70% of the hydrocarbons , suspended solids, and lead; 50% of the phosphates and BOD; and 30 to 40% of the copper , nickel and zinc. The removal efficiencies are based upon a hypothetical 1 1/4" rainfall event, released over an 18 to 36 hour period. The basis for the water quality standards of the DRCC storm water management regulations was two research reports by Rutgers: "Settleability and Urban Runoff Pollution" , and "Detention Basin Settleability of Urban Runoff" . In mid 1980 , Fairfax County in Virginia developed a storm water management program that included water quality controls for the Occuquan Basin Watershed. The program was instituted to protect the County' s water supply from non point source pollution. Projects are required to install Best Management Practices ("BMP' s") to control a suggested minimum of 70% of the on-site drainage. The regulations that were developed for the program were based upon monitoring studies that were performed by the Northern Virginia Planning Drainage Impact Analysis Riparian Industrial Park, North Andover , MA October 17 , 1988 District Commission ( "NVPDC") in a final report entitled, "Guidebook for Screening Urban Non Point Pollution Management Strategies" . This report was based upon research conducted at 21 watersheds that were monitored for various pollutants associated with runoff from urban and rural land use. The results were used in conjunction with an EPA non point source model to develop relationships between land use and pollutant loadings. Fairfax County now has a flood and erosion control plan that requires no increase in the 2-year and 10-year peak flows in the post development condition. In addition, the settleability design storm is defined as 0. 86 inches of the runoff for impervious surfaces, and lesser amounts for other land uses, depending upon the percentage of imperviousness. Runoff moving by sheet flow for at least 30 feet over lawns or leaf mulch areas will receive significant water quality enhancement. Research by the Wisconsin Department of Natural Resources indicates that runoff passing through grassed areas as sheet flow removes a high percentage of pollutants. Results included an 88% reduction in COD, and over 97% reduction in suspended solids, volatile solids, turbidity, total coliforms and fecal coliforms. Control measures applied to road surfaces include street sweeping and/or vacuuming. The primary objective of street sweeping is to enhance the aesthetic appearance of streets by removing litter , debris, dust and dirt. Street sweeping also is an effective control measure for reducing stormwater pollution loads by reducing the amount and type of roadway pollutants available to be washed off during storm events. Sweeper effectiveness is dependant upon a number of factors, including particle size distribution, sweeper frequency, number of passes, equipment, speed, and pavement condition. Overall sweeper efficiency is around 500, as reported by McGinn. (3a) (3b) Drainage Impact Analysis Riparian Industrial Park, North Andover , MA October 17 , 1988 REFERENCES 1. Storm Water Detention Facilities, Edited by William DeGroot, Published by A.S .C.E. , 1982. 2. Guidelines for Soil & Water Conservation in Urbanizing Areas of Massachusetts, U.S.D.A. Soil Conservation Service, October 1977. 3 . Water Quality Enhancement Design Techniques, by Richard H. Kropp. Principal Engineer , Delaware and Raritan Canal Commission and New Jersey Department of Environmental Protection, Division of Water Resources. (a) Analysis of Urban Stormwater Runoff and Combined Sewer Overflows in the Boston Metropolitan Area; by Joseph M. McGinn, Environmental Engineer , Technical Director , Metropolitan Area Planning Council, 208 Areawide Waste Treatment Management Study. (b) Sartor , James D. and Boyd , Gail B. ; Water Pollution Aspects of Sheet Surface Contaminants, EPA-R2-72-081 , November 1972. Drainage Impact Analysis Riparian Industrial Park, North Andover , MA October 17 , 1988 The following is an excerpt from Reference #1. WATER QUALITY CONTROL Water Quality Management Principles Studies showed that the areas that contributed the greatest loads of pollution were those that were either highly erodable, such as plowed land or construction sites, or those thatr were highly impervious , such as shopping malls. The effectiveness of grassed areas to promote infiltration and reduce runoff pollution was found to be extremely high. Thus, it was concluded that all development plans should include : - Stringent erosion control procedures, especially during construction, - Methods to encourage infiltration of runoff, - Direction of runoff flows over grassed areas, such as swale drains , wherever possible, - Utilization of dual purpose detention ponds at strategic locations to further reduce pollution. Detention Pond Utilization for Water Quality Control Water quality needs can determine the detention pond implementation strategy. They will usually dictate a need for "on-site" locations rather than downstream control. However , it may be possible to locate "on-site" ponds at, only a few locations , that is, those that contribute the heaviest loads, rather than throughout the watershed. It frequently would not be necessary to locate pollution control ponds downstream of established low density residential areas that have incorporated swale drains and elinimated curbs and gutters , for example. The actual locations of the ponds need to be determined through a watershed-wide, comprehensive plan that, preferable, utilizes a sophisticated computer model. Of course, to achieve satisfactory predictive results with the model, reasonable accurate estimates of detention pond pollution removal efficiencies are essential , and the current body of information is insufficient for this purpose. Drainage Impact Analysis Riparian Industrial Park, North Andover , MA October 17 , 1988 Most pollutants of concern have a high affinity for the suspended solids in runoff and for soil particles. Thus, the most logical way to achieve pollutant removal is through sedimentation, and infiltration. Consequently, detention pond design for water quality control should maximize settling to the extent possible, and the considerations may alter typical design. In general, quiescent short-circuiting should be minimized. Design techniques that will accomplish these objectives are: - utilization of long, narrow configurations , i.e. , width to length ratios of 2: 1 to 3 : 1, - installation of inlet and outlet structures at extreme ends of the basin, - utilization of baffles or flow retarders , - construction of ponds in series or in two stages, - utilization of riser outflow structures, instead of ground level pipes, to maintain a nondrainable pool and encourage infiltration, - development of a grass cover for the basin floor. Several of the above-mentioned water quality management principles have been incorporated into the design of the Riparian Industrial Park. Most importantly is the drainage ditch, which allows for a bi-directional flow. It has been observed that for the majority of the year the ditch remains dry. The heavily vegetated bottom of the ditch allows for effective pollutant removal. Since, in the smaller storms, runoff is directed back toward the site into the proposed retention ponds, the increased detention time of the runoff increases the water quality of the runoff. As indicated in the soil logs, the majority of the soils on the site are very permeable. This allows for infiltration of runoff in both the grass Swale and the proposed detention ponds. In the more severe storms, the ditch acts as a form of flood protection, and the weir structure mitigates peak outflows from the more severe storm events. CONCLUSION The proposed detention ponds , as well as the manner of discharging surface runoff via the swales and the drainage ditch, have advantages from both hydraulic and water quality standpoints. As previously discussed , the proposed development poses no increase of peak rate of runoff from the site. In addition, water quality management principles have been incorporated into the design to minimize runoff pollution downstream of the proposed development. WA TERSHED I REFER TO FILE # ® NAME DATE gol 'T HAYES ENGINEERING, INC. MADE ByS 603 SALEM STREET WAKEFIELD, MA 01880 Lj MEMO (617) 246-2800 CALCULATION __ Coo7PA,�nvEsveyMA.eY TBt.� __ _ __ �XIST/NG Covvirlo.vS P,eoxS�D w•voonovS Z 19 Z, 9 /26.59 so 7. 3 /27, Z2 _ Wr r�,ess�Eo �2 Exis>i�� Coicsp/no.vS O,eoPosEv �ov�r7otiS alour) B w Za6V- LlY�,es� 49 /Z9 70 TYPE .ZL Wq5 use �,e pis sro e i /T/ TR-55 CURVE NUMBER COMPUTATION VERSION 1.11 Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 09-22-88 County : NORTH ANDOVER State: MA Checked: Date: Subtitle: EXISTING CONDITIONS FOR WATERSHED 1 Subarea : OFF ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab.) Open space (Lawns,parks etc. ) Poor condition; grass cover < 50% 1.00(79) Impervious Areas Paved parking lots, roofs, driveways .03 (98) Streets and roads Paved; open ditches (w/right-of-way) .32 (89) Gravel (w/ right-of-way) - .16(85) OTHER AGRICULTURAL LANDS Woods - grass combination fair - 3.37(65) Total Area (by Hydrologic Soil Group) 4.88 -- ------------------------------------------------------------------------------- SUBAREA: OFF TOTAL DRAINAGE AREA: 4.88 Acres WEIGHTED CURVE NUMBER:70 ------------------------------------------------------------------------------- TR-55 CURVE NUMBER COMPUTATION VERSION 1.11 Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 09-22-88 County : NORTH ANDOVER State: MA Checked: Date: Subtitle: EXISTING CONDITIONS FOR WATERSHED 1 Subarea : ON ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. ) User defined urban (F9 to define) - - - .11(98) - % impervious 1000 % unconnected impervious 0% pervious, curve number 98 OTHER AGRICULTURAL LANDS Pasture, grassland or range good 1.69(39) 1.90(61) - 1.01(80) Woods - grass combination fair - .15(65) - .40(82) Total Area (by Hydrologic Soil Group) 1.69 2.05 1.52 i ------------------------------------------------------------------------------- -. SUBAREA: ON TOTAL DRAINAGE AREA: 5.26 Acres WEIGHTED CURVE NUMBER:60 i ---------------------------------------------- I i TR-55 Tc and Tt THRU SUBAREA COMPUTATION VERSION 1.11 a Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 09-22-88 County : NORTH ANDOVER State: MA Checked: Date: 1 Subtitle: EXISTING CONDITIONS FOR WATERSHED 1 ------------------------------- Subarea #1 - OFF ------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code - (sq/ft) (ft) (ft/sec) (hr) Sheet 3.1 225 .10 H 0.365 Shallow Concent'd 50 .10 U 0.003 Open Channel 400 3.0 0.037 Time of Concentration = 0.41* ------------------------------- Subarea #2 - ON ------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time j rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3.1 250 .015 E 0.367 Open Channel 675 4.0 0.047 Time of Concentration = 0.41* Shallow Concent'd 50 .035 U 0.005 Open Channel 675 4.0 0.047 Travel Time = 0.05* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 % Res. H Woods, Light P Paved D Cultivated > 20 % Res. I Woods, Dense U Unpaved E Grass-Range, Short :, * - Generated for use by TABULAR method YEAR STORM #;n TR-55 TABULAR DISCHARGE METHOD VERSION 1.11 *. Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 09-22-88 County : NORTH ANDOVER State: MA Checked: Date: Subtitle: EXISTING CONDITIONS FOR WATERSHED 1 Total watershed area: 0.016 sq mi Rainfall type: III Frequency: 2 years -------------------------- Subareas -------------------------- OFF ON Area(sq mi) 0.01* 0.01* Rainfall(in) 3.1 3.1 Curve number 70* 60* Runoff(in) 0.77 0.37 Tc (hrs) 0.41* 0.41* (Used) 0.40 0.40 TimeToOutlet 0.05* 9.00 (Used) 0.10 0.00 Ia/P 0.28 0.43 Time Total ------------- Subarea Contribution to Total Flow (cfs) ------------ (hr) Flow OFF ON 11.0 0 0 0 11.3 0 0 0 11.6 0 0 0 11.9 0 0 0 12.0 0 0 0 12.1 0 0 0 12.2 0 0 0 12.3 1 1 0 12.4 2 1 1P 12.5 3P 2P 1 12.6 3 2 1 12.7 3 2 1 12.8 3 2 1 13.0 1 1 0 13.2 1 1 0 13.4 1 1 0 13.6 1 1 0 13.8 0 0 0 14.0 0 0 0 14.3 0 0 0 14.6 0 0 0 15.0 0 0 0 15.5 0 0 0 16.0 0 0 0 16.5 0 0 0 17.0 0 0 0 17.5 0 0 0 18.0 0 0 0 i 19.0 0 0 0 20.0 0 0 0 22.0 0 0 0 26.0 0 0 0 P - Peak Flow * - value(s) provided from TR-55 system routines -3=E-��� Oate 09/26/88 F:l 4=p Ync:J �� ji� ]Lee �� ��C�P 4�h 0 0:B !S 44 Date created 09/22/88 - Description : EXISTING PONOING CHARACTERISTICS ON LOT 1 RIPARIAN INDUSTRIAL PARK NORTH ANDOVER' MASS. PIPES WEIRS Str Diam Elev # Left Length Right Elev Height Type ' No. in ft S/S ft S/S ft ft 1 3.0 2.00 3.0 125.80 0.0 RS ^ Number Elevation Storage Outflow 1 125.80 0.000 0.00 2 126.00 0.024 0.62 3 127.60 0.461 , 48.25 ' 4 128.00 0.959 75.76 ' Description of hydrograph : Page 1 , EXISTING CONDITIONS FOR WATERSHED 1 Area = 10. 14 ac' Rat ' l `C ' = .### Time of Concent. = 24 min. !E3 I--C:l Y-Trb -9=Y-eecz] I.J.e--1-k I-- r � i2l Hydrograph # 2 - total outflow hydrograph | Description : ' TOTAL EXISTING OUTFLOW FROM WATERSHED 1 ' ' ' | ' ! �` | / - Date 09/26/83 Page 2 Outflow H'graph: TOTAL EXISTING OUTFLOW FROM WATERSHED 1 Time Inflow Storage Elevation - Outflow hr:mi.n cfs ac ft feet cfs trot) 0: 00 .0 0.00 0.0000 125.80 0.00 1.2: 18.0 1 .00 0.0040 125.83 0. 03 12:24.0 2.00 0.0151 125.93 0.29 12:30.0 3.00 0.0313 126.03 0.78 12:36.0 3.00 0.0480 126.09 1 . 19 12:412.0 3.00 0.0613 126. 14 1 .59 12:48.0 3.00 0.0715 126. 17 1 .93 12:54.0 2.00 0.0757 126. 19 2.08 13: 00.0 1 .00 0.0715 126. 17 1 .93 1.3:06.0 1 .00 0.0648 126. 1.5 1 .70 1.3: 1.2.0 1 .90 0.0597 126. 13 1 .54 13: 1.8.0 1 .00 0.0557 126. 12 1 .42 13:24.0 1. .00 0.0527 126. 11 1 .33 1.3:30.0 1 .00 0.0503 126. 10 1 .26 13:36.0 1 .00 0.0484 126.09 1 .20 13:42.0 0.50 0.0450 126.08 1 . 11 13:48.0 0.00 0.0385 126.05 0.95 13:54.0 0.00 0.0314 126.03 0.78 1.4:00.0 0.00 0.0254 126.01 0.66 14: 06.0 0.00 0.0207 125.97 0.49 14: 12.0 0.00 0.0172 125.94 0.36 14: 1.8.0 0.00 0.0146 125.92 0.27 14.24.0 0.00 0.0126 125.91 0.21 14:30.0 0.00 0.0110 125.89 0. 17 14:36.0 0.00 0.0097 125.88 0. 1.4 14:42.0 0.00 0.0087 125.87 0. 12 14:48.0 0.00 0.0078 125.86 0. 1.0 14:54.0 0.00 0.0070 125.86 0.08 15:00.0 0.00 0.0064 125.85 0.07 15:06.0 0.00 0.0058 125:85 0.06 15: 12.0 0.00 0.0054 125.84 0.05 15: 18.0 0.00 0.0049 125.84 0.05 15:24.0 0.00 0.0046 125.84 0.04 15:30.0 0.00 O o 0042,..__....- 125.84 0.04 15:36.0 0.00 0.0039 125.83 0.03 15:42.0 0.00 0:0037 _ ._ -125.83 0. 03 15:48.0 0.00 0.0034 125.83 0.03 15:54.0 0.00 - 0.0032 125.83 0.02 16: 00.0 0.00 0.0030 125.83 0.02 16:06.0 0.00 - 0.0029 1,25.82 0.02 16: 1.2.0 0.00 0.0027 125.82 0.02 16: 18.0 0.00 0.0025 125.82 0. 02 16:24.0 0.00 0.0024 125.82 0.02 16:30.0 0.00 0.0023 - 125.82 0.01 16:36.0 0.00 0.0022 125.82 0.01 16:42.0 0.00 0.0021 125-.82 0.01 16:48.0 0.00 0.0020 125.82 0.01 16:54.0 0.00 0.001.9 125.82 0.01 1 YEAR STORY t TR-55 TABULAR DISCHARGE METHOD VERSION 1.11 Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 09-22-88 County : NORTH ANDOVER State: MA Checked: Date: Subtitle: EXISTING CONDITIONS FOR WATERSHED 1 Total watershed area: 0.016 sq mi Rainfall type: III Frequency: 10 years -------------------------- Subareas -------------------------- OFF ON Area(sq mi) 0.01* 0.01* Rainfall(in) 4.5 4.5 Curve number 70* 60* Runoff(in) 1.67 1.02 Tc (hrs) 0.41* 0.41* (Used) 0.40 0.40 TimeToOutlet 0.05* p.00 (Used) 0.10 0.00 Ia/P 0.19 0.30 Time Total ------------- Subarea Contribution to Total Flow (cfs) ------------ (hr) Flow OFF ON 11.0 0 0 0 11.3 0 0 0 11.6 0 0 0 11.9 0 0 0 12.0 0 0 0 12.1 1 1 0 12.2 2 1 1 12.3 4 2 2 i 12.4 6 3 3P 12.5 8P 5P 3 12.6 8 5 3 12.7 8 5 3 12.8 6 4 2 13.0 5 3 2 13.2 3 2 1 13.4 2 1 1 13.6 2 1 1 13.8 2 1 1 14.0 2 1 1 14.3 2 1 1 14.6 2 1 1 15.0 1 1 0 15.5 1 1 0 16.0 0 0 0 16.5 0 0 0 17.0 0 0 0 17.5 0 0 0 18.0 0 0 0 19.0 0 0 0 20.0 0 0 0 22.0 0 0 0 26.0 0 0 0 P - Peak Flow * - value(s) provided from TR-55 system routines - --- --- Date 09/26/88 .-F�c: T-y. . ._ F�" :L 1 c-- 0:B !S44 .. -Date 'created -09%22/88 .. Description EXISTING PONDINC CHARACTERISTICS ON LOT 1 RIPARIAN INDUSTRIAL_ PARK NORTH ANDOVER, MASS. PIPES WEIRS Str Diam Elev # Left Length Right Elev Height Type No. in ft S/S ft S/S ft ft 1 3.0 2.00 3.0 125.80 0.0 RS Number Elevation Storage Outflow 1 125.80 0.000 0.00 2 126.00 0.024 0.62 3 127.60 0.461 48.25 4 128.00 0.959 75.76 i Description of hydrograph Page i EXISTING CONDITIONS FOR WATERSHED 1 Area 10.14 ac: Rat' 1 'C ' = .### Time of Concent. - 24 min. Hydrograph # 4 - total outflow hydrograph Description TOTAL EXISTING OUTFLOW FROM WATERSHED 1 1 Date 09/26/88 Page 2 Outflow H'graph: TOTAL EXISTING OUTFLOW FROM WATERSHED 1 - Time _ Inflow Storage Elevation Outflow hr:min cfs ac ft feet cfs (Tot) 0:00.0 0.00 0.0000 12S.80 0.00 12:06.0 1 .00 0.0040 125.83 0.03 12: 12.0 2.00 0.0151. 125.93 0.29 12: 18.0 4.00 0.03S1 1.26.04 0.87 12:24.0 6.00 0.0657 126. 1S 1 .73 12:30.0 8.00 0. 1031 126.29 3.21 12:36.0 8.00 0. 1357 126.41 4.91 12:42.0 8.00 0. 1560 126.48 6. 18 12:48.0 6.00 0. 161.3 126.50 6.S4 12:S4.0 5.50 0. 1562 126.48 6. 1.9 13:00.0 5.00. 0. 1.501 126.46 5.79 13:06.0 4.00 0.1416 126.43 5.26 13: 12.0 3.00 0. 1299 126.39 4.58 13: 18.0 2.50 0. 1.1.75 126.34 3.91 i 13:24.0 2.00 0. 1061 126.30 3.35 - 13:30.0 2.00 0.0967 126.27 2.92 13:36.0 2.00 0.0903 126.24 2.65 13:42.0 2.00 0.0857 126.23 2.46 13:48.0 2.00 0.0824 126.21 2.33 13:54.0 2.00 0.0801 126.21 2.24 14:00.0 2.00 0.0783 126.20 2. 18 14:06.0 2.00 0.0771 126. 19 2. 13 14: 12.0 2.00 0.0762 126. 19 2.09 14: 18.0 2.00 0.075S 126. 19 2.07 14:24.0 2.00 0.0750 126. 19 2. 05 14:30.0 2.00 0.0746 126. 19 2.04 14:36.0 2.00 0.0743 126. 18 2. 03 14:42.0 1 .75 0.0732 126. 18 1 .99 14:48.0 1 .50 0.0706 126. 17 1 .90 14:S4.0 1 .25 0.0668 126. 16 1 .77 15:00.0 1 .00 0.0622 126. 14 1 .61 15:06.0 1 .00 0.0577 126. 12 1 .47 1S: 12.0 1 .00 0.4542 126.11 1 .37 ; . . __. ... 15:18.0. . .. 1 .00 0:0515 126. 10. 1 .29 _ 15:24.0 1 .00 0.0493 126.09 1 .23 15:30.0 1 .00 0.0476 126.09 1 . 18 15:36.0 0.80 0.04SS 126.08 1 . 13 15:42.0 0.60 0.0423 126.07 1 .04 15:48.0 0.40 0.0382 126.0S 0.94 -15:S4.0 0.20 0.0334 126.03 0.83 16:00.0 0.00 0.0279 126.01 0.71 16:06.0 0.00 0.0226 12S.99 0.57 16: 12.0 0.00 0.0186 12S.95 0.41 16: 18.0 0.00 0.01S7 125.93 0.30 16:24.0 0.00 0.0134 12S.91 0.24 16:30.0- 0.00 0.0117 12S.90 0. 1.9 16:36.0 0.00 0.01.03 125.89 0. 15 '''{ 16:42.0 0.00 0.0091 125.88 0. 13 YEAR OR i TR-55 TABULAR DISCHARGE METHOD VERSION 1.11 Pro'�± : RIPARIAN INDUSTRIAL � � Daozz � De: 09-22-88 - �OI�� ��DD��Il State: �� Cbeo���� Date: County � ---- ------- | Subtitle: EXISTING CONDITIONS FOR WATERSHED I � ` Total watershed area: 0.016 oq mi Rainfall type: II Frequency: 100 years -------------------------- Subareas -------------------------- � ! OFF ON Area(mqzui) O.OI* 8.01+ Rainfall(in) 7.0 7.0 Curve number 70* SO* Runoff(in) 3.62 2.60 - To (hro) 0.41* 0.41* | (Used) 0.40 0.40 TiseIoOutle± 8~05* 0.00 (Used) 0.10 0.00 ' Za/P 0.12 0 I9 i ~ ~ Time Total ------------- Subarea Contribution to Total Flow (ofo) ------------ (bz) Flow OFF ON ! 1I.0 O D o 11.3 I l U i 11.6 I 1 U 11.9 2 2 l 12.0 5 3 3 12.1 S 5 4 12.2 18 IQ 8 -� � 12.3 25 13 I2P 12.4 27P 15g 12 12.5 23 13 9 12.6 16 IO 6 12.7 13 8 5 I3.8 IO S 4 13.0 5 3 2 13.3 4 2 2 13.4 4 2 2 ` I3.6 3 3 I l]~8 3 l I 14.0 3 I l 14.3 2 I I 14.6 3 I 1 15.0 2 I I 15.5 2 I l | 16.0 2 I I 16.5 3 I l 17.0 2 1 I ! I7.5 2 I I 18.0 I I O 19.0 O O O | 20.0 O O O . 22.0 D O O 26.0 O O O P - Peak Flow value(s) provided from TR-55 system routines | - -__'__-_-- ' _ �� ' -_��� ��__-_-_�_-__'_____,--______--_-___- , ' Date 09/26/88 0=,4±►a=i C:j {_ i I _ _� 9, (Ddci --=I !Sd Date created 09/22/88 Description . EXISTING PONDING CHARACTERISTICS ON LOT 1 RIPARIAN INDUSTRIAL PARK NORTH ANDOVER, MASS. PIPES WEIRS Str Diam Elev # Left Length Right Elev Height Type No. in ft S/S ft S/S ft ft 1 3.0 2.00 3.0 12L.80 0.0 RS d Number Elevation Storage Outfl.o.0 1 125.80 0.000 0.00 2 126.00 0.024 0.62 3 127.60 0.461 48.25 4 128.00 0.959 75.76 Description of hydrograph : Page ]. EXISTING CONDITIONS FOR WATERSHED 1 Area 10:14 -ac. Rat ° 1 °C° - .### Time of Concent. = 24 min. Hydrograph # 6 - total outflow hydrograph Description TOTAL EXISTING OUTFLOW FROM WATERSHED 1 { -i Date 09/26/88 Page 2 Outflow H'graph: TOTAL EXISTING OUTFLOW FROM WATERSHED 1 '"Time Inflow Storage- Elevation Outflow hr:min cfs ac ft feet cfs (Tot) 0:00.0 0.00 0.0000 125.80 0.00 11 :06.0 0.98 0. 0039 125.83 0.03 11: 12.0 0.99 0.0112 125.89 0. 18 11 , 18.0 1 .00 0.0172 125.94 0.36 11:24.0 1 .00 0.021.8 125.98 0.53 11 :30.0 1 .00 0.0252 126.00 0.65 11 :36.0 1 .00 0.0278 126.01 0.71 11 :42.0 1 .67 0.0326 126.03 0.81 11 :48.0 2.33 0.0415 126.06 1 .02 11:54.0 3.00 0.0537 126. 11 1.36 12:00.0 5.,00 0.0730 126. 18 1 .98 12:06.0 9.00 0. 1084 126.31 3.46 12: 12.0 18.00 0. 1.747 126.5E 7.49 12:18.0 25.00 0.2585 126.86 15.22 12:24.0 27.00 0.3172 127.07 22.58 12:30.0 22.00 0.3272 127.11 24.00 1 12:36.0 1.6.00 0.3008 127.01 20.36 12:42.0 13.00 0.2688 126.90 16.39 12:48.0 10.00 0.241.0 126.79 13.34 12:54.0 7.50 0.2139 126.70 10.72 13:00.0 5.00 0. 1866 126.60 8.40 13:06.0 4.50 0.1635 126.51 6.69 13: 12.0 4.00 0. 1477 126.4E 5.64 13:18.0 4.00 0.136.9 126.41 4.98 13:24.0 4.00 0. 1.303 126.39 4.60 13:30:0 3.50 0. 1246 126.37 4.29 13:36.0 3.00 0. 1176 12.6.34 3.91 -13:42.0 2.50 0. 1096 126.31 3.52 13:48.0 2.00 0. 1008 126.28 3. 10 13:54.0 2.00 0.0931 126.2E 2.77 14:00.0 2.00 0.0877 126.23 2.54 14:06.0 2.00 0.0839 126.22 2.39 14: 12.0 2.00 0.0811 126.21 2.28 14: 1B.0 2.00 0.0791 126.20 2.20 14:24.0 2.00 0.0777 126.20 2. 15 14:30.0 2.00 0.0766 126. 19 2. 11 - 14:36.0 2.00 0.0758 126. 19 2.08 14:42.0 2.00 0.0752 126. 19 2.06 ' 14:48.0 2.00 0.0748 126. 19 2.04 _. _...-----14:54.0__ _ 2.00 0. 0745 126. 18 8.03 15:00.0 2.00 0. 0742 126. 18 2.02 15:06.0 2.00 0.0741 126.18 2.02 15: 12.0 2.00 0.0739 126. 18 2.01 Is: Ia.0 2.00 0.0738 126. 18 2.01 15:24.0 2.00 0.0738 126. 18 2.01 -- -15:30.0 2.00 0.0737 126. 18 2.01 I iS:36.0 2.00 0.0737 126. 1.8 2.00 15:42.0 2.00 0.0736 126. 18 2.00 WA TERSHED 2 TR-55 CURVE NUMBER COMPUTATION VERSION 1.11 Pzo�eot � �I���IJ�� PARK User: DQA8 Date: 09-26-8� - ��DO��B State: �� Checked: Date: �._ County : 0OI��B ' Subtitle: EXISTING CONDITIONS FOR WATERSHED % / Subarea : I511RC ! ______-__-____________-_______-___-___-___-_-______________-_____--______-_____ . Hydrologio Soil Group COVER DESCRIPTION A B C ' D � Acres (C}J) ! ________________-__-___--__-_________________________-_________________________ FDIJ2Y DEVELOPED DI0B&N AREAS (\7eg Eotab. ) Impervious Areas ' Paved parking lots, roofs, driveways -30(98) .30(98) .10(98) - . ^ / OTHER AGRICULTURAL LANDS / Brush - brush, weed, grass mix good I.2 (30) .I5(48) - 9.65(73) _ Woods - grass combination fair .90(43) 4.20(65) 46.8 (76) - | Total Area (by Hydrologic 8olI Group) 2.4 4.65 46.9 9.65 _______________________________________________________________________________ SD8JQREA: I511RC TOTAL DRAINAGE AREA: 63'6 Z\oreo WEIGHTED CURVE 0IMBEIl:74 _______________________________________________________________________________ '^ o'1 ` | _---____-_-----_--_- _ -___ - ` ` ` ` TR-55 CURVE NUMBER COMPUTATION VERSION 1.11 ff Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 09-26-88 ! County : NORTH ANDOVER State: MA Checked: Date: Subtitle: EXISTING CONDITIONS FOR WATERSHED 2 Subarea : REMAIN ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Open space (Lawns,parks etc.) Good condition; grass cover > 75% - 1.25(61) - Impervious Areas Paved parking lots, ®roofs, driveways .20(98) .40(98) .30(98) - i OTHER AGRICULTURAL LANDS Brush - brush, weed, grass mix good - - .50(65) 1.50(73) Woods - grass combination fair 4.15(43) 0.61(65) 3.66(76) 1.23 (82) Total Area (by Hydrologic Soil Group) 4.35 2.26 4.46 2.73 ------------------------------------------------------------------------------- - SUBAREA: REMAIN TOTAL DRAINAGE AREA: 13.8 Acres WEIGHTED CURVE NUMBER:65 ------------------------------------------------------------------------------- i TR-55 Tc and Tt THRU SUBAREA COMPUTATION VERSION 1.11 Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 09-26-88 j County : NORTH ANDOVER State: MA Checked: Date: Subtitle: EXISTING CONDITIONS FOR WATERSHED 2 ------------------------------ Subarea #1 - 1511RC ----------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity . Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3. 1 225 .125 H 0.334 Shallow Concent°d 1000 .01 U 0.172 Open Channel 700 1.5 0.130 Time of Concentration = 0. 64* ----------------------------- Subarea #2 - REMAIN ----------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3.1 125 .05 F 0.200 Open Channel 1200 1.5 0.222 iTime of Concentration = 0.42* Open Channel 1500 1.5 0.278 Travel Time = 0.28* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 % Res. H Woods, Light P Paved D Cultivated > 20 % Res. I Woods, Dense U Unpaved E Grass-Range, Short - Generated for use by TABULAR method i I 2 EAR 5TORM TR-55 TABULAR DISCHARGE METHOD VERSION 1. 11 i Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 09-26-88 County : NORTH ANDOVER State: MA Checked: Date: Subtitle: EXISTING CONDITIONS FOR WATERSHED 2 Total watershed area: 0.121 sq mi Rainfall type: III Frequency: 2 years -------------------------- Subareas -------------------------- 1511RC REMAIN Area(sq mi) 0.10* 0.02* Rainfall(in) 3.1 3.1 Curve number 74* 65* Runoff(in) 0.97 0.55 Tc (hrs) 0.64* 0.42* (Used) 0.75 0.40 TimeTooutlet 0.28* .0.00 (Used) 0.20 0.00 Ia/P 0.23 0.35 Time ------------- Subarea Contribution to Total Flow (cfs) ------------ (hr) 15"RC REMAIN 11.0 0 0 11.3 1 0 11.6 1 0 11.9 1 0 12.0 1 0 12.1 1 0 12.2 2 1 12.3 2 2 12.4 4 3 12.5 6 4P 12.6 10 4 12.7 15 4 12.8 21 3 13.0 28P 2 13.2 28 2 13.4 22 1 13.6 17 1 13.8 13 1 14.0 11 1 14.3 8 1 14. 6 7 1 15.0 6 1 15.5 5 1 16.0 4 1 16.5 4 0 17.0 3 0 17.5 3 0 18.0 3 0 19.0 2 0 20.0 2 0 22.0 2 0 26.0 0 0 P - Peak Flow * - value(s) provided from TR-55 system routines ����--'F-PA C; �DIF� "')r'ED F-R CD Cz;FR Of-b F"t-A 4* 1 / i Date 09/26/88 ' PAC)dC4 0 0--=3 !s C-- Date created 09/26/88 ^^� Description : EXISTING PONOING CHARACTERISTICS AT 15" CULVERT UNDER ROUTE - 114 OPERATING UNDER INLET CONTROL. RIPARIAN INDUSTRIAL PARK, NO.ANDOVER, MASS. - PIPES WEIRS Str Oiam Elev # Left Length Right Elev Height Type No. in ft S/S ft S/S ft ft ' 1 15 131 .27 1 HP Number . Elevation Storage Outflow 1 131 .27 0.000 0.00 / 2 140.00 7.420 17.89 F;Z c=p ux-t-- 1 "<��p c7j iff C3 T-caeA r- V1 ## 1 Description of hydrograph Page 1 EXISTING CONDITIONS FOR INFLOW TO 15" CULVERT UNDER RTE 114 Area = 1 .00 ac. Rat ' l 'C ' = .### Time of Concent. = 1 min. E3 I--c::p Y-rn -F T-ee� Lj.��r-k -ye--za I-�s = �� ~~^ Hydrosraph # 2 - total outflow hydrograph Description : | ' TOTAL EXISTING OUTFLOW FROM 15" CULVERT ' � | `^ Date 09/26/88 Page 2 Outflow H'graph: TOTAL EXISTING OUTFLOW FROM 15" CULVERT Time Inflow Storage Elevation Outflow hr:mln - cfs ac ft feet cfs (Tot) 0:00.0 0.00 0.0000 131 .27 0.00 10:36.0 0.94 0.0039 131 .27 0.00 10:42.0 0.95 0. 0116 131 .28 0.00 10:48.0 0.96 0.0195 131 .29 0.01 10:54.0 0.96 0. 0273 131 .30 0.01 11 :00.0 0.97 0.0352 131 .31 0.02 11 :06.0 0.98 0.0431 131 .32 0.03 11 : 12.0 0.99 0.051O 131 .33 0.03 11 : 1B.0 1 .00 0.0589 131 .34 0.04 ` 11 :24.0 1 .00 0.0668 131 .35 0.05 11 :30.0 1 .00 0.0746 131 .36 0.06 11 :36.0 1 ~00 0.0823 131 .37 0.07 11 :42.0 1 .00 0.0899 131 .38 0.08 11 :48.0 1 .00 0.0974 131 .38 0. 10 11 :54.0 1 .00 0. 1049 131 .39 0. 11 | 12:00.0 1 .00 0. 1122 . 131 .40 0. 12 12:06.0 1 .00 0. 1194 131 .41 0. 13 12: 12.0 2.00 0. 1306 131 .42 0. 15 12: 18.0 2.00 0. 1458 131 .44 0. 18 12^24 O 4 OO 0 1689 131 47 0.23 | ^ ^ ^ ^ ~ ! 12:30.0 6.00 0.2079 131 .51 0.32 12:36.0 10.00 0.2707 131 .59 0.49 12:42.0 15.00 0.3687 131 .70 0.80 12:48.0 21 .00 0.5O86 131 .87 1 .34 12:54.0 24.50 0.6822 132.07 2. 14 ' 13:00.0 28.00 0.8770 132.30 3.21 | 13:06.0 28.00 1 .0768 132.54 4.45 | 13: 12.0 28.00 1 .2660 132.76 5.77 ' 13:18�0 �25.00 1 .4354 132.96 6.22 13:24.0 22.00 1 .5766 133. 12 6.63 13:30.0 19.50 1 .6919 133.26 6.96 13:36.0 17.00 1 .7842 133.37 7.21 13:42.0 15.00 1 .8560 133.45 7.41 13:48.0 13.00 1 ~9098 133.52 7.56 13`54.0 - 12.00 1 .95O1 133.S6 7^67 14:00.0 11 .00 1 .9814 133.60 7.76 14�06.O 10.00 2.0038 133.63 7.82 � 14: 12.0 9.00 2.0175 133.64 7.86 14:18.0 8.00 2.0227 133.65 7.87 ! 14:24.0 7.67 2.0224 133.65 7.87 - 14:3O.0 - 7.33 2.0193 133.65 7.86 14:36.0 7.00 2.0136 133.64 7.85 14:42.0 6.75 2.0O57 133.63 7.E3 14:48.0 6.50 1 .9959 133.62 7.80 14:54.0 6.25 1 ~9842 133.60 7'77 15:00.0 6.00 1 .9708 133.59 7.73 15:06�0 - 5.80 1 .9558 133.57 7.69 15: 12.0 5.60 1 .9995 133.55 7-65 �^1 - / � ` ��� ��-�g Y- 4* 44- �� -tee 0 4:P e=31 "'F-3 It:3 Description of hydrograph : Page 1 TOTAL EXISTING OUTFLOW FROM WATERSHED 2 Area = 14'80 ac. Rat ' l 'C ' = ~### Time of Concent. = 24 min. �3-t c:3 i--rn IF r-ce t--� Time Flom Change in Cumulative __br'Imio--------cfs--------\Zol_lar.rp-_f l______Vol_1acre_f1cl__ O: OO .O 0.0 ` 0.000 0.000 10:31,6.0 0.0 0.000 0.000 10:42.0 0.9 0.004 0.004 10:48.0 0.9 0~007 0.011 ' 10:54.0 0.9 0.007 0.018 11 :00.0 0.9 0.008 0~026 11 :06.0 0~9 0.008 0.034 11 : 12.0 1 .0 0.008 0.041 11 : 18.0 1 .0 0.008 0.049 11 :24.0 1 .0 0.008 O.O57 11 :30 .0 1 .0 0.008 ` 0.066 11 :36.0 1 .0 0.008 0.074 11 :42.0 1 .0 0.009 0.083 11 :48.0 1 . 1 0~009 0.091 11 :54.0 1 . 1 0.009 0. 100 12:00 .0 1 . 1 0.009 0. 109 12:06.0 1 . 1 0.009 0~ 118 12: 12.0 1 .2 0.009 0. 128 12" 18'0 2.2 0~014 0~ 142 12:24.0 3.2 0.022 0. 164 12:30 .0 4.3 0.031 0. 195 12:36.0 4.5 0 ,036 0~232 ^ ~ ^1242 O 4 8 0.O]8 0.270 ^ ' - - 12:48.0 4.3 0.038 0.308 12:54.0 4.6 0.037 0.345 13:00 '0 5.2 0.041 0.386 13:06.0 6.5 0.O48 0.434 13: 12.0 7.8 0 �059 0.492 13: 1B.0 7.7 0.064 _ O.556 13:24.0 7.6 0.063- 0.620 ^ 13:30.0 8.O 0.064 0.684 13:36.0 8.2 0.067-- ' 0.751 13:42.0 8-4 0.069 0.820 13:48.0 8.6 0.0 170 ' 0~890 13:54.0 8.7 0.071 0.961 14:00 .0 8.8 - ' V.O72 - ' 1 .033 14:06.0 8.8 0.073 1 . 106 14: 12.0 8.9 0.073 1 . 179 14: 18.0 8.9 0.073 1.252 14:24'0 8.9 0.073 1 .326 14:30.0 8.9 0.073 1 ~399 14:36.0 8.8 0.073 - 1 .472 _ 14:42.0 8.8 0.073 1 .545 14:48.0 8.8 0.073 1 ~618 ` 14:54.0 8.8 0.073 1.691 15:00.0 8.7 0.072 1.763 15: 06.0 8.7 0.072 1 .885 15: 12.0 8.6 - 0.072 ' 1 .906 15: 18.0 8.6 0.071 1 .978 15:24.0 8.5 0.071 2.049 _-----------_ - ' 10 YEAR S TORY TR-55 TABULAR DISCHARGE METHOD VERSION 1.11 Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 09-26-88 County : NORTH ANDOVER State: MA Checked: Date: Subtitle: EXISTING CONDITIONS FOR WATERSHED 2 Total watershed area: 0.121 sq mi Rainfall type: III Frequency: 10 years ------------------- Subareas -------------------------- 1511RC REMAIN Area(sq mi) 0.10* 0.02* Rainfall(in) 4.5 4.5 Curve number 74* 65* Runoff(in) 1.97 1.33 Tc (hrs) 0.64* 0.42* (Used) 0.75 0.40 TimeToOutlet 0.28* 0.00 (Used) 0.20 0.00 Ia/P 0.16 0.24 Time ------------- Subarea Contribution to Total Flow (cfs) ------------ (hr) 15'1RC REMAIN i 11.0 2 0 11.3 3 0 11.6 3 0 11.9 4 1 12.0 5 1 12.1 6 2 12.2 7 3 12.3 9 6 12.4 12 10 12.5 18 11P 12.6 27 11 12.7 38 10 12.8 49 8 13.0 61P 5 13.2 57 4 13.4 45 3 4;i 13.6 34 2 1 13.8 25 2 14.0 20 2 14.3 15 2 14.6 13 2 15.0 11 2 15.5 9 1 16.0 8 1 16.5 7 1 17.0 6 1 17.5 5 1 18.0 5 1 19.0 4 1 20.0 3 1 22.0 3 0 26.0 0 0 P - Peak F-ow * - value(s) provided from TR-55 system routines ��-3*- ��D Lj-I--_c 0-%J C�; (D&�= " tl�D FR C)C;FR r-'�F:1� | i Date 09/26/88 � FZ"C:0 Cj 1= j- I C-- P4(D dch 0 O:B !S r-- Date created 09/26/88 Description : EXISTING PONDING CHARACTERISTICS AT 15" CULVERT UNDER ROUTE 114 OPERATING UNDER INLET CONTROL. RIPARIAN INDUSTRIAL PARK, NO.ANDOVER' MASS. PIPES WEIRS Str Diam Elev # Left Length Right Elev Height Type No. in ft S/S ft S/S ft ft ' 1 15 131 .27 1 HP Number ^ Elevation Storage Outflow 1 131 .27 0.000 0.00 2 140.00 7.420 17.89 �CZ3 tA-I-- j- CA C:b-F Cj r-c::)CA T--El F:).� ## � Description of hydrograph Page 1 EXISTING CONDITIONS FOR INFLOW TO 15" CULVERT UNDER RTE 114 ' Area = 63.60 ac. Rat' l 'C ' = .### Time of Concent. = 36 min. | C:1 r-M iff Y-eeCq tA C--Y-1 C-- -i=-1 Y--Eas = :L 0 Hydr6graph # 2 - total outflow h`drogra .h Description : TOTAL EXISTING OUTFLOW FROM 15" CULVERT l ^ -- ` - - ' ` i / , � ` Date 09/26/88 Page 2 Outflow Wgraph: TOTAL EXISTING OUTFLOW FROM 1S" CULVERT Time Inflow Storage Elevation Outflow hr:min cfs ac ft feet cfs (Tot) 0:00.0 0.00 G.0000 131 .27 0.00 10:48.0 1 .96 0..0081 131 .28 0.00 1.0. 54.0 1 .93 0.0244 131 .30 0.01 11 :00.0 2.00 0.0407 131. .32 0.02 11 :06.0 2.33 0.0583 131 "34 0.04 11: 12.0 2.67 0.0785 131 .36 0.07 11 : 18.0 3.00 0. 1.012 131 .39 0. 10 11 :24.0 3.00 0. 1250 131 .42 0.1.4 11 :30.0 3.00 0. 1.485 131 .44 0.19 11:36.0 3.00 0. 1.71S 131 .47 0.24 11. :42.0 3.33 0. 19SS 131 .50 0.29 11:48.0 3.,67 0.221B 131 .53 0.36 11 :54.0 4.00 0.2502 131 .56 0.43 12:00.0 5.00 0.2834 131 .60 0.53 12:06.0 6.00 0.3240 131 .65 0.65 12: 12.0 7.00 0.3717 131 .71 0.81 12: 18.0 9.00 0.4302 131 .78 1 .03 12:24.0 12.00 0.5072 131 .87 1 .33 12:30.0 18.00 0.6181 132.00 1 .83 12:36.0 27.00 0.7854 132. 19 2.69 12:42.0 38.00 1 .0259 132.48 4.12 12:48.0 49.00 1 .3438 132.85 5.95 12:54.0 SS.00 1 .71.98 133.29 7.03 13:00.0 61 .00 2. 1.363 133.78 8. 18 i 13:06.0 59.00 2.SS99 134.28 9.30 13: 12.0 57.00 2.9582 134.75 10.31 13: 18.0 51 .00 3.3156 135. 17 11. 18 13:24.0 45.00 3.6170 135.53 11 .39 13:30.0 39.50 3.8656 135.82 12.45 13:36.0 34.00 4.0647 136.05 12.88 13:42.0 29.50 4.2193 136.23 13.20 13:48.0 25.00 4.3344 136.37 13.44 13:54.0 22.50 4.4189 136.47 13.61 z , 14:00.0 20.00 4.481S 136.54 13.74 14:06.0 18.33 4.S261 136.60 13.82 14: 12.0 16.67 4.5562 136.63 13.88 14: 18.0 iS.00 4.5722 136.65 13.91 14:24.0 14.33 4.5784 136.66 13.92 14:30.0 13.67 4.5790 136.66 13.93 14:36.0 1.3.00 4.5742 136.65 13.92 -- 14:42.0 12.50 4.5646 136.64 1.3.90 14:48.0 12.00 4.5511 136.62 13.87 14:54.0 11. .50 4.5337 136.60 13.84 15:00.0 1.1 .00 4.512S 136.58 13.80 15:06.0 10.60 4.4679 136.55 13.75 15: 12.0 10.20 4.4605 136.52 13.69 15: 18.0 9.80 4.11-302 136.48 13.63 15:24.0 9.40 4.3971 136.44 13.57 j i Date 09/26/88 Page 3 Outflow H'graph: TOTAL EXISTING OUTFLOW FROM 15" CULVERT Time Inflow Storage Elevation Outflow hr:n-lin cfs ac ft feet cfs (Tot) 15:30 .0 9.00 4.3613 136.40 13.49 15.36.0 8.80 4.3237 136.36 13.42 1S:42.0 8.60 4.2850 136.31 13.34 15:48.0 8.40 4.2453 136.26 13.26 ls: 54.0 8.20 4.2047 136.22 13. 17 16:00.0 8.00 4.1632 136. 17 13.09 16: 06.0 7.80 4. 1207 136. 12 13.00 16: 12.0 7.60 4.0773 136.07 12.90 16: 18.0 7.40 4.0330 136.02 12.81 16:24.0 7.20 3.9878 135.96 12.71. 16:30.0 7.00 3.9419 135.91 12.61 16:36.0 6.BO 3.8951 135.85 12.51 16:42.0 6.60 3.8475 135.80 12.41 16:48.0 6.40 3.7991 135.74 12.30 16:S4.0 6.20 3.7500 135.68 12. 19 17:00.0 6.00 3.7001 135.62 12.08 17: 06.0 5.80 3.6496 135.56 11 .96 17: 12.0 5.60 3.5983 135.50 11 .84 17: 18.0 S.40 3.5464 135.44 11.73 17:24.0 5.20 3.4938 135.38 11 .60 I Description of hydrograph : Page 1 TOTAL EXISTING OUTFLOW FROM WATERSHED 2 Area = 77.40 ac. Rat ' I 'C ' = .### Time of Concent. = 36 min. Y-yn -F ir-ee-i Lj- c--,�Ne !, -�V-eeza 7--F� = -L � Time Flom Change in Cumulative 0:00.0 0.0 0.000 0.000 10:48.0 0.0 0.000 0.000 10:54.0 0.9 0.004 0.004 11 :00.0 0.9 0.008 0.012 ` 11 :06.0 1 .0 0.008 0.020 11 : 12.0 1 .0 0.008 0.028 11 : 18.0 1 .11 0.009 0.036 11 :24.0 1 . 1 0.009 0.045 11 :30.0 1 .2 0.009 O.O54 11 :36.0 1 .2 0.010 0.064 11 :42.0 1 .3 0.010 0.074 11:48.0 1 .3 0.011 0.085 11 :54.0 1 .4 0.011 0.097 ' 12: 00.0 1 .5 0.012 0. 109 12: 06.0 2.7 0.017 0. 126 12: 12.0 3.8 0.027 0. 153 12: 18.0 7.0 0.045 0. 198 12:24.0 11 .3 0.076 0.274 12:30.0 12.8 0. 100 0.373 12:36~0 13.7 0~110 0.483 12:42.0 14. 1 0. 115 0.598 12:48.0 14.0 0. 116 0.714 12^54.O 13.5 0~114 0.828 . 13:00.0 13.2 - - 0.110 0.998 / 13:06~0 13.8 0.112 1 . 049 | 13: 12.0 14.3 0. 116 1 . 166 / 13: 18~0 14.7 0. 120 1 .285 13:24.0 14.9 0. 122 1 .408 13:30.0 14.9 0.123 1 '531 13:36.0 14.9, - 0' 1E3 1 .654 ^»w' 13:42.0 15.2 0. 124 1.778 13:48.0 1S.4 0'127 1 '905 13:54.0 15.6 O. 128 2.033 14:00.0 15.7 0.130 2. 163 14:06.0 15.8 0.130 2.293 14: 12.0 15.9' - 0. 131 2.424 14: 18.0 15.9 0. 131 2.556 14:24.0 15.9 0. 132 2.687 14:30.0 15.9 0.132 2.819 14:36.0 15.9 0. 132 2.95O 14:42.0 15.9 0. 131 3. 082 14:48.0 '15.9 0. 131 3.213 14:54.0 15~8 0. 131 3.344 15:00.0 15.8 0. 131 3.475 15:06.0 15.5 0. 130 3'605 15: 12.0 15.3 0' 127 3.732 15: 18.0 15.0 0. 125 3.857 15:24.0 14.8 0. 123 3.980 15:30.0 14.5 0. 121 4. 1O1 15:36.0 14.4 0. 119 4.221 a 100 YEAR STORM 1 i TR-55 TABULAR DISCHARGE METHOD VERSION 1.11 Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 09-36-88 : NOI0CB 20JDOVEIl State: D0\ Checked: Date: Subtitle: EXISTING CONDITIONS FOR WATERSHED 2 | � Total watershed area: 0.131 ocIoui Rainfall type: II Frequency: 100 years -------------------------- Subareas -------------------------- 1511RC REMAIN ' � Azeo(sq rui) O.IO* 0.03* | Rainfall(in) 7.0 7.0 � Curve number 74* 65* Runoff(in) 4.04 3.10 ' Tc (brs) 0.64* 0.43* (Used) 0.75 0.40 _ Tizue2oDo±Iet 0.28* 9.00 (Used) 0.20 0.00 Za/f` 0.10 0.15 Time ------------- Subarea Contribution to Total Flow (cfs) ------------ '" . ���) I5 �C I�I��Ilx 11.0 4 l ' 11.3 6 l 11.6 8 2 11.9 II 4 12.0 13 7 12.1 IS 15 l2~3 21 %8 ' 12.3 33 38P 12.4 54 37 12.5 85 28 I3.6 lIQ 20 12.7 145 15 12.8 I57P 11 13.0 ' 141 7 13.2 102 G 13.4 ' 71 5 13.6 51 4 13.8 38 4 14.0 30 3 � 14.3 23 3 14.6 18 3 15.0 15 2 15.5 13 2 16.0 12 2 ^ 16.5 IU 2 17.0 9 2 17.5 8 I 18.0 O l 19.0 7 I 20.0 6 I 22.0 5 I 26�O 0 0 P - Peak Flow + - value(s) provided from TR-55 system routines ( _----------_-_----- --_�_� -- _ _ ' -_ --- ' x x� dDL-j-Y=1CfgC3 uz�.. 1-A'Y-C>0-:z(D4'.;.Ft e-40-,A-i -w Ix ar Date 09/26/88 c° .. 1-%jC add 0 O:E3 ! Date created 09/86/88 Description EXISTING PONDING CHARACTERISTICS AT IS" CL.11...VERT UNDER ROUTE 114 OPERATING UNDER INLET CONTROL. RIPARIAN INDUSTRIAL PARK, NO.ANDOVER, MASS. PIPES WEIRS Str Di.am Elev # Left Length Right Elev Height Type No. in ft S/S ft S/S ft ft 1. 1S 131. .27 1 HP 2 ##.# 100.00 ##.i# 137.4S 0 .0 RS 0 Number Elevation Storage Outflow 1 131 .27 0.000 0.00 2 137.4S S.2S0 1S. 1.3 3 140.00 7.420 3920.92 Fes'C:3 -C -- x-M C=g d=3-IF 'C:j x-d=N C-�# -a--,=-1 Iz-1-1 =M A- Description of hydrograph Page 1. EXISTING CONDITIONS FOR INFLOW TO IS" CULVERT UNDER RTE 11.4 3 ?is Area = 63.60 ac. Rat ' l 'C ' = .### Time of Concent. = 36 min. Hydrograph # 2 total outflow hydrograph Description o TOTAL EXISTING OUTFLOW FROM 15 CULVERT 0 N 3 r` moomUC'0oCOcoNt �- Cr1] *-tNhN � � mNm,a, N ,-iCpu'1m.�-+ Cr � � � Noo- � �Aun �- No 0 ru o o o o � fU m zt Ln r� a ni 6 o Ln ru zj' o Ln a o m un .0 Ln un d- �' m m m N N runj rll rtl 11 tl . . . _ _ . _ , . . . 00CoaOOoO or+ *-� � NfUm � OhUrU � u� untiilllUiununlnununtttlnutulunulLttun lllnunul Ln, ululut Cn V- ra 4- IL N O - Tf 0 Corn"€ r`, moomUmoCuooN ::I- zt1> -�7 .-irLtr. Nzt ztaNmT ;Zj- 03 -1Lntn, N ;t M -cr` mUr` N CONo LU -+ i- 000c *-nimZTun horu -00unrurtC, Lt -Oom0- mztounCOM -0m0701ooNLnInU ::J- Nm -.00Ln - - - ooc0000000 � � *� NrUms t; t� UR1 � trioUUUutm ut t � otnttlU t} � NoUQ71� �] � ttt ttl tn oZo ocoN -.ott1 ::3- 4mmrUNNNru V O u Ln T-+ F= 0 0` rn Ln ,-—4orn :` Nunzj :tr^ n"I nirdo, n •.; un . to oN Cr, -G �t — Cr, pj --oLn -tit- N Cr- CO •0un -,tm w 4-1 -P ni ru m m z' �' u' un --t'i '� r- m C* o �- rn Ln 0, Lri U'1> cc CO CO CO h C 0 � O Ln Ln Ln UI Ln Ln Ln Ln z' ZT zt :t ct zt :t > rnJr� rl r� rum u; Orr, r� r� t rt � r rt rl � r� rt� t� t� r` r� l� t� r� t� t� t� l� r� 3 rU 4- nnmmrnmmmmmrnmmmmmrnmmmfnmmmmmmmmmrnmmmmmmmrnrnrn'mmmmmmmm LL W H J 0 Z Qr 0rLIr-, + *� 07NNLnt- Lnm -DN Cr- mmNru -0 ;tMG, Un �oN -oo .-+ Nz, mNC003zi' 0 ztm -0 - W :t0, zt t m -Po '.0w O '.Doom r+ -, MMMMM � 0M -,OmNUN ,o 0 � No ;t Cr- N rdM --n � Mru - -+ m � 0O0Pin.,, �- ro 'a- o r+ �t CAr+ un o Mo NU � Ln MMr_ U o NN •-S N r,- o W ::I -, MLn No M N Lnd m N - o Cr- M N 0 0 un t- m HQ uoaco � � NNmm �- mot n � r` 000mU � �ao3 � o -aunLn, Ln � d- mmmmmro, rr. NNNNN X -5-1' rp O CS d a o o r3 O O C? d c3 O O O c� r; +-+ +� rt; m �" Ln Ln Ui Ln Ul Lf U; U1 Ul ul U1 Lr Lr Lr Lrt Ut ul U1 Lr Ut LT Li Ln U1 L1 Ln L1 m a r- C 0rrt .0ohnn0hm000000000000000000000aoaoNmomt� oLnoLnooaoo •• � NotT- Uo Zmo •Om00000O000000000unoLn000Ln000 .Omom -Oo.NtnNo -GNO» fmA 0C Uomm :' � ui 0 t) i` CAUo ,-rm � •-+ m � NmU; r UG - •+ rU 0 ,-� r+ ,-+ d 0o .y- o h LAM -r UOJr� 6uiLnd' � mm "I I - ,a ,aNmmM—Arj- mn :tMoNh .OUi ,rmmmNNNN ,-, ,-a .Q N cn � - G000000000000000000000a000000000000 '000000000000-00 r, o = EoCO :to 0NCO o �ON00 � o �ONO» o •ONojz- o N No.t �- o �6njoj4 � NN4 � •� aot" Lnoc) njmm :t t noo .-+ .-+ Nmm � ;° Lnoor+ .-� Nmm � tnoo .-+ �-+ Nmm � Lnoo � r{ rll p F . .. .. .. .. ._ .. .. .. .. .. .. .. .. .. .. „ ■, .. .. . .. LOoa *-4 -4 -+ -+ -+ -4NNNNNNNNNNmmmmmmmmmm :t ;t �t %trr ,r' tz- ,t ; LriLri LnIr, n '- , -� - .i a -t -n -< i -+ -a4- q - I q -a -4 -i -4 4 4 -i � -4 , a 0 } - T 0-1-hp-cz:H I----czo I.L4 'If-'-Ea IF-.'P H'-'k =M 4* ee / Description of hydrograph : Page 1 i TOTAL EXISTING OUTFLOW FROM WATERSHED 2 ^,. Area = 77.40 ac. Rat ' l 'C ' = .### Time of Concent. = 36 min . �c�m� ��ee� �ee1� c�� � �ee� �s� = 1. 0 0 Time Flom Change in Cumulative 0: 00.0 0.0 0.000 0.000 10:48.0 0.0 0.000 0.000 10:54.0 1 .0 0.004 0.004 11 : 00.0 1 . 1 0.009 0.013 , 11 :06.0 1 . 1 0.009 0.022 11 : 12.0 1 .2 0.010 0.032 11 : 18.O 1 �3 0.010 0.042 11 :24.0 1 .8 0.013 0.055 11 :3O.O 2.3 0.017 0. 071 11 :36.0 2.8 0.021 0.092 11 :42.0 3.7 0.027 0. 119 11 :4B.O 4.6 0.034 ' 0. 153 11 :54.O 5.6 0.042 0. 195 12: 00.0 9.0 0~060 0.255 12:06.0 17.5 0. 110 0.365 12: 12.0 31 .2 0.201 O.567 12: 18.0 42.4 0.304 0.871 12:24.0 43. 1 0.353 1 .224 12:30.0 35'6 0.325 1.549 12:36.0 29.6 0.269 1.819 12:42.0 27.0 0.234 2.O53 12:48'0 25.4 0.216 2.269 12:54.0 114.9 O.580 2.849 �m - 1�:OO.O 167. '3 1 . i66 - 4.015 13:06.0 125.9 1 .212 5.227 13: 12.0 115.0 0.996 6.223 | 13: 18.0 95.0 0.868 7.091 / 13:24.0 80.8 0.727 7.817 13:30.0 68.3 0~616 8.434 ' 13:36.0 ' - �58"6 - -' O.E25 - - 8.958 ^1 13:42.0 5O-9 0.453 9.411 13:48.0 44.8 O.395 9.806 13:54.0 39.4 0.348 10. 154 14: 00 .0 35. 1 (/.307 10.461 ' 14: 06.0 32.0 0.277 10.739 14: 12.0 29.7 - 0.255 10.994 ****** *** ***** ***** 22: 06.0 0.0 0.004 20. 119 ^ Depth of runoff = 3. 12 in. | ' PROPOSED CONDITIONS I :r� WA TERSHED I TR-55 CURVE NUMBER COMPUTATION VERSION 1.11 Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 10-17-88 County : NORTH ANDOVER State: MA Checked: Date: Subtitle: PROPOSED CONDITIONS FOR WATERSHED 1 Subarea OFF ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Open space (Lawns,parks etc. ) Poor condition; grass cover < 50% - 1.00(79) - - Impervious Areas Paved parking lots, roofs, driveways - .03 (98) - - Streets and roads Paved; open ditches (w/right-of-way) - .32(89) - - Gravel (w/ right-of-way) - .06(85) - - OTHER AGRICULTURAL LANDS Woods - grass combination fair - 2.09 (65) - - Total Area (by Hydrologic Soil Group) 3.5 ------------------------------------------------------------------------------- SUBAREA: OFF TOTAL DRAINAGE AREA: 3.5 Acres WEIGHTED CURVE NUMBER:72 ------------------------------------------------------------------------------- TR-55 CURVE NUMBER COMPUTATION VERSION 1.11 Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 10-17-88 County : NORTH ANDOVER State: MA Checked: Date: Subtitle: PROPOSED CONDITIONS FOR WATERSHED 1 Subarea : ON ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Open space (Lawns,parks etc. ) Good condition; grass cover > 75% .43 (39) .67(61) - . 15(80) Impervious Areas Paved parking lots, roofs, driveways 1. 18 (98) 1.06(98) - .46 (98) User defined urban (F9 to define) .08(98) - - .24 (98) % impervious 100% 100% % unconnected impervious 0% 0% pervious curve number 98 98 Total Area (by Hydrologic Soil Group) 1.69 1.73 .85 ------------------------------------------------------------------------------- SUBAREA: ON TOTAL DRAINAGE AREA: 4.27 Acres WEIGHTED CURVE NUMBER:86 ------------------------------------------------------------------------------- l TR-55 CURVE NUMBER COMPUTATION VERSION 1.11 Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 10-17-88 County : NORTH ANDOVER State: MA Checked: Date: Subtitle: PROPOSED CONDITIONS FOR WATERSHED 1 Subarea : REMAIN ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Open space (Lawns,parks etc. ) Good condition; grass cover > 75% - .22 (61) - .20 (80) Streets and roads Gravel (w/ right-of-way) - .10(85) - - User defined urban (F9 to define) - - - .03 (98) % impervious 100% % unconnected impervious 0% pervious curve number 98 OTHER AGRICULTURAL LANDS Woods - grass combination fair - 1.38 (65) - .84 (82) Total Area (by Hydrologic Soil Group) 1.7 1.07 ------------------------------------------------------------------------------- SUBAREA: REMAIN TOTAL DRAINAGE AREA: 2.77 Acres WEIGHTED CURVE NUMBER:72 ------------------------------------------------------------------------------- i -------- TR-55 Tc and Tt THRU SUBAREA COMPUTATION VERSION 1.11 Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 10-17-88 County : NORTH ANDOVER State: MA Checked: Date: Subtitle: PROPOSED CONDITIONS FOR WATERSHED 1 ------------------------------- Subarea #1 - OFF ------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3.1 225 . 10 H 0.365 Shallow Concent'd 50 .10 U 0.003 Open Channel 400 3.0 0.037 Time of Concentration = 0.41* ------------------------------- Subarea #2 - ON ------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3.1 160 . 0125 E 0.276 Open Channel 100 2.5 0.011 Time of Concentration = 0.29* ----------------------------- Subarea #3 - REMAIN ----------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3.1 240 . 125 H 0.352 Shallow Concent'd 190 .0125 U 0.029 Time of Concentration = 0.38* --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 % Res. H Woods, Light P Paved D Cultivated > 20 % Res. Woods, Dense U Unpaved E Grass-Range, Short * - Generated for use by TABULAR method t d YEAR A STORM STO TR-55 TABULAR DISCHARGE METHOD VERSION 1.11 Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 10-17-88 County : NORTH ANDOVER State: MA Checked: Date: Subtitle: PROPOSED CONDITIONS FOR WATERSHED 1 Total watershed area: 0.016 sq mi Rainfall type: III Frequency: 2 years -------------------------- Subareas -------------------------- OFF ON REMAIN Area(sq mi) 0.01* 0.01* 0.00* Rainfall(in) 3.1 3.1 3.1 Curve number 72* 86* 72* Runoff(in) 0.87 1.75 0.87 Tc (hrs) 0.41* 0.29* 0.38* (Used) 0.40 0.30 0.40 TimeToOutlet 0.00 0:00 0.00 Ia/P 0.25 0.11 0.25 Time ------------- Subarea Contribution to Total Flow (cfs) ------------ (hr) OFF ON REMAIN 11.0 0 0 0 11.3 0 0 0 11.6 0 1 0 11.9 0 1 0 12.0 0 1 0 12. 1 0 2 0 - 12.2 1 3 0 12.3 1 5 1P 12.4 2P 6P 1 12.5 2 5 1 12.6 2 4 1 12.7 2 3 1 12.8 1 2 1 13.0 1 1 1 13.2 1 1 0 13.4 0 1 0 13.6 0 11 0 13.8 0 1 0 14.0 0 1 0 14.3 0 1 0 14.6 0 1 0 , 15.0 0 0 0 15.5 0 0 0 16.0 0 0 0 16.5 0 0 0 17.0 0 0 0 17.5 0 0 0 18.0 0 0 0 19.0 0 0 0 20.0 0 0 0 22®0 0 0 0 26.0 0 0 0 P - Peak Flow * - value(s) provided from TR-55 system routines Date 10/18/88 F::1 czi,"c _ F:-- : IL c-- d (Ddnv0 0: 1-:5i3 Date created 10/18/88 Description PROPOSED PONDING CHARACTERISTICS ON LOT 1 RIPARIAN INDUSTRIAL PARK NORTH ANDOVER, MASS. PIPES WEIRS Sty-• Di.am Elev # Left Length Right El.ev Height Type No ir'i ft S/S ft S/S ft ft 1 0.0 0.83 0.0 125.80 0 .11 PIC Number Elevation Storage Outf.loku 1. 125.80 0.000 0. 00 2 126.00 0. 068 0.22 3 128.00 1 .01S 9.24 4 130.00 2.849 24.62 IF -� c tr` o p-a p Description of hydrograph : Page 1. COMPOSI'l-E: INFLOW TO RETENTION AREA Area 7.77 ac. Rat ' l 'C '. - .### Time of Concent. = 25 min. Hydrograph # S - total outflow hydrograph Description . MITIGATED OUTFLOW FROM RETENTION AREA Date 10/18/88 Page 2 Outflow H'graph: MITIGATED OUTFLOW FROM RETENTION AREA Time Inflow Storage - Elevation - Outflow hr:min cfs ac ft feet cfs (Tot) 0:00.0 0.00 0.0000 125.80 0.00 11. :42.0 1 .96 0.0081. 1.25.82 0.01. 11 :-q-8.0 1 .97 0.0241 125..87 0.04 11 :S4.0 1 .98 0.0398 125..92 0. 10 12:00.0 1.98 0.0551 12S.96 0. 16 12: 06.0 2.99 0.0740 126.01 0.2S 12: 12.0 4.00 0. 1.004 126..07 0.36 12: 18.0 6.00 0. 1.380 126. 15 0.S4 12:24.0 8.00 0. 1902 126.26 0.83 12:30 .0 7.00 0.2440 126.3.7 1 . 1.7 1.2:36.0 6.00 0.2868 126.46 1. .47 12:42.0 S.00 0.31.91. 126.53 1 .71 12:48.0 3.00 0.3375 126.57 1. .85 1.2:54.0 2.50 0.3447 126.58 1 .91 13: 00 .0 2.00 0.3475 1.26..59 1 .93 13: 06.0 2.00 0.3480 1.26.59 1 .93 13: 1.2.0 2.00 0.3486 1.26.59 1 .94 13: 18.0 1 .00 0.34J1 126.S9 1 .91 1.3:24.0 1 .00 0.3378 126.S7 1 .85 13:30 .0 1 .00 0.331.0 1.26.56 1 .80 13:36.0 1.00 0.3246 126..54 1 .75 13.42.0 1 .00 0.3186 126..S3 1. .70 13:48.0 1 .00 0.31.30 - 126.52 1 .66 13:S4.0 1 .00 0.3077 126.S1 1 .62 14:00.0 1 .00 0.3027 126.S0 1 .58 14: 06.0 1 .00 0.2980 126.49 1 .S5 14: 12.0 1 .00 0.2936 1.26.48 1 . 52 14: 18.0 1 .00 0.2895 126..47 1 .49 14:24.0 1 .00 0.28S6 126.46 1 .46 14:30.0 1 .00 0.281.9 126.45 1.43 14:36.0 1 .00 0.2785 1.26.44 1.41 14:42.0 0.00 0.2712 126.43 1 .35 14:48.0 0 .00 0.2603 1.26.41 1 .28 14:54.0 0.00 - 0.2S00 1.26.38 1. .21 1S: 00.0 0.00 0.2403 1.26.36 1 . 1.4 1S:06.0 0.00 ; 0.231.1 126.34 1 . 08 1S: 12.0 0.00 0.2224 126.33 1 . 03 1.5: 18.0 0.00 0.2142 126.31. 0.97 1S:24.0 0 .00 0.2063 1.26.29 0.92 1S:30 0. 0.00 0. 1989 126.28 0.88 15:36.0 0 .00 0. 1918 126.26 0.8L[ 15:42.0 0.00 0. 1850 126.25 0.80 1S:48.0 0 .00 0. 1786 1.26.23 0.76- 15: S4.0 0.00 0. 172S 1.26.22 0.72 16:00 .0 0 .00 0. 1667 1.26.21 0.69 16:06.0 -.. 0.00 0. 1611 126.20 0.66 16: 12.0 0.00 0. 1SS7 1.26. 1.9 0.63 16: 18_.0 0.00 0. 1506 1.26.. 17 0.60 Description ofhydrograph : Page 1 COMPOSITE INFLOW TO POINT OF ANALYSIS Area = - 10.54 ac. R.at ' l 'C ' _ .#k#k#k Time of Concent. = 25 min. Time Flow Change in CuTTlulative --br1min_-------cf_5-------- ------ 0:00.0 0.0 0.000 0.000 11 :42.0 0.0 0.000 0.000 11 :48.0 1 .0 0.004 0.004 1.1. :54.0 1 . 1. 0.009 0.01.3 12:00.0 1 . 1 0.009 0.022 12:06.0 1 .2 . 0. 01.0 0.032 12* 12.0 1 .3 0.011 0. 042 12: 1.8.0 1 .5 0.012 0„054 12:24.0 1 .8 0.014 0. 068 12:30.0 2.2 0.01.7 0. 08S 12:36.0 2.5 0.019 0. 1.04 12:42.0 2.7 0.021. 0. 125 12:48.0 2.8 0.023 0. 148 12:54.0 2.9 0.024 0. 1.72 13:00.0 2.9 0.024 0. 1.96 13:06.0 1 .9 0.020 0.21.6 13: 12.0 1 .9 0.016 0.232 13: 18.0 1 .9 0.016 0.248 l 13:24.0 1 .9 0.016 0.263 13:30.0 1 .8 0.01S 0.278 13:36.0 1 .7 0. 01.5 0.293 13:42.0 1 .7 0.01.4. 0.307 13:48.0 1 .7. - _. 0.014 0.321 - 13:54.0 1 .6 0.01ik 0.335 14:00.0 - 1 .6_.- _ 0.013 0.348 14:06.0 1 .5 0. 01.3 0.361 14: 12.0 1 .5 0.01.3 0.374 14: 18.0 1 .5 0.012 0.386 14:24.0 1 .5 0.012 0.39E 14:30.0 1 .4 0.012 0.410 14:36.0 1 .4 0.012 0.422 14:42.0 1 .4 0.01.1, 0.433 -21 :54.0 _ 0-..0-_ 0.000 0.669 Depth of. runoff in. d 10 YETI/ • STORM TR-55 TABULAR DISCHARGE METHOD VERSION 1.11 Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 10-17-88 County : NORTH ANDOVER State: MA Checked: Date: Subtitle: PROPOSED CONDITIONS FOR WATERSHED 1 Total watershed area: 0.016 sq mi Rainfall type: III Frequency: 10 years -------------------------- Subareas -------------------------- OFF ON REMAIN Area(sq mi) 0.01* 0.01* 0.00* Rainfall(in) 4.5 4.5 4.5 Curve number 72* 86* 72* Runoff(in) 1.82 3.00 1.82 Tc (hrs) 0.41* 0.29* 0.38* (Used) 0.40 0.30 0.40 TimeToOutlet 0.00 01.00 0.00 Ia/P 0.17 0.07 0. 17 (Used) 0.17 0.10 0.17 Time ------------- Subarea Contribution to Total Flow (cfs) ------------ (hr) OFF ON REMAIN 11.0 0 1 0 11.3 0 1 0 11.6 0 1 0 11.9 0 2 0 12.0 1 2 0 _ 12.1 1 4 1 12.2 2 6 1 12.3 3 9 2 12.4 4P lop 3P 12.5 4 9 3 12.6 4 7 3 12.7 3 6 3 12.8 3 4 2 13.0 2 2 1 13.2 1 2 1 13.4 1 1 1 13.6 1 1 1 13.8 1 1 1 14.0 1 1 1 14.3 1 1 0 14.6 1 1 0 15.0 0 1 0 15.5 0 1 0 16.0 0 1 0 16.5 0 0 0 17.0 0 0 0 17.5 0 0 0 18.0 0 0 0 19.0 0 0 0 20.0 0 0 0 22.0 0 0 0 26.0 0 0 0 P - Peak Flow * ,- value(s) provided from TR-55 system routines ���-1* FR 4D LJ-IF-E P14 C; �D 0 � ""w'fD�-R 4DC;FZ d�2% 44-- Z4 Oate- 1O/18/88 F:l«:3,-Hn«-1| F:- ji ]L PA C)4400--=3 ff-=I. Date created 10/18/88 Description : PROPOSED PONOING CHARACTERISTICS ON LOT 1 RIPARIAN INDUSTRIAL PARK NORTH ANDOVER, MASS. PIPES WEIRS Str Oiam Elev # Left Length Right Elev Height Type No. in ft S/S ft S/S ft ft 1 0.0 0 .83 0.0 125.80 0. 1 BC ^ Number Elevation Storage Outflow 1 125.80 0.000 0. 00 2 126.00 0.068 0.22 3 128.00 1 .015 ` 9.24 4 130.00 2.849 24.62 Y-,:a R--� Description of hydrograph : Page 1 COMPOSITE INFLOW TO RETENTION AREA Area = 7.77 ac. Rat ' l 'C ' = .### Time ofConcent. = 25 min. =3 CD Y-rub I— 4-J.ee-#-I r-- eeza Y---� = � � Hydrograph It 5 - total outflmm hydrograph Description : MITIGATED OUTFLOW FROM RETENTION AREA ~ ^ ` ` Date 10/1.8/88 Page 2 Outflow H'graph: MITIGATED OUTFLOW FROM RETENTION AREA Time Inflow Storame Elevation Outflow hr:min cfs ac ft feet cfs (Tot) 0:00.0 0 .00 0.0000 125.80 0.00 11. : 06.0 1 .% 0.0079 125.82 0.01 11 : 12.0 1 .931 0.0237 125.87 0.04 11. : 18.0 1 .94 0.0391 125.92 0.09 11. :24.0 1 .95 0.0542 125.96 0. 16 11 :30.0 1 .96 0.0687 126.00 0.23 11 :36.0 1 .97 0.0828 126.03 0.28 1.1.:42.0 2.31. 0. 0979 126.06 0.35 11. :48.0 2.65 0. 11S2 126. 10 0.42 11 : S4.0 2.99 0. 1346 126. 14 0.S2 12: 00 .0 ' 71.0,c 0. 1S47 126. 18 0.62 1.2: 06.0 5.00 0. 1819 126.24 0.78 12: 1.2.0 8„00 0.2280 126.34 1 .06 12: 1.8.0 1.2.00 0.2998 126.49 1 .S6 12:24.0 14.00 0.3914 126.68 2.29 12:30.0 1.3 .00 0.4808 126.87 3.08 1.2:36.0 11 -00 0.SS16 127.02 3.77 1.2:42.0 900 0 0.6010 127. 13 4.27 12:48.0 7.00 0.6306 127. 19 4.58 12:S4.0 5.50 0.6438 127.22 4.72 1.3: 0 0 .0 4.00 0.6440 127.22 4.73 13:06.0 3.50 0.6363 127.20 4.64 13: 12..0 - 3.00 0.62S2 127. 18 4.S3 13: 1.8.0 2.50 0.6112 127. 15 4.38 13:24.0 2.00 0.5943 127. 11 4.20 13:30.0 2.00 0.S769 127.07 4.02 13:36.0 2.00 0.S608 127.04 3.86 13:42.0 2.00 0.5461 127.01 3.71 13*48.0 2.00 0. 532S 126.98 3.58 13:54.0 2.00 0.S199 126 -95 3.46 14: 00.0 2.00 0. S084 126.93 3.34 14:66.0 2.00 0.4977 126.91 3.24 14: 1.2.0 2.00 0.4878 126.89 3. 1S 14: 18.0 2.00 0.4787- - 126.87 3.06 14:24.0 2.00 0.4702 126.85 2.98 14:30.0 2.00 0.4624 126.82 2.91 14:36.0 2.00 0.4S51 126.82 2.8S 14:42.0 1 .00 0.4444 _ 126.79 . 2.75 1.4:48.0 1 .00 0.4304 126.77 2.63 14:S4.0 1 .00 0.4175 126.74 _ 2.S1 15:00 .0 1 .00 0.4054 126.71 2.41 iS:06.0 1 .00 0.3942 126.69 2.31 15: 12.0 1 . 00 0.3837 126.67 2.22 15: 18.0 1 .00 0.3739 126.65 2. 14 15:24.0 1. .00 0.3648 126.63 2.07 1S:30 .0 1 .00 0.3563 - 126.61 _ 2.00 15:36.0 1 .00 0.3483 126.59 1 .93 1S:42.0 1 .00 0.3408 126.58 1 .87 Description of hyrdrograph-® - Page 1 COMPOSITE INFLOW TO POINT OF ANALYSIS Area = 10.54 ac. fiat' 1 'C ' _ .#####k Time of COnCent. = 25 min. Time Fl.otu Change in CUMUl.atiVC- --kin.gmin--------cf5-------:--vol_�n.ccp-.f Vol._5 acre-ft)-.__. 0: 00.0 0.0 0.000 0.000 1:1 : 06.0 0.0 0.000 0.000 11 : 1.2.0 1 .0 0.004 0.004 1.1. : 1.8.0 1 .0 0.008 0..01.2 11 :24.0 1 . 1 0.009 0.021. 11. :30 .0 1 .2. 0.009 0,.030 1.1 36.0 1. .2 0.010 0.0L1.0 1.1. 42.0 1 .3 0.011. 0. 0r;1 1.1. :48.0 1 .4 0.011 0. 062 11 .SLE.0 1 .5 0.012 0.074 12:00.0 1 .6 0.013 0..087 1.2: 06.0 1 .8 0.014 0. 101. 12: 12.0 2. 1. 0. 016 0. 1.1.7 12: 18.0 3.6 0.023 0. 1,40 12:24.0 S.3 0.037 0„ 177 1.2:30.0 6. 1 0.047 0.224 12:36.0 6.8 0.053 0.277 1.2.42.0 7.3 0.058 0.335, 12:48.0 6.6 0.OS7 0,.392 12:54.0 6.2 0.OS3 0.445 13:00.0 S.7 0.049 0.494 13: 06.0 5.6 0:047. 0.541 13: 12.0 S.S 0.046 0.588 13: 18.0 S.4 0.045 0.633 13:24.0 5.2 0.044 0.676 1.3:30.0 S.0 0.042 0„719 1.3:36.0 4.9 0.041 0.759 13:42.0 4.7 0.040 0.799 1.3:48.0 4.6 0.038 0.837 1.3:54.0 4.S 0.037 0.875 14: 00.0 4.3 k 0.036 0.9 1.1 14:06.0 3 .2 0.031. 0.942 14: 12.0 3. 1 0.026 0.969 1.4: 18.0 3. 1. 0.026 0.994 20:54.0 0.0 0.001 1 .581. Depth of runoff = 1 .80 in. a 100 YEAR STORM 1 TR-55 TABULAR DISCHARGE METHOD VERSION 1.11 Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 10-17-88 County : NORTH ANDOVER State: MA Checked: Date: Subtitle: PROPOSED CONDITIONS FOR WATERSHED 1 - Total watershed area: 0.016 sq mi Rainfall type: II Frequency: 100 years -------------------------- Subareas -------------------------- OFF ON REMAIN Area(sq mi) 0.01* 0.01* 0.00* Rainfall(in) 7.0 7.0 7.0 Curve number 72* 86* 72* Runoff(in) 3.83 5.37 3.83 Tc (hrs) 0.41* 0.29* 0.38* (Used) 0.40 0.30 0.40 TimeToOutlet 0.00 0<.00 0.00 Ia/P 0.11 0.05 0.11 (Used) 0.11 0. 10 0.11 Time ------------- Subarea Contribution to Total Flow (cfs) ------------ (hr) OFF ON REMAIN 11.0 0 1 0 11.3 1 1 0 11.6 1 1 1 11.9 2 4 1 12.0 3 8 2 12.1 5 16 4 12.2 10 24P 8 12.3 12P 24 lop 12.4 12 16 9 12.5 9 10 7 12.6 6 7 5 12.7 5 5 4 12.8 3 4 3 13.0 2 3 2 13.2 2 2 1 13 .4 1 2 1 13.6 1 2 1 13.8 1 2 1 14.0 1 2 1 14.3 1 1 1 14. 6 1 1 1 15. 0 1 1 1 15.5 1 1 0 16. 0 1 1 0 16.5 0 1 0 17.0 0 1 0 17.5 0 1 0 18.0 0 1 0 19.0 0 1 0 20.0 0 0 0 22.0 0 0 0 26.0 0 0 0 P - Peak Flow * - value(s) provided from TR-55 system routines ]=[-ate•-x* 1= I_I_�.�_I I +�= 1-I �' 1= C;I-R 44 F"I A 4* -1- xe Date_ 10/18/88 I� cl 1=- :L `I .. 1'%J 0 O:E3 !Si3 Date created 10/18/BG Description PROPOSED PONDING CHARACTERISTICS ON LOT 1 RIPARIAN INDUSTRIAL PARK NORTH ANDOVER, MASS. PIPES WEIRS Str Diam Elev 4-$ Left Length Right Elev Heigh-h.: 1";tpe No.. in ft S/S ft S/0 ft ft 1 0.0 0.83 0 .0 125.80 0. 1. BC Number Elevation Storage 0utf.1ot,.] 1 125.80 0.000 0. 00 2 126.00 0.068 0.22 3 128.00 1 .015 , 9.24 4 130.00 2.849 24.h.2 FR c-D e_a -I= I " IF 1-M I ro-^CD I-,- 44 4I- Descripti.on of hydrograph F='asje 1. compOSiTE INFLOW TO RETENTION AREA Area = 7.77 ac. - Rat ' l 'C ' — .### --Time of Concent, 2S mi.n . sp Hydrograph # S - total outflow hydrograph Description MITIGATED OUTFLOW FROM RETENTION AREA i ru ' 4-1 0 0 ori ;:J- o -�oma- ru u m z0mmO0, r• --IN0t wmmmm -0LO Lr MruCr- Momrm - UU7G^ ord ::3- r+ I— GOO i tiuNmLn F, T r' mLr, --tG' mTNGxS611 !) OLn ,— jam O njCt � �tN - Q` r` sL lil mr'd ,a ,—; G !�^ QJ I� GGOGGGGGrV, O *+ m QQ Ci G - GGriarrMOoco � i � � � LrLrlLn4 y w—rm mm r� mfnm fnmrU ra O U G C 0NP'+ N -.0 :' CC :• -ILI M - rnm 00, Nt,-, ru `- rUr, pi t-, mi., -�or"G, ri0co Opt' GC - 4-j oo Co Co 1> Cr, 000riNm •-OOuiCr- -i --; -- --t r+ ooUUo) th oLnul :zj- z- menhir! ,- roococr- L* U- o- c—zcool rua • n ¢Lt i LnLnLnuiLn - - -o ¢ : ¢ cc ma a6 Ccm m �a r" r� r,: r P� r• r• r� r,*s r r,• r� r`: r• r. r` a t� e C > 4- NNNNNNNruruNNNNNrsNnlNrtrNNrUrLNR1NNNNNNNNNNNNNi1JNruruniruNNNN all ,1 0 W H - W LLr o N 0N :tmN -00m140 -0mr� Um -; ztr- - aLrNNUNoo --f -Umr, ulm ul -{ omN Ltmr'INNNouimt� CC En 4-1 00» 0M0Ln ;- mNrr ;- t,- :tzt1> 11, N - --;t :t -- 0, t- r,, - MCr- NMM - t, mNrU t N N M MMnJNNMM LL mk4- ooNztmNMomNmmmoo -, or, Qmi> Ln --a -pNWulr M -om - UFO - NoM o m m N -- oa- MN -a a000000 --+ - --+ NmMM0 --a +-+ - --+ -- 0 Cr, C- MNr1 Nr, NN -0 0 <) -C) -.0M ulLn ui !nM :t -.t z- 3 0 U 04-J rO GOOOOdOOO GO oGo -- -- -i � --� +t +-i ,-, -� GGOO oG� oGOG o © OOoo C? O oO 00 00 O 0 12 H 0 to 003 !> 0Goorn 0000000GOGOGccGGooGoar" m000000000000000 F- 44- cUUc000m � oo`o00000OOOo !1 ouloocoGoo llm00000OooOoocoGo ff H 4— U e a . a ¢ + a + ¢ . a • a . n . c ¢ m a + + a a a + + + m ¢ a ¢ a : s + . ¢ c i c o --{ --+ rilNNNm :, -0 ' z- -DO30, mor, y Ll, ztz- mmmmmm mmNNNNNNNNruN ruNruru rururu H *+ nr m m rii --I co C Mu coCD } � - � occoocc000coccccoc00000cccoc ^ oococOoOococoocccOc -+ o eft U; v o t NCG :ao ruCG ;no NCL' � o t NrAci o zrUM 't0 -lruMt o �- NCC r1i Co .i owtLi 3 •� + OO ,— --in-! mrI •3 iS O G ri - Nmrr, Ln00 --E NrnT, t7LnOo -+ Nmmd" •-i L'lr O *; N rn,, m c .-+ C G ,t ,; -= - ,= = • a! r i ra n! rF • 7-6 i? im n m� •� •• M al y+ -r L• Ln Nni _ u _ LNNI . I . r n. n. m 'lmn m •m .,+ ,� • LnLrls? nLnLnul Ql Id- --+ --I ,- -s ,--1 -- -; ,-4 ,-1 --I ,—I -a 4 -1 ,-1 I -P -P Ill =1 k---N C-1 -H---CD C- -u- --A 9-n =Ike' e 31 ILA Fa -L :1 0 /' _1. *l Z"dD- TB Description of- hydrograph- : - -. _ Page 1 COMPOSITE INFLOW TO POINT OF ANALYSIS Area = 1.0.54 ac. Rat ' l 'C ' _ .### Time of Concent. = 25 min. Time Floe Change in Cumulative 5--------Vol-iacrp--.fJt)-------Vol-S.afP-_P--f 0:00.0 0.0 0.000 0.000 11 :06.0 0.0 0.000 0 .000 11 : 12.0 1 .0 0.004 0.004 11. :18.0 1 . 1 0.009 0.01.- 1 1 :24.0 1 . 1 0.009 0. 022 11 :3 0.0 1 .2 0.01.0 0.032 11 :36.0 1 .3` 0.010 0.. 042 11. :42.0 1 .4 0.011 0 ..05:3 11.48.0 1 .5 0.012 0 . 065 11 :54.0 1 .7 0.013 0. 078 1.2:00.0 3. 1 0.020 0. 098 12:06.0 6.0 0.038 0. 136 1.2: 12.0 11. .8 0.074 0.21.0 1.2: 18.0 16.6 0. 117 0 .327 12:24.0 18. 1 0. 143 0.470 12:30.0 17.0 0. 145 0.61. 12:36.0 15.3 0. 134 0.749 12:42.0 14.4 0. 123 0.871 12:48.0 13.3 0.11.4 0.986 12:54.0 12.6 0. 107 1 .093 13:00.0 11 .8 0. 101 1. . 193 1.3:06.0 11 .0 0.094 1 .288 13: 1.2.0 10.2.- 0.088 1 .376 13: 18.0 9.6 0.082 1 .457 13:24.0 9. 1 0.077 1 .535 1.3:30.0 8.6 0.073 1 .608 1.3:36.0 8. 1. 0.069 1 .677 13:42.0 7.7 0.066 1 .742 13:48.0_ . . 7.4 0.062 1 .805 13:54.0 7. 1 0.060 1 .864 14:00.0 6.8 0.057 1 .922 l 1.6:24.0 0.0 0.010 2.720 Depth of runoff = 3. 1.0 in. --- - -- WA TERSHED 2 TR-55 CURVE NUMBER COMPUTATION VERSION 1.11 Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 09-26-88 County : NORTH ANDOVER State: MA Checked: Date: Subtitle: PROPOSED CONDITIONS FOR WATERSHED 2 Subarea : 1511RC ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Impervious Areas Paved parking lots, roofs, driveways .30(98) .30 (98) . 10(98) - OTHER AGRICULTURAL LANDS Brush - brush, weed, grass mix good 1.20(30) .15(48) - 9.65(73) Woods - grass combination fair .90(43) 4.20(65) 46.8 (76) - Total Area (by Hydrologic Soil Group) 2.4 4.65 46.9 9.65 ---- ---- ---- ---- ---- ---- ---- ---- ------------------------------------------------------------------------------- SUBAREA: 1511RC TOTAL DRAINAGE AREA: 63.6 Acres WEIGHTED CURVE NUMBER:74 ------------------------------------------------------------------------------- I - ------- --- ------------- _ TR-55 CURVE NUMBER COMPUTATION VERSION 1.11 Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 09-26-88 ! County : NORTH ANDOVER State: MA Checked: Date: Subtitle: PROPOSED CONDITIONS FOR WATERSHED 2 Subarea : REMAIN ------------------------------------------------------------------------------- Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) ------------------------------------------------------------------------------- FULLY DEVELOPED URBAN AREAS (Veg Estab. ) Open space (Lawns,parks etc. ) Good condition; grass cover > 75% - 1.25(61) .25(74) Impervious Areas Paved parking lots, roofs, driveways .60(98) .40(98) 1.50(98) .12 (98) 1 OTHER AGRICULTURAL LANDS Brush - brush, weed, grass mix good - - 0.50(65) 1.50(73) Woods - grass combination fair 3.58 (43) .61(65) 2.20(76) .71(82) Total Area (by Hydrologic Soil Group) 4.18 2.26 4.45 2.33 ------------------------------------------------------------------------------- SUBAREA: REMAIN TOTAL DRAINAGE AREA: 13.22 Acres WEIGHTED CURVE NUMBER:69 ------------------------------------------------------------------------------- i i TR-55 Tc and Tt THRU SUBAREA COMPUTATION VERSION 1.11 ' Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 09-26-88 County : NORTH ANDOVER State: MA Checked: Date: Subtitle: PROPOSED CONDITIONS FOR WATERSHED 2 ------------------------------ Subarea #1 - 1511RC ----------------------------- Flow Type 2 year Length Slope Surface n Area. _ Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3.1 225 .125 H 0.334 Shallow Concent'd 1000 .01 U 0. 172 Open Channel 700 1.5 0. 13-0 Time of Concentration = 0.64* ----------------------------- Subarea #2 - REMAIN ----------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 3.1 125 .05 F 0.200 Open Channel 1200 1.5 0.222 Time of Concentration = 0.42* Open Channel 1500 1.5 0.278 Travel Time = 0.28* --- Sheet Flow Surface Codes --- ,,:„ A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (No Res.) G Grass, Burmuda --- Surface Codes --- C Cultivated < 20 % Res. H Woods, Light P Paved D Cultivated > 20 % Res. I Woods, Dense U Unpaved E Grass-Range, Short * - Generated for use by TABULAR method i 2 YEAR 5TORM � TR-55 TABULAR DISCHARGE METHOD \E3%SZ00 1.11 Project r RIPARIAN INDUSTRIAL PARK User: M&S Date: 09-26-88 | County : NORTH AN[O\EIl State: MA Checked: Date: | Subtitle: PROPOSED CQYJDZ9CIOD[S FOR WATERSHED 2 Total watershed area: 0.120 sg zni Rainfall type: III Frequency: 2 years -------------------------- Subareas -------------------------- I511RC f8EMAZY« / Area(ocI zul) O.IO* O~UJ* ! Rainfall(in) 3.1 3.1 Curve number 74+ 69* i Runoff(in) 0.97 0.72 - | To (lzro) 0.64* 0,42* (Used) 0.75 0.40 / TlmeToDo±Ie± 0.38* O.UO / (Used) 0.30 0.00 i Ia/P 0.22 0.29 Time ------------- Subarea Contribution to Total Flow (cfs) ------------ (br) 1511RC REMAIN | 11.0 O O . � 11.3 1 O 11.6 I O 11.9 I O 12.0 I O 12.1 I I 12.2 3 I , 12.3 3 3 12.4 4 5 12.5 6 6P 12.6 IO G 12.7 15 5 12.8 DI 4 13.0 28P 3 13.2 28 2 13.4 23 2 13.6 17 I 13.8 13 I � 14.0 II I | 14.3 8 I ' 14.6 7 l 15.0 S I 15.5 5 I � 16.0 4 I | ^ � 16.5 4 l 17.0 ] O 17.5 3 O 18.0 3 O ] 19.0 2 0 | %0.O 3 U 22.0 2 U 26.0 O O P - Peak Flow * - value(s) provided from TR-55 system routines | | ` ' , t r� -3�* p Z C�LJ-IF-IF-PA��� 4D1! lF--i Ne RD H-R C--,If-R d!- F= d-i =114= J_ -ram rr• Date 09/26/88 F:3'c:bi icl F— x I �. aDAff:�e 0 0:B cry Date created 09/26/83 Description EXISTING PONDING CHARACTERISTICS AT 15" CULVERT UNDER ROUTE 1.1.4 OPERATING UNDER INLET CONTROL. RIPARIAN INDUSTRIAL PARE, NO.ANDOVER, MASS. PIPES WEIRS Str Diam Elev # Left Length Right Elev Height Type No. in ft S/S ft S/S ft ft 1. 15 131 .27 1 HP Number Elevation Storage OLItf 10W 1 . 131 .27 0.000 0.00 E 140.00 7.420 17.89 Description of hydrograph : Page 1 EXISTING CONDITIONS FOR INFLOW TO 15" CULVERT UNDER RTE 114 Area = 1 .00 ac. Rat' l 'C ' = .### Time of Concent. = 1 min. E3 t ca r -IF rc--+a qAC---" C�' v -y a-.al Y-- _ ;=31 Hydrograph # Z - total outflow hydrograph Description TOTAL PROPOSED OUTFLOW FROM 15" CULVERT o a � m r rt- F-+ F-'• F-+ !.y-F-+ !-'• F-' i--'. F- !-.+. F-i i-- !-+ i-- i-- u u F-,• F+ I-- F-+ }-+ Fy F-' i-+ F-� u u i-+ f-+ i--� !-'. F-� F-+ F-� Fi u F-+ t--r. F-+ Fy F1 F-+ I-+ F- li F" U Lt1Lt p �` R [= RwwUJwwwUJwlUwNrUNNiuNNNNNF� r -` F-` F� +- -` r 'j0000 D �- oOUI4` � wlt1N NF' ti- OOUI I` wLUN �-` � OOLn -i^ J"WWFU - 00Ln -� E LUO F' NQ, 04P- 0JNUo -PCONO, o -RNN Cr- a --- CON �> o -RCOPJCr0rCONR o -p@NLr 04-100lu0' 0 - coi?-1 o r: rs = `0 00000000000000000a000000000000000000000000000000 � - � � N LL 0 co 00 LnInUULrU444CD -DO N:wLn 4. 3ruUi0000004�: Lno0, .pNN �- 00ouNi0L4noW ,I000;000000000000000000000000b000 � L� 4Zr- �TJAI � o LA 0 y 0 C7 0 CO N N N N N N N F� F� �-` F F-' �- a° �� F-" � o o o a o o o o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m r- 0 a .Q :Q � � 0o00000 ** ' ' 'co4Q` ul RNONQ` UIUJNN � F" F' a` F"-` OOOOo000000004 -3 -1 wLn40J -�oO �- - NN - 000U10Lna) 04wQ, 44CCOG- 1•lO Cr, 4R: U - 03004D' UlLn -PWru j -hv 7 ALno -P-, LnLnw .aNN4w - o � O, -� µ0, Ln0, 1> 4NC0a) o4CoLno � N -R4 0N -RLl,M !jJLn4 .0uLU0 r-Q r LnWLON -D4c- w .p4Lnco4P: NoN -AU -R'ocooND` 44 -D DCQO, -FN -i1 owLh00 -.0 ru w Ln 1> o0 N 0 T M O 3 F-• Ul m = F- ' F-+ F-+ F-i F- {-+ Fy F-+ i-+ F+ t- F- F-d F-d F-+ � F-i F-+ F+ t+ F-' F-+ Fy i-+ F-' Fs F-+ i--t F-+ '- F-+ F-i F- F-+ Fs F-+ F- F- F+ fi F-+ F- Fs Fy fj Fs t-+ 1-+ Fes,• LQ C'? wwwwwwwwLUwLUwwwwLUwwwwwwwwwwwwwwwwwUJwuiwwuiwwwwwt_Jwww —h < C w w w w w w w w.w w w w w w w w w w w N N N N N F-+ F- F-+ F- F-* 11 F-' 4-i r` F- F-+ F-+ F-+ I-- Fes- F- Fj F- F-+ f1 F` — Fs `a ro 0) r lD rt C LnLnLnCt, (,, rG 0, Cr- CrO, C> Ct- n n -R j 04LnwolU JLn Ln � �^ p �rwwwwwwwwwwwrUnJ uN i H. ICI Ln4 DONw .ALnLnLnsw0 Cr- NLn4CrN Cr- LT -i= o4 �7o rJ : 4 -r-%nj - o CU" M -1 Cr- !n -RUJFU 0 -D0344 D z n -a Ln Lo 44444444444444 -444LT Cr- Cr- Ln4ujru - o o o 0 o oot, 0oa 0000oo rt. fo Ct G 44C0c1Co coo EJwLb4CrLn4 'FU ,0LTrlj , - L+Jr LUwO L!JN Ut -Dw40WLn0, 44D, NCr --41> 0, W 'iU4LnF- 4:p4- 0 NUJ CO nwN oMNC:. Ln -pwwN O 0 N ' Description of hydrograph Page 1 TOTAL PROPOSED OUTFLOW FROM WATERSHED 2 Area = 1.4.22 ac. Rat ' ). 'C ' _ .### Time of Concent. = 24 min. Ti.rne F1.ou.r Change in Cumu.l.ati.ve 0:00.0 0.0 0.000 0.000 1.0:36.0 0.0 0.000 0.000 10:42.0 0.9 0.004 0.004 10:48.0 0.9 0.007 0.01.1 10:54.0 0.9 0.007 0.019 11 :00 .0 0.9 0.008 0.026 11 :06.0 0.9. 0.008 0.034 11. : 1.2.0 1 .0 0.008 0.042 11 : 1B.0 1. .0 0.008 0.050 11 :24.0 1 .0 0.008 0.058 11 :30.0 1 .0 0.008 0.066 11 :36.0 1. .0 0.008 0.075 1 1. :42.0 1. . 1 0.009 0.083 11 :4B.0 1 . 1. 0-.009 0.092 11 :54.0 1 . 1 0.009 0. 101 12:00.0 1 . 1. 0.009 0. 110 12:06.0 1 . 1 0.009 0. 119 12: 12.0 1 .2 0.009 0. 129 12: 1.8.0 3.2 0.018 0. 1.47 12:24.0 5.2 0.035 0. 1.81 12:30.0 6.3 0.048 0.229 12:36.0 6.5 0.053 0.282 12:42.0 5.8 0.051 0.333 12:48.0 5.3 0.646 0.379 12:54.0 5.6 0.045 0.424 13:00.0 6.2 0.049 0.473 13:06.0 7.0 0.054 0.528 13: 1.2.0 7.8 0.061 0.588 13: 1B.0 8.2 0.066 0.655 13:24.0 8.6 0:070 0.724 13:30.0 B.5 0.071 0.795 13:36.0 8.2 0.069 0.864 13:42.0 8.4 0.069 0.932 13:48.0 8.6 0.070 1 .002 13:54.0 8.7 0.071 1 .074 14: 00.0 8.8 0.072 1 . 146 14:06.0 8.8 0.073 1 .218 14: 12.0 8.9 0.073 1 .291 14: 18.0 8.9 0.073 1 .365 14:24.0 B.9 0.073 1 .438 14:30.0 8.9 0.073 1 .51.1 14:36.0 8.8 0.073 1 .585 14:42.0 8.8 0.073 1 .658 ,y 14:48.0 8.8 0.073 1.730 1.4:54.0 B.B 0.073 1.803 15:00.0 8.7 0.072 1 .875 15:06.0 8.7 0.072 1 .947 15: 12.0 1 .0 0.040 1 .987 15: 18.0 1 .0 0.008 1.996 15:24.0 1 ..0 0.008 2.004 1 .-Da.te -1011.2188 -IFP'c=oT-rcl - -1=7 :L I g ,y ° � Date created 10/12/88 - - Description : PROPOSED PONDING CONDITIONS AT ROADWAY CROSSING BETWEEN . _. BUILDINGS 2 & 3 RIPARIAN INDUSTRIAL PARK NORTH ANDOVER, MASS,. PIPES WEIRS Str Diam Elev # Left Length Right Elev Height Type No. in ft S/S f1: S/S ft ft 1 - . ..15- 127.90 1 HP 2 2S. 0 20.00 60.0 129.7S 0.0 RS Number Elevation Storage Outflow 1 - 127.90 0. 000 0.00 2 120.00 0.00S 0.07 .. 3 129.00 0.490 3.5S 4 130.00 1 .440 17.55 5 131 .00 2.88S 285.42 =lit= 1 Descr-ipt.ion- -o.f. hydrograph : Page 1 PROPOSED 2 YEAR INFLOW TO ROADWAY CROSSING Area. =- 76.e2 .ac. Rat ' l ' C ' = .#:H:# Time of Concent. 24 min. Hydrograph # 2 - total outflow hydrograph —Description_-:. __ PROPOSED TOTAL OUTFLOW FROM WATERSHED 2 AT' ROADWAY CROSSING Date 10/12/B8 Page 2 Outflow H'graph: PROPOSED TOTAL OUTFLOW FROM WATERSHED 2 AT ROADWAY CROSSING Time Inflow Storage _ Elevation- - Outflow Outflow -- hrr:min cfs ac ft feet cfs (Tot) cfs (Part) 0:00 .0 0 .00 0.0000 127.90 0.00 0.00 10:42.0 0.9() 0.0035 1.27.97 0.04 0.04 10:48.0 0..90 0. 0104 1.28.01 0.09 0.09 1.0:54.0 0.90 0.0170 128.02 0. 11 0. 11. 11 : 00.0 0.90 0.0235 128.04 0. 13 0. 13 11 :06.0 0.90 0.029E 128.05 0. 15 0. 15 11 : 12.0 1 .00 0. 0363 128.06 0. 17 0. 17 11 : 18.0 1 . 00 0.0431. 128.08 0. 19 0. 19 11 :24.0 1 .00 0. 0496 128.09 0.22 0.22 1.1 :30.0 1 .00 0.0560 1.28. 11 0.24 0.24 11 :3e.:).0 1 „ 00 0. 0622 12B. 12 0.27 0.27 1.1 :42.0 1 . 1.0 0.0685 128. 13 0.29 0.29 11 :48.0 1 . 10 0.0751. 128. 14 0.32 0.32 11 :54.0 1. . 10 0. 0814 128. 16 0.35 0.35 1.2: 00.0 1. . 10 0. 0875 1.28. 17 0.38 0.38 1.2. 06.0 1 . 10 0.0934 12B. 18 0.40 0.40 1.2: 1.2.0 1 .20 0.0995 128. 19 0.43 0.43 1.2: 1.8.0 3.20 0. 11.38 128.22 0.50 a.50 12:24.0 5.20 0. 1437 1.28.29 0.66 0.66 12:30 .0 6.30 0. 1847 128.37 0.91 0.91 12:36.0 6. 50 0.2288 128.46 1 .21 1 .21 1.2:42.0 5.80 0.2684 128.54 1 .50 1 .50 12:48.0 5.30 0.3008 128.61 1 .76 1 .76 1.2:54.0 5.60 0.3302 128.67 2:01 2.01 1.3: 00 .0 6.20 0.3613 128.73 2.28 2.28 13: 06.0 7.00 0.3956 128.81 2.60 2.60 13: 12.0 7.80 0.4338 •128.E38 2.97 2.97 13: 18.0 8.20 0.4736 128.97 --3.38 3.38 13:24.0 8.60 0.5139 129.03 3.68 3.68 1.3:30.0 B.SO 0.SS32 129.07 3.90 3.90 13:36.0 8.20 0.5891 1.29. 10 4. 11. 4. 11. 13:42.0 8.40 0.6230 129. 14 .4.30 4.30 1.3:48.0 8.60 0.6569 129. 18 4.50 4.50 13: 54.0 8.70 0.6903 129.21 4.70 4.70 14: 00.0 8.80 0.7230 129.25 4.90 4.90 14:06.0 8.80 0.7544 129.28 -5.09- S.09 14: 1.2.0 8.90 0.7846 129.31 5.28 5.28 14: 18.0 8.90 0.8138 129.34 5.47 5.47 14:24.0 8.90 0.841.4 129.37 S.6S 5.65 14:30.0 8.90 0.8676 129.40- 5.82- S.B2 14:36.0 8.80 0.8926 1.29.42 5.83 5.83 14:42.0 8.80 0.9169 129.45 5.87 - 5.87 1.4:48.0 8.80 0.9409 129.47 5.94 5.94 141 . S4.0 8.80 0.9643 129.50 6.00- - 6.00 15: 00.0 8.70 0.9868 129.52 6.06 6.06 15: 06.0 8.70 1 .0084 129.5S - 6. 11 6. 11 15: 1.2.0 8.70 1. .0296 129.57 6. 17 6. 17 15: 18.0 e.70 1. .0503 129.59 6.22 . _. __. . 6.22 Date 10/12/88 Page 3 i Outflow H'graph: PROPOSED TOTAL OUTFLOW FROM WATERSHED 2 AT ROADWAY CROSSING Time Inflow Storage Elevation Outflow Outflow hr:mi.n cfs ac- ft feet cfs (Tot) cfs (Part) 15:24.0 8.60 1 .0701 129.61. 6.27 6.27 i.S:30 .0 8.60 1 .0891 129.63 6.32 6.32 15:36.0 8. 50 1 . 1073 129.65 6.37 6.37 1.5:42.0 8.30 1 . 1239 129.67 6.41 6.41. 15:48.0 8. 00 1 . 1381 129.68 6.45 6.45 1S:S4.0 7. SO 1 . 1488 129.69 6.48 6.48 1.6:00.0 6.SO 1 . 1531. 129.70 6.49 6.49 16:06.0 5. 00 1 . 1470 129.69 6.47 6.47 1.6: 1.2.0 4.92 1 . 1346 129.68 6.44 6.44 16: 1.8.0 4.83 1 . 1218 129.67 6.41 6.41. 16:24.0 4.75 1 . 108E_7 129.65 6.37 6,:37 16:90.0 4.66 1 . 0949 129.64 6.34 6.34 16:36,0 4.58 1 .0808 1.29.62 6.30 6.30 1.6:112.0 4.49 1 .0664 129.61 6.26 6.26 16:48.0 4.41. 1 .0516 129.59 6.23 6.23 16:54.0 4.32 1 .0363 129.58 6. 1.9 6. 19 1.7:00.0 4.24 1 .0208 129.56 6. 15 6. 1S 17:06.0 4. 15 1 .0048 129.54 6. 10 6. 10 17: 12.0 4.07 0.9885 1.29.52 6.06 6.06 1.7: 18.0 3.98 0.9719 129.51 6.02 6.02 17:24.0 3.90 0.9549 129.49 5.97 5.97 17:30.0 3.81 0.9376 129.47 5.93 5.93 17:36.0 3.73 0.9200 129.45 5.88 5.88 17:42.0 3.64 0.9020 129.43 5.83 5.83 17:48.0 3.56 0.8836 129.41 5.83 5.83 17:S4.0 3.4-7 0.8646 129.39 5.80 5.80 18:00.0 3.39 0.8456 •129.37 5.67 5.67 18:06.0 3.31 0.8268 1.29.35 5.55 S.S5 18: 12,0 3 .22 0,8084 129,34 5.43 5,43 18: 18.0 3. 14 0.7902 129.-32- 5.32 5.32 18.24.0 3.05 0.7723 1.29.30 5.21 5.21 18:30.0 2.97 0.7546 129.28 5. 10 5. 10 18:36.0 2.88 0.7371 129.26 4.99 4.99 18:42.0 2.80 0.7198 1.29.24 - 4.88 4.88 18:48.0 2.71 0.7026 129.22 4.78 4.78 18: 54.0 2.63 - 0.6856 129.21 4.67 4.67 19: 00.0 2.54 0.6688 1.29. 19 4.57 4.57 19:06,.0 2.14-6 . 0.6521 129. 17 4.47 4.47 19: 1.2.0 2.37 0.6355 129. 15 4.37 4.37 19.118.0., 2.29 0.6190 129. 14 4.28 4.28 1.9:24.0 2.20 0.6026 1.29. 12 4. 1.8 4. 1.8 19:30.0 2. 12 O. SB63 129. 10 4.09 4.09 19:36.0 2.03 0wS700 129.08 4.00 4.00 19:42.0 1 .95 O.SS38 129.07 3.90 3 .90 19:48.0 1 .86 0.5377 i.29.05 3.81. 3.81. 19: 54.0 1 .73 O.521.6 129.03 3.72 3.72 20: 00.0 1 .69 0.5055 1.29.02 3.64 3.64 20: 06.0 1 .61 0.4895 129.00 3.55 3.SS i EA TR-55 TABULAR DISCHARGE METHOD VERSION 1.11 Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 09-26-88 County : NORTH ANDOVER State: MA Checked: Date: Subtitle: PROPOSED CONDITIONS FOR WATERSHED 2 Total watershed area: 0.120 sq mi Rainfall type: III Frequency: 10 years -------------------------- Subareas -------------------------- 1511RC REMAIN Area(sq mi) 0.10* 0.02* Rainfall(in) 4.5 4.5 Curve number 74* 69* Runoff(in) 1.97 1.60 Tc (hrs) 0.64* 0.42* (Used) 0.75 0.40 TimeToOutlet 0.28* .0.00 (Used) 0.20 0.00 Ia/P 0.16 0.20 Time ------------- Subarea Contribution to Total Flow (cfs) ------------ (hr) 1511RC REMAIN 11.0 2 0 11.3 3 0 11.6 3 1 11.9 4 1 12.0 5 2 12*1 6 3 12.2 7 5 12.3 9 8 12.4 12 12 12.5 18 14P 12.6 27 13 12.7 38 11 12.8 49 9 13.0 61P 6 13.2 57 4 13.4 45 3 13.6 34 3 13.8 25 2 14.0 20 2 14.3 15 2 14.6 13 2 15.0 11 2 15.5 9 1 16.0 8 1 16.5 7 1 17.0 6 1 17.5 5 1 18.0 5 1 19.0 4 1 20.0 3 1 22.0 3 0 26.0 0 0 P - Peak Flow value(s) provided from TR-55 system routines 0, 4� -37 rE-AX FR(D U-F--]L-G',D C-3, rD U= y-A'Ir'RD F-Z(D C,='6,,:�".W1-4 F1 Date 09/26/89 P ry F:- s. I -L—_ tDffc�0 O:B 5Sc� Date created 09/26/88 Description EXISTING PONDING CHARACTERISTICS AT 15" CULVERT UNDER ROUTE 114 OPERATING UNDER INLET CONTROL. RIPARIAN INDUSTRIAL_ PARK, NO.ANDOVER, MASS. PIPES WEIRS Str Diam Elev # Left Length Right Elev Height Type No. in ft S/S ft S/S ft ft 1 i.5 151 .27 1 HP Number - Elevation Storage Outflow 1 131 .27 0.000 0.00 2 140.00 7.420 1.7.89 FR to aA �-IF " cJ i—cD� a-�a� 9-Y A. Description of hydrograph e Page 1 EXISTING CONDITIONS FOR INFLOW TO 15" CULVERT UNDER RTE 114 Area = 65.60 ac. Rat ' l 'C ' = .### Time of Concent. = 36 min. Hydrograph # 2._ __ total outfloww hydrograph Description TOTAL PROPOSED OUTFLOW FROM 15" CULVERT Date 09/26/83 Page 2 Outflow H'graph: TOTAL PROPOSED OUTFLOW FROM 15" CULVERT Time Inflow Storage Elevation Outflow hr:min - cfs _ ac ft . . _ feet cfs (Tot) 0:00 .0 0.00 0.0000 131 .27 0.00 10:48.0 1 .96 0.0081 131 .28 0.00 10"S4.0 1. .91, 0.0244 1.31 .30 0.01 11 :00.0- 2.00 0.0407 131 .32 0.02 11 :06.0 2.33 O.OS83 131 .34 0.04 11 : 12.0 2.67 0.0785 131 .36 0.07 11 : 18.0 3.00 0. 1.01.2 131 .39 0. 10 11 :24.0 3.00 0.1250 131 .42 0.14 11 :30.0 3.00 0. 1485 131 .44 0. 19 11 :36.0 3 .00 0. 1715 131 .47 0.24 11 :42.0 3.33 0.1955 131 .50 0.29 11 :48.0 3 .67 0.2218 131 .53 0.36 11:54.0 4.00 0.2502 131 .56 0.43 12:00 .0 5.00 0.2834 131 .60 0.53 12:06.0 6.00 0.3240 131 .65 0.65 12: 12.0 7.00 0.371.7 131 .71 0.81 12: 18.0 9.00 0.4302 131 .78 1.03 12:24.0 12.00 0.5072 131 .87 1 .33 12:30.0 18.00 0.6181 132.00 1 .83 12:36.0 27.00 0.7854 132. 19 2.69 12:42.0 38.00 1 .0259 132.48 4. 12 12:48.0 49.00 1 .3438 132.85 5.95 12: 54.0 55.00 1 .7198 133.29 7.03 13:00 .0 61 .00 2.1363 133.78 8.18 13:06.0 59.00 2.5599 134.28 9.30 13: 12.0 57.00 2.9582 134.75 10.31 13: 18.0 S1 .00 3.3156 135. 17 11 .18 13:24.0 45.00 3.6170 135.53 11.89 13:30.0 39.50 3.8656 135.82 12.45 13:36.0 34.00 4.0647 136.05 12.88 13:42.0 29.50 4.2193 136.23 13.20 13:48.0 25.00 4.3344 136.37 13.44 I 13:54.0 22.50 4.4189 136.47 13.61 14:00.0 20.00 4.4815 .136.54 13.74 14:06.0 18.33 4.5261 -136.60 13.82 "`WSJ 14: 12.0 16.67 4.5562 136.63 13.88 14: 18.0 15.00 4.5722 136.65 13.91 14:24.0 1.4.33 4.5784 136.66 13.92 14:30.0 13.67 4.5790 136.66 13.93 14:36.0 13.00 4.5742 136.65 13.92 14:42.0 12.SO 4.5646 136.64 13.90 14:48.0 12.00 4.5511 136.62 13.87 14:54.0 11 .50 4.5337 136.60 13.04 Is:00.0 1.1 .00 4.5125 136.58 13.80 15:06.0 10.60 4.4879 136.55 13.75 iS: 12.0 10.20 4.4605 136.52 13.69 15: 18.0 9.80 4.4302 136.48 13.63 15:24.0 9.40 4.3971 136.44 13.57 I Date 09/26/88 Page 3 Outflow W graph: TOTAL PROPOSED OUTFLOW FROM 1S" CULVERT Time Inflow Storage Elevation Outflow fir:rria.n cfis atft feet cfs (Tot? iS:30.0 9.00 4061.3 136.40 13.49 15:36.0 8.80 4.3237 136.36 13.42 1.5:42.0 8.60 4.2850 136.31. 13.34 1.5:48.0 8.40 4.24S.3) 1.36.26 13.26 15M.0 8.20 4.2047 136.22 13. 17 16: 00.0 8.00 4. 1.632 136. 17 13.09 16: 06.0 7.80 4. 1.207 136. 12 13.00 16: 12.0 7.60 4.0773 1.36.07 12.90 16: 1.8.0 7.40 4.0330 136.02 12.81 16:24.0 7.20 3.9878 135.96 12.71. 1.6:30.0 7.00 3.9419 13S.91 12.61 16:36.0 6.80 B.8951 135.8S 12. S1 16:42.0 6.60 3.8475 13S.80 12.41. 16:48.0 6.40 3.7991. 13S.74 1.2.30 16: 54.0 6.20 3.7S00 13S.68 12. 1.9 17: 00.0 6.00 3.7001 135.62 12. 08 17: 06.0 5.80 3.6496 13S.S6 11 .96 17: 12.0 S.60 3.S983 13S.50 11 .84 I i i i . . r •`r u •-r-'=.7, . ti_w p-�x a -p..� ..-tr tl.._1' -p -p._4-� '4.J'"�.".f if=`,C.`b.f ,L'F L.�i% Description of hydrograph page 1 _ TOTAL_ PROPOSED-OUTFLOW_FROM WATERSHED _2 . _ :.i Area 76.82 ac. Rat ' l 'C ' _ .#F# Time of Concent. = 36 min. �3 IL ca r-rn -IF r`t--c=# ate. u h c-- + Time F1.ow Change in Cumulative -_brlmin__-___-.-cfs________S� 0:00.0 0.0 0.000 10:48.0 0.0 0.000 0. 000 10:S4.0 1 .0 0.001E 0.004 11. :00 0 1 .0 0.009 0.012 11 :06.0 1 .0 0.0000 0.020 11: 12.0 1 .0 0.000 0. 028 11 : 18.0 1. 1. 0.009 0„0-17 11:24.0 1 . 1 0.009 0.046 11 :30.0 1.2 0.01.0 0.0S6 11 :36.0 1 .2 0 . (;1.0 0.066 11 :42.0 1 .3 0.010 0„076 11 :40.0 1 .4 O .N.J. 0. 087 11:S4.0 1 .4 0.()1 _' 0„099 12:00.0 2.5 0. 01.6 0. 115 12:06.0 3.7 c_,.02E:; 0. 141.0 12: 12.0 5.8 0.039 0. 1.80 12: 18.0 9.0 0.061. 0.241 12:24.0 13.3 0.092 0.333 12:30.0 1.5.8 0. 1.21. 0.454 12:36.0 1S.7 0. 130 0.584 12:42.0 15.1 0. 1.27 0.71.1 1 12:48.0 15.0 0. 124 0.836 12:54.0 14.5 0.122 0.9S7 13®00:0 14.2 0.1.19 1 .076 13:06.0 14.3 0.118 1. 194 13:12.0 14.3 0.1.18 1.312 13: 18.0 14.7 0. 120 1 .432 13:24.0 14.9 0. 122 1.5S4 _._ . 13:30.0 15.4 0.12S 1 .679 .. 13:26.0 15.9 0. 129 _1.809 13:42.0 15.7 0.131 1.939 13:48.0 15.4 0. 129 2.068 13:54.0 15.6 0.128 2. 196 14000.0 15.7 0.130 2.326 14:06.0 15.8 0.130 2.456 12.0 15.9- 0. 131 2.587 _. I 14: 18.0 15.9 0.131 2.719 14:24.0 1S.9 0. 132 2.850 I 14:30.0 15.9 0. 1.32 2.982 14."36.0 15.9 0. 132 3: 113 14:42.0 15.9 0. 131. 3.245 14:48.0 15.9 0.131. 3.376 14:54.0 15.8 0. 131 3.507 _ 15:00.0 15.8 0. 131. 3.638 15:06.0 15.S 0. 130 3.767 1S: 12.0 15.3 0.1.27 3.89E 15: 18.0 15.0 0. 12S 4.020 15:24.0 14.8 0.123 4. 143 i 20:06.0 0.0 0.004 6.380 - . Date 10/-12/88_ .__._ F� C:Q F- 5L-1 ,_... _... ChnkO0: !SK_= .... - Gate created 10/1-2/89 Description PROPOSED PONDING CONDITIONS AT ROADWAY CROSSING BETWEEN BUILDINGS 2 & 3 RIPARIAN INDUSTRIAL PARK NORTH ANDOVER, MASS. PIPES WEIRS Str Di.am Elev # Left Length Right Eli-v Height Type Nn. i1.1 ft S/S ft S/S f1:: ft. 1. 1.5 1.27.90 1 1dP 2 25.0 20.00 60.0 1.29.75 0..0 (=<S _ Number Elevation Storage 0Ut:fI01i..i 1 127.90 0.000 0. 00 2 128.00 O.00S 0. 07 . S 129.00 0.490 7.55 4 130.00 1 .440 17.c:rS 5 131 .00 2.88S 2B5.42 Description of hydrograph Page 1 PROPOSED 10 YEAR INFLOW TO ROADWAY CROSSING Area = 14.22 ac.- -Rat-' l 'C'- .### Time of Concent. = 24 min. c:b r-rn r~c--c=j Li wry -:e Hydrograph # 2 - total outflow hydrograph -Descript-ion -_..____.... .__.. . .. PROPOSED TOTAL OUTFLOW FROM WATERSHED 2 AT ROADWAY CROSSING Date 10/12189 Page 2 Outflow H'grapl-h: PROPOSED TOTAL OUTFLOW FROM WATERSHED 2 AT ROADWAY CROSSING _Ti.me- - inflow .Storage Elevation- Outfl-ow-- __....__... Out-fl.ow-- -. - hr:min cfs - ac ft feet cfs (Tot) cfs (Part) 0: 00.0 0.00 0.0000 127.90 0.00 0.00 i.0:S4.0 1 .00 0. 0039 1.27.98 0.05 0.05 11. 1.00.0 1 .00 0.011.6 1.28.01. 0.09 0.09 11 :06.0 1 .00 0.01.90 1.28.03 0. 11 0. 11. 11 : 12.0 1 .00 0.0262 1.28.04 0. 1.4 0. 14 11 : 18.0 1 . 10 0. 0337 1.28.06 0. 1.6 0. 16 11. :24.0 1 . 10 0.041.3 1.28.07 0. 1.9 0. 1.9 11 :30.0 1 .20 0. 0491 128.O9 0.22 0.22 11 :36.0 1 .20 0.0_j/CZ 1.28. 11. 0.25 0.25 11 :42.0 1. .30 0. 0653 1.28,. 12 0.28 0.28 11. :148.0 1 .40 0. 0-11 0 128. 1.41 0.32 0 .32 11 :54.0 1. .40 0. OF.,28 128. 16 0.35 0 .35 1.2: 00.0 2. 50 0 . 0958 12B. 19 0.41. 0.41. 12:06.0 3 .70 0. 1 1.71:, 1.28.t::; 0.1712 0 .52 12: 1.2.0 5..80 0. 1.517 128..30 0.71. 0.71. 12: 1.8.0 9. 00 0.20S6 1.28.41. 1. .OS 1 .05 1.2:24.0 13 .30 0.2F:,h6 1.28.S8 1. .6S 1 .65 12:30 .0 15.80 0.3895 1.28.79 2.54 2.541 12:36.0 1.5.70 0..41?44 1.29. 00 3.S7 3.S7 12:42.0 15. 10 0. 5899 129. 11 q . 11 4. 11 12:48.0 15.00 0.6782 1.29.20 4.63 12: S4.0 1.4. S0 0.7598 1.29.20 5,. 1.3 S. 13 13:00.0 14.20 0.8340 129.36 5.60 5.60 13:06.0 14.30 0.9045 1.29.44 5.84 5.84 13: 12.0 1.4.30 0.9737 1.29.51. 6.02 6.02 13: 18.0 14.70 1 .0430 129.58 6.20 6.20 13:24.0 14.90 1 . 1133 1.29.66 6.39 6.39 13:30.0 15.40 - 1. 1850 1.29.73 6.57 6.57 __. .. 13:36.0 15.90 1 .2559 1.29.81 7.56 6.75 13:42.0 15.70 1 .3153 1.29.87 9.67 6.90 13:48.0 15.40 1 .3556 1.29.91 11 .69 7.00 13:54.0 15.60 1 .3808 129.94 13.21 7.07 14:00.0 15.70 1 .3966 129.95 1.4.26 7. 11 1.4:.06.0 15.80 - 1 .4061 129.96 1.4.93 7. 1.3 14: 12.0 15.90 1.4120 129.97 15.36 7. 15 -1 .41 7. 15-- .54 129.97- 15.61 1-4: 18.0-- 15.90 - - 14:24.0 15.90 1 .4172 1.29.98 1.5.75 7. 16 14.:30..0 1.5.90 1 .4182 129..98 15.82 j 14:36.0 iS.90 1 .4187 1.29.98 15.86 7. 16 _ .. _ 14:42 0 . 15.90 1 .4189 129.98 15.88 . 7. 16 14:48.0 15.90 1 .4191. 1.29.98 1.5.89 7. 16 14:54.0 15.80 1 .4188 129.98 1.5.87 7. 16 15:00.0 15.80 1 .4184 129.98 1.5..84 7. 16 15:06.0 15.50 1 .4172 129.98 15.75 7. 16 15: 12.0 15.30 1. .4150 129.97 1.5.58 7. 1S 15: 18.0 .1.5.00 1 .4123 129.97 iS.38 7. 15- j 15:24.0 14.80 1 .4092 1.29.97 15. 1.6 7. 14 15:30.0 . 14.60 1 .4063 1.29.96 1.4.95 7. 13 i Date 10/12/B8 Page 3 Outflow H'graph: PROPOSED TOTAL OUTFLOW FROM WATERSHED 2 AT ROADWAY CROSSING _Inflow -_._-__ Storage- __ Elevation Outflow -0utf].ow .__.__. _.hr:min Us ac ft feet r_fs (Tot) cfs (Part) 15:36.0 14.28 1 .4031 1.29.96 14.72 7. 12 15:42.0 13.97 1 .3993 1.29.96 1.4.45 7. 11. 15:4B.0 13.65 1 .3952 129.95 1.4. 16 7. 10 15:-54.0 13.33 1 .3908 129.95 13.87 7.09 16:00.0 13.01 1 .3863 1.2 9.94 13.57 7.08 16:06.0 12.70 1 .3817 1.29.94 1.3.27 7.07 16: 1.2.0 12.38 1 .3769 1.29.93 1.2.96 7.06 16: 18.0 12.06 1 .3720 129.93 12.66 7.0 5 16:24.0 11 .74 1 .3670 1.29.92 12.36 7.03 1.6:3 0.0 11 .43 1 .3619 129.92 1.2.0 5 7.02 1.6:36.0 11 . 11 1 .3S66 12?.91. 11 .75 7.01 16:42.0 10.79 1 .3512 129..91. 11 .45 6.99 1.6:48.0 10 .47 1. .3457 129.90 11 . 1s 6.98 16:54.0 10. 16 1 .3400 1.2 9..89 1.0.85 6.97 1.7:00.0 9.84 1 .3342 12"9.89 10.56 6.95 1.7:06.0 9. 52 1 .3281 1.29.88 10 .26 6.94 17: 12.0 9.20 1 .3219 1.29.BB 9.97 6.92 17: 18.0 8.89 1. .3155 1.29..87 9.68 6.90 17:24.0 8.57 1. .3038 1.2?.86 9.39 6.89 17:30 .0 8.25 1 .3019 1.29..85 9. 10 6.87 I i i . 100 YEAR STORM TR-55 TABULAR DISCHARGE METHOD VERSION 1.11 Project : RIPARIAN INDUSTRIAL PARK User: MAS Date: 09-26-88 { County : NORTH ANDOVER State: MA Checked: Date: Subtitle: PROPOSED CONDITIONS FOR WATERSHED 2 Total watershed area: 0.120 sq mi Rainfall type: II Frequency: 100 years -------------------------- Subareas -------------------------- 1511RC REMAIN Area(sq mi) 0.10* 0.02* Rainfall(in) 7.0 7.0 Curve number 74* 69* Runoff(in) 4. 04 3.51 Tc (hrs) 0. 64* 0.42* (Used) 0.75 0.40 TimeTo0utlet _0.28* 0.00 (Used) 0.20 0.00 Ia/P 0. 10 0. 13 Time ------------- Subarea Contribution to Total Flow (cfs) ------------ (hr) 1511RC REMAIN 11.0 4 1 11.3 6 2 11.6 8 2 11.9 11 5 12.0 13 9 12.1 16 18 12.2 21 32 12.3 33 42P 12.4 54 41 12.5 85 31 12.6 118 22 12.7 145 16 12.8 157P 12 13.0 141 8 13.2 102 6 13.4 71 5 13.6 51 4 13.8 38 4 114.0 30 3 14.3 23 3 14.6 18 3 15.0 15 2 15.5 13 2 16.0 12 2 16.5 10 2 17.0 9 2 17.5 8 2 18.0 8 1 19.0 7 1 20.0 6 1 22.0 5 1 26.0 0 0 P - Peak Flow * - value(s) provided from TR-55 system routines Y 4--f Y 4 W.._M Y Y h -R-e -IL '-• , Date 09/26/88 F cJ F :i 1 c-- PqC) 0 0:B !SC Date created 09/26/83 a Description EXISTING PONDING CHARACTERISTICS AT 15" CULVERT UNDER ROUTE 1.14 OPERATING UNDER INLET CONTROL. RIPARIAN INDUSTRIAL PARK, NO.ANDOVER, MASS. PIPES WEIRS Str Diam El.ev # Left Length Right Elev Height Type No. in ft S/S ft S/S ft ft: 1. 15 131 .27 1. E ##.# 100.00 ik#.# 137.4'S 0.0 RS Number Elevation Storage O Lit fICRIJ ]. 131 .E7 0.000 0.00 2 137.4S 5.250 1S. 13 3 140.00 7.420 3920.92 Ems'c:3 a_a.-t i Yi cg q=:p F:p t-ti 4-t 1 Description of hydrograph : Page 1 EXISTING CONDITIONS FOR INFLOW TO i5" CULVERT UNDER RTE 114 Area = 63.60 ac. Rat ' 1 'C ' = ### Time of Concent. = 36 min. a 1 -C:3 rirn 1 0 Hydrograph # 2 - total outflow hydrograph . Description TOTAL PROPOSED OUTFLOW FROM IS" CULVERT Date 09/26/8u Page 2 Outflow H'graph: TOTAL PROPOSED OUTFLOW FROM IS" CULVERT Time Inflow Storage Elevation Outflow Outflow hr:min cfs ac ft feet cfs (Tot) cfs (Part) 0:00.0 0.00 0.0000 131.27 0.00 0.00 1.0:48.0 3.93 0. 01.62 131 .29 0.01 0.01. 10:54.0 3..96 0. 0.4 3 i'' 1.31 .33 0.03 0.03 1.1 : 00.0 4.00 . 0.081.1. 131 .37 0.07 0.07 11 : 06.0 4.67 0. 1.1.61 131..41 0. 13 0. 13 11 : 1.2.0 51,33 0. 1S61 131 .45 0.20 0.20 1.1. : 1.8.0 6.00 0.2008 1.31.S1 0.30 0.30 11 :24.0 6.67 0.2502 131. .S6 0.43 0.43 11 :30.0 7.33 0.3038 1.31 .63 O.S9 0.59 l l :36.0 8.00 0.361S 1.31 .70 0.78 0.78 11. :42.0 ? .00 0.4I-244 1.31 .77 1 .00 1 .00 11 :48.0 10.00 0.4935 131 .85 1. .28 1 .28 11 : 54.0 1.1 .00 0.5633 131 .94 1 .60 1 .60 12:00 .0 13.00 0.6526 132.04 2.00 2.00 12: 06.0 1.6.00 0.7538 1.32. 16 2.S2 2.S2 12: 12.0 21. .00 0.8829 1.32.31 3.24 3.2.4 12: 1.8.0 33.00 1 . 0743 132.53 4.44 4.44 12:24.0 54.00 1 .3903 1.32.91. 6.09 6.09 12:30.0 85.00 1 .9082 133. 52 7.56 7.56 12:36.0 118.00 2.6762 134.42 9.61 9.61. 12:42.0 145.00 31.6736 13S.S9 12.02 12.02 12:48.0 157.00 4.8124 136.93 14.37 14.37 12:54.0 149.00 5.5798 137.84 105.92 15.52 13:00 .0 141 .00 5.6779 137.95 160.34 15.66 13:06.0 121 .SO 5.6065 137.87 119.44 15.56 i 13: 12.0 102.00 5.5861 137.84 109.00 15.53 13: 18.0 86.50 S.S446 137.80 89.52 15.47 13:24.0 71.00 S.S122 137.76 75.83 15.43 13:30.0 61 .00 5.4806 137.72 63.81 IS.38 13:36.0 51 .00 5.4540 137.69 54.64 15.35 13:42.0 44.SO 5.4291 137.66 46.88 15.31 13:48.0 38.00 5.4077 1.37.64 40.81 15.28 13:54.0 34.00 5.3884 137.61 35.85 1S.2S 14:00.0 30.00 5.3723 137.59 32.05 15.23 14 06-.0 -27.67 S.3SH2 - 137.SS 29®02_ �.. .._- 14:12.0 25.33 5.3468 137.56 26.74 15. 19 14: 18.0 23.00 5.3348 137.SS 24-SI - 1S®_18 114-:24.0 21 .33 5.3234 1.37.54 22.58 15.16 14:30.0 19.67 Sm3126 137.52 20.96 15.15 14:36.0 18.00 5.3014 137.51 19.47 15.22 14:42- 0 17.25 5:2913 137.50 18:23 15.20 - 14:48.0 16.SO 5.2836 137.49 17.39 15. 19 14:54.0 1S.7S 5.2761 137.48 16.67 15.17 i Description of hydrograph : Page 1 TOTAL PROPOSED OUTFLOW FROM WATERSHED 2 Area = 76.82 ac. Rat ' l 'C ' _ .### Time of Concent. = 36 min. i sa - 100 Time Flow Change in Cumulative --.riulin------- ---------_fig _Sa s _f ------ 0:00 .0 0.0 0.000 0.000 10:4B.0 0.0 0.000 0.000 10:S4.0 1 .0 0.004 0.004 11:00.0 1. . 1. 0.009 0.013 1.1. : 06.0 1 .S 0.01.0 0.023 11 : 1.2.0 1 .9 0.014 0.037 11 : 1.B.0 2.3 0.017 0.054 11. :24.0 2.4 0.020 0.074 11 :30 .0 2.6 0.021. 0.09S 11 :36.0 2.8 0.022 0. 11.7 1.1 :42.0 4.0 0.028 0. 14S 1.1. :48.0 S.3 0.038 0. 183 11. :S4.0 6.6 0.049 0.232 12:00.0 1.1 .0 0.073 0.305 12: 06.0 20.S 0. 1.30 0.43S 12: 1.2.0 35.2 0.230 0.666 12: 1.8.0 46.4 0.338 1 .003 1.2:24.0 47. 1 0.386 1 .390 12:30.0 38.6 0.3S4 1 .744 12:36.0 31 .6 0.290 2.034 12:42.0 28.0 0.246 2.280 f 12:4B.0 26.4 0.225 2.50E 12:S4.0 115.9 0.S88 3.093 13:00.0 168.3 1 . 175 4.267 13:06.0 126.4 1 .218 5.485 13: 12.0 11.5.0 0.998 6.483 13: 18.0 95.0 0.868 7.351 13:24.0 80.8 0.727 8.078 13:30.0 68.3 0.616 8.694 13:36.0 S8.6 -0®5 9.219 13:42.0 S0.9 0.453 9.671 13:48.0 44.8 0.395 _ 10.066 13:54.0 39.4 0.348 10.414 14:00.0 35. 1 0.307 10.722 14:06.0 32.0 0.277 10.999 14: 12.0 29.7 0.255 . . . 11 .254 22:06.0 0.0 0.004 13.374 Depth of runoff = 2.09 in. N "4-J,H_N H _L 6"q C�p{h- —C<ly EL�k-C 4:.j Cz;11—<d!:�h—,01 A:v =)L Date 10/20188 Description PROPOS.1-ED PONI:)ING CONDITIONS AT ROADWAY CROSSING BETWEEN BUILD11',4GS 2 & 3 RIPARIAN- INDUSTRIAL PARK NORTH ANDOVER, MASS. PIPES S WEIRS ;.tr Diam Elev # Left Length Right Elev Height -1' pe tdc3„ i.r7 ft: S/S ft S/S ft ft �. 1.S :1.27.90 1 HP 25.0 20.00 60 .0 129.75 0.0 E=<S f It.�.rr11-: ar Elevation Storage Outflow 1 127.90 0.000 0.00 128.00 O.o05 0.07 1.29.00 0 490 J. _.. y. 130.00 1 .440 1.7.51z S 131 .00 2.885 28S.42 FR r_3 4.A-ifs j_ "4:g 4--t-IF Description of hydrograph : _ ­­1___ - Page 1 PROPOSE.) 100 YEAR INFLOW TO ROADWAY CROSSING Area = 76.82 ac. Rat' 1 -'C ` = - ###.-_ ._---Time of Concent.. 24 min . ;• ;cnu• tF C=1vems'tiC 5e x �I' -CMr _ 100 Hydrograph # 2 - total outflow hydrograph Description._ ; __ _.. .. _ _--- .._ -_-.______...<:,_...._.-_ -:._- -__. ._, . PROPOSED TOTAL OUTFLOW FROM WATERSHED 2 AT ROADWAY CROSSING Date 10/20183 Page 2 Outflow H'graph: PROPOSED TOTAL OUTFLOW FROM WATERSHED 2 AT ROADWAY CROSSING ..._Time--. Inflow Storage - Elevation OUtfl.ow - Outf].ow------- _ _ hr:min cfs ac ft - feet cfs (1-ot) cfs (Part) 0:00.0 0.. 00 0.0000 1.27.90 0.00 0.00 10:54.0 1 .00 0.0039 127.98 0.45 0.05 11 :00.0 1. . 10 0. 01.20 128.01 0 .09 0.09 11 :06.0 1 .S0 0. 0218 128.03 0. 1.2 0. 1.2 11 : 12.0 1 .90 0. 0347 1.28.O6) 0. 16 0. 16 11 : 18.0 2.30 0.0505 1.28.09 0 .22 0.22 1.1. :24.0 2.40 0. 0678 1.28.. 1--'3 0.2`-r� 0.29 11. :30.0 2.60 0. 0857 128. 1.7 0.37 0.37 11 :36.0 2.80 1.c=8„21 0 .116 0.46 1'1 :42.0 4.00 0. 1.284 1.28.2!:. 0 .58 0.58 11 :48.0 5.3 0 0. 1.613 12B.3 ' 0.7*7 0.77 11 :S4.0 6.60 0.2030 :1.28.41 1 .03 1 .03 1.2: 00.0 1. 1 . 00 0.2654 1.2B.S14 1 .148 1. .48 12: O6.0 20.50 0.3793 1.['1?. i'i 2.4!' 2.45 12: 12.0 5.2 0 0. SBc G 1.r7i'i 10 4. 0:_'" 4.07 1.2: 1.8.0 46.40 0.i. 1.:3>' i c_?9.41. 5.B] S.B3 12:24.0 47. 1.0 1. .21. 4 1.2 9.76 6.71 6.6/1. 1.2:30.0 -38.60 1. .-I'1.621 1.3().()c:' 1.8.79 7.25 1.2:36.0 31 .60 1. . S6ar- 1.30,. 09 25.7: 7.43 12:42.0 28.00 1. . 59 38 130 . 11. 27.67 7.47 12:48.0 26..40 1. . 5909 1.30. 10 27.44 7.46 12:54.0 115.90 .1. .84E.2 1.30.28 52.60 7.88 1.3: 00 .0 168.30 2.2919 1.30.,S9 124.2r? B'.S8 13:06.0 1.26.40 2.3928 130.66 1.46.06 B.74 1 3: 12.0 115.00 2.22,19 13 0.58 122. 18 8.57 13: 18.0 95.00 2.2033 1.30.53 1.06..B3 8.44 13:24.0 80.80 2. 1132 130.47 90.77 8.30 13:30.0 68.30 2.0328 130.41 - 77.79 8. 1.7. 13:36.0 58.60 1 .9590 130.36 66.97 8.06 13:42.0 _50.90 1 .8940 - 1.30.31. 58.27 7.95 13:48.0 44.80 1 .8368 1.30.27 S1 .26 7.86 13:54.0 -39.40 1 .7853 130.24 45.42 7.78 14:00.0 35. 10 1 .7381 1.30.21. 40.49 7.70 14:06.0-- 32.00 1 .6972 1.30. 18 36.Sl 7.64 14: 12.0 29.70 1 .6632 130. 15 33.41 7.58 14: 1.8.0 27.50 1 .h339 130. 13 30.89 7.53 14:24.0 24.30 1 .603'0 130. 11 28.38 7.48 14:30.0 -22.70 1.5723 . - 130.09 26.04 7.43 14:36.0 21 .00 1 .5457 130.07 24. 12 7.39 14:42.0 .. 19-.30 1 .5201. - 130.06 22.�38 7.35 14:48.0 1B.S0 1. .4974 130.04 20.91 7.31 14:54.0 17.80 1 .11791. 1.30.03 1.9.80 7.28 15:00.0 0.00 1 .4085 129.97 15. 10 7. 14 15:06.0 0.00 1 .3075 129.86 g.-33 6.88 iS: 12.0 0. 00 1 .2394 129.79 7. 16 6.71 iS: 18.0 0.00 1 . 1827 1.29.73 6.56 6.56 15:24.0 0. 00 1 . 1.290 129.67 6.43 6.43 iS:30.0 0.00 1 .0765 129.62 6.29 6.29 APPENDIX i I i l I SOIL CLASSIF.ICA T.ION MAP 1 " _ .1320Pe TON MC SrB HILL ;,t `�" Wr8 �• •-'��, - , yr'�.-L': -4%�' -J" �„ i �' �i e.:L a 'i. r. � `" ix�+�Q/��• \1- She 'Li�fi•'7ik ROD 1 PbBA MC CbB PcE K o t \1.. t..`, G -• � tt 9�*. tlY t � r '.-4Ye ?M\w,r .1jx lf.�t SCA "[�y�+�, Chn MO ` .•� /f�_ O� 4• ,MC �•,`tr Yaer��' t.2'L+�1. 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O I — W MIOOL.ESEX SUFFOLK 6.1 to H w HAMPSHIRE ORCESTER k 6.2'I fO HAMPOEN it %, �� 6.3 _ pG p S RAINFALL DATA MAP p ®ARNSTABL 6.4' 50-YEAR,24 HOUR PRECIPITATION (INCHES) r® 6.5'1 ovK NANTUCKET TP-40 N 6.481 .�q'T 11 6. @1 - i r. o / it N MIOOLESEX SUOLK jN ORCESTER 6.8N' ® NAMWMN �t 7 N I . s RAIWA LL DATA MAP ® a 7.2 100-YEAR,24-HOUR PRECIPITATION (INCHES) NANTUCKET TP-40 FIGURE -1,SHEET e-2 4.2 �i 4.5 II 4.3 4.4 1 � 11 -. 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