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HomeMy WebLinkAbout2000-12-07 Response Comments , ;C 7 1` Marchlonda & Associates, L.P. NOV (l ^J 000 Engineering and Planning Consultants NORTf-I ,ANr+.()VFA PLANNING, riFripm-ITNIENT October 25, 2000 John Chessia, PE Coter• & Colantonio, Inc. 101 Accord Park Drive Norwell, V[A 01845 RE: Engineering Review Endicott plaza Notice of InteDt Dear IV1r. Chessia: Presented below are responses to your connnents (in italics) relative to the Endicott Plaza N.0.1. which were presented in your letter of September 26, 2000. 1, Section 11.)4j 11 rncry be difficult to construct the retaining ivall orr the south side of the lot 11,ithout impacting the no-disturbance zone. This should be monitored chiring construction. The plan view does not represent the wall batter cis indicated on the detail. The hatter mqv result in greater hori.:ontal,footprint cis the height increases, which inay not be acconnnodated in somie areas. Unlike typical cast-in-place retaining walls which require excavation below the frost lime, this type of retaining wall only requires about 1 8" of excavation below existing grade. Three feet is all that is heeded between the 25' buffer and the toe of the wall in order to construct the wall. Refer to the cross section drawings added to sheet E5. Proposed wall thickness is 12" with a Horizontal batter of 1 Y" per vertical foot of wall. With a maximum height of 16', the overall footprint of the wall should not exceed 3'. To be conservative, in plan view the walls have been depicted as 4' wide. Section lV..)B.) !North.drrriover anti State Stortnivater Standards: 2. Standard l 62 Montvale Avenue Tel: (781) 438-6121 Suite I Fax: (781) 438.9654 website: http:tlwww.marchianda.com Stoneham. MA 02180 Email; mail@rnarchionda.com Marchlonda & Associates, L.P. ,;''li •;,. Engineering and Planning Consultants The project appears to meet this standard, however, there are livo drains without tiny flow or invert data which could be potential sources of erosion, One is identified as an overfloit, to the recharge system, the other is labeled FD. On sheet E41 invert and slope information has been added to the subsurface detention area overflow pipes as well as the footing drain. Rip-rap has been proposed at the pipe outfalls. 3. Standard 2 The existing conditions hydrology model indicates one discharge point, 011r' site observations indicate that the site drains to two or more of the abutting wetlands, Although the floiv ldtimately combines offsite, one of the areas appears to he a pond and the other is cr I3Y1T'. The design .sholdd not slit off a water source to a wetland, which may be a result of'this design. The existing pond appears to be fed by groundwater as well as overland flow from fields to the north of the project site. Runoff from the on-site fields is diverted around the pond by existing paths at the southerly edge of the pond. Existing topographic survey has been performed and spot grades in this vicinity have been depicted on sheet El. The discharge point under pre and post development conditions is indicated as a confined wetland. The total increase in runoff volume could raise the flood elevation in the ivetland. This impact should be assessed. Within the wetlands, there is over 70' of grade difference from the project site to where the wetlands reaches Holt Road. This wetland appears to flow and is not impounded by any nearby hydraulic restriction. Additionally; post-development peals stormwater flows from the project site are to be less than existing peals flow rates. Discharge from the site will not increase water levels in the wetlands. The existing conditions cover type for approximately 30% cif the site is indicated as fallvll bare sail with cr C1V of'9I. Dan observation of'the site indicated that the layout of crops would likely infiltrate more runoff' than is accounted for by Fallow/Bare Soil conditions. In the enclosed revised hydrology report, existing conditions has been modeled using a TR-55 groundcover designation of Straight Row Crops-Good Condition (CN=85) for the entire field. No Calculations for' pipe or inlet capacity were included in the submittal. This data should be provided to demonstrate that the stone sever and roof drain systerrrs can collect and convey the flow to the stormwater mancgernerrt 62 Montvale Avenue Tel; (781) 438-6121 Suite I Fax: (781) 438-9654 website: http:tlwww.marchlonda.com Stoneham, MA 02180 Email: mail@marchionda.com & Associates, L.P. Engineering and Planning Consultants st1'lrctures, Of particular concern is by-pass of'the roof drainage .system during the 100-yr storm. Calculations for the parking lot drainage and roof drainage systems have been enclosed for your review. All drainage systems have been designed to capture flows from the 100-year storm event and convey flows to the appropriate detention area. An ol,erflow spillway for• the detention Basin should be included on the plans. Sheets Eel and ES have been revised to show emergency overflow pipes and spillways from proposed stormwater detention areas. 4. Standard 3 It is likely that the required recharge volzrrne ivould be rnet by the proposed design. The design reflects recharge of'the proposed roofs for a 100 yr. Sloan. The capacity of'the recharge system is not clear. Permeability ccrrr not be directly convel'led from percolalion rates. For a system of this size and sensitivity, 1ve 3vould recommend that neural permeability test be performed for the infiltrcrlion system. Soils tests indicate variable percolation test results, Soils based on the 11jRCS 1lrcrps ivozrld not be suitable based on DEP criteria. Several n-rodifications have been made to the proposed recharge system adjacent to the hotel. instead of capturing and infiltrating all incoming runoff, the system has been re-designed to act as a subsurface detention area which will 1-11itigate peak outflows without relying on infiltration. The revised system consists of a network of 30" diameter perforated HDPE drain pipes laid in a bed of crushed stone. Outflow is regulated by an 8" diameter outflow pipe and detention storage is provided by the void areas within the pipes and within the stone bed. Below the outlet invert is an additional 2' depth of stone which provides storage for water which will recharge to groundwater as required by the DEP Stormwater Policy (calculations enclosed). In the revised hydrologic model, proposed peak flow rates do not exceed existing rates even when no credit is taken for potential peak rate reduction provided by the 2' crushed stone sump or exfiltration through the bottom of the system. The application should address the procedures to be ased if this .system requires maintenance 01' 1'L'plLlCernerll. A cross .section, drawn to scale, through the retaining ivall and recharge .system indicating the various fealure including length of'geosynthetic reinforcement and'ihe proximity of'proposed drainage for the wall to the recharge should be provided. 62 Montvale Avenue Tel: (781) 438-6121 Suite I Pax: (781) 438-9654 website: http://www.marchionda.com Stoneham, MA 02180 Email: mail@marchionda.com I Marchionaa & Associates, L.P. Engineering and Planning Consultants Minor revisions have been incorporated in the site drainage system so that absolutely no overland flow enters the subsurface detention system. Only rooftop runoff is directed to this detention area. As an additional safeguard against debris or pollutants, the four manholes discharging to the subsurface detention area are to be equipped with sumps and tees oil the outlet pipes. No maintenance of the system will be needed. As requested, sheet E5 includes a section view through the system drawn to scale. The hydraulics of'the inlet pipe connections to the dr}rivells should be descr•ibe6l It appears that the pipes connect to a fortr foot manhole section located over a 20- inch +l- opening cast in the dryisell. Invert data and elevations of these inlets should be provided together bvith velocity offloiv in the .so-itelitres. Inflow to the revised subsurface detention area is through conventional manhole and pipe connections. Flow information is provided within the drainage system calculations. J Standard 4 It is unclear' that the site will be sivept fi-equently enough to receh,e credit, hotivever the TSS removal will be achievect ivith or ivithout street siveeping. No response required. 6 Standard 5 The ivater quality volume should be calculated and treated in accordance ivith the Storrnivater kIanagenrent Policy. Based oil the Stormwater iManagenient policy the water quality volume is 17,500 cit. ft. (0.5" of runoff multiplied by 9.68 acres of proposed impervious area). In order to meet the 80% TSS removal requirement of the Stornzwater Management Policy, parking lot runoff is treated by Stormceptor water duality devices which Have been sized according to the manufacturer's criteria. As shown on the enclosed literature from the manufacturer's manual, selection of a particular Stormceptor unit is based upon the amount of impervious area tributary to each unit, and does not directly correlate to a water volume as specified by the Stormwater Management Policy. i Standard 6 Not Applicable. 8 Standard 7 62 Montvale Avenue Tel: (781) 438-6121 Suite l Fax: (781) 438-9654 website: http://www.marchionda.com Stoneham.MA 02180 Eniall: mail@marchionda.com I Marchlonda & Associates, L.P. Engineering and K �'"`` Planning Consultants 1Vot applicable. 9 Standw,d s 8 & 9 The subsurface infiltration systein has not suitable means of access to maintain it hvi(hout excavation. Note that the top of the systen7 is approximately nine feet beloly grade. Area drains in addition to the roofs feed the subsurface infiltration system thennelves. A more detailed description of hoi.v this s)stein will be maintained should be provided In addition, monitoring 11'ells should be installed in the system and ineasured on a specified basis to identifj)potential deterioration of the system over time. By revising the grading at the rear of the hotel, the depth of cover over tlhe proposed subsurface system has been reduced. As discussed in the response to Comment 4, now only rooftop runoff enters the system and no need for maintenance is foreseen. As requested, a monitoring well is proposed within the system to allow for the measurement of groundwater elevations. 10 Section IV 1. B. 11inimun? Subinittal Requirements. It is unclear if'an agent of'1he Torvn witnessed the test pits. The Conservation Commission administrator was notified of the testinc), but was unable to attend. 11 Section IV. C. 6. c, The plans should indicate the location of' the overfloly spillway for the detention basins. The spilhvays for both detention basins should be constructed iidth riprap on both sides to avoid erosion and siltation. Riprap sues should be specified Lased on calculated fait,velocities. Rip-rapped overflows have been added to the plans. 12 Section IE C. 6. d. The design of the detention basin includes a srrrnp of' unspecified depth (less than two feet). Given the soils reported in this area it is likely that this 7vill hold hater most of the time. The surface detention basin has been redesigned Nvith a low flow channel sloped to the outlet structure, No sump is proposed in this basin. The basin is designed to drain conhpletely after storm events. 13 Section VI B. 4. The Existing Conditions plan sheet E1 lvas not included in the submittal package, Sheet E l has been included in the enclosed set of revised site plans. 62 Monivale Avenue Tel: (781) 438-6121 Suite I Fax: (781)438-9654 website: http,//www,marchionda.com Stoneham, MA 02180 Email: mail@marchlonda.com i mearaChionda & Associates, L.P. Engineering and Planning Consultants 14 Section VI B. 4. J Flotiv and velocity of the culvert on the south of'the site, tivhich discharges runofjftoin Osgood Street has not been included. As a result of proposed widening of Rt. 125 at the site entrances, approximately 0.2 acres of additional area will be directed into this drainage system. The additional area represents approximately 3% of the total drainage area which drains to this culvert. Although a detailed analysis of this drainage network has not been performed, it is not anticipated that this marginal increase in pavement will increase the potential for erosion at this pipe outfall. If requested by the Commission, a rip-rap apron will be installed at this existing drainage outfall to mitigate any potential impact. General Comments: 15 A structural design for the proposed retaining walls should be indicated 11 does not al)l)ear feasible to construct these walls ivithout hn]_�actirl,,, the 5'-no disturbance 'one. As discussed in the response to Comment 1, there is adequate room to construct the walls without infringing upon the 25' No-Disturbance zone. if required as a Condition of Approval, structural drawings of the retaining wall �vill be submitted to the Commission. 16 It is not recornrnended that churn lines be constructed beneath the building for rnaintenance and accessibilit.v reasons. The drain lines in question are proposed within a vehicular passageway which is spanned by the second story of the proposed office building. Fourteen feet of vertical clearance is proposed to provide adequate clearance for a backhoe should a drain line need replacement. If you have any questions regarding the enclosed drawings, calculation or responses presented herein. please do not hesitate to contact us. Very truly yours, Marchionda & Associates, L.P. David T. Ouellette, P.E. 62 Montvale Avenue Tel. (781) 438-6121 Suite I Pax: (781) 438.9654 website: http://www.marchionda.com Stoneham, MA 02180 Email: mall@marchionda.com Marchlonda & Associates, L.P. Engineering and Planning Consultants cc Brian LaGrasse-NACC William Barrett Michael Howard, Epsilon Associates 62 Montvale Avenue Tel: (781) 438.6121 Suite I Fax: (781)438-9654 website: http://www.marchtonda,com Stoneham, MA 02180 Email: mail@marchionda.com Technical Mar anal Page 16 Based on the performance relationship in Figure 5 (previous page), Table 5 provides rule of thumb drainage area constraints for the Stormceptor models that are manufactured. The STC in the model number refers to the precast concrete version of the Stormceptor. The Stormceptor System is manufactured under license of CSR Hydro Conduit or its subsidiaries in all states except Colorado, Wyoming, Montana, Idaho, North Dakota, South Dakota and Utah. Table 5 indicates that there are four design levels for the Stormceptor. The first three design levels are based on the classification of the receiving waters (river, watercourse). These design levels are for starmwater management plans in which the Stormceptor is the only stonnwater quality measure being implemented. The fourth design level is intended for situations in which the Stormceptor is one of a number of stormwater quality control measures being implemented on a site (i.e. the interceptor discharges to a perforated pipe, sand filter, infiltration trench, etc.) Retrofit designs, in all likelihood, will not be able to meet the design guidelines in Table 5. In these cases, the implementation of the Stormceptor is still applicable since it represents a low cost pleasure to provide some degree of water quality enhancement (spills protection and bedload removal). 9} `fable 5. Maximum Impervious Drainage Area Guidelines (ac) Stormceptor• Degraded/ Treatment Model Sensitive Area Standard Area Altered Area Train (STC) (8017c TSS Removal) (70%TSS Removal) (60%n TSS Renioval) (50%TSS Removal) Series 900 0.45 0.55 0.70 0.90 Series 1200 0,70 0.85 1.05 1.45 Series 1800 1.25 1.50 1.90 2.55 Series 2400 1.65 2.00 2.50 3.35 Series 3600 2.60 3.15 3.95 5.30 ' Series 4800 3.60 4.30 5.40 7.25 Series 6000 4.1�0 5.55 6.95 9.25 Series 7200 5.55 6.70 8.40 11.25 STC=Precast Concrete Mdlen tls of Construc€ion Note: Please contact your local representative for more detailed local sizing information where available. TO A'r Stormceptor' ��� i,�►.���� ��-��� �n VuM,i� Cam- �-�"�� TV Fad "R A.�2 t.+Rat-, "OPP PW fW©5r-W {►h]���Jt�.c r„inV). xXX 000 w N NNN N N N FIA , t1D tA5 -rO t PO a e,-,-> CQtkAL,, 'rO *7 ,6" Of- ►0E-A ,,L,- evGk— tb&/® +SF, . *C-,, Fg-ofoew,17 , tw z.�d doves, A 4.3 110IFT - va G) , CAS TO-AG f-64L Wq r-VIR. -'PI)AP -W V l0 0&X6 Wl'$ r-tAV't.'. f G +r� �S {.alb w . �Q- � �. 77 MF� ten d — 2 a:F -rD lz,4)K) ` 14P t)u4()- �� aF- 714-V 4`(Icpr,[�N3� �s i MARCHIONDA & ASSOCIATES, L.P. JOB Land Planning & Surveying • Civil Engineering SHEET NO, OF 62 Montvale Ave. Suite I STONEHAM, MASSACHUSETfS 02180 CALCULATED BY DATE (781) 438.6121 Fax (781) 438-9654 Email: engineers@marchiunda.Com CHECKED BY DATE SCALE 1',,`a". � � f �:,. ..... A 0 o L,0 3, ' MAL) , 1 ` I 10-22 Drainage and Erosion Control 1o.a 9.0 8.0 7.0 6.0 5.a ' 40 3.0 ,00 YF� 2.0 ss yfi�Rs YF. S 1.5 srF qs Q ,F s FREQUEN (YRS. ) O 1.0 �A9S L 8 Q .1 cn .6 Q7 C -I U c 4 F-- z 2 W F- Z .1S J J Q LL z .09 Q .Oa i 07 .06 .05 .04 .03 02 .a1 5 6 7 8910 15 20 30 40 50 60 2 3 4 5 6 8 10 12 18 24 (MINUTES) DURATiON (HOURS) Figure 10-4, Intensity — Duration -- Frequency Curve for Boston, MA E 08/14/00 Open Channel Flow for Rectangular Channel Input Quantities Bottom Width: 0 . 3300 ft Manning' s n: 0 . 0110 Channel Slope : 1 . 0000 Flow Rate : 0 . 2200 cfs 1 , Calculated Depth of Flow: 0 . 1644 ft p ° b > Calculated Quantities Area Of Flow: 0 . 0543 sf Wetted Perimeter: 0 . 6589 ft Hydraulic Radius : 0 . 0824 ft Velocity; 4 . 0545 ft/s Critical Slope : 0 . 9399 Froude Number: 1 . 7621 Critical Depth: 0 . 2399 ft HHCalc, Version 7 . Os Eagle Point, 4131 WestMark Drive, Dubuque, IA, 52002 , 1-800-678-6565 MARCHIONDA & ASSOCIATES, L.P. SOB Land Planning & Surveying • Civil Engineering SHEET NO. OF 62 Montvale Ave. Suite I STONEHAM, MASSACHUSETTS 02180 CALCULATED By DATE (781) 438-6121 Fax (781) 438-9654 Email: engineers@nlarchionda.CQm CHECKED BY DATE SCALE oc Gam° :...... i 10/23/00 AT W PC Manning' s Equation for Uniform Flow in a Circular Pipe Input Quantities Diameter: 6 . 0000 in Manning' s n: 0 . 0110 Slope : 2 . 0000 Calculated Flow Rate : 0 . 9372 cfs > 0.� - � � . Calculated Velocity: 4 . 7729 ft/s Calculated Depth : 6 . 0000 in Calculated Quantities Area Of Flow: 0 . 1964 sf Wetted Perimeter: 18 . 8496 in Hydraulic Radius : 1 . 5000 in d/D Ratio : 1 . 0000 parts Velocity Head; 0 . 3537 ft Critical Depth: 5 . 5860 in Full Capacity: 0 . 9372 cfs Max Capacity: 1 . 0081 cfs HHCalc, Version 7 . Os Eagle Point , 4131 WestMark Drive, Dubuque, IA, 52002 , 1--800-678-6565 10/20/00 STORM SEWER SUM4ARY REPORT PAGE 1 OF 1 FILE: FORGETRI,STM RAINFALL FILE; N_ANDOVR.RND 10 YEAR DESIGN STORM I = 62.240/ ( Tc + 12.250) 0.850 LINE ID FLOW RATE INFO 1 PIPE INFO 1 HYDRAULIC INFO LINE41 DESCRIPTION ZINC ARIRUNOFFCIINLTIMEIINLT IIINC CIAI INPUTQ JUNIFOPJ41STZE/I INVERT IPIPE I NVAL IHGLSLOPEIHYD GRD I VEL I DOWNLINEN ITOT ARJWEIGHTDI Tc ITOTL 11TOT CIAI TOTALQ IFLOWCAPITYPE IUP/DOWN ILEN ' IINVSLOPI JLC IUP/D04dN IUP/DOWN I I (ac) { C I (min) 1 (in/h) 1 (cfs) I (cfs) I (cfs} 1 (in) I (ft) 1 (ft) I (ft/ft) I (ft/ft) 1 (ft) I (ft/s) I I I 1 ! I I I I I I I I I I I I RDVHLO-R➢MiHll 1 0.01 0.001 0.001 7.401 O.00I 0.001 1 18DI 138,121 361 0,0111 0.0151 138.671 7.24 I DNLN = 0 1 1.21 0.901 3.4.561 3.801 4.241 4.241 15.21 18DI 137,581 1 0.0151 1.00 1 138,131 7.24 i 1 I 1 i I I i I I I I 1 I I 2 1 RDMH9-RDMHIO 1 0.11 0.901 10.001 4.451 0.361 0.001 1 18DI 142.461 2831 0.0111 0.0131 143.261 4.60 I DNLN = 1 1 1.21 0.901 13.281 3.961 4.421 4,421 15.21 18D1 138,221 1 0,0151 1.00 1 139.481 2.79 3 I RDMH8-RDMH9 1 0.01 0,001 0.001 7.401 0,001 0.001 1 12DI 145.441 971 0.0111 0.0051 145.901 3.55 I DNLN = 2 1 0.41 0.901 12.821 4.031 1.271 1.271 3.01 12D1 144.961 1 0.0051 1.00 1 145.421 3.55 1 1 1 1 1 I 1 I 1 1 1 1 1 1 1 4 1 RD.tH7-RDMH8 1 0.21 0,901 10.001 4.451 0.681 0.001 1 12D1 146.601 2111 0.0111 G,G051 147.091 3.47 I DNLN = 3 1 0.41 0.901 11.721 4.181 1.321 1.321 3.01 121)1 145.541 1 0.0051 1.00 1 1.46,101 2.91 5 1 RDMH6-RDMH7 1 0.21 0.901 10.001 4.451 0.721 0.001 1 12DI 147.831 2261 0,0111 0.0051 148.311 2.83 I DNLN - 4 1 0.21 0.901 10.001 4,451 0.721 0.721 3.01 12D1 146,701 I 0,0051 1.00 1 147.271 1.55 I I I I I I I I I I I I 1 1 ! 6 1 RBM5-RD.IH9 1 0.21 0,90) 10.001 4.451 0.641 0.001 1 12DI 145.301 671 0.0111 0.0071 146.141 4.16 I DNLN = 2 1 0.81 0.901 12.651 4.051 2.921 2,921 3.01 12D1 144,961 1 0,0051 1.00 1 9.45.681 4.79 7 1 RDMH4-RDMH5 1 0.21 0.901 10.001 4.45I 0.681 0.001 1 12DI 146,221 1631 0,0111 0.0031 146,931 4.03 I DNLN - 6 1 0.61 0.901 11.881 4.161 2.401 2.401 3.01 12D1 145.401 1 0.0051 1.00 1 146,401 3.05 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 B I RDMH3-RDM4 1 0,21 0.901 10.001 4.451 0.881 0.001 1 12DI 147,221 1801 0.0111 0.0031 147.761 3.02 1 ➢NLN = 7 1 0.21 0.901 10,001 4.451 0.881 0.881 3.01 12DI 146.321 1 0.0051 1.00 1 147,181 1.23 I I I I I I I I I I I I I 1 1 9 ( RDMH2-RDM]14 1 0.01 0.001 0.001 7.401 0.001 0.001 1 12DI 146.901 1151 0.0111 0.0011 147,321 3.07 I DNLN = 7 1 0.31 0.901 11.011 4.291 0.971 0.971 3.01 12D1 146.321 1 0.0051 1,00 1 147,181 1.34 10 1 RDMH1-RDkIH2 1 0.31 0,901 10.001 4,451 1.001 0.001 1 12DI 147,901 1901 0.0111 0.0061 146.481 3.16 1 DNLN = 9 1 0.31 0,901 10.001 4.451 1.001 1.001 3.01 12DI 147.001 1 0.0051 1.00 1 147,471 2.78 IO/20/00 STORM SEWER SUhMRY REPORT PAGE I OF 1 FILE: FORGETRI.STM RAINFALL FILE: N ANDOVR.RND 100 YEAR DESIGN STORM 1119.420/ ( Tc + I6.250) 0,90c LINE ID I FLOW RATE INFO PIPE INFO I HYDRAULIC INFO LINE##1 DESCRIPTION ZINC ARIRUNOFFCIINLTIMEIINLT IIINC CIAI INPUTQ I UNIFORM ISIZE/IINVERT IPIPE I NVAI, IHGLSI.OPE}HYD GRD I VEL I DOKNLINE# ITOT ARIWEIGHTDI Tc ITOTL IITOT CIAI TOTALQ IFWWCAPITYPE IUP/D0WN IIEN IINVSLOPI JLC IUP/DOWN IUP/DO;lTM I I (ac) I C I (min) I (in/h) I (cfs) I (cfs) I (cfs) l(in) I (ft) 1 (ft) 1 (ft/ft) 1 (£t/ft) I (ft} I (ft/s) 1 I RDMH10-RDMHll 1 0.01 0.001 0.001 9,711 0.001 0.001 1 18DI 138.121 361 0.0111 0.0151 138.801 7.88 I DNLN = 0 1 1.21 0.901 14,451 5.481 6.111 6.111 15.21 18DI 137,58I 1 0.0151 1.00 1 138,261 7.88 2 I RDMH9-RDMHl0 I 0.11 0.901 10.001 6.311 0.511 0.001 1 18DI 142,461 2831 0.0111 0.0131 143.421 5,29 1 DNLN = I 1 1.21 0.901 13,381 5.661 6.311 6.311 15.21 18D1 138,221 1 0.0151 1.00 1 139.761 3.57 I I I I I I ( I I I I I I I I 3 I RDi4H8-RDhIII9 I O.OI 0.001 0.001 9.711 0.001 0,001 1 12DI 145,441 971 0.0111 0.0051 146.021 3.88 DNLN = 2 1 0.41 0.901 12.541 5.801 1.831 1.831 3.01 12DI 144.961 1 0.0051 1.00 1 145.531 3.93 I I I I I I I I I I I I 1 1 4 I RDMH7-RDMH8 I 0,21 0.901 10.001 6,311 0.971 0,001 1 12DI 146.601 2111 0.0111 0.0041 147.181 3,97 I DNLN = 3 1 0.41 0.901 11,551 5.991 1.891 1.691 3,01 12D1 145.541 1 0.0051 1.00 1 146.251 3.15 I I I I I I I I ! 1 I I I I 1 5 I RDMH6-RDMH7 1 0.21 0.901 10.001 6.311 1,021 0.001 1 12DI 147.831 2261 0.0111 0,0041 14B.421 3.IB DNLN = 4 1 0.21 0.901 10.001 6,311 1.021 1.021 3.01 12DI 146.701 1 0.0051 1.00 1 147.431 1.67 I I I I i I I I I 1 1 I 1 1 i 6 I RDMH5--RDi4H9 1 0.21 0,901 10,001 6.311 0.911 0.001 I 12DI 145.301 671 0.0111 0.0101 146.511 5.22 I DNLN = 2 1 0.91 0.901 13.181 5,691 4.101 4,101 3.01 12DI 144,961 1 0.0051 1,00 1 145.831 5,66 I I 1 7 I RDMH4-RDM15 1 0.21 0.901 10.001 6.311 0.971 0.001 1 12DI 146.221 1631 0,0111 0,0061 147.961 4.26 I DNLN = 6 1 0.61 0.901 12.531 5.811 3.341 3,341 3.01 12DI 145.401 1 0.005I 1.00 1 146.931 4.26 I I I I I I I I I 8 I RD.1H3--RDi4H4 1 0.21 0.901 10,001 6,311 1.251 0.001 1 12DI 147.221 1801 0.0111 0.0011 148.441 1.59 I DNLN = 7 1 0,21 0.901 10,001 6,311 1.251 1.251 3,01 12DI 146.321 1 0,0051 1,00 1 148.241 1.59 I I I 1 1 I 1 I 1 1 1 I 1 1 1 9 I RDMH2-RDMH4 1 0.01 0.O01 0.001 9.71( 0.001 0.001 1 12DI 146.901 1151 0.0111 0.0011 148,361 1.72 I DNLN = 7 I 0.31 0,901 11.411 6.021 1.351 1.351 3.01 12DI 146,321 1 0.0051 1.00 1 148.241 1.72 1 1 I I 1 I 1 1 I I I 1 1 I 1 10 1 RDMHI-RDM92 1 0.31 0.901 I0.001 6.311 1.421 0.001 1 12➢I 147.901 1801 0,0111 0.0021 148.701 2.37 1 DNLN = 9 1 0.31 0.901 10.001 6.311 1.421 1.421 3.01 12D1 147.001 1 0.0051 1.00 1 148.411 1.91 10/20/00 STORM SEWER SUMMARY REPORT PAGE 1 OF 1 i I FILE! F0RGETR2.STM RAINFALL FILE; N ANDOVR.RND 10 YEAR DESIGN STORM 1 = 62.240/ ( Tc + 12.250) 0.850 '... LINE I❑ ! FLOW RATE INFO I PIPE INFO I HYDRAULIC INFO LINE#I DESCRIPTION ZINC ARIRUNOFFCIINLTIMEIINLT IIINC CIAI INPUTQ IUNIFORMI SIZE/IINVERT JPIPE I NVAL IHGLSLOPEIHYD GRD I VEL i DO}gNLIN£# _ITOT ARIWEIGHTDI Tc ITOTL IITOT CIAI TOTALQ IFLOWCAPITYPE IUP/DOWN ILEN 11NVSLOPI JLC IUP/DOWN IUP/DOWN I I (ac) I C I (min) I (in/h) I (cfs) I (Gfs) i (cfs) 1 (1n) I (ft.) I (ft) I (ft/ft) I (ft/ft) I (ft) I (ft/s) I I I I I I I I I I I I I I I 1 I RDMHl7-RDMH18 1 0.01 0,001 0,001 7.401 0.001 0.001 I 15DI 137,501 761 0.0111 0.0101 137.931 4.91 I DNLN = 0 1 0.51 0.901 13.231 3,971 1,821 1.821 7.61 15DI 136.741 1 0.0101 1.00 1 137.171 4.91 I I I ! I I I I I I I I I I 2 I RDMH16-RDMH17 1 0.21 0.901 10.001 4.451 0.121 0.01)1 1 12DI 138.791 1041 0.0111 0.0091 3.39.271 2.83 i DNLN = 1 1 0.21 0.901 10,001 4.451 0,721 0.721 4.21 12D1 137.75I 1 0.0101 1.00 1 138.301 1.62 I I I I I I I I I I ! I I I I 3 I RDMH15-RDMH17 1 0.01 0.001 0.001 7.401 0.001 0.001 1 12D1 139,391 1641 0.0111 0,0091 139.861 3.37 i DNLN = l 1 0.31 0.901 12,331 4.091 1,221 1.221 4.21 12DI 137,75I 1 0.0101 1.00 1 138.301 2.74 i I I I I 4 i ROOF-RDMH15 1 0.11 0.901 10.001 4.451 0.361 0,001 1 6D1 140.331 341 0,0111 0,015I 140.781 3.44 i DNLN - 3 I 0.11 0.901 10.001 4.451 0.361 0,361 0,71 6➢I 139,991 1 0.0101 1.00 1 1,40.251 3,44 I I I I 5 i RDMH14-RDMH15 1 0.01 0.001 0.001 7.401 0,001 0.001 1 12DI 141,231 741 0.0111 0,0101 141.551 4.14 I DNLN = 3 1 0.21 0.901 12.031 4.141 0,891 0.891 4.21 12DI 140.491 1 0.0101 1.00 1 1.40.811 4.14 6 I RDMH13-RDI4Hl4 1 0.21 0.901 10.001 4,451 0.601 0.001 1 12DI 142,841 1511 0.0111 0,0091 143,251 3.07 1 DNLN = 5 1 0.21 0.901 11,121 4.271 0.921 0.921 4.21 12DI 141.331 1 0.0101 1.00 1 141.821 2.44 I I I I I I I 7 i ROOF-RDMH13 1 0.11 0.901 10.001 4.451 0.361 0,001 1 12D1 144.061 1121 0.D11I 0.0091 144.401 2,29 t DNLN = 6 1 0.11 0.901 10.001 4.451 0.361 0.361 4.21 12DI 142,941 1 O.D101 1.00 1 143.39I 1.04 i 10/20/00 STORM SEWER SUMMARY REPORT PAGE I OF I FILE: FORGETR2.STM RAINFALL FILE: N ANDDVR,RND 100 YEAR DESIGN STORM I = 119.420/ ( Tc + 16,250) 0.900 LINE ID I FLOW RATE INFO ( PIPE INFO HYDRAULIC INFO LINE##I DESCRIPTION ZINC ARIRUNOFFCIINLTIMEIINLT IIINC CIAI INPUTQ 1UNIFORMI SIZE/IINVERT IPIPE I NVAL IHGLSLOPEIHY➢ GR➢ I VEL I DOWNLINE4 ITOT ARIWEIGHTDI Tc ITOTL IITOT CIAI TOTALQ IFLOWCAPITYPE IUP/➢ONN ILEN IINVSLOPI JLC IUP/DOYEN IUP/DOWN I (ac) C I (min) 1 (in/h) 1 (cfs) I (cfs) I (cfs) 1 (in) I (ft) I (ft) 1 (ft/ft) l (ft/£t) 1 (ft) I (ft/s) 1 I RDMH1'7-RDMH18 1 0,01 O.00I 0.001 9.711 0.001 0.001 1 15D1 137.SOI 761 0.0111 0,0101 138.021 5.47 DNLN m 0 1 0.51 0,901 12.941 5,731 2.631 2,631 7,61 15DI 136,741 1 0.0101 1.00 1 137.261 5.47 I I 1 1 1 1 1 1 I 1 1 1 1 1 1 2 1 RDMH16-RDMH17 1 0,21 0.901 10,001 6.311 1.021 0.001 1 12DI 138.79I 1041 0.0111 0.0091 139.381 3.18 DNLN = 1 1 0.21 0.901 10,001 6.311 1.021 1.021 4.21 12➢I 137.751 1 0.0101 1.00 1 138.481 1.66 I I I I I I I I I I I I I 1 1 3 I RDMH15-RDMH17 1 0,01 0.001 0,001 9.711 0.001 0.001 1 12DI 139.391 1641 0.0111 0.0091 139.961 3.86 DNLN - 1 1 0.31 0.901 12.121 5,881 1.751 1.751 4.21 12DI 137.751 1 0.0101 1,00 1 138.481 2.83 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4 I ROOF-RDMH15 1 0.11 0.901 10.00I 6.311 p.511 0.001 1 6D1 1.40.331 341 0.0111 0.0161 140.871 3.71 DNLN = 3 1 0,11 0,901 10.001 6.31I 0,511 0.511 0.71 6DI 129.991 1 0.0101 1.00 1 140,32I 3.71 i I 1 I I 1 I I I 1 I I I I i 5 I RUMH14-RDMH15 1 0,01 0.001 0.001 9.711 0.001 0.001 1 12DI 141.231 741 0,0111 0.0101 141.621 4.51 DNLN = 3 1 0.21 0,901 11.851 5.931 1.281 1,281 4,21 12DI 140,491 1 0.0101 1.00 1 140,881 4,51 I I 1 I I I I I I I i I I I i 6 I RDMH13-RVMH14 1 0.21 0.901 10.001 6.311 0.851 0,001 I 12DI 142.B41 1511 0.0111 0.0091 143.331 3.47 DNLN = 5 1 0,21 0.901 11,031 6.091 1.321 1.32I 4.21 12DI 141.331 1 0.0101 1,00 1 141.941 2.64 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 7 I ROOF-RDMH13 I 0,11 0.90I 10,001 6.31I 0.511 0.001 1 12DI 144.061 ll21 0.0111 0.0081 144.461 2,54 I DNLN = 6 1 0.11 0.901 10.001 6,311 0.511 0.511 4.21 12➢1 142.941 1 0.0101 1.00 1 143.511 1.10 i I 10/20/00 STORM SEWER SUMMARY REPORT PAGE 1 OF 3 FILE: FORGET A.STM RAINFALL FILE: N_ANDOVR.RND 10 YEAR DESIGN STORM I - 62,240/ ( Tc + 12.250) 0.850 - r LINE ID I FL04 RATE INFO I PIPE INFO HYDRAULIC INFO LINE#1 DESCRIPTION ZINC ARIRUNOFFCIINLTIM2jlNLT IIINC CIAI INPUTO IUNIFORMI SIZE/IINVERT (PIPE I NVAL 114GLSLOPEIHYD GRD I VEL I DOWNLINE# ITOT AR}WEIGHTDI Tc ITOTL IITOT CIAI TOTALQ IFLOWCAPITYPE IUP/DOi•FN ILEN IINVSLOPI JLC IUP/DOWN IUP/DOWN I I (ac) 1 C I (min) I (in/h) 1 (cfs) I (cfs) (cfs) I (in? I (ft) 1 (ft} I (ft/€L) 1 (ft/ft) I (it) I (ft/s) I I I I I I I I I I I I I I I 1 I STC1-Ml I 0.01 0.001 0,001 7.401 0.001 0.001 1 24DI 136.341 651 0.0111 0.0041 137.741 6.57 '.. I DNLN - 0 1 5,41 0,721 13.621 3.921 15,431 15.431 19.31 24DI 136,001 1 0.0051 1.00 I 137.461 6.29 I I I I I I I I I I I I I I I 2 1 MH9D-STCI 1 0.01 0.001 0,00} 7,401 0.001 0.001 1 24DI 136.501 151 0.0111 0,0031 138.451 4.95 1 DNLN = 1 1 5,41 0.721 13.571 3.931 15,451 15.451 19,51 24DI 136.421 1 0.0051 1.00 1 138.411 4.92 I I I I 3 1 CB17-1-IH9D 1 0,41 0,851 10.001 4.451 1.591 0.001 1 12DI 139.451 171 0,0111 0.0581 140.441 6.39 I DNLN - 2 1 0,41 Q.851 10.001 4.451 1.591 1,s91 6,01 12D1 139.101 1 0.0211 1.00 1 139.451 6.39 4 1 1,1E9C-M149D 1 0.01 0.001 0.001 7.401 0.001 0,001 1 15D1 137.451 391 0.0111 0.0011 138.881 2.25 I DNLN = 2 1 0.91 0.771 11.451 4.221 2,761 2,761 5.51 15D1 137.25I 1 0.0051 1.00 1 138.831 2.25 i i I I I I ! I I I I I I I I 5 1 CB16-MH9C 1 0.21 0.751 10.001 4.451 0.801 0.001 1 12DI 137,741 71 0,0111 0.0031 136,961 2.02 I DNLN = 4 1 0.21 0.751 10.001 4.451 0.901 0.801 3.21 12DI 137.701 1 0.0061 1.00 1 136.961 1.02 I I I I I I I I I I I I I I I 6 1 MH98-MH9C I o.01 0.001 0.001 7.401 0,001 0.001 1 15DI 137.911 911 0,0111 0.0011 139.021 1.79 1 DNLN - 4 1 0.61 0,781 10,591 4.361 2.061 2,061 5.41 15DI 137.451 1 0.0051 1.00 1 138.961 1,68 I I I I I I I I I I I I I I I 7 1 MH9A-MH9B 1 0.01 0.001 0.001 7.401 0,001 0,001 1 15DI 138,161 491 0.0111 0,0001 139.091 2.16 1 DNLN = 6 1 0.61 0.781 10,191 4.421 2.091 2.091 5.51 15DI 137.911 1 0.0051 1.00 1 1.39.071 '1.76 I I I I I I I I I I I I I I I 8 1 CB26-MH9A 1 0.31 0,701 10.001 4.451 0.941 0,001 1 12DI 138,451 81 0.0111 0.0051 139.201 1.57 I DNLN - 7 1 0,31 0.701 10,001 4,451 0.941 0.941 3.01 12DI 138,411 1 0,0051 1,00 1 139.151 1.49 I I I I i I I 1 I I I I I I I 9 1 CB27-[IH9A 1 0.31 0,851 10.001 4.451 1.171 0.001 1 12DI 118.531 241 0.0111 0.0041 139,241 2,24 DNLN W 7 1 0.31 0.851 10.001 4,451 1.171 1,171 3.01 12DI 138.411 1 0.0051 1.00 1 139.151 1,97 I i I I i I I I I I I 1 I 1 I 10 1 M148-MR9D 1 0.01 0.001 0.001 7.401 0.001 0.001 I 24DI 137.301 1561 0.0111 0.0021 139,091 3.97 I DNLN = 2 1 4.21 0.701 12.891 4,021 11.751 11.751 19.1I 24DI 136.501 1 0.0051 1.00 1 138.831 3.74 71 1 CB15--MH8 1 0.11 0.901 10.001 4.451 0.201 0.00} I 12DI 141,651 41 0.0111 0.1091 142,041 4,29 1 DNLN = 10 1 0.11 0.901 10.001 4.451 0.201 0,201 8.21 12DI 141.501 1 0.0371 1.00 I 14 1,611 4.28 I I I I I I I I I I I I I 1 1 12 I M147-MHB 1 0,01 0.001 0.001 7.401 0,001 0.001 1 24DI 137.501 501 0,0111 0.0021 139.421 3.76 1 DNLN = 10 i 4.11 0.701 12.671 4.051 11.661 11.661 16.91 24DI 137.301 1 0.0041 1,00 1 139.331 3.71 I I I I I I I I I I I I 1 13 I CB14-MH7 1 0.11 0.901 10.001 4,451 0.401 0.001 1 12D1 142.601 281 0.0111 0.0461 143,141 4.91 1 DNLN = 12 I 0.11 0,901 10.001 4.451 0.401 0.401 7.51 12DI 141.701 1 0.0321 1.06 1 141.861 4,91 I 10/20/00 STORM SEWER SUMI4ARY REPORT (continued) PAGE 2 OF 3 FILE; FORGET A.STM RAINFALL FILE: N ANDOVR.RND 10 YEAR DESIGN STORM I = 62.240/ ( Tc + 12.250) 0.850 LINE ID I PLOW RATE INFO I PIPE INFO I HYDRAULIC INFO LINE#1 DESCRIPTION ZINC ARIRUNOFFCIINLTIMEIINLT IIINC CIAI INPUTQ IUNIFORMISIZE/11NVERT 1PIPE I NVAL IHGLSLOPEIHYD GRD I VEL I DOWNLINE# ITOT ARIWEIGHTDI Tc ITOTL IITOT CIAI TOTALQ IFLOWCAPITYPE IUP/DOWN ILEN IINVSLOPI JLC IUP/DOWN IUP/DONE I I (ac) I C I (min) I (in/h) 1 (cfs) I (cfs) I (cfs) J(in) j (ft) I (ft) ( (ft/ft) 1 (ft/ft) I (ft) I (Et/s) I I I ( I I I I 1 1 I I 1 I 14 I CB13-MH7 1 0.31 0.901 10.00I 4,451 1.121 0.001 1 12D1 142,60I 201 0.011I 0,0911 143,771 7,72 I DNLN 12 1 0.31 0.901 10.00I 4.451 1.121 1,121 8.91 12DI 141.70I I 0.045I 1,00 I 141.941 7.72 I I I I I i I I I I I I I I 15 1 MH6-MH7 I O.DI O,ODI 0.001 7.401 0.00I 0.001 1 24DI 137.771 501 0,0111 0.001( 139,711 3.33 DNLN = 12 I 3.71 0.691 12,411 4.081 10.36I 10.36I 19.61 24DI 137.50I 1 0,005I 1.00 I 139,641 3.30 1 I I 1 E 1 I I I I 1 I I 1 1 16 I CH12-MH6 1 0.2I 0.651 10,001 4.451 0.461 O.00I I 12DI 141.751 101 0,011I 0.0751 141,921 7,47 I DNLN = 15 1 0.2I O,71I 10.091 4.441 0.661 0.661 11,51 120I 141,00) 1 0.075I 1,00 I 141,171 7.47 1 1 1 1 1 1 1 1 1 I1 1 I 1 17 I TRENCH-CB12 1 0,11 0.90I 10.001 4.451 0.20I O,QOI I 6DI 147.001 361 0,0111 0.1281 147.811 6.73 I DNLN = 16 1 0.11 0.90I 10.00I 4.451 0,201 0.20I 2.21 6DI 143,10I 1 0,1081 1.00 I 343,20I 6.73 I I I I I I I I I I I I I I I 18 I CB11-IIH6 I O.1I 0,90I 10.00I 4.451 0.201 0.00I 1 12DI 141.901 221 0,011I 0.054I 142,291 4,28 DNLN 15 1 0.11 0.901 10.00I 4.451 0.201 0.20I 8,51 12DI 141,001 1 0,041I 1.00 1 141,111 4.28 I I I I I I I I I I I I I I 19 I MH241116 1 0.0I 0.00I 0,00I 7.40I 0,00I 0.00I 1 24DI 138.45I 1341 0,011I 0.001I 140.001 3.76 I DNLN 15 1 3.51 0.681 11.77I 4,171 9,791 9.791 19,01 24DI 137.77I I 0.005I 1.00 1 139.881 3.12 I E ! I 1 I I 1 I I I I I I 1 20 I CB3-MH2 I 0.21 0.651 10.00I 4.451 0.641 0.001 1 12DI 143,00I 20I 0,011I 0.047I 143.651 5.34 I DNLN 19 I 0.21 0,651 10.001 4,451 0.641 0.641 6.71 12DI 142.50I 1 0.025I 1.00 1 142.711 5.34 I 1 f I 1 I I ! I I I I I I I 21 I AfHl-MH2 1 0.OI 0,O01 0.00I 7.40I 0.00I 0.001 1 12DI 144.581 2491 0,011I 0,020I 145,07I 7.43 DNLN = 19 I 1.01 0.63I 10.80I 4.321 2.841 2.841 6.OI 12DI 139.60I 1 0.020I 1.00 1 140.09I 7.43 I 1 I I I I I I I I I I I I I 22 I CB2-MHl I 0.61 0.65I 10,00I 4.451 1,621 0.00I 1 12DI 144.841 BI 0.011I 0.010I 146.00I 2.06 DNLN W 21 I 0.61 0,65I 10,00I 4.451 1.621 1,621 6.01 12DI 144.681 1 0,020I 1.00 1 145,931 2.07 I I I I 1 I I I I I I I 1 I 1 23 I CBI-Mill I 0.51 0.61I 10,00I 4,451 1.30I 0.001 1 12DI 145.911 1231 0.0111 0.005I 14G.581 3.46 DNLN = 21 I 0.51 0.61I 10.O0I 4.451 1.30I 1.30I 4.21 12111 144,681 I 0.010I 1.00 1 145.931 1.66 I I 1 I I I I l I I 1 I I I 1 24 I MH5-HH2 I 0.01 0.O0I 0.00} 7.40I 0,00I 0.001 1 13DI 139.531 1141 0.011I 0.003I 140,51I 5.33 I DNLN = 19 1 2.21 0.70I 11,371 4.231 6.541 6.541 6,81 18DI 13B.961 1 0,005I 1.00 1 140,22I 4.14 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 25 I I.1H4-MH5 1 0.OI 0.001 0.00I 7.40I 0.00I 0.00I 1 15DI 140.151 221 0.011I -0.001I 140.94I 1.48 DNLN = 24 1 0.3I 0.871 10.59I 4.361 1.211 1.211 9.91 15DI 139.781 1 0.017I 1.00 1 140.95I 1.01 I I I I I I I ( I I I I I 1 1 26 I CB10-MH4 1 0.1I 0,851 10,00I 4,451 0,421 0,001 I 12DI 140.301 241 0,011I 0.000I 140.98I 0.74 DNLN = 25 I 0.11 0,851 10.00I 4.451 0,421 0.421 3.31 12DI 140.151 1 0,006I 1.00 1 140.58I 0.60 ',, 10/20/00 STORM SEWER SUMMARY REPORT (continued} PAGE 3 OF 3 FILE: FORGET A.STM RAINFALL FILE; N ANDOVR.RND 10 YEAR DESIGN STORM I = 62.240/ [ Tc + 12.250) 0,850 LINE ID I FLOW RATE INFO I PIPE INFO I HYDRAULIC INFO LINE41 DESCRIPTION ZINC ARIRUNOFFCIINLTIMEIINLT IIINC CIAI INPUTQ JUNIFORMISIZE/IINVERT IPIPE I NVAL IHGLSLOPEIHYD GRD I VEL '.. I ➢OWNLINEff ITOT ARIWEIGHTDI Tc ITOTL IITOT CIAI TOTALQ IFLOIACAPITYPE IUP/DOWN ILEN IINVSLOPI 3LC IUP/D041N )UP/DOWN I I (ac; I C I (min) I (in/h) I (cf8) I (cfs) I (cfs) J (in) I (ft) I (ft) I (ft/ft) I (ft/ft) I (it) (ft/s) I I I I I I I I ! I I I I ! I 27 I CB9B-MH4 1 0,11 0.851 10.001 4,451 0.381 0.001 ( 12DI 140,191 BI 0.0111 0.0001 140.981 3,22 I DNLN = 25 1 0.21 0.881 10.25I 4.411 0.811 0.811 3.0f 12DI 140.151 1 O,D05I 1,00 1 140,981 1.17 I I I I I I I I I I I I I I I 28 I C69A-C3914 I 0.11 0.901 10.001 4,451 0.441 0.001 1 12DI 140.3SI 121 0,OIll 0.0011 141.011 0,82 I DNLN = 27 1 0.11 0.901 10.001 4,451 0.441 0.441 3.01 12DI 140.291 1 0,0051 1.00 1 141.001 0.74 I I I I I I I I I I I I I I I 29 I CB8-MH5 I 0,21 0.701 10.001 4.451 0.561 0.001 } 12DI 140.351 141 0.0131 0.0011 140.971 1.15 I DNLN 24 1 0,21 0.701 10.001 4.451 0.561 0.561 5.41 12DI 140,031 1 0.0231 1.00 1 140.951 0.74 30 I CB?-MH5 1 0,61 0.851 10.001 4,451 2,461 0.001 1 12DI 140.901 361 0.0111 0,0251 141.871 4,44 I DNLN = 24 1 0,61 0.651 10.001 4.451 2.461 2.461 6.51 12DI 140.031 1 0.0241 1.00 1 140.951 3.25 31 1 MH3-MH5 1 0.01 0.001 0.001 7.401 0.001 0.001 1 12DI 140.301 541 0.0111 0.0031 141,091 3.77 ' 1 DNLN = 24 1 1,11 0,561 11.121 4.271 2.521 2.521 3.01 12DI 140,031 1 0.0051 1.00 1 140.951 3.32 I I I I I I I I I I I I I I I 32 1 CB6-MH3 1 0.11 0,601 10.001 4.451 0.371 0.001 1 12DI 140.40I 201 0.0111 0.0001 141.321 0.50 1 DNLN = 31 1 0.11 0.601 10.001 4,451 0.371 0.371 3,01 12DI 140.301 1 0.0051 1.00 1 141.311 0.48 I I I I I I I I I I I I I I 33 1 CB5B-1`1133 1 0.21 0,851 10.001 4.451 0.831 0.001 1 12DI 140.501 201 0.0111 0.0001 141,321 2.1.3 1 DNLN = 31 1 0.71 0.461 10.951 4.3DI 1.471 1.471 4,21 12DI 140,301 1 0.D101 1.00 1 141.33.1 1.88 I 1 1 1 1 1 ! 1 1 1 1 1 1 1 1 34 1 CB5A-CB5B 1 0.51 0.301 10,001 4.451 0.691 0.001 1 12DI 141.141 1091 0,0111 0.0021 141.621 2.75 1 DNLN = 33 1 0,51 0.301 10.001 4,451 0,691 0,691 3,01 12DI 140.601 1 0.0051 1.00 1 141.391 1.04 I I I I I I I I I I I I I I 35 1 CB4-1,IH3 1 0.21 0,901 10.001 4.451 0.721 0.00I I 12DI 140.561 281 O,D111 0.0011 141.331 1.14 1 DNLN = 31 1 0.21 0.901 10.001 4.451 0.721 0.721 4,11 12DI 140.301 1 0.0091 1.00 1 141.311 0.92 10/20/00 STORM SEWER S=4ARY REPORT PAGE I OF 3 FILE: FORGET A,STM RAINFALL FILE: N_ANDOVR.RND 100 YEAR DESIGN STORM 1 = 119.420/ ( To + 16.250) " 0.900 LINE ID FLOW RATE INFO PIPE INFO HYDRAULIC INFO LINES#I DESCRIPTION ZINC ARIRUNOFFCIINLTIM£IINLT IIINC CIAI INPUTQ IUNTFORMISIZE/IINVERT IPTPE I NVAL IHGLSLOPEIHYD GRD I VEL 1 DOWNLI14BU ITOT ARIWEIGHTDI To 1TOTL IITOT CIAI TOTALQ IFLOWCAPITYPE IUP/DO1.7N ILEN 11NVSL0PI JLC IUP/DOWN IUP/DOWN (ac) I C I (min) ( Iin/h) I (cfs) (cfs) I (cfs) I (in) I (ft) I (ft) I (ft/ft)I (ft/ft)I (ft) I (ft/s) I I I I I I I I I I I I I I I 1 I STCl-1147 I 0,01 0.00I 0.001 9.711 0,001 0.001 I 24DI 136.341 651 0.DIIj 0.007I 138.251 7.18 DNLN = 0 i 5,41 0.721 A3.511 5.631 22.181 22.181 19.31 24DI 136.00I 1 0.005I 1.00 I 137.771 7.54 I I I I 1 1 I I I I I I I I 1 2 I MH9D-STC1 I 0,01 0,00I 0.001 9.711 0.001 0.00I 1 24DI 136,50I 151 0.011I 0.007I 139.151 7.07 1 DNLN = 1 I 5.4I 0.721 13.471 5.641 22.201 22,20I 19.51 24DI 136.421 1 0,0051 1.00 I 139,051 7.07 I I I I I I 1 I I I I 1 I I 1 3 1 CB17-61H9D I 0.41 0,851 10.00I 6,311 2,251 0.001 I 12DI 139.451 171 0.D11I 0.026I 140.371 4.27 I DNLN = 2 I 0.41 0.85I 10,00I 6,311 2.251 2,251 6.OI 1201 139.10I 1 0.021I 1.00 I 139.931 3,24 I I I 1 I I I I I I 1 I I I I 4 I MH9C-MH9D I 0,01 0,001 0,001 9.711 0.001 0.001 I 15DI 137.451 391 0.0111 0.0031 140.03I 3,23 I DNLN = 2 I 0.91 0.77I 11,161 6,07I 3.961 3.961 5.51 15DI 137.251 I 0.005I 1.00 1 139.931 3.23 I 1 I 1 I I I 1 I 1 I I I I I 5 I CB16-MH9C 1 0.2I 0.751 10.00I 6.311 1.141 0,001 I 12DI 137,741 71 0,011I 0,005I 140,23I 1.45 DNLN - 4 I D,2I 0.751 10.001 6.311 1.141 1.141 3.21 12DI 137.70I I 0.006I 1.00 I 140.20I 1.45 I I I I I I I 1 I I I I I I I 6 I rilm-MH9C I 0.01 0.00I 0.001 9.711 0.00I 0.00( I 15DI 137.911 911 0.01II 0.001I 140.33I 2.39 I DNLN = 4 I 0.61 0.78I 10,53I 6.20I 2,931 2.931 5,41 15DI 137.451 I 0.005I 1.00 I 140.20I 2.39 I I 1 I I I 1 I I I I I 1 I I 7 I MH9A-MH9B I 0.01 0.00I 0.001 9.711 0.00I 0.001 I 15DI 136.161 491 0.0111 0.0021 140.49I 2.42 I DNLN = 6 I 0.61 0.781 10,191 6.271 2,971 2,971 5.51 15DI 137.93,1 1 0.005I 1.00 1 140,42I 2.42 I I I I 1 I I I I I 1 I I I 1 8 I CB26-MH9A I 0.31 0.70I 10.001 6.31I 1.321 0.00I I 12DI 139.451 81 0.011I 0.007I 140.641 1,69 I DNLN = 7 1 0.31 0.70I 10.00I 6.311 1,32I 1.321 3.OI 120I 138.411 I 0.005I 1.00 I 140.5BI 1.69 I I I I I I I I I I I I I I I 9 I CB27-A1H9A. 1 0.3I O.BSI 10,001 6,311 1,66I D.00I I 12DI 139.531 241 0.011I 0.004I 140.69I 2.12 DNLN = 7 I 0.31 4.851 10,ODI 6,31I 1.661 1.66I 3.01 12DI 139.411 I O.005I 1,DD I 140.5BI 2.12 I I I I I I I I I I I I I I I 10 I MH8-MH9D I 0.01 0.001 0.001 9.711 0.00I 0.00I I 24DI 1-37.301 1-5.61 0.0111 0.004I 140.541 5.33 I DNLN = 2 I 4.21 0,701 12,991 5.721 16.751 16.751 19.11 24DI 136.501 1 0.005I 1.00 I 139.931 5.33 I I I 1 1 I I I I I - i I I I I 11 I CB15--VH8 I O.l1 0.901 10,001 6,311 0.281 0.00I I 12DI 141.651 4I 0.011I 0.117I 142.101 4,52 I DNLN 10 I 0,11 0.901 10.ODI 6.311 0,281 D.2BI 8.21 12DI 141.501 1 0.037I 1,00 I 141,631 4.52 I I I I I I I I I I I 1 I I I 12 I MH7--MH8 I 0,01 0.001 0,001 9,711 0.00I D.001 I 24DI 137.501 501 0.011I 0.004I 141.171 5.27 DNLN = 10 I 4,11 0.701 12.831 5.751 16.571 16.571 16.91 24DI 137.301 I 0.004I 1.00 I 140.991 5.28 I I I 1 1 I I 1 I I 1 I I I I 13 I CB14-MH7 I 0.11 0,901 10.001 6.311 0.571 0,001 I 12DI 142.60I 281 0.011I 0,049I 143,261 5.50 DNLN = 12 1 0,1I 0.9DI 10.00I 6.311 0.571 0.571 7,51 12DI 141.701 1 0.032I 1.00 1 141.891 S.SO 1 10/20/00 STORM SEWER SUMMARY REPORT (continued) PAGE 2 OF 3 FILE; FORGET A,STM RAINFALL FILE; N ANDOVR.RND 100 YEAR DESIGN STORM I = 119.420/ ( To + 16.250 " 0.900 LINE ID I FLOUT RATE INFO I PIPE INFO I HYDRAULIC INFO LINE41 DESCRIPTION ZINC ARIRUNOFFCITNLTIMEIINLT IIINC CIAI INPUTQ IUNIFORMISIZE/IINVERT (PIPE I NVAL IHGLSLOPEIHYD GRD I VEL I DOWNLINE9 ITOT ARIWEIGHTD1 Tc ITOTL I1TOT CIAI TOTALQ 1Fl,OWCAPITYPE iUP/DOWN ILEN 1INVSLOPI dLC IUP/DOWN IUP/DOWN I I (ac) I C I (min) I (in/h) I (cfs) I (cfs) I (cfs) I (in) I (ft) I (ft) I (ft/ft) 1 {ft/ft) 1 (ft) I (ft/s) i I I I I I I I I I I I I 1 1 14 1 CB13-MR7 1 0.31 0.901 10,001 6.311 1.591 0.001 1 12D1 142.601 2-01 0.0111 0.0971 143.941 8,18 1 DNLN = 12 1 0.31 0,901 13.001 6.311 1,591 1.591 8.91 12D1 141.701 1 0.0451 1.00 1 142.001 8.18 I 1 I 1 I i 1 I i I I 1 I I 1 15 1 MH6-MH7 1 0.01 0.001 0.001 9.711 0.001 0.001 1 24D1 137,771 501 0,0111 0.0031 141,761 4.67 I DNLN = 12 1 3.71 0,681 12.651 5.781 14,691 14.691 19,61 24D1 137.50I I 0.0051 1.00 1 141.611 4.68 i i i i i i i 1 i i 1 1 1 i 1 16 I C1312-MUG 1 0.21 0.651 10.001 6.311 0.661 0,001 I 12D1 141.751 1.01 0.0111 0.0061 142.161 3,09 1 DNLN � 15 1 0.21 0.711 10.081 6.291 0.941 0.941 11.51 12D1 141,001 1 0.0751 1.00 1 142,101 1.19 I i I i i I 1 i I i 1 i I i 1 17 1 TRENCH-CB12 1 0,11 0,901 10.001 6.311 0,281 0.001 1 6DI 147.001 361 0.0111 0.1321 147.961 7.34 I DNLN = 16 1 0.11 0,901 10.001 6.311 0.281 0.281 2,21 6DI 143.101 1 0.1081 1.00 1 143.231 7.34 i I I I 1 1 1 1 1 1 1 1 1 1 1 18 1 C1311-t.M6 1 0.11 0.901 10.001 6.311 0,2B1 0,001 I 12DI 141.901 221 0.0111 0.0051 142.201 2.13 1 DNLN = 15 1 0,11 0,901 10.001 6.311 0.281 0.281 8.51 12D1 141,001 1 0.0411 1.00 1 142.3.01 0.36 i I I I I I I I I I I I I 1 1 19 1 MH2-MH6 I 0,01 0,001 0.001 9.711 0.001 0.001 1 24➢I 138,451 1341 0.0111 0.0031 142,4SI 4.39 1 DNLN = 15 1 3,51 0.681 12.141 5.881 13,781 13.781 19.01 24D1 137.771 1 0,0051 1.00 1 142.101 4.39 1 I 1 1 I 1 1 I ! I 1 f 1 1 20 1 C83-MH2 1 0.21 0.651 10.001 6.311 0.901 0.001 1 12D1 143.001 201 0.0111 0.0511 143.781 5.83 1 DNLN = 19 1 0,21 0.651 10.001 6.311 0.901 0.901 6.71 12D} 142.501 1 0.0251 1,00 1 142.751 5.83 I I I f I I I I I i i 1 I I I 21 1 MH1-MH2 1 0.01 0,001 0.001 9.711 0,001 0.001 1 12D1 144.581 2491 0,0111 0.0111 145.451 5.59 1 DNLN = 19 1 1.01 0.631 10,651 6.171 4.051 4.051 6.01 12DI 139.601 1 0.0201 1.00 1 142.751 5.16 1 1 i 1 i i i 1 i 1 I i 1 i I 22 1 CB2-MH1 1 0,61 0,651 10.001 6.311 2.301 0.001 1 12D1 144.841 81 0,0111 0.020I 146.091 2.92 I DNLN = 21 1 0,61 0.651 10,001 6.311 2.301 2.301 6.01 12DI 144.681 1 0.0201 1.00 1 145,931 2.92 I I I I 1 I I I I I i I I 1 1 23 1 CBI-ME1 1 0,51 0.611 10.00I 6.311 1,B51 0.001 1 12D1 145.911 123# 0.0111 0.0061 146.731 3.94 1 DNLN = 21 1 0.51 0.611 10,001 6.311 1.851 1.851 4.21 12DI 144.681 1 0,0101 1.00 1 145.931 2.35 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 24 1 MH5-MH2 1 0,01 0.001 0.001 9.711 0.001 0.001 1 18D1 139.531 1141 0.0111 0.0051 143.381 5.20 1 DNGN = 19 1 2.21 0.701 11,781 5.951 9.191 9.191 8.81 1.8DI 138.961 1 0.0051 1.00 1 142.751 5.20 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 25 1 MH4-MH5 1 0.01 0.001 0.001 9.711 0.001 0.001 1 15D1 140.151 221 0.0111 0.0011 143,811 1,40 I DNLN = 24 1 0,31 0.871 10.531 6.191 1.721 1.721 9.91 15DI 139.781 1 0,0171 1.00 1 143.901 1.40 1 1 i 1 1 I i 1 1 i 1 1 i 1 1 26 1 CR10-MH4 1 0,11 0,851 10.001 6.311 0.591 0.001 1 12D1 140.301 241 0.0111 0,0011 143.951 0,75 1 DNLN � 25 1 0,11 0.851 10,001 6.311 0.591 0.591 3.31 12D1 140.151 1 O.ODGI 1.00 1 143.841 0.75 10/20/00 STORM SEWER S[REAARY REPORT (continued) PAGE 3 OF 3 FILE: FORGET A.STM RAINFALL FILE: N ANDOVR,RND 100 YEAR DESIGN STORM I = 119.420/ t Tc 16.250) 0.900 i LINE ID I FLOW RATE INFO I PIPE INFO HYDRAULIC INFO LINE01 DESCRIPTION ZINC ARIRUNOFFCIINLTIMEIINLT 111NC CIAI INPUTQ 1UNIFORMISIZE/IINVERT (PIPE I NVAL 1HGLSLOPEIHYD GRD I VEL I DOWNLINE# ITOT ARIWEIGHTDI Tc ITOTL 11TOT CIAI TOTALQ IFLOWCAPITYPE 1UP/Dopes ILEN 11NV81,OP1 TLC IUP/DOWN 1UP/DOWN I I (ac) I C I (min) I (in/h) I (cfs) I (cfs) I (cfs) I #in) I (it) I (it) I (ft/ft) I (ft/ft) I (ft) I (ft/s) 27 1 CB9B-MH4 1 0,11 0.251 10.001 6,311 0.541 D.001 I 12D1 140.191 81 0.0111 0,0011 143.84 1 1,47 I DNLN = 25 1 0.21 0,881 10.251 6.251 1.151 1.151 3.01 12➢I 140.151 1 0,0051 1.00 1 143,941 1.47 I I f I I I I I I I I I I I I 28 1 C39A-CB9B 1 0.11 0.901 10.001 6.311 0.621 0.001 1 12DI 14 0.35 1 121 0.0111 0.0011 143,691 0,S0 1 DNLN = 27 1 G.11 0,901 10.001 6.311 0.621 0.621 3.D1 12D1 140.291 1 0.005I 1,00 1 143.881 0,90 I I I I I I I I I I i I I 1 1 29 1 CBS-MH5 1 0.21 0.701 10.001 6.311 0.791 0.001 1 12DI 140.351 141 0.0131 0.0021 143.821 1,01 1 DNLN_ = 24 1 0.21 0.701 10.001 6.311 0,791 0.791 5.41 12DI 140.031 1 0.0231 1.00 1 143.801 1,01 I I I I I I I I I I k I I 1 1 30 1 CB7-MH5 1 0.61 D.851 10.001 6.311 3.481 0.001 1 12D1 140.901 361 0.0111 O,G151 144.351 4.44 1 DNLN = 24 1 0.61 0.851 10.001 6.311 3.481 3.481 6.51 12DI 140.031 1 0.0241 1.00 1 143.601 4,44 1 I I I I l I I I I I I I 1 1 31 1 MH3-h3H5 1 0.01 0,001 0,001 9.711 0,001 0.001 I 12D1 140.301 541 0.0111 0.0071 144.181 4,49 I DNLN = 24 1 1,11 0.561 11.581 5.981 3.531 3.531 3.01 12DI 140.031 1 0.0051 1.00 1 143,801 4,49 1 1 1 1 1 I 1 1 1 1 1 fi 1 1 1 32 1 CBG--MH3 1 0.11 0.601 10.001 6.311 D,531 0.001 I 12D1 140.401 201 0.0111 0.0011 144.501 0.67 I DNLN = 31 1 0,11 0.601 10.001 6,311 0.531 0.531 3.01 12DI 140.301 1 0.0051 1,00 1 144.491 0,67 f I I I I I I I I I I E I 1 1 33 f CB5B-MH3 1 0.21 0.851 10.001 6.311 1.181 0.001 I 12DI 140.501 201 0,0111 0,0021 144.541 2,62 I DNLN = 31 1 0.71 0.461 11,451 6.011 2,061 2.061 4,21 12DI 140,301 1 0.0101 1,00 1 144,491 2.63 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 34 I CBSA-CB5B 1 0.51 0.301 10.001 6.311 0.981 0.001 1 12D1 141,141 1091 0.0111 0.0011 144,731 1.25 I DNLN = 33 1 0,51 0,301 10.001 6,311 0,981 0.981 3.01 12D1 140.601 1 0.0051 1.00 I 144.641 1.25 1 I I I I I I I I I I I I 1 1 35 1 C84-MH3 1 0.21 0,901 10.001 6.311 1,021 0.001 1 12D1 140.561 281 0,0111 0.0021 144.531 1.30 DNLN = 31 1 0.21 0.901 10.001 6.311 1.021 1,021 4.11 12DI 140.301 1 0.0091 1.00 1 144.491 1,30 10/20/00 STORM SEWER DETAILED REPORT PAGE I OF 35 Data File FORGET A. STM Return Period: 100 Yrs Rainfall file : N ANDOVR. RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 1 STORM SEWER HYDRAULIC REPORT Diameter (in) - 24 N = 0 . 011 Critical Depth (in) = 20 . 01 Length (ft) - 65 Kj (JLC) = 1 . 0 Downstream Line ## = OUTFALL .INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 136 . 34 22 . 91 138 . 25 139 . 05 138 . 34 144 . 70 3 . 09 7 . 18 DNSTREAM 136 . 00 21 . 24 137 . 77 138 . 65 138 . 00 136 . 00 2 . 94 7 . 54 SLOPE (o) 0 . 523 0 . 736 0 . 608 13 . 385 CATCHMENT CUMULATIVE Area (ac) = 0 . 0 5 . 4 Drainage Time (min) 0 . 00 13 . 51 Intensity (in/h) - 0 . 00 5 . 63 TOTAL UNIFORM Runoff Coefficient = 0 . 00 0 . 72 FLOW CAPACITY Rational Flow (cfs) = 0 . 00 22 . 18 (cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 22 . 18 19 . 33 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) 0 . 00 Flow from Catchment - 0 . 00 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint - 0 . 00 Total flow to current inlet = 0 . 00 Curb 0 . 00 Intercepted by current inlet = 0 . 00 EFFICIENCY (o) Bypassed by current inlet 0 . 00 INPUT PARAMETERS : Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 0 . 000 Pavement Cross Slope (ft/ft) = 0 . 000 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 000 Downstream Inlet number - 0 I Data File : FORGET A. STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 S LINE 2 STORM SEWER HYDRAULIC REPORT Diameter (in) - 24 N 0 . 011 Critical Depth (in) = 20 . 02 Length (ft) = 15 Kj (JLC) = 1 . 0 Downstream Line # = 1 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 136 . 50 24 . 00 139 . 15 139 . 93 138 . 50 143 . 85 3 . 14 7 . 07 DNSTREAM 136 . 42 24 . 00 139 . 0E 139 . 82 138 . 42 144 . 70 3 . 14 ' 7 . 07 SLOPE (a) 0 . 533 0 . 692 0 . 690 -5 . 667 CATCHMENT CUMULATIVE Area (ac) = 0 . 0 5 . 4 Drainage Time (min) = 0 . 00 13 . 47 Intensity (in/h) = 0 . 00 5 . 64 TOTAL UNIFORM Runoff Coefficient = 0 . 00 0 . 72 FLOW CAPACITY Rational Flow (cfs) = 0 . 00 22 . 20 (cfs) (cfs) Known Flow (cfs) = 0 . 00 0 . 00 22 . 20 19 . 52 Note : Upstream surcharge (ft) = 0 . 65 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0 . 00 Flow from Catchment - 0 . 00 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint - 0 . 00 Total flow to current inlet - 0 . 00 Curb = 0 . 00 Intercepted by current inlet 0 . 00 EFFICIENCY (o) Bypassed by current inlet - 0 . 00 INPUT PARAMETERS : Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 0 . 000 Pavement Cross Slope (ft/ft) = 0 . 000 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 000 Downstream Inlet number - 1 Data File : FORGET A. STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND I = 119 . 420/ ( Tc + 16 , 250) 0 . 900 LINE 3 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N = 0 . 011 Critical Depth (in) = 7 . 63 ' Length (ft) = 17 Kj (JLC) = 1 . 0 Downstream Line # = 2 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 139 . 45 7 . 63 140 . 37 140 . 65 140 . 45 143 . 45 0 , 53 4 . 27 DNSTREAM 139 . 10 9 . 93 139 . 93 140 . 09 140 . 10 143 . 85 0 . 70 3 . 24 SLOPE (o) 2 . 059 2 . 598 3 . 306 -2 . 353 CATCHMENT CUMULATIVE Area (ac) = 0 . 4 0 . 4 Drainage Time (min) = 10 . 00 10 . 00 Intensity (in/h) = 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient = 0 . 85 0 . 85 FLOW CAPACITY Rational Flow (cfs) - 2 .,25 2 . 25 (cfs) (cfs) Known Flow (Cfs) - 0 . 00 0 . 00 2 . 25 6 . 04 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 14 . 89 Flow from Catchment = 2 . 25 DEPTH (ft) Carryover from previous inlet = 0 . 67 Gutter/pavement joint = 0 . 26 Total flow to current inlet - 2 . 92 Curb 0 . 30 Intercepted by current inlet 2 . 92 EFFICIENCY (a} Bypassed by current inlet = 0 . 00 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type = GRATE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 020 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 020 Downstream Inlet number = 0 Grate Type = P--1-7/8 Opening Ratio = 0 . 90 Grate Length (ft) = 2 . 00 Grate Width (ft) - 2 . 00 Grate Wear Coefficient = 3 . 000 Grate Orifice Coefficient 0 . 670 Clogging Factor M - 0 . 00 Data File : FORGET A.STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 4 STORM SEWER HYDRAULIC REPORT Diameter (in) = 15 N = 0 . 011 Critical Depth (in) = 9 . 56 Length (ft) - 39 Kj (JLC) = 1 . 0 Downstream Line # = 2 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 137 . 45 15 . 00 140 . 03 1.40 . 20 138 . 70 143 . 59 1 . 23 3 . 23 DNSTREAM 1.37 . 25 15 . 00 139 . 93 140 . 09 138 . 50 143 . 85 1 . 23 3 . 23 SLOPE (o) 0 . 513 0 . 270 0 . 270 -0 . 667 CATCHMENT CUMULATIVE Area (ac) = 0 . 0 0 . 9 Drainage Time (min) = 0 . 00 11 . 16 Intensity (in/h) = 0 . 00 6 . 07 TOTAL UNIFORM Runoff Coefficient - 0 . 00 0 . 77 FLOW CAPACITY Rational Flow (Cfs) = 0 . 00 3 . 96 (cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 3 . 96 5 . 47 Note : Upstream surcharge (ft) = 1. . 33 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) - 0 . 00 Flow from Catchment - 0 . 00 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint = 0 . 00 Total flow to Current inlet - 0 . 00 Curb - 0 . 00 Intercepted by current inlet - 0 . 00 EFFICIENCY (a) Bypassed by current inlet - 0 . 00 INPUT PARAMETERS : Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 0 . 000 Pavement Cross Slope (ft/ft) = 0 . 000 Inlet n--value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 000 Downstream Inlet number 3 i Data File : FORGET_A. STM Return Period: 1.00 Yrs Rainfall file : N ANDOVR.RND 1 = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 5 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N = 0 . 011 Critical Depth (in) = 5 . 42 Length (ft) - 7 Kj (JLC) = 1 . 0 Downstream Line # = 4 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 137 . 74 12 . 00 140 . 23 140 . 27 138 . 74 143 . 50 0 . 79 1 . 45 DNSTREAM 137 . 70 12 . 00 140 . 20 140 . 23 138 . 70 143 . 59 0 . 79 1 . 45 SLOPE (o) 0 . 572 0 . 537 0 . 536 -1 . 286 CATCHMENT CUMULATIVE Area (ac) - 0 . 2 0 . 2 Drainage Time (min) = 10 . 00 1.0 . 00 Intensity (in/h) = 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient - 0 . 75 0 . 75 FLOW CAPACITY Rational Flow (cfs) = 1 . 14 1 . 1.4 (cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 1 . 14 3 . 18 Note : Upstream Surcharge (ft) = 1 . 49 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 7 . 92 Flow from Catchment - 1 . 14 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint - 0 . 12 Total flow to current inlet = 1 . 14 Curb - 0 . 16 Intercepted by current inlet - 1 . 14 EFFICIENCY (%) Bypassed by current inlet = 0 . 00 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type - GRATE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 2 . 000 Pavement Cross Slope (ft/ft) - 0 . 020 Inlet n-value = 0 . 016 Gutter Crass Slope (ft/ft) = 0 . 020 Downstream Inlet number - 3 Grate Type = P-1-7/8 Opening Ratio 0 . 90 Grate Length (ft) - 2 . 00 Grate Width (ft) = 2 . 00 Grate Wear Coefficient = 3 . 000 Grate Orifice Coefficient - 0 . 670 Clogging Factor (%) = 0 . 00 Data File : FORGET A. STM Return Period: 100 Yrs Rainfall file : N A_NDOVR.RND I = 119 . 420/ ( Tc + 16 , 250) 0 . 900 LINE 6 STORM SEWER HYDRAULIC REPORT Diameter (in) = 15 N = 0 . 011 Critical Depth (in) = 8 . 22 Length (ft) = 91 Kj (JLC) = 1 . 0 Downstream Line # = 4 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/S) UPSTREAM 137 . 91 15 . 00 140 , 33 140 . 42 139 . 16 143 . 80 1 . 23 2 . 39 DNSTREAM 137 . 45 15 . 00 140 . 20 140 . 28 138 . 70 143 . 59 1 . 23 2 . 39 SLOPE (a) 0 . 506 0 . 148 0 . 148 0 . 231 CATCHMENT CUMULATIVE Area (ac) = 0 . 0 0 . 6 Drainage Time (min) = 0 . 00 10 . 53 Intensity (in/h) = 0 . 00 6 . 20 TOTAL UNIFORM Runoff Coefficient - 0 . 00 0 . 78 FLOW CAPACITY Rational Flow (cfs) = 0 . 00 2 . 93 (cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 2 . 93 5 .43 Note : Upstream surcharge (ft) 1 . 17 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) - 0 . 00 Flow from Catchment 0 . 00 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint 0 . 00 Total flow to current inlet - 0 . 00 Curb - 0 . 00 Intercepted by current inlet - 0 . 00 EFFICIENCY (%) Bypassed by current inlet = 0 . 00 INPUT PARAMETERS : Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 0 . 000 Pavement Cross Slope (ft/ft) = 0 , 000 Inlet n--value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 000 Downstream Inlet number = 5 Data File : FORGET A. STM Return Period: 100 Yrs Rainfall file : N ANDOVR. RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 7 STORM SEWER HYDRAULIC REPORT Diameter (in) - 15 N = 0 . 011 Critical Depth (in) = 8 . 27 Length (ft) = 49 Kj (JLC) = 1 . 0 Downstream Line # = 6 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ftz ) (ft/s) UPSTREAM 138 . 16 15 . 00 140 . 49 140 , 58 139 . 41 142 . 84 1 . 23 2 . 42 DNSTREAM 137 . 91 15 . 00 140 . 42 140 . 51 139 . 16 143 . 80 1 . 23 2 . 42 SLOPE (o) 0 . 510 0 . 151 0 . 151 --1 . 959 CATCHMENT CUMULATIVE Area (ac) = 0 . 0 0 . 6 Drainage Time (min) - 0 . 00 10 . 19 Intensity (in/h) = 0 . 00 6 . 27 TOTAL UNIFORM Runoff Coefficient - 0 . 00 0 . 78 FLOW CAPACITY Rational Flow (cfs) = 0 . 00 2 . 97 (cfs) (cfs) Known Flow (cfs) = 0 . 00 0 . 00 2 . 97 5 . 45 Note : Upstream surcharge (ft) = 1 . 08 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) m 0 . 00 Flow from Catchment - 0 . 00 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint = 0 . 00 Total flow to current inlet = 0 . 00 Curb = 0 . 00 Intercepted by current inlet - 0 . 00 EFFICIENCY (a) Bypassed by current inlet - 0 . 00 INPUT PARAMETERS ; Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 0 . 000 Pavement Cross Slope (ft/ft) = 0 . 000 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 , 000 Downstream Inlet number = 6 Data File : FORGET A. STM Return Period; 100 Yrs Rainfall file : N ANDOVR. RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 8 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N 0 . 011 Critical Depth (in) = 5 . 86 Length (ft) = 8 Kj (JLC) = 1 . 0 Downstream Line # = 7 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft ' ) (ft/s) UPSTREAM 138 . 45 12 . 00 140 . 64 140 . 68 139 . 45 142 . 69 0 . 79 1 . 69 DNSTREAM 138 . 41 12 . 00 140 . 58 140 . 63 139 . 41 142 . 84 0 . 79 1 . 69 SLOPE (a) 0 . 500 0 . 652 0 . 651 -1 . 875 CATCHMENT CUMULATIVE Area (ac) = 0 . 3 0 . 3 Drainage Time (min) = 10 . 00 10 . 00 Intensity (in/h) - 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient 0 . 70 0 . 70 FLOW CAPACITY Rational Flow (cfs) - 1 . 32 1 . 32 (cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 1 . 32 2 . 98 Note : Upstream surcharge (ft) = 1 . 19 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 8 . 78 Flow from Catchment - 1 . 32 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint - 0 . 14 Total flow to current inlet = 1 . 32 Curb = 0 . 18 Intercepted by current inlet = 1 . 32 EFFICIENCY M Bypassed by current inlet - 0 . 00 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type GRATE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 020 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 020 Downstream Inlet number = 5 Grate Type = P--1-7/8 Opening Ratio = 0 . 90 Grate Length (ft) = 2 . 00 Grate Width (ft) 2 . 00 Grate Weir Coefficient - 3 . 000 Grate Orifice Coefficient - 0 . 670 Clogging factor (o) = 0 . 00 Data File : FORGET A. STM Return Period: 100 Yrs Rainfall file : N ANDOVR. RND 1 = 119 . 420/ { Tc + 16 . 250) 0 . 900 LINE 9 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N .= 0 . 011 Critical Depth (in) = 6 . 56 Length (ft) - 24 Kj (JLC) = 1 . 0 Downstream Line # = 7 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 138 . 53 12 . 00 140 . 69 140 . 76 139 . 53 142 . 69 0 . 79 2 . 12 DNSTREAM 138 . 41 12 . 00 140 . 58 140 . 65 139 . 41 142 . 84 0 . 79 2 . 12 SLOPE (o) 0 . 500 0 . 446 0 . 446 -0 . 625 CATCHMENT CUMULATIVE Area (ac) = 0 . 3 0 . 3 ➢rainage Time (min) - 10 . 00 10 . 00 Intensity (in/h) = 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient - 0 . 85 0 . 85 FLOW CAPACITY Rational Flow (cfs) = 1 . 66 1 . 66 (cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 1 . 66 2 . 98 Note : Upstream surcharge (ft) = 1 . 16 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 10 . 21 Flow from Catchment - 1 . 66 DEPTH (ft) Carryover from previous inlet - 0 . 00 Gutter/pavement joint = 0 . 16 Total flow to current inlet = 1 . 66 Curb = 0 , 20 Intercepted by current inlet - 1 . 66 EFFICIENCY {o) Bypassed by current inlet - 0 . 00 Grate = 100 . 00 INPUT PARAMETERS ; Inlet Type = GRATE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 2 , 000 Pavement Cross Slope (ft/ft) = 0 . 020 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 020 Downstream Inlet number = 3 Grate Type = P-1-7/8 Opening Ratio 0 . 90 Grate Length (ft) - 2 . 00 Grate Width (ft) = 2 . 00 Grate Weir Coefficient = 3 . 000 Grate Orifice Coefficient - 0 . 670 Clogging Factor (%} = 0 . 00 Data File FORGET_A. STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND I - 119 . 420/ ( Tc + 16 . 250) 0 . 900 i LINE 10 STORM SEWER HYDRAULIC REPORT Diameter (in) = 24 N = 0 . 011 Critical Depth (in) = 17 . 39 Length (ft) = 156 Kj (JLC) = 1 . 0 Downstream Line # = 2 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/S) UPSTREAM 137 . 30 24 . 00 140 . 54 140 . 98 139 . 30 147 . 20 3 . 14 5 . 33 DNSTREAM 136 . 50 24 . 00 139 . 93 140 . 37 138 . 50 143 . 85 3 . 14 5 . 33 SLOPE (o) 0 . 513 0 . 393 0 . 393 2 . 147 CATCHMENT CUMULATIVE Area (ac) - 0 . 0 4 . 2 Drainage Time (min) = 0 . 00 12 . 99 Intensity (in/h) - 0 . 00 5 . 72 TOTAL UNIFORM Runoff Coefficient = 0 . 00 0 . 70 FLOW CAPACITY Rational Flow (cfs) 0 . 00 16 . 75 (cfs) (cfs) Known Flaw (cfs) = 0 . 00 0 . 00 16 . 75 19 . 14 Note : Upstream surcharge (ft) = 1 . 24 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0 , 00 Flow from Catchment = 0 . 00 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint - 0 . 00 Total flow to current inlet - 0 . 00 Curb = 0 . 00 Intercepted by current inlet = 0 . 00 EFFICIENCY (a) Bypassed by current inlet = 0 , 00 INPUT PARAMETERS : Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 0 , 000 Pavement Cross Slope (ft/ft) = 0 . 000 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 000 Downstream Inlet number - 4 Data File : FORGET A. STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND I = 119 , 420/ ( Tc + 16 . 250) 0 . 900 LINE 11 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N 0 . 011 Critical. Depth (in) = 2 . 71 Length (ft) 4 Kj (JLC) = 1 , 0 Downstream Line # = 10 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/S) UPSTREAM 141 . 65 1 . 61 142 . 10 142 , 42 142 . 65 145 . 65 0 . 06 4 . 52 DNSTREAM 141 . 50 1 . 61 141 . 63 141 . 95 142 . 50 147 . 20 0 . 06 4 . 52 SLOPE (o) 3 . 750 11 . 677 11 . 677 -38 . 750 CATCHMENT CUMULATIVE Area (ac) = 0 . 1 0 . 1 Drainage Time (min) 10 . 00 10 . 00 Intensity (in/h) - 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient = 0 . 90 0 . 90 FLOW CAPACITY Rational. Flow (cfs) - 0 . 28 0 , 28 (cfs) (cfs) Known Flow (cfs) = 0 . 00 0 . 00 0 . 28 8 . 15 Note : Supercritical flow detected -- Normal depth assumed STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) - 10 . 21 Flow from Catchment - 0 . 28 DEPTH (ft) Carryover from previous inlet = 0 . 30 Gutter/pavement joint - 0 . 08 Total flow to current inlet = 0 . 59 Curb = 0 . 10 Intercepted by current inlet - 0 . 59 EFFICIENCY (o) Bypassed by current inlet = 0 . 00 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type = GRATE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 010 Inlet n--value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 010 Downstream Inlet number - 3 Grate Type = P-1-7/8 Opening Ratio = 0 . 90 Grate Length (ft) - 2 . 00 Grate Width (ft) - 2 . 00 Grate Weir Coefficient - 3 . 000 Grate Orifice Coefficient = 0 . 670 Clogging Factor (o) = 0 . 00 Data File : FORGET A. STM Return Period: 100 Yrs Rainfall file : N_ANDOVR.RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 12 STORM SEWER HYDRAULIC REPORT Diameter (in). = 24 N ,= 0 . 011 Critical Depth (in) = 17 . 30 Length (ft) = 50 Kj (JLC) = 1 . 0 Downstream Line # = 10 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 137 . 50 24 . 00 141 . 17 141 . 61 139 . 50 146 . 10 3 . 14 5 . 27 DNSTREAM 137 . 30 24 . 00 140 . 98 141 . 41 139 . 30 14'7 . 20 3 . 14 5 . 28 SLOPE (%) 0 . 400 0 . 385 0 . 384 -2 . 200 CATCHMENT CUMULATIVE Area (ac) - 0 . 0 4 . 1 Drainage Time (min) = 0 . 00 12 . 83 Intensity (in/h) - 0 . 00 5 . 75 TOTAL UNIFORM Runoff Coefficient = 0 . 00 0 . 70 FLOW CAPACITY Rational Flow (cfs) = 0 . 00 16 . 57 (cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 16 . 57 16 . 91 Note : Upstream surcharge (ft) = 1 . 67 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0 . 00 Flow from Catchment = 0 . 00 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint - 0 . 00 Total flow to current inlet - 0 . 00 Curb = 0 . 00 Intercepted by current inlet - 0 . 00 EFFICIENCY (%) Bypassed by current inlet 0 . 00 INPUT PARAMETERS : Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) - 0 . 000 Pavement Cross Slope (ft/ft) = 0 . 000 Inlet n-value 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 000 Downstream Inlet number = 6 Data File : FORGET_A. STM Return Period : 100 Yrs Rainfall file : N ANDOVR.RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 15 STORM SEWER HYDRAULIC REPORT Diameter (in) = 24 N = 0 . 011 Critical Depth (in) � 16 . 28 Length (ft) = 50 Kj (JLC) = 1 . 0 Downstream Line # = 12 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ftz ) (ft/s) UPSTREAM 137 . 77 24 . 00 141 . 76 142 . 10 139 . 77 145 . 90 3 . 14 4 . 67 DNSTREAM 137 . 50 24 . 00 141 . 61 - 141 . 95 139 . 50 146 . 10 3 . 14 4 . 68 SLOPE (o) 0 . 540 0 . 302 0 . 302 -0 . 400 CATCHMENT CUMULATIVE Area (ac) = 0 . 0 3 . 7 Drainage Time (min) = 0 . 00 12 . 65 Intensity (in/h) = 0 . 00 S . 78 TOTAL UNIFORM Runoff Coefficient = 0 . 00 0 . 68 FLOW CAPACITY Rational Flow (cfs) = 0 . 00 14 . 69 (cfs) (cfs) Known Flow (cfs) = 0 . 00 0 . 00 14 . 69 19 . 64 Note : Upstream surcharge (ft) = 1 . 99 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0 . 00 Flow from Catchment = 0 . 00 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint 0 . 00 Total flow to current inlet 0 . 00 Curb - Q. 00 Intercepted by current inlet - 0 . 00 EFFICIENCY (%) Bypassed by current inlet = 0 . 00 INPUT PARAMETERS : Inlet Type = NONE IN SAG Longitudinal. Slope (ft/ft) = 0 . 000 Gutter Width (ft) - 0 . 000 Pavement Cross Slope (ft/ft) = 0 . 000 Inlet n-value - 0 . 016 Gutter Cross Slope (ft/ft) 0 . 000 Downstream Inlet number - 9 Data File FORGET A. STM Return Period: 100 Yrs Rainfall file : N ANDOVR. RND I = 119 .420/ ( Tc + 16 . 250) 0 . 900 LINE 16 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N = 0 . 011 Critical Depth (in) = 4 . 93 Length (ft) = 10 Kj (JLC) = 1 . 0 Downstream Line # = 15 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 141 . 75 4 . 93 142 . 16 142 . 31 142 . 75 145 . 75 0 . 30 3 . 09 DNSTREAM 141 . 00 12 . 00 142 . 10 142 . 12 142 . 00 145 . 90 0 . 79 1 . 19 SLOPE (a) 7 . 500 0 . 637 1 . 895 -1 . 500 CATCHMENT CUMULATIVE Area (ac) = 0 . 2 0 . 2 Drainage Time (min) = 10 . 00 10 . 08 Intensity (in/h) = 6 . 31 6 . 29 TOTAL UNIFORM Runoff Coefficient = 0 . 65 0 . 71 FLOW CAPACITY Rational Flow (cfs) = 0 . 66 0 . 94 (cfs) (cfs) Known Flow (cfs) = 0 . 00 0 . 00 0 . 94 1.1 . 53 Note : Transitional flow exists in this line STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) - 5 . 50 Flow from Catchment = 0 . 66 DEPTH (ft) Carryover from previous .inlet = 0 . 00 Gutter/pavement joint = 0 . 07 Total flow to current inlet = 0 . 66 Curb - 0 . 11 Intercepted by current inlet 0 . 66 EFFICIENCY M Bypassed by current inlet 0 . 00 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type = GRATE IN SAG Longitudinal Slope (ft/ft) - 0 . 000 Gutter Width (ft) = 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 020 Inlet n-value - 0 . 016 Gutter Cross Slope (ft/ft) - 0 . 020 Downstream Inlet number = 9 Grate Type = P-1W-7/8 Opening Ratio - 0 . 90 Grate Length (ft) = 2 . 00 Grate Width (ft) = 2 . 00 Grate Weir Coefficient = 3 . 000 Grate Orifice Coefficient = 0 . 670 Clogging Factor (o} = 0 . 00 Data File : FORGET A.STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 17 STORM SEWER HYDRAULIC REPORT Diameter (in) = 6 N = 0 . 011 Critical Depth (in) = 3 . 25 Length (ft) = 36 Kj (JLC) = 1 , 0 Downstream Line # = 16 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 147 . 00 1 . 51. 147 . 96 148 . 80 147 . 50 1.49 . 00 0 . 04 7 . 34 DNSTREAM 143 . 10 1 . 51 143 . 23 1.44 . 06 1.43 . 60 145 . 75 0 . 04 7 . 34 SLOPE (°s) 10 . 833 13 , 160 13 . 160 9 . 028 CATCHMENT CUMULATIVE Area (ac) = 0 . 1 0 . 1 Drainage Time (min) = 10 . 00 10 . 00 Intensity (in/h) - 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient - 0 . 90 0 . 90 FLOW CAPACITY Rational Flow (cfs) = 0 . 28 0 . 28 (cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 0 . 28 2 . 1.8 Note : Supercritical flow detected - Normal depth assumed STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = inf Flow from Catchment = 0 . 28 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint -nan Total flow to current inlet = 0 . 28 Curb - inf Intercepted by current inlet 0 . 28 EFFICIENCY (%) Bypassed by current inlet = 0 . 00 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type = GRATE IN SAG Longitudinal Slope (ft/ft) - 0 . 000 Gutter Width (ft) = 0 . 000 Pavement Cross Slope (ft/ft) = 0 . 000 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 000 Downstream Inlet number - 11 Grate Type = P--1-7/8 Opening Ratio - 0 . 90 Grate Length (ft) = 0 , 00 Grate Width (ft) 0 . 00 Grate Weir Coefficient - 3 . 000 Grate Orifice Coefficient = 0 . 670 Clogging Factor (%) = 0 . 00 Data File FORGET A. STM Return Period : 100 Yrs Rainfall file : N ANDOVR.RND 1 - 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 18 STORM SEWER HYDRAULIC REPORT Diameter (in) 12 N = 0 . 011 Critical Depth (in) = 2 . 71 Length (ft) = 22 Kj (JLC) = 1 . 0 Downstream Line # 15 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 141 . 90 2 . 71 142 . 20 142 . 27 142 . 90 1.45 . 90 0 . 13 2 . 13 DNSTREAM 141 . 00 12 . 00 142 . 10 142 . 10 142 . 00 145 . 90 0 . 79 0 . 36 SLOPE (%) 4 . 091 0 . 454 0 . 766 0 . 000 CATCHMENT CUMULATIVE Area (ac) - 0 . 1 0 . 1 Drainage Time (min) - 10 . 00 10 . 00 intensity (in/h) - 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient - 0 . 90 0 . 90 FLOW CAPACITY Rational. Flow (cfs) = 0 . 28 0 . 28 (cfs) (cfs) Known Flow (cfs) 0 . 00 0 . 00 0 . 28 8 . 51 Note : Transitional flow exists in this line STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 3 . 14 Flow from Catchment = 0 . 28 DEPTH (ft) Carryover from previous inlet 0 . 00 Gutter/pavement joint 0 . 02 Total flow to current inlet - 0 . 28 Curb - 0 . 06 Intercepted by current inlet = 0 . 28 EFFICIENCY (o) Bypassed by current inlet - 0 . 00 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type = GRATE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) - 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 020 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) 0 . 020 Downstream Inlet number - 4 Grate Type = P-1-7/8 Opening Ratio = 0 . 90 Grate Length (ft) - 2 . 00 Grate Width (ft) = 2 . 00 Grate Weir Coefficient = 3 . 000 Grate Orifice Coefficient = 0 . 670 Clogging Factor (%) - 0 . 00 Data File : .FORGET A. STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND I = 119 . 420/ { Tc + 16 . 250) 0 . 900 LINE 19 STORM SEWER HYDRAULIC REPORT Diameter (in) = 24 N = 0 . 011 Critical Depth (in) = 15 . 77 Length (ft) - 134 Kj (JLC) = 1 . 0 Downstream Line # = 15 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) {ft2 ) (ft/s) UPSTREAM 138 . 45 24 . 00 142 . 45 142 . 75 140 . 45 147 . 30 3 . 14 4 . 39 DNSTREAM 137 . 77 24 . 00 142 . 10 142 . 40 139 . 77 145 . 90 3 . 14 4 . 39 SLOPE (-6) 0 . 507 0 . 266 0 . 266 1 . 045 CATCHMENT CUMULATIVE Area (ac) - 0 . 0 3 . 5 Drainage Time (min) = 0 . 00 12 . 14 Intensity (in/h) - 0 . 00 5 . 88 TOTAL UNIFORM Runoff Coefficient = 0 . 00 0 . 68 FLOW CAPACITY Rational Flow (cfs) = 0 . 00 13 . 78 (cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 13 . 78 19 . 04 Note : Upstream surcharge (ft) - 2 . 00 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) 0 . 00 Flow from Catchment - 0 . 00 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint - 0 . 00 Total flow to current inlet = 0 . 00 Curb = 0 . 00 Intercepted by current inlet - 0 . 00 EFFICIENCY {%) Bypassed by current inlet = 0 . 00 INPUT PARAMETERS : Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) 0 . 000 Pavement Cross Slope (ft/ft) = 0 . 000 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) - 0 . 000 Downstream Inlet number - 13 Data File FORGET_A. STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND 1 = 119 . 420/ { Tc + 16 , 250) 0 . 900 LINE 20 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N = 0 . 011 Critical. Depth (in) 4 . 83 Length (ft) 20 Kj (JLC) = 1 . 0 Downstream Line ## = 19 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 143 . 00 3 . 01 143 . 78 144 . 31 144 . 00 147 . 00 0 . 15 5 . 83 DNSTREAM 142 . 50 3 . 01 142 . 75 143 . 28 143 . 50 147 . 30 0 . 15 5 . 83 SLOPE (%) 2 . 500 5 . 143 5 . 143 -1 . 500 CATCHMENT CUMULATIVE Area (ac) = 0 . 2 0 . 2 Drainage Time (min) = 10 . 00 10 . 00 Intensity (in/h) - 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient = 0 . 65 0 . 65 FLOW CAPACITY Rational Flow (cfs) = 0 . 90 0 . 90 (cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 0 . 90 6 . 65 Note : Supercritical flow detected - Normal depth assumed STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 6 . 93 Flow from Catchment - 0 . 90 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint - 0 . 10 Total flow to current inlet = 0 . 90 Curb = 0 . 14 intercepted by current inlet - 0 . 60 EFFICIENCY (%) Bypassed by current inlet - 0 . 30 Grate = 66 . 39 INPUT PARAMETERS : Inlet Type = GRATE ON GRADE Longitudinal Slope (ft/ft) = 0 . 010 Gutter Width (ft) - 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 020 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) - 0 . 020 Downstream Inlet number = 11 Grate Type = P-1-7/8 Grate Length (ft) = 2 . 00 Splash-Over Vel . (ft/,$) - 8 . 13 i Data File : FORGET A.STM Return Period : 100 Yrs Rainfall file : N ANDOVR.RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 21 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N = 0 . 011 Critical Depth (in) = 10 . 42 Length (ft) = 249 Kj (JLC) = 1 . 0 Downstream Line # = 19 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ftz ) (ft/s) UPSTREAM 144 . 58 10 .42 145 . 45 145 . 93 145 . 58 149 . 40 0 . 72 5 . 59 DNSTREAM 139 . 60 1.2 . 00 142 . 75 143 . 17 140 . 60 147 . 30 0 . 79 5 . 16 SLOPE (o) 2 . 000 1 . 083 1 . 112 0 . 843 CATCHMENT CUMULATIVE Area (ac) = 0 . 0 1 . 0 Drainage Time (min) = 0 . 00 10 . 65 Intensity (in/h) - 0 . 00 6 . 17 TOTAL UNIFORM Runoff Coefficient - 0 . 00 0 . 63 FLOW CAPACITY Rational Flow (cfs) = 0 . 00 4 . 05 (cfs) (cfs) Known Flow (cfs) = 0 . 00 0 , 00 4 . 05 5 . 95 Note : Transitional flow exists in this line STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) - 0 . 00 Flow from Catchment - 0 . 00 DEPTH (£t) Carryover from previous inlet = 0 . 33 Gutter/pavement joint = 0 . 00 Total flow to current inlet - 0 . 33 Curb - 0 . 00 Intercepted by current inlet = 0 . 33 EFFICIENCY M Bypassed by current inlet - 0 . 00 INPUT PARAMETERS Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 0 . 000 Pavement Cross Slope (ft/ft) = 0 , 000 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 000 Downstream Inlet number = 15 Data File : FORGET A. STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 22 ,STORM SEWER HYDRAULIC REPORT Diameter (in) - 12 N = 0 , 011 Critical Depth (in) = 7 . 71 Length (ft) - 8 Kj (JLC) = 1 . 0 Downstream Line # = 21 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/S) UPSTREAM 144 . 84 12 . 00 146 . 09 146 . 22 145 . 84 148 . 75 0 . 79 2 . 92 DNSTREAM 1.44 . 68 12 . 00 145 . 93 146 . 07 1.45 . 68 149 . 40 0 . 79 2 . 92 SLOPE (o) 2 . 000 1 . 957 1 . 956 -8 . 125 CATCHMENT CUMULATIVE Area (ac) = 0 . 6 0 . 6 Drainage Time (min) = 10 . 00 10 . 00 Intensity (in/h) = 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient = 0 . 65 0 . 65 FLOW CAPACITY Rational Flow (cfs) = 2 . 30 2 . 30 (cfs) (cfs) Known Flow (cfs) = 0 . 00 0 . 00 2 . 30 5 . 95 Note : Upstream surcharge (ft) = 0 . 25 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) - 25 . 34 Flow from Catchment = 2 . 30 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint 0 . 23 Total flow to current inlet = 2 , 30 Curb - 0 . 25 Intercepted by current inlet = 2 . 30 EFFICIENCY (a) Bypassed by current inlet - 0 , 00 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type = GRATE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 010 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 010 Downstream Inlet number - 0 Grate Type = P-1-7/8 Opening Ratio = 0 . 90 Grate Length (ft) - 2 . 00 Grate Width (ft) = 2 . 00 Grate Weir Coefficient - 3 , 000 Grate Orifice Coefficient = 0 . 670 Clogging Factor (o) - 0 . 00 I Data File : FORGET A. STM Return Period: 100 Yrs. Rainfall file : N ANDOVR.RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 23 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N = 0 . 011 Critical. Depth (in) = 6 . 91 Length (ft) = 123 Kj (,TLC) = 1 . 0 Downstream Line ## = 21 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 145 . 91 6 . 91 146 . 73 146 . 97 1.46 . 91 149 . 91 0 . 47 3 . 94 DNSTREAM 144 . 68 12 . 00 145 . 93 146 . 02 145 . 68 149 . 40 0 . 79 2 . 35 SLOPE (o) 1 . 000 0 . 645 0 . 771 0 . 415 CATCHMENT CUMULATIVE Area (ac) = 0 . 5 0 . 5 Drainage Time (min) - 10 . 00 10 . 00 Intensity (in/h) = 6 . 31 6 , 31 TOTAL UNIFORM Runoff Coefficient = 0 . 61 0 . 61 FLOW CAPACITY Rational Flow (cfs) 1 . 85 1 . 85 (Cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 1 . 85 4 . 21 Note : Transitional flow exists in this line STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 33 . 81 Flow from Catchment - 1 . 85 DEPTH (ft) Carryover from previous inlet = 1 . 69 Gutter/pavement joint - 0 . 32 Total flow to current inlet 3 . 54 Curb 0 . 34 Intercepted by Current inlet = 3 . 54 EFFICIENCY (%) Bypassed by current inlet = 0 . 00 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type = GRATE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 010 Inlet n-value - 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 01.0 Downstream Inlet number = 17 Grate Type = P-1.-7/8 Opening Ratio 0 . 90 Grate Length (ft) = 2 . 00 Grate Width (ft) - 2 . 00 Grate Wear Coefficient 3 . 000 Grate Orifice Coefficient = 0 . 670 Clogging Factor (o) - 0 . 00 1 Data File : FORGET A. STM Return. Period : 100 Yrs Rainfall file : N ANDOVR.RND I = 119 .420/ ( Tc + 16 . 250) 0 . 900 LINE 24 STORM SEWER HYDRAULIC REPORT Diameter (in) = 18 N = 0 . 011 Critical Depth (in) = 13 . 88 Length (ft) = 114 Kj (JLC) = 1 . 0 Downstream Line # = 1.9 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft ) (ft/s) UPSTREAM 139 . 53 18 . 00 143 . 38 143 . 80 141 . 03 144 . 25 1 . 77 5 . 20 DNSTREAM 138 . 96 18 . 00 142 . 75 143 . 1.7 140 . 46 1.47 . 30 1 . 77 5 . 20 SLOPE (%) 0 . 500 0 . 548 0 . 548 --2 . 675 CATCHMENT CUMULATIVE Area (ac) = 0 . 0 2 . 2 Drainage Time (min) = 0 . 00 11 . 78 Intensity (in/h) = 0 . 00 5 . 95 TOTAL UNIFORM Runoff Coefficient = 0 . 00 0 . 70 FLOW CAPACITY Rational Flow (cfs) - 0 . 00 9 . 19 (cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 9 . 19 8 . 78 Note : Upstream surcharge (ft) = 2 . 35 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) - 0 . 00 Flow from Catchment - 0 . 00 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint = 0 . 00 Total flow to current inlet = 0 . 00 Curb - 0 . 00 Intercepted by current inlet = 0 . 00 EFFICIENCY M Bypassed by current inlet = 0 . 00 INPUT PARAMETERS : Inlet Type = NONE IN SAG Longitudinal. Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 0 , 000 Pavement Cross Slope (ft/ft) = 0 . 000 Inlet n-value - 0 . 016 Gutter Cross Slope (ft/ft) = 0 , 000 Downstream Inlet number = 18 Data File FORGET_A.STM Return Period: 100 Yrs Rainfall file : N ANDOVR. RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 25 STORM SEWER HYDRAULIC REPORT Diameter (in) = 15 N = 0 . 011 Critical Depth (in) = 6 . 29 Length (ft) - 22 Kj (JLC) = 1 . 0 Downstream Line #$ = 24 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft ' ) (ft/s) UPSTREAM 140 . 15 15 . 00 143 . 81 143 . 84 141 . 40 144 . 10 1 . 23 1 . 40 DNSTREAM 139 . 78 15 . 00 143 . 80 143 . 83 141 . 03 144 . 25 1 . 23 1 . 40 SLOPE (a) 1 . 682 0 . 051 0 . 051 -0 . 682 CATCHMENT CUMULATIVE Area (ac) = 0 . 0 0 . 3 Drainage Time (min) = 0 . 00 10 . 53 intensity (in/h) - 0 . 00 6 . 19 TOTAL UNIFORM Runoff Coefficient = 0 . 00 0 . 87 FLOW CAPACITY Rational. Flow (cfs) = 0 . 00 1 . 72 (cfs) (cfs) Known Flow (cfs) = 0 . 00 0 . 00 1 . 72 9 . 90 Note ; Upstream surcharge (ft) = 2 . 41 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0 . 00 Flow from Catchment - 0 . 00 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint - 0 . 00 Total flow to current inlet - 0 . 00 Curb = 0 . 00 Intercepted by current inlet = 0 . 00 EFFICIENCY (o) Bypassed by current inlet = 0 . 00 INPUT PARAMETERS : Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) - 0 . 000 Pavement Cross Slope (ft/ft) = 0 . 000 Inlet n-value - 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 000 Downstream Inlet number = 19 i Data File : FORGET A. STM Return Period : 100 Yrs 1a' infall file : N_ANDOVR.RND 1 = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 26 STORM SEWER HYDRAULIC REPORT Diameter (in) - 12 N .= 0 . 011 Critical. Depth (in) = 3 . 91 Length (ft) - 24 Kj (JLC) = 1 . 0 Downstream Line # = 25 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 140 . 30 12 . 00 143 . 85 143 . 86 141 . 30 143 . 60 0 . 79 0 . 75 DNSTREAM 140 . 15 12 . 00 143 . 84 143 . 85 141 . 15 144 . 10 0 . 79 0 . 75 SLOPE (.) 0 . 625 0 . 056 0 . 056 -2 . 083 CATCHMENT CUMULATIVE Area (ac) = 0 . 1 0 . 1 Drainage Time (min) = 10 . 00 10 . 00 Intensity (in/h) = 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient - 0 . 85 0 . 85 FLOW CAPACITY Rational Flow (cfs) = 0 . 59 0 . 59 (cfs) (cfs) Known Flow (cfs) = 0 . 00 0 . 00 0 . 59 3 . 33 Note : Upstream surcharge (ft) = 2 . 55 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) - 7 . 30 Flow from Catchment = 0 . 59 DEPTH (ft) Carryover from previous inlet = 0 . 42 Gutter/pavement joint = 0 . 11 Total flow to current inlet = 1 . 01 Curb - 0 . 15 Intercepted by current inlet = 1 . 01 EFFICIENCY (%} Bypassed by current inlet - 0 . 00 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type = GRATE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 020 Inlet n- value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 020 Downstream Inlet number - 0 Grate Type = P-1-7/8 Opening Ratio - 0 . 90 Grate Length (ft) = 2 . 00 Grate Width (ft) = 2 . 00 Grate Weir Coefficient - 3 . 000 Grate Orifice Coefficient - 0 . 670 Clogging Factor (10 = 0 . 00 Data File FORGET_A. STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 27 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N = 0 . 011 Critical Depth (in) = 5 . 46 Length (ft) = 8 Kj (,TLC) = 1 . 0 Downstream Line ## = 25 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 140 . 19 12 . 00 143 . 84 143 . 88 141 . 19 143 . 60 0 . 79 1 . 47 DNSTREAM 140 . 15 12 . 00 143 . 84 143 . 87 141 . 15 144 . 10 0 . 79 1 . 47 SLOPE (-Oa) 0 . 500 0 . 075 0 . 075 -6 . 250 CATCHMENT CUMULATIVE Area (ac) 0 . 1 0 . 2 Drainage Time (min) = 10 . 00 10 . 25 Intensity (in/h) = 6 . 31 6 . 25 TOTAL UNIFORM Runoff Coefficient - 0 . 85 0 . 88 FLOW CAPACITY Rational Flow (cfs) = 0 . 54 1 . 15 (cfs) (cfs) Known Flow (cfs) = 0 . 00 0 . 00 1 . 15 2 . 98 Note : Upstream surcharge (ft) = 2 . 65 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 4 . 80 Flow from Catchment = 0 . 54 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint - 0 . 06 Total flow to current inlet = 0 . 54 Curb = 0 . 10 Intercepted by current inlet = 0 . 54 EFFICIENCY {a) Bypassed by current inlet - 0 . 00 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type = GRATE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 020 Inlet n-value - 0 . 016 Gutter Cross ,Slope (ft/ft) - 0 . 020 Downstream Inlet number = 0 Grate Type = P--1-7/8 Opening Ratio - 0 . 90 Grate Length (ft) = 2 . 00 Grate Width (ft) - 2 . 00 Grate Weir Coefficient = 3 . 000 Grate Orifice Coefficient = 0 . 670 Clogging Factor (o) = 0 . 00 II Data File : FORGET_A. STM Return Period: 100 Yrs Rainfall. file : N ANDOVR.RND I = 119 . 420/ { Tc + 16 . 250) 0 . 900 LINE 28 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N � 0 . 011 Critical Depth (in) = 4 . 02 Length (ft) = 12 Kj (JLC) = 1 . 0 Downstream Line ## = 27 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 140 . 35 12 . 00 143 . 89 143 . 90 141 . 35 143 . 60 0 . 79 0 . 80 DNSTREAM 140 . 29 12 . 00 143 . 88 143 . 89 141 . 29 143 . 60 0 . 79 0 . 80 SLOPE (,') 0 . 500 0 . 104 0 . 104 0 . 000 CATCHMENT CUMULATIVE Area (ac) - 0 . 1 0 . 1 Drainage Time (min) = 10 . 00 10 . 00 Intensity (in/h) = 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient - 0 . 90 0 . 90 FLOW CAPACITY Rational. Flow (cfs) = 0 . 62 0 . 62 (cfs) (cfs) Known Flow (cfs) = 0 . 00 0 . 00 0 . 62 2 . 98 Note : Upstream surcharge (ft) = 2 . 54 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) - 0 . 21 Flow from Catchment - 0 . 62 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint = 0 . 00 Total flow to current inlet 0 . 62 Curb = 0 . 11 Intercepted by current inlet = 0 . 62 EFFICIENCY (%) Bypassed by current inlet - 0 . 00 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type = GRATE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 500 Inlet n-value - 0 . 016 Gutter Cross Slope (ft/ft) - 0 . 500 Downstream Inlet number = 22 Grate Type = P-1-7/8 Opening Ratio - 0 . 90 Grate Length (ft) = 2 . 00 Grate Width (ft) = 2 . 00 Grate Weir Coefficient - 3 . 000 Grate Orifice Coefficient - 0 . 670 Clogging Factor (a) 0 . 00 I Data File : FORGET A.STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND 1 = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 29 STORM SEWER HYDRAULIC REPORT Diameter (in) 12 N = 0 . 013 Critical Depth (in) . = 4 . 54 Length (ft) - 14 Kj (JLC) = 1 . 0 Downstream Line # = 24 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft ) (ft/s) UPSTREAM 140 . 35 12 . 00 143 . 82 143 . 84 141 . 35 143 . 65 0 . 79 1 . 01 DNSTREAM 140 . 03 12 . 00 143 . 80 143 . 81 141 . 03 144 . 25 0 . 79 1 . 01 SLOPE (a) 2 . 286 0 . 163 0 . 163 --4 . 286 CATCHMENT CUMULATIVE Area (ac) - 0 . 2 0 . 2 Drainage Time (min) = 10 . 00 10 . 00 Intensity (in/h) - 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient = 0 . 70 0 . 70 FLOW CAPACITY Rational Flow (cfs) = 0 . 79 0 . 79 (cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 0 . 79 5 . 38 Note : Upstream surcharge (ft) = 2 . 47 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 6 . 25 Flow from Catchment - 0 . 79 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint - 0 . 08 Total flow to current inlet - 0 . 79 Curb = 0 . 12 Intercepted by current inlet - 0 . 79 EFFICIENCY {%) Bypassed by current inlet = 0 . 00 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type = GRATE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 020 Inlet n-value - 0 . 01.6 Gutter Cross Slope (ft/ft) - 0 . 020 Downstream Inlet number = 0 Grate Type = P-1-7/8 Opening Ratio = 0 . 90 Grate Length (ft) = 2 . 00 Grate Width (ft) = 2 . 00 Grate Weir Coefficient = 3 . 000 Grate Orifice Coefficient - 0 . 670 Clogging Factor (0) - 0 . 00 i Data File : FORGET A. STM Return Period : 100 Yrs Rainfall file : N ANDOVR.RND I = 119 .420/ ( Tc + 1.6 . 250) 0 . 900 LINE 30 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N = 0 , 011 Critical Depth (in) = 9 . 50 Length (ft) - 36 Kj (JLC) = 1 . 0 Downstream Line # = 24 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 140 . 90 12 . 00 144 . 35 144 . 66 141 . 90 144 . 90 0 . 79 4 . 44 DNSTREAM 140 . 03 12 . 00 143 . 80 144 . 10 141 . 03 144 . 25 0 . 79 4 . 44 SLOPE (o) 2 . 417 1 . 535 1 . 535 1. . 806 CATCHMENT CUMULATIVE Area (ac) - 0 . 6 0 . 6 Drainage Time (min) - 10 . 00 10 . 00 Intensity (in/h) = 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient - 0 . 85 0 . 85 FLOW CAPACITY Rational Flow (cfs) = 3 . 48 3 . 48 (cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 3 . 48 6 . 54 Note : Upstream surcharge (ft) = 2 .45 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) - 8 . 89 Flow from Catchment = 3 . 48 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint - 0 . 14 Total flow to current inlet = 3 . 48 Curb = 0 . 18 Intercepted by current inlet = 1 . 79 EFFICIENCY (o) Bypassed by current inlet = 1 . 69 Grate 51 , 44 INPUT PARAMETERS : Inlet Type = GRATE ON GRADE Longitudinal Slope (ft/ft) � 0 . 040 Gutter Width (ft) = 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 020 Inlet n-value - 0 . 016 Gutter Cross Slope (ft/ft) - 0 . 020 Downstream Inlet number = 23 Grate Type = P-1-7/8 Grate Length (ft) = 2 . 00 Splash-Over Vel . (ft/s) = 8 . 13 I Data File FORGET A. STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND 1 = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 31 STORM SEWER HYDRAULIC REPORT Diameter (in) - 12 N = 0 . 011 Critical Depth (in) = 9 . 55 Length (ft) - 54 Kj (JLC) = 1 . 0 Downstream Line # = 24 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft ) (ft/s) UPSTREAM 140 . 30 12 . 00 144 . 18 144 . 49 141 . 30 144 . 05 0 . 79 4 . 49 DNSTREAM 140 . 03 12 . 00 143 . 80 144 . 11 141 . 03 144 . 25 0 . 79 4 . 49 SLOPE (%) 0 . 500 0 . 702 0 . 702 -0 . 370 CATCHMENT CUMULATIVE Area (ac) = 0 . 0 1 . 1 Drainage Time (min) = 0 . 00 11 . 58 Intensity (in/h) - 0 . 00 5 . 98 TOTAL UNIFORM Runoff Coefficient = 0 . 00 0 . 56 FLOW CAPACITY Rational Flow (cfs) = 0 . 00 3 . 53 (Cfs) (cfs) Known Flow (cfs) w 0 . 00 0 . 00 3 . 53 2 . 98 Note : Upstream surcharge (ft) = 2 . 88 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) - 0 . 00 Flow from Catchment = 0 . 00 DEPTH (ft) Carryover from previous inlet 0 . 00 Gutter/pavement joint = 0 . 00 Total flow to current inlet - 0 . 00 Curb - 0 . 00 Intercepted by current inlet = 0 . 00 EFFICIENCY (a} Bypassed by current inlet - 0 . 00 INPUT PARAMETERS : Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 0 . 000 Pavement Cross Slope (ft/ft) = 0 , 000 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 000 Downstream Inlet number = 24 Data File : FORGET A. STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 32 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N = 0 . 011 Critical Depth (in) = 3 . 70 Length (ft) = 20 Kj (JLC) = 1 . 0 Downstream Line = 31 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 140 . 40 12 . 00 144 . 50 144 . 51 141 . 40 143 . 40 0 , 79 0 . 67 DNSTREAM 140 . 30 12 . 00 144 . 49 144 . 50 141 . 30 144 . 05 0 . 79 0 . 67 SLOPE (%) 0 , 500 0 . 051 0 . 051 -3 , 250 CATCHMENT CUMULATIVE Area (ac) = 0 . 1 0 . 1 Drainage Time (min) = 10 . 00 10 . 00 Intensity (in/h) = 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient = 0 . 60 0 . 60 FLOW CAPACITY Rational Flow (cfs) = 0 . 53 0 . 53 (cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 0 . 53 2 . 98 Note : Upstream surcharge (ft) = 3 , 10 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 4 . 77 Flow from Catchment - 0 . 53 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint - 0 . 06 Total flow to current inlet = 0 . 53 Curb 0 . 10 Intercepted by current inlet = 0 . 53 EFFICIENCY (o) Bypassed by current inlet = 0 . 00 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type = GRATE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 020 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 020 Downstream Inlet number - 0 Grate Type = P-1-7/8 Opening Ratio = 0 . 90 Grate Length (ft) - 2 . 00 Grate Width (ft) = 2 . 00 Grate Weir Coefficient = 3 . 000 Grate Orifice Coefficient = 0 . 670 Clogging Factor (a) = 0 . 00 I Data File : FORGET_A. STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND 1 = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 33 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N = 0 . 011 Critical Depth (in) = 7 . 30 Length (ft) = 20 Kj (JLC) = 1 . 0 Downstream Line # = 31 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 140 . 50 12 . 00 144 . 54 144 . 64 141 . 50 144 . 50 0 . 79 2 . 62 DNSTREAM 140 . 30 12 . 00 144 . 49 144 . 60 141 . 30 144 . 05 0 . 79 2 . 63 SLOPE (o) 1 . 000 0 . 240 0 . 240 2 . 250 CATCHMENT CUMULATIVE Area (ac) - 0 . 2 0 . 7 Drainage Time (min) = 10 . 00 11 . 45 Intensity (in/h) = 6 . 31 6 . 01 TOTAL UNIFORM Runoff Coefficient - 0 . 85 0 . 46 FLOW CAPACITY Rational Flow (cfs) = 1 . 18 2 . 06 (cfs) (cfs) Known Flow (cfs) = 0 . 00 0 . 00 2 . 06 4 . 21 Note : Upstream surcharge (ft) = 3 . 04 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 6 . 74 Flow from Catchment = 1 . 18 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint 0 . 09 Total flow to current inlet 1 . 18 Curb = 0 . 13 Intercepted by current inlet = 0 . 76 EFFICIENCY {a) Bypassed by current inlet 0 . 42 Grate = 64 . 79 INPUT PARAMETERS : Inlet Type = GRATE ON GRADE Longitudinal. Slope (ft/ft) = 0 . 020 Gutter Width (ft) - 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 020 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 020 Downstream Inlet number - 26 Grate Type = P-1-7/8 Grate Length (ft) = 2 . 00 Splash-Over Vel . (ft/s) - 8 . 13 i Data File : FORGET A. STM Return Period : 100 Yrs Rainfall file : N_ANDOVR. RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 34 STORM SEWER HYDRAULIC REPORT Diameter (in) - 12 N = 0 . 011 Critical Depth (in) = 5 . 05 Length (ft) - 109 Kj (JLC) - 1 . 0 Downstream Line # = 33 i INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 } (ft/s) UPSTREAM 141 . 14 12 . 00 144 . 73 144 . 75 142 . 14 148 . 00 0 . 79 1 . 25 DNSTREAM 140 . 60 12 . 00 144 . 64 144 . 67 141 . 60 144 . 50 0 . 79 1 . 25 SLOPE (o) 0 . 495 0 . 077 0 . 077 3 . 211 CATCHMENT CUMULATIVE Area (ac) = 0 . 5 0 . 5 Drainage Time (min) = 10 . 00 10 . 00 Intensity (in/h) 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient - 0 . 30 0 . 30 FLOW CAPACITY Rational Flow (cfs) = 0 . 98 0 . 98 (cfs) (cfs) Known Flow (cfs) = 0 . 00 0 . 00 0 . 98 2 . 96 Note ; Upstream surcharge (ft) = 2 . 59 STORM SEWER .INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) - 0 . 29 Flow from Catchment = 0 . 98 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint - 0 . 00 Total flow to current inlet - 0 . 98 Curb = 0 . 14 Intercepted by current inlet = 0 . 98 EFFICIENCY (%) Bypassed by current inlet - 0100 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type = GRATE IN SAG Longitudinal Slope (ft/ft) = 0 , 000 Gutter Width (ft) - 2 , 000 Pavement Cross Slope (ft/ft) = 0 . 500 Inlet n-value - 0 , 016 Gutter Cross Slope (ft/ft) = 0 . 500 Downstream Inlet number - 27 Grate Type - P-1--7/8 Opening Ratio - 0 . 90 Grate Length (ft) = 2 . 00 Grate Width (ft) = 2 . 00 Grate Weir Coefficient - 3 , 000 Grate Orifice Coefficient - 0 . 670 Clogging Factor (o) - 0 . 00 i Data File : FORGET_A. STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 35 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N = 0 , 011 Critical Depth (in) - 5 . 14 Length (ft) - 28 Kj (JLC) = 1 . 0 Downstream Line # = 31 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/S) UPSTREAM 140 . 56 12 . 00 144 , 53 144 . 56 141 . 56 144 . 05 0 . 79 1 . 30 DNSTREAM 140 . 30 12 . 00 144 . 49 144 . 51 141 . 30 144 . 05 0 . 79 1 . 30 SLOPE (o) 0 . 929 0 . 153 0 . 153 0 . 000 CATCHMENT CUMULATIVE Area (ac) - 0 . 2 0 . 2 Drainage Time (min) = 10 . 00 10 . 00 Intensity (in/h) = 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient = 0 . 90 0 . 90 FLOW CAPACITY Rational Flow (cfs) = 1 . 02 1 . 02 (cfs) (cfs) Known Flow (cfs) - 0 , 00 0 . 00 1 , 02 4 . 06 Note : Upstream surcharge (ft) = 2 . 97 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 6 . 40 Flow from Catchment - 1 . 02 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint = 0 . 09 Total flow to current inlet = 1 . 02 Curb - 0 . 13 Intercepted by current inlet - 0 . 69 EFFICIENCY (o) Bypassed by current inlet - 0 . 33 Grate = 67 . 35 INPUT PARAMETERS : Inlet Type = GRATE ON GRADE Longitudinal Slope (ft/ft) = 0 , 020 Gutter Width (ft) - 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 020 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) - 0 . 020 Downstream Inlet number 21 Grate Type = P-1-7/8 Grate Length (ft) - 2 . 00 Splash-Over Vel . (ft/s) = 8 . 13 10/20/66 STORM SEWER SUMMARY REPORT PAGE 1 OF 2 FILE: FORGET B.STM RAINFALL FILE: N RNDDVR.RND 10 YEAR DESIGN STORM I = 62.240/ ( Tc + 12.250) 0,850 ..� LINE IA I FLOW RATE INFO I PIPE INFO HYDRAULIC INFO LINE#j DESCRIPTION (INC ARIRUNOFFCIINLTIMEIINLT IIINC CIAI INPUTO IUNIFORM ISIZE/IINVERT IPIPE I NVAL IHGLSLOPEIHYD GRIT I VEL IFLOWCAPITYPE JUP/DOWN ILEN IINVSLOPI 3LC IUP/DOWN 1UP/DOWN DOWNLINEH ITOT ARIWEZGHTDI '1'o ITOTL IITOT CIAI TOTAL4 1 (ac) I C I (min) I (in/h) 1 (cfs) 1 (cfs) I (cfs) l(in) I (ft) 1 (ft) I (ft/ft) I (ft/ft) I (Et) 1 (ft/s) I I I I I I I I I I I I I I I 1 I STC2-HW I 0.01 0.001 0.001 7,401 0.001 0,001 1 18DI 137.631 211 0,0111 0,0151 138.791 9.77 DNLN = 0 1 4.81 0,751 13.141 3.981 14,341 14.341 15.31 18D1 137.311 1 0.0151 1,00 1 139.471 9,77 I I i I I I 1 I I I I I I I I 2 1 MH13-STC2 1 0.01 0,001 0.001 7.401 0.001 0,001 1 18➢I 137,901 101 0.0111 0.013I 140.41I 8.12 DNLN = 1 1 4.81 0.751 13.121 3,981 14,351 14.351 17.61 18DI 137.701 I 0.024I 1.00 1 140.271 8.12 I I 3 I C32541H13 3 1.21 0,861 10.001 4.451 4.751 0,001 1 12D1 139.651 41 0,0111 0.1551 142,051 6.05 I DNLN = 2 1 1.21 0.861 10.001 4,451 4.751 4.751 22.61 12DI 138.501 1 0,2971 1.00 I 141.431 6.05 I I I I I I I I I I I I I I I 4 I M1412-MB13 I 0.01 0,001 0.001 7.401 0.001 0.001 1 18D1 140.401 1601 0.0111 0.007I 142.531 5.80 DNLN - 2 1 3.61 0,711 12.661 4.05I 10.261 10.261 15,21 18DI 138.00I 1 0.0151 1.00 1 141.431 5.81 1 1 I I I I I I I I I I I I I 5 I CB24-MA12 I 0.11 0.901 10,001 4.451 0.201 0.001 1 12DI 141.751 181 0.0111 0,0001 143.051 0,26 I DNLN = 4 1 0.1.1 0.901 10,001 4.451 0,201 0.201 8.61 12DI 141.001 1 0.0421 1.00 1 143,051 0.26 - 1 1 I I I I I 1 I I I I I 6 1 CB23-MH12 1 0.51 0,861 10.001 4.451 2.031 0,001 1 12DI 141.551 61 0.0111 0,0201 143,171 2.59 I DNLN = 4 1 0,51 6.861 10.001 4.451 2.031 2.031 12.71 12DI 141.001 1 0.0921 1.00 1 143.051 2.59 1 I I I I I I I I I I i I I I 7 I MH15-MH12 1 0.01 O,oOI 0.001 7.401 0.001 0.001 1 12D1 143.501 1781 0.0111 0.0061 144.071 3,90 DNLN = 4 1 0.71 0,57I 10.971 4.30I 1.80I 1.801 5.01 12DI 141.001 I 0.0141 1100 1 143.051 2.29 I I I ( I I I 12DI 143.901 121 0.0111 0.0021 144.321 1.70 a I csza-rnlls 1 o.1I o.ao1 lo.oal 4.451 0.461 o.oal I I I 0,801 10,001 4.451 0.461 0,461 6.71 12DI 143.601 1 0.0251 1.00 1 144.301 0.78 DNLN = 7 1 fl.11 I I I I I 1 1 1 I 9 1 S,7H14-MH15 I 0.01 0.001 0,001 7.401 0.001 0.001 I 12DI 146,801 1481 0.0111 0.0201 147,301 3,54 DNLN = 7 1 0.61 0.511 10.141 4.431 1,391 1.391 6.21 12DI 143.601 1 0,0221 1.00 1 144.301 2.36 1 I 1 1 I 1 4.1 1 I 147.301 121 0,0111 0,017 147.701 2.52 10 1 cBz7-Mx14 1 1 o.sol l 12D o.o4l 4.451 o.s01 0.001 I I I I I I 1 DNLN = 9 I 0.11 0,801 10.001 4,451 0.501 01501 7.71 12DI 146,90I 1 0.033I 1.00 1 147,501 1.02 I I 1 1 1 I 1 I ll 12D 1 1 1 CB26-MH14 1 0.5) o.43I 10.00I 4.45I 0.90I 0.001 I 1 147.301 20 1 0,0111 0.0181 147,851 3,05 1 DNLN = 9 1 0,51 O.431 10.001 4.45I 0.901 0.901 6.01 12D1 146.901 1 0.0201 1.00 1 147.501 1.85 1 1 1 I I I 1 1 I 1 1 1 lz I t�sx11-Mfi12 I 0.01 0.041 0.001 7,401 0.001 0.001 1 18DI 141.15 1 66 I 0.011 i 0.0031 142.241 3.74 DNLN = 4 I 2.31 0.711 12.371 4.091 6.611 61611 12.31 18DI 140.501 1 0.0101 1.00 1 143.051 3.74 1 y I I I I I I I i I i I 1 1 13 1 CB22-MHII 1 0.11 0.901 10.001 4,451 0,441 0.001 1 12DI 142,601 201 0.0111 0.0001 143.461 0.62 1 DNLN = 12 1 0.11 0.901 10.001 4.451 0.441 0.441 5.61 12DI 142.251 1 0.0181 1.00 1 143.451 0156 i 10/20/00 STORM S£1PER SUM14AR'i REPORT (continued) PAGE 2 OF 2 FILE: FORGET S.STM RAINFALL FILE; N ANDOVR.RND 10 YEAR DESIGN STORM I = 62.240/ ( Tc + 12.250) 0.850 LINE ID ( FLOW RATE INFO I PIPE INFO I HYDRAULIC INFO LINE#1 DESCRIPTION ZINC ARIRUNOFFCIINLTIP4ElINLT IIINC CIAI INPUTQ IUNIFORMI SIZE/IINVERT IPIPE I NVAL IHGLSLOPEIHYD GRD I VEL I DO''dNLINE# ITOT ARIWEIGHTDI Tc ITOTL IITOT CZAI TOTALQ IFLOWCAPITYPE IUP/DOWN ILEN IINVSLOPI JLC IUP/DOWN IUP/DOWN I } (ac) I C 1 (min) I (in/h) l (cfs) 1 (cfs) I (cfs) l (in) I (ft) l (ft) l (ft/ft) l (ft/ft) l (ft) I (ft/s) I I 1 } I I l I I I I I I I I 14 I CB21431i11 1 0.41 0.901 10.001 4.451 1.601 0.001 1 12D1 143.1.01 301 0.0111 0.0131 143.851 3.73 DNLN = 12 I 0,41 0.901 10.001 4.451 1.601 1.601 7.11 121)1 142.251 1 0.0281 1.00 1 143.45I 2.04 I I I I I I I I I I I I I I I 15 I MH10-wll l 0.01 0.001 0.001 7.401 0.001 0.001 I 15DI 144.351 2741 0.0111 0.0071 145.241 5.27 l DNLN = 12 1 1.81 0.661 11.381 4,231 4.901 4.901 7.91 15DI 141.401 1 0,0111 1.00 1 143.451 3.99 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 16 ( CB20-MH10 1 0.71 0.671 10.001 4.451 2.211 0.001 1 12DI 145.501 151 O.Oill 0.0491 146.411 4.24 DNLN = 15 1 0.71 0.671 10.001 4,451 2.211 2.211 10.31 12DI 144.601 1 0.0601 1.00 1 .145.671 2.61 I I I I I I I I I I I I 1 I 1 17 1 C1319-MH10 1 0.21 0,641 10.001 4.451 0,601 0,001 1 12DI 145.911 1421 0.0111 0.0051 146,351 2.67 I DNLN = 15 1 0.21 0.641 10.001 4.4S1 0.601 0.601 4.01 12DI 144.601 1 0.0091 1.00 1 145.671 0.76 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 18 1 CB18--14HI0 1 0.81 0.651 10.001 4.451 2.351 0.001 1 12D1 145.301 1401 0.0111 0,0041 146,271 3.65 1 DNLN = 15 I 0.81 0.651 10.001 4.451 2.351 2.351 3.01 12DI 144,601 1 0.005I 1.OD 1 145.671 2.99 10/20/00 STORM SEWER S131MARY REPORT PAGE 1 OF 2 FILE: FORGET B.STM RAINFALL FILE: N ANDOVR.RND 100 YEAR DESIGN STORM I = 119.420/ l Tc + 16.250) 0.900 LINE I➢ I FLOW RATE INFO I PIPE INFD I HYDRAULIC INFO LINE{) DESCRIPTION ITNC ARIRDNOFFCIINLTIMEIINLT IIINC C1AI INPUTQ IUNIFORMISIZE/IINVERT IPIPE I NVAL IHGLSLOPEIHYD GRD I VEL { DOWNLINEQ ITOT ARIi4EIGHTDI Tc ITOTL IITOT CIA1 TOTALQ IFLOWCAPITYPE IUP/DOVIN ILEN IINVSLOPI 7LC IUP/DOWN IUP/DOWN I (ac) I C I hnin! 1 (in/h) I (cfs) I (cfs) { (cfs) I (inl I (ft) I (tt) I (ft/ft) I (ft/ft1 1 (ft) 1 (ft/s1 I I I I 1 { I I I I 1 I 1 1 1 I STC2-HW 1 0.01 0.001 0.001 9.711 0.001 0.001 I 18DI 137.631 21I 0,011I 0.0261 139.341 11.46 I DNLN = 0 1 4.61 0.751 13.571 5.621 20.251 20.251 15.31 18DI 137,311 1 0.0151 1.00 1 138.801 11.48 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 1 MH13--STC2 I 0,01 0.00I 0.001 9.711 0.00I 0.00I 1 18DI 137.90I 10I 0.011I 0.027I 141.651 11.46 { DNLN = 1 { 4.81 0.751 13,55I 5.631 20.26I 20.261 17.61 18DI 137.70I 1 0.0201 1.00 I 141.381 11.47 I I 1 I 1 I I 1 I I 1 I I I I 3 I CB25-MH13 I 1.21 0.861 10.001 6.311 6.731 0.00I 1 12DI 139.651 41 0.0111 0.3101 144,931 8.56 I DNLN = 2 1 1.21 0.861 10.001 6.311 6.731 6.731 22.61 12DI 138.SOI 1 0,2871 1.00 1 143.691 8.57 I I I I I I i I I I I I I 1 I 4 I M1412-MH13 1 0.01 0,001 0,001 9.711 0.001 0.001 1 18DI 140.401 1601 0.0111 0.0131 145.84I 8.15 DNLN = 2 I 3.61 0.711 13.231 5,681 14.401 14.401 15.21 18DI 138.001 1 0.0151 1.00 I 1.43.691 8.15 { I 1 1 1 1 1 1 I 1 1 1 1 I 1 5 I CB24-MH12 I 0.11 0.90I 10,00I 6.311 0.28I 0,001 1 12DI 141.751 181 0.0111 0.0001 146.881 0.36 1 DNLN = 4 I 0.11 0.901 10,001 6.311 0.281 0,281 8.61 12DI 141.001 1 0,042I 1.00 1 146,881 0.36 I I I I I I I 1 I I I I I ( 1 6 { CB23-MH12 1 0.5I 0,861 10.00I 6.311 2.871 0.00I 1 12DI 141.551 61 0.0111 0.0391 147.111 3.66 DNLN = 4 1 0.51 0.861 10,OOI 6.311 2.B71 2.871 12.71 12DI 141.001 1 0.0921 1.00 1 146.881 3.66 1 1 1 I I I 1 I I I I I 1 I 7 I MH15-MH12 1 0.01 0.001 0.001 9.711 0.00I 0.001 1 12DI 143.501 1781 0.0111 0.0041 147.521 3.23 DNLN = 4 1 0.71 0,57I 11.201 6.061 2.531 2.531 5.01 12DI 141.001 1 0,0141 1.00 1 146,881 3,23 i 1 I I I 1 I 1 I I 1 1 1 I I 8 I CB28-MHIS 1 0.1) 0.801 10.001 6.33.1 0.661 0.001 1 12DI 143.901 121 0.0111 0.0011 147.70I 0.84 1 DNLN = 7 1 0.11 0.80I 10.001 6.311 0.661 0.66I 6.71 1201 143.60I 1 0.0251 1,00 I 147.681 0.84 I I I I I I I I I I I I I ! I 9 I MH14-MHIS 1 0.01 0.001 0.001 9.711 0.001 0.001 1 12DI 146.801 1481 0.DllI 0.0021 148,011 2.50 1 DNLN = 7 1 0.6I 0.511 10.211 6,261 1,97I 1.971 6.21 12DI 143,601 1 0.0221 1.00 1 147.681 2.51 I I ( I I I I 1 I I I I I I I 10 I CB27-MH14 1 0.11 0.801 10.001 6.311 0.71I 0.00I I 12DI 147.301 121 0,0111 0.0011 148.121 1,05 DNLN = 9 1 0.11 0.801 10.001 6.311 0.711 0.711 7.71 12DI 146.901 1 0.0331 1.00 I 149.101 0.90 11 I CB26-MH14 I 0.51 0.431 10,001 6.311 1.271 0,001 1 12DI 147.301 201 0.0111 0.0031 148.161 1.87 I DNLN = 9 I 0.51 0.431 10.001 6.311 1.271 1.271 6.01 12DI 146.901 1 0.0201 1.00 1 3.48,101 1.62 I I I l I I i I 1 I I I i I I 12 1 r.IHll-MH12 1 0.01 0.001 0.001 9.71I 0:o0I 0.001 1 18DI 141,151 661 0,0111 0.0061 147.241 5.23 1 DNLN = 4 I 2.31 0.711 13.021 5.721 9.241 9.241 12.31 18DI 140.501 1 0.0101 1.00 I 146.88I 5.23 1 I I I I I 1 1 i 1 1 I I I 1 13 { CB22-MHll { 0.11 0.901 10.00I 6.311 0.621 0.001 1 12DI 142.601 201 0,011I 0.0011 147,681 0.8O I DNLN = 12 1 0.11 0.901 10.00I 6.311 0.621 0.62{ 5.61 121)1 142.25I 1 0.016I 1.00 1 147.671 0.80 I 10/20/00 STORMS SEWER SUt,24ARY REPORT (continued) PAGE 2 OF 2 FILE: FORGET B.STM RAINFALL FILE: N ANDOVR,RND 100 YEAR DESIGN STORMI I = 119.420/ ( Tc f I6.2501 - 0.900 LINE ID I FLOW RATE INFO I PIPE INFO i HYDRAULIC INFO i LINE#j DESCRIPTION ZINC ARIRUNOFFCIINLTTMEIINLT TIINC CIAI INPUTQ IUNIFORMISIZE/IliiNVERT IPIPE I NVAL IEGLSLOPEIHY❑ GRD I VET, I DOWNLINE(( ITOT ARIWEIGHTDI Tc ITOTL IITOT CIAI TOTALQ IFLOWCAPITYPE IUP/DOWN ILEN IINVSLOPI TLC IUP/DOWN IUP/DOWN l (ac) I C I (min) I (in/h) I (c£s) I (cfs} I (c£s) l(in) I (ft) I (ft) I (ft/ft) 1 {ft/ft) 1 (ft) I (£t/s) 14 I CH21-ifH11 I 0.4I 0.901 10.00I 6.31I 2.27I 0.00I I -12DI 143.101 301 0.011I 0.007I 147.88I 2.89 I DNLN = 12 1 0.41 0.901 10.00I 6.311 2.271 2.271 7.11 12DI 142.251 1 0,028I 1,00 1 147,671 2,89 I I I I I I I I I I I I I I I 15 114H10-MH11 1 0.01 0.00I 0.00I 9.711 0.001 0.00I 1 15DI 144.351 2741 0.0111 0.008I 149.831 5.53 I DNLN = 12 1 1,61 0.661 12.19I 5.871 6.791 6,791 7.91 15DI 141.401 1 0.011I 1.00 1 147.671 5.53 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 16 I CB20-MR10 I 0.71 0.671 1D.001 6.311 3.131 0.O01 1 12DI 145.501 151 0.011I 0.0221 150.64I 3.98 DNLN = 15 I 0.71 0.671 10.00I 6.311 3.131 3.131 10.3I 12DI 144.60I 1 0.0601 1.00 1 150.31I 3.98 I I I I I I I I I I 1 I I I I 17 I CB1941H10 I 0.21 0.641 10.0OI 6.311 0.851 0.001 1 12DI 145.911 1421 0.011I 0.0011 150.381 1.08 DNLN = 15 1 0.2I 0.641 10.001 6.311 0.851 0.851 4.01 12D1 144.601 1 0.009I 1,00 I 150.311 1,08 1 I I f I I I I I 1 I 1 I 1 I 18 I CB18-ml0 I 0.81 0.651 10.001 6.311 3.321 0.00I 1 12DI 145.30I 140I 0.0111 0.0081 151.461 4.23 I DNLN = 15 1 0.81 0.65I 10.00I 6.311 3.321 3.321 3.01 12DI 144.60] I 0.005I 1.00 1 150.311 4.23 II 10/20/00 STORM ,SEWER DETAILED REPORT PAGE 1 OF 18 Data File ; FORGET_B. STM Return Period: 100 Yrs Rainfall file ; N ANDOVR.RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 1 STORM SEWER HYDRAULIC REPORT Diameter (in) = 18 N = 0 . 011 Critical Depth (in) = 17 . 74 Length (ft) = 21 Kj (JLC) = 1 . 0 Downstream Line # = OUTFALL INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) UPSTREAM 137 . 63 18 . 00 139 . 34 141 . 38 139 . 13 143 . 80 1 . 77 11 . 46 DNSTREAM 137 . 31 17 . 84 138 . 80 140 . 84 138 . 81 137 . 31. 1 . 76 11 . 48 SLOPE (o) 1 . 524 2 . 591 2 . 562 30 . 905 CATCHMENT CUMULATIVE Area (ac) = 0 . 0 4 . 8 Drainage Time (min) = 0 . 00 13 . 57 Intensity (in/h) = 0 . 00 5 . 62 TOTAL UNIFORM Runoff Coefficient - 0 . 00 0 . 75 FLOW CAPACITY Rational Flow (cfs) = 0 . 00 20 . 25 (cfs) (cfs) Known Flow (cfs) = 0 . 00 0 . 00 20 . 25 15 . 32 Note : Upstream surcharge (ft) = 0 . 21 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) - 0 . 00 Flow from Catchment = 0 . 00 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint - 0 . 00 Total flow to current inlet = 0 . 00 Curb - 0 . 00 Intercepted by current inlet - 0 . 00 EFFICIENCY M Bypassed by current inlet = 0 . 00 INPUT PARAMETERS : Inlet Type = NONE IN SAG Longitudinal. Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 0 . 000 Pavement Cross Slope (ft/ft) = 0 . 000 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 000 Downstream Inlet number - 0 Data File : FORGET B .STM Return Period: 100 Yrs Rainfall file : 'N ANDOVR.RND I = 119 .420/ ( Tc + 16 . 250) 0 . 900 LINE 2 STORM SEWER HYDRAULIC REPORT Diameter (in) = 18 N = 0 . 011 Critical Depth (in) = 17 . 74 Length (ft) - 10 Kj (JLC) = 1 . 0 Downstream Line # = 1 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 137 . 90 18 . 00 141 . 65 143 , 69 139 . 40 143 . 70 1 . 77 11 . 46 DNSTREAM 137 . 70 18 . 00 141 . 38 143 . 42 139 . 20 143 . 80 1 . 77 11 . 47 SLOPE (o) 2 . 000 2 . 673 2 . 666 -1 . 000 CATCHMENT CUMULATIVE Area (ac) 0 . 0 4 . 8 Drainage Time (min) = 0 . 00 13 . 55 Intensity (in/h) - 0 . 00 5 . 63 TOTAL UNIFORM Runoff Coefficient = 0 . 00 0 . 75 FLOW CAPACITY Rational Flow (cfs) - 0 . 00 20 . 26 (Cfs) (cfs) Known Flow (cfs) - 0 , 00 0 . 00 20 . 26 17 . 55 Note : Upstream surcharge (ft) = 2 . 25 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0 . 00 Flow from Catchment = 0 . 00 DEPTH (ft) Carryover from previous inlet - 0 . 00 Gutter/pavement joint - 0 . 00 Total flow to current inlet - 0 . 00 Curb = 0 . 00 Intercepted by current inlet - 0 . 00 EFFICIENCY (%) Bypassed by current inlet - 0 . 00 INPUT PARAMETERS : Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) - 0 . 000 Pavement Cross Slope (ft/ft) = 0 . 000 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 000 Downstream Inlet number = 1 Data File FORGET B . STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND I = 119 .420/ ( Tc + 16 . 250) 0 . 900 LINE 3 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N = 0 . 011 Critical Depth (in) = 11 . 75 Length (ft) - 4 Kj (JLC) = 1 . 0 Downstream Line . = 2 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (£t) (ft2 ) (ft/s) UPSTREAM 139 . 65 12 . 00 144 . 93 146 . 07 140 . 65 143 . 65 0 . 79 8 , 56 DNSTREAM 138 . 50 12 . 00 143 . 69 144 . 83 139 . 50 143 . 70 0 . 79 8 . 57 SLOPE (%) 28 . 750 31 . 039 31 . 028 -1 . 250 CATCHMENT CUMULATIVE Area (ac) - 1 . 2 1 . 2 Drainage Time (min) = 10 . 00 10 . 00 Intensity (in/h) = 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient 0 . 86 0 . 86 FLOW CAPACITY Rational Flow (cfs) = 6 . 73 6 . 73 (cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 6 . 73 22 . 57 Note : Upstream ,surcharge (ft) = 4 . 28 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (£t) = 44 . 48 Flow from Catchment = 6 . 73 DEPTH (ft) Carryover from previous inlet = 0 . 39 Gutter/pavement joint - 0 . 42 Total flow to current inlet = 7 , 12 Curb = 0 . 44 Intercepted by current inlet = 7 . 12 EFFICIENCY (%) Bypassed by current inlet = 0 . 00 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type = GRATE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) - 2 . 000 Pavement Cross Slope (ft/ft) � 0 . 010 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) - 0 . 010 Downstream Inlet number = 0 Grate Type = P--1-7/8 Opening Ratio - 0 . 90 Grate Length (ft) = 4 , 00 Grate Width (ft) = 2 . 00 Grate Weir Coefficient = 3 . 000 Grate Orifice Coefficient - 0 . 670 Clogging Factor (o) - 0 . 00 Data File FORGET_B ..STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 4 STORM SEWER HYDRAULIC REPORT Diameter (in) = 18 N = 0 . 011 Critical Depth (in) = 16 . 93 Length (ft) 160 Kj (JLC) = 1 . 0 Downstream Line ## = 2 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in} (ft) (ft) (ft) (ft) (ft ' ) (ft/s) UPSTREAM 140 . 40 18 . 00 145 . 84 146 . 88 141 . 90 145 . 15 1 . 77 8 . 15 DNSTREAM 138 . 00 18 . 00 143 . 69 144 . 72 139 . 50 143 . 70 1 . 77 8 . 15 SLOPE (°'.) 1 . 500 1 . 347 1 . 347 0 . 906 CATCHMENT CUMULATIVE Area (ac) - 0 . 0 3 . 6 Drainage Time (min) = 0 . 00 13 . 23 Intensity (in/h) 0 . 00 5 . 68 TOTAL UNIFORM Runoff Coefficient = 0 . 00 0 . 71 FLOW CAPACITY Rational Flow (cfs) = 0 . 00 14 . 40 (cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 14 . 40 15 . 20 Note : Upstream surcharge (ft) = 3 . 94 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) - 0 . 00 Flow from Catchment = 0 . 00 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint = 0 . 00 Total flow to current inlet = 0 . 00 Curb - 0 . 00 Intercepted by current inlet - 0 . 00 EFFICIENCY (o) Bypassed by current inlet - 0 . 00 INPUT PARAMETERS : Inlet Type = NONE IN SAG Longitudinal. Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 0 . 000 Pavement Cross Slope (ft/ft) = 0 . 000 Inlet n-value - 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 000 Downstream Inlet number - 3 I Data File FORGET B . STM Return Period ; 100 Yrs Rainfall file : N ANDOVR.RND I = 119 .420/ ( Tc + 16 . 250) 0 . 900 LINE 5 STORM SEWER HYDRAULIC REPORT Diameter (in) - 12 N = 0 . 011 Critical Depth (in) = 2 . 71 Length (ft) = 18 Kj (JLC) = 1 . 0 Downstream Line # = 4 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 141 . 75 12 . 00 146 . 88 146 . 88 142 . 75 145 . 75 0 . 79 0 . 36 DNSTREAM 141 . 00 12 . 00 146 . 88 146 . 88 142 . 00 145 . 15 0 . 79 0 . 36 SLOPE ('-,,) 4 , 167 0 . 016 0 . 016 3 . 333 CATCHMENT CUMULATIVE Area (ac) = 0 . 1 0 . 1 Drainage Time (min) = 1.0 . 00 10 . 00 Intensity (in/h) - 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient = 0 . 90 0 . 90 FLOW CAPACITY Rational Flow (cfs) - 0 . 28 0 . 28 (cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 0 . 28 8 . 59 Note : Upstream surcharge (ft) = 4 . 13 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) - 6 . 29 Flow from Catchment - 0 . 28 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint - 0 . 04 Total flow to current inlet - 0 . 28 Curb - 0 . 06 Intercepted by current inlet 0 . 28 EFFICIENCY (o) Bypassed by current inlet = 0 . 00 Grate = 100 . 00 INPUT PARAMETERS ; Inlet Type - GRATE IN SAG Longitudinal Slope (ft/ft) - 0 . 000 Gutter Width (ft) = 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 010 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 010 Downstream Inlet number - 0 Grate Type = P-1-7/8 Opening Ratio - 0 . 90 Grate Length (ft) - 2 . 00 Grate Width (ft) = 2 . 00 Grate Weir Coefficient = 3 . 000 Grate Orifice Coefficient - 0 . 670 Clogging Factor (%) = 0 . 00 Data File FORGET B . STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 6 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N = 0 . 011 Critical Depth (in) = 8 . 63 Length (ft) - 6 Kj (JLC) = 1 . 0 Downstream Line # = 4 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ftz ) (ft/s) UPSTREAM 141 , 55 12 . 00 147 . 11 147 . 32 142 . 55 145 . 55 0 . 79 3 . 66 DNSTREAM 141 . 00 12 . 00 146 . 88 147 , 08 142 . 00 145 . 15 0 . 79 3 . 66 SLOPE (a) 9 . 167 3 . 936 3 . 934 6 . 667 CATCHMENT CUMULATIVE Area (ac) - 0 . 5 0 , 5 Drainage Time (min) = 10 . 00 10 . 00 Intensity (in/h) = 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient - 0 . 86 0 . 86 FLOW CAPACITY Rational Flow (cfs) = 2 . 87 2 . 87 (cfs) (cfs) Known Flow (cfs) = 0 . 00 0 . 00 2 . 87 12 . 74 Note : Upstream surcharge (ft) = 4 . 56 _.STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) - 29 . 44 Flow from Catchment - 2 . 87 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint 0 . 27 Total flow to current inlet = 2 . 87 Curb - 0 . 29 Intercepted by current inlet - 2 . 87 EFFICIENCY (o) Bypassed by current inlet = 0 . 00 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type = GRATE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) - 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 010 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 010 Downstream Inlet number = 0 Grate Type = P---1-7/8 Opening Ratio = 0 . 90 Grate Length (ft) = 2 . 00 Grate Width (ft) - 2 . 00 Grate Weir Coefficient = 3 . 000 Grate Orifice Coefficient = 0 . 670 Clogging Factor M = 0 . 00 Data File FORGET_B . STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 7 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N 0 . 011 Critical Depth (in) = 8 . 10 Length (ft) - 178 Kj (JLC) = 1 . 0 Downstream Line # = 4 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 143 . 50 12 . 00 147 . 52 147 . 68 144 . 50 147 . 75 0 . 79 3 . 23 DNSTREAM 141 . 00 12 . 00 146 . 88 147 . 04 142 . 00 145 . 15 0 . 79 3 . 23 SLOPE (%) 1 . 404 0 . 362 0 . 362 1 . 461 CATCHMENT CUMULATIVE Area (ac) = 0 . 0 0 . 7 Drainage Time (min) 0 . 00 11 . 20 Intensity (in/h) - 0 . 00 6 . 06 TOTAL UNIFORM Runoff Coefficient = 0 . 00 0 . 57 FLOW CAPACITY Rational Flow (cfs) - 0 . 00 2 . 53 (Cf s) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 2 . 53 4 . 99 Note ; Upstream surcharge (ft) = 3 . 02 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0 . 00 Flow from Catchment = 0 . 00 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint - 0 . 00 Total flow to current inlet - 0 . 00 Curb 0 . 00 Intercepted by current inlet - 0 . 00 EFFICIENCY (%) Bypassed by current inlet - 0 . 00 INPUT PARAMETERS : Inlet Type NONE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) - 0 . 000 Pavement Cross Slope (ft/ft) = 0 . 000 inlet n-value - 0 . 016 Gutter Crass Slope (ft/ft) - 0 . 000 Downstream Inlet number - 6 Data File : FORGET B . STM Return Period: 100 Yrs Rainfall. file : N ANDOVR,RND I = 119 .420/ ( Tc + 16 . 250) 0 , 900 LINE 8 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N = 0 . 011 Critical. Depth (in) = 4 . 12 Length (ft) = 12 Kj (JLC) = 1 . 0 Downstream Line # = 7 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft ) (ft/s) UPSTREAM 143 . 90 12 . 00 147 . 70 147 . 71 144 . 90 147 . 90 0 . 79 0 . 84 DNSTREAM 143 . 60 12 . 00 147 . 68 147 . 69 144 . 60 147 . 75 0 . 79 0 . 84 SLOPE (%) 2 , 500 0 . 115 0 . 115 1 . 250 CATCHMENT CUMULATIVE Area (ac) = 0 . 1 0 . 1 Drainage Time (min) = 10 . 00 10 . 00 Intensity (in/h) = 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient = 0 . 80 0 . 80 FLOW CAPACITY Rational Flow (cfs) = 0 . 66 0 . 66 (cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 0 . 66 6 . 65 Note : Upstream surcharge (ft) = 2 . 80 STORM SEWER INLET REPORT FLOW RESULTS (cfs) POND ING WIDTH (ft) = 6 . 30 Flow from Catchment - 0 . 66 DEPTH (ft) Carryover from previous inlet = 0 . 54 Gutter/pavement joint 0 . 09 Total flow to current inlet = 1 . 20 Curb - 0 . 13 Intercepted by current inlet = 0 . 80 EFFICIENCY (o} Bypassed by current inlet - 0 . 39 Grate 67 . 06 INPUT PARAMETERS : Inlet Type = GRATE ON GRADE Longitudinal. Slope (ft/ft) = 0 . 030 Gutter Width (ft) = 2 . 000 Pavement Cross Slope (ft/ft) - 0 . 020 Inlet n-value - 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 020 Downstream Inlet number = 3 Grate Type = P-1,-7/8 Grate Length (ft) = 2 . 00 Splash-Over Vel . (ft/s) = 8 • 13 Data File FORGET B . STM Return Period : 100 Yrs Rainfall file : N ANDOVR.RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 9 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N = 0 . 011 Critical Depth (in) 7 . 14 Length (ft) = 148 Kj (JLC) = 1 . 0 Downstream Line # = 7 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEZ (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 146 . 80 12 . 00 148 . 01 148 . 10 147 . 80 151 . 40 0 . 79 2 . 50 DNSTREAM 143 . 60 12 . 00 147 . 68 147 . 78 144 . 60 147 . 75 0 . 79 2 . 51 SLOPE ('-.,) 2 . 162 0 . 219 0 . 218 2 . 466 CATCHMENT CUMULATIVE Area (ac) - 0 . 0 0 . 6 Drainage Time (min) 0 . 00 10 . 21 Intensity (in/h) = 0 . 00 6 . 26 TOTAL UNIFORM Runoff Coefficient = 0 . 00 0 . 51 FLOW CAPACITY Rational Flow (cfs) = 0 . 00 1 . 97 (cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 1 . 97 6 . 19 Note : Upstream surcharge (ft) = 0 . 21 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0 . 00 Flow from Catchment = 0 . 00 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint - 0 . 00 Total flow to current inlet = 0 . 00 Curb = 0 . 00 Intercepted by current inlet - 0 . 00 EFFICIENCY (o) Bypassed by current inlet = 0 . 00 INPUT PARAMETERS : Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 0 . 000 Pavement Cross Slope (ft/ft) = 0 . 000 Inlet n-value - 0 . 016 Gutter Cross Slope (ft/ft) - 0 . 000 Downstream Inlet number - 8 i Data File : FORGET B , STM Return Period: 100 Yrs Rainfall file : N_ANDOVR.RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 10 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N = 0 . 011 Critical Depth (in) = 4 . 28 Length (ft) = 12 Kj (JLC) = 1 . 0 Downstream Line # = 9 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 147 . 30 9 . 58 148 . 12 148 . 13 148 . 30 151 . 40 0 . 67 1 . 05 DNSTREAM 146 . 90 12 . 00 148 . 10 148 . 12 147 . 90 151 . 40 0 . 79 0 . 90 SLOPE (.) 3 . 333 0 . 104 0 . 142 0 . 000 CATCHMENT CUMULATIVE Area (ac) - 0 . 1 0 . 1 Drainage Time (min) = 10 . 00 10 . 00 Intensity (in/h) = 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient - 0 . 80 0 . 80 FLOW CAPACITY Rational Flow (cfs) = 0 . 71 0 . 71 (cfs) (cfs) Known Flow (cfs) = 0 . 00 0 . 00 0 . 71 7 . 68 Note : Transitional flow exists in this line STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 4 . 69 Flow from Catchment = 0 . 71 DEPTH (ft) Carryover from previous inlet - 0 . 00 Gutter/pavement joint = 0 . 05 Total flow to current inlet = 0 . 71 Curb 0 . 09 Intercepted by current inlet - 0 . 56 EFFICIENCY 0.0 Bypassed by current inlet = 0 . 15 Grate = 78 . 81 INPUT PARAMETERS : Inlet Type = GRATE ON GRADE Longitudinal Slope (ft/ft) = 0 . 050 Gutter Width (ft) - 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 020 Inlet n--value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 020 Downstream Inlet number = 8 Grate Type = P-1-7/8 Grate Length (ft) = 2 . 00 Splash-Over Vel . (ft/s) - 8 . 13 Data File : FORGET B. STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 11 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N = 0 . 011 Critical Depth (in) µ 5 . 74 Length (ft) = 20 Kj (JLC) = 1 . 0 Downstream Line # = 9 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ftz ) (ft/s) UPSTREAM 147 . 30 9 . 71 148 . 16 148 . 22 148 . 30 1.51 . 30 0 . 68 1 , 87 DNSTREAM 146 . 90 12 . 00 148 . 10 148 . 14 147 . 90 151 . 40 0 . 79 1 . 62 SLOPE ('-.) 2 . 000 0 . 306 0 . 373 -0 . 500 CATCHMENT CUMULATIVE Area (ac) - 0 . 5 0 . 5 Drainage Time (min) = 10 . 00 10 . 00 Intensity (in/h) = 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient - 0 . 43 0 . 43 FLOW CAPACITY Rational Flow (cfs) = 1 . 27 1 . 27 (cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 1 . 27 5 , 95 Note : Transitional flow exists in this line STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) - 5 . 86 Flow from Catchment = 1 . 27 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint = 0 . 08 Total flow to current inlet W 1 , 27 Curb = 0 . 1.2 Intercepted by current inlet - 0 . 88 EFFICIENCY (o} Bypassed by current inlet = 0 . 39 Grate 69 . 26 INPUT PARAMETERS : Inlet Type = GRATE ON GRADE Longitudinal Slope (ft/ft) = 0 . 050 Gutter Width (ft) - 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 020 Inlet n-value - 0 . 016 Gutter Cross Slope (ft/ft) - 0 . 020 Downstream Inlet number = 8 Grate Type = P---1-7/8 Grate Length (ft) = 2 . 00 Splash-Over Vel . (ft/s) = 8 . 13 Data File : FORGET B . STM Return Period: 100 Yrs Rainfall file : N ANDOVR. RND I = 119 . 420/ ( Tc + 16 , 250) 0 , 900 LINE 12 STORM SEWER HYDRAULIC REPORT Diameter (in) = 18 N = 0 . 01.1 Critical Depth (in) = 1.3 . 92 Length (ft) = 66 Kj (JLC) = 1 . 0 Downstream Line ## = 4 . INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft ' ) (ft/s) UPSTREAM 141 . 15 18 . 00 1.47 . 24 1.47 . 67 142 . 65 146 . 24 1 . 77 5 . 23 DNSTREAM 140 . 50 18 . 00 146 . 88 147 . 30 142 . 00 145 . 15 1 . 77 5 . 23 SLOPE (%) 0 . 985 0 . 555 0 . 554 1 , 652 CATCHMENT CUMULATIVE Area (ac) = 0 . 0 2 . 3 Drainage Time (min) - 0 . 00 13 . 02 Intensity (in/h) - 0 . 00 5 . 72 TOTAL UNIFORM Runoff Coefficient = 0 . 00 0 . 71 FLOW CAPACITY Rational Flow (cfs) 0 . 00 9 . 24 (cfs) (cfs) Known Flow (cfs) - 0 , 00 0 . 00 9 . 24 12 . 32 Note : Upstream surcharge (ft) = 4 . 59 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) - 0 . 00 Flow from Catchment - 0 . 00 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint - 0 . 00 Total flow to current inlet = 0 . 00 Curb = 0 . 00 Intercepted by current .inlet - 0 . 00 EFFICIENCY (%) Bypassed by current inlet = 0 . 00 INPUT PARAMETERS : Inlet Type = NONE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 0 . 000 Pavement Cross Slope (ft/ft) = 0 . 000 Inlet n--value - 0 . 016 Gutter Cross Slope (ft/ft) - 0 . 000 Downstream Inlet number - 3.1 Data File : FORGET B . STM Return Period: 100 Yrs Rainfall file : N_ANDOVR.RND I = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 13 STORM SEWER HYDRAULIC REPORT Diameter (in) 12 N = 0 . 011 Critical Depth (in) = 4 , 02 Length (ft) - 20 Kj (JLC) = 1 . 0 Downstream Line 4 = 12 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/S) UPSTREAM 142 . 60 12 . 00 147 . 68 147 . 69 143 . 60 146 . 60 0 . 79 0 . 80 DNSTREAM 142 . 25 12 . 00 147 . 67 147 . 68 143 . 25 146 . 24 0 . 79 0 . 80 SLOPE (a) 1 . 750 0 . 071 0 . 071 1 . 800 CATCHMENT CUMULATIVE Area (ac) = 0 . 1 0 . 1 Drainage Time (min) = 10 . 00 10 . 00 Intensity (in/h) - 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient = 0 . 90 0 . 90 FLOW CAPACITY Rational Flow (cfs) = 0 . 62 0 . 62 (cfs) (cfs) Known Flow (cfs) = 0 . 00 0 . 00 0 . 62 5 . 57 Note : Upstream surcharge (ft) = 4 . 08 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 5 . 32 Flow from Catchment = 0 . 62 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint = 0 . 07 Total flow to current inlet = 0 . 62 Curb - 0 . 11 Intercepted by current inlet - 0 . 62 EFFICIENCY (1) Bypassed by current inlet - 0 . 00 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type = GRATE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 020 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 020 Downstream Inlet number 0 Grate Type = P-1-7/8 Opening Ratio = 0 . 90 Grate Length (ft) = 2 . 00 Grate Width (ft) - 2 . 00 Grate Weir Coefficient = 3 . 000 Grate Orifice Coefficient 0 . 670 Clogging Factor (1) - 0 . 00 Data File : FORGET_B .STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND 1 = 119 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 14 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N = 0 . 011 Critical Depth (in) = 7 . 67 Length (ft) - 30 Kj (JLC) = 1 . 0 Downstream Line # = 12 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft ) (ft/s) UPSTREAM 143 . 10 12 . 00 147 . 88 148 . 01 144 . 10 147 . 10 0 . 79 2 . 89 DNSTREAM 142 . 25 12 . 00 147 . 67 147 . 80 143 . 25 146 . 24 0 . 79 2 . 89 SLOPE (o) 2 . 833 0 . 724 0 . 724 2 . 867 CATCHMENT CUMULATIVE Area (ac) - 0 . 4 0 . 4 Drainage Time (min) = 10 . 00 10 . 00 Intensity (in/h) = 6 . 31 6 . 31. TOTAL UNIFORM Runoff Coefficient - 0 . 90 0 . 90 FLOW CAPACITY Rational Flow (cfs) = 2 . 27 2 . 27 (cfs) (cfs) Known Flow (cfs) = 0 . 00 0 . 00 2 . 27 7 . 08 Note : Upstream surcharge (ft) = 3 . 78 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 12 . 58 Flaw from Catchment - 2 . 27 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint = 0 . 21 Total flow to current inlet = 2 . 27 Curb - 0 . 25 Intercepted by current inlet - 2 . 27 EFFICIENCY (%) Bypassed by current inlet = 0 . 00 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type = GRATE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) - 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 020 Inlet n-value = 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 020 Downstream Inlet number = 0 Grate Type = P-1-7/8 Opening Ratio - 0 . 90 Grate Length (ft) = 2 . 00 Grate Width (ft) - 2 . 00 Grate Weir Coefficient - 3 . 000 Grate Orifice Coefficient - 0 . 670 Clogging Factor (o) = 0 . 00 Data File FORGET B . STM Return Period: 100 Yrs Rainfall file ; N ANDOVR.RND I = 119 .420/ ( Tc + 16 . 250) 0 . 900 LINE 15 STORM SEWER HYDRAULIC REPORT Diameter (in) = 15 N = 0 . 011 Critical Depth (in) = 12 . 51 Length (ft) = 274 Kj (JLC) = 1 . 0 Downstream Line ## = 12 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/S) UPSTREAM 144 . 35 15 . 00 149 . 83 150 . 31 145 . 60 149 . 85 1 . 23 5 . 53 DNSTREAM 141 . 40 15 . 00 147 . 67 148 . 14 142 . 65 146 . 24 1 . 23 5 . 53 SLOPE (%) 1 . 077 0 . 791 0 . 791 1 . 318 CATCHMENT CUMULATIVE Area (ac) = 0 . 0 1 . 8 Drainage Time (min) = 0 . 00 12 . 19 Intensity (in/h) - 0 , 00 5 . 87 TOTAL UNIFORM Runoff Coefficient 0 . 00 0 . 66 FLOW CAPACITY Rational Flow (cfs) = 0 . 00 6 . 79 (cfs) (cfs) Known Flow (cfs) - 0 , 00 0100 6 . 79 7 . 92 Note : Upstream surcharge (ft) = 4 . 23 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) = 0 , 00 Flow from Catchment - 0 . 00 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint = 0 . 00 Total flow to current inlet = 0 . 00 Curb = 0 . 00 Intercepted by current inlet - 0 . 00 EFFICIENCY (%) Bypassed by current inlet = 0 . 00 INPUT PARAMETERS : Inlet Type NONE IN SAG Longitudinal Slope (ft/ft) - 0 . 000 Gutter Width (ft) - 0 . 000 Pavement Cross Slope (ft/ft) = 0 . 000 Inlet n-value - 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 000 Downstream Inlet number = 14 Data File FORGET B . STM Return Period: 100 Yrs Rainfall. file : N ANDOVR. RND 1 - 1.19 . 420/ ( Tc + 16 . 250) 0 . 900 LINE 16 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N = 0 . 011 Critical Depth (in) = 9 . 00 Length (ft) - 15 Kj (JLC) = 1 . 0 Downstream Line # = 15 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft ' ) (ft/,$) UPSTREAM 145 . 50 12 . 00 150 . 64 150 . 88 146 . 50 149 . 50 0 . 79 3 . 98 DNSTREAM 1.44 . 60 12 . 00 150 . 31 150 . 56 145 . 60 149 , 85 0 . 79 3 , 98 SLOPE (%) 6 . 000 2 . 194 2 . 193 -2 . 333 CATCHMENT CUMULATIVE Area (ac) - 0 . 7 0 . 7 Drainage Time (min) = 10 . 00 10 . 00 Intensity (in/h) = 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient - 0 . 67 0 . 67 FLOW CAPACITY Rational Flow (cfs) = 3 . 13 3 . 13 (cfs) (Cf s) Known Flow (cfs) = 0 . 00 0 . 00 3 , 13 1.0 . 31 Note : Upstream surcharge (ft) = 4 . 14 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) - 31 . 14 Flow from Catchment = 3 . 13 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint = 0 . 29 Total flow to current inlet = 3 . 13 Curb = 0 . 31 Intercepted by current inlet = 3 . 13 EFFICIENCY (o) Bypassed by current inlet - 0 . 00 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type = GRATE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 01.0 Inlet n-value - 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 010 Downstream Inlet number = 0 Grate Type W P-1-7/8 Opening Ratio = 0 . 90 Grate Length (ft) 2 . 00 Grate Width (ft) - 2 . 00 Grate Weir Coefficient = 3 . 000 Grate Orifice Coefficient 0 . 670 Clogging Factor (%) - 0 . 00 Data File FORGET B .STM Return Period: 100 Yrs Rainfall file : N ANDOVR.RND 1 = 119 .420/ ( Tc + 16 . 250) 0 . 900 LINE 17 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N = 0 . 011 Critical Depth (in) = 4 . 68 Length (ft) - 142 Kj (JLC) - 1 . 0 Downstream Line # = 15 INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/,$) UPSTREAM 145 . 91 12 : 00 150 . 38 150 .40 146 . 91 149 . 91 0 . 79 1 . 08 DNSTREAM 144 . 60 12 . 00 150 . 31 150 . 33 145 . 60 149 . 85 0 . 79 1 . 08 SLOPE (%) 0 , 923 0 . 053 0 . 053 0 . 042 CATCHMENT CUMULATIVE Area (ac) = 0 . 2 0 . 2 Drainage Time (min) = 10 . 00 10 . 00 Intensity (in/h) = 6 . 31 6 .31 TOTAL UNIFORM Runoff Coefficient = 0 . 64 0 . 64 FLOW CAPACITY Rational Flow (cfs) = 0 . 85 0 . 85 (cfs) (cfs) Known Flow (cfs) = 0 . 00 0 . 00 0 . 85 4 . 04 Note : Upstream surcharge (ft) = 3 . 47 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) 13 . 04 Flow from Catchment = 0 . 85 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint m 0 . 11 Total flow to current inlet = 0 . 85 Curb - 0 . 13 Intercepted by current inlet = 0 . 85 EFFICIENCY (o) Bypassed by current inlet - 0 . 00 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type = GRATE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) = 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 010 Inlet n-value - 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 010 Downstream Inlet number = 0 Grate Type = P-1-7/8 Opening Ratio = 0 . 90 Grate Length (ft) - 2 . 00 Grate Width (ft) = 2 . 00 Grate Weir Coefficient = 3 . 000 Grate Orifice Coefficient - 0 . 670 Clogging Factor (a) - 0 . 00 Data File : FORGET B .STM Return Period: 100 Yr, Rainfall file : N ANDOVR.RND 1 - 119 . 420/ ( Tc + 16 . 250) 0 . 90L . LINE 18 STORM SEWER HYDRAULIC REPORT Diameter (in) = 12 N = 0 . 011 Critical Depth (in) = 9 . 27 Length (ft) = 140 Kj (JLC) = 1 . 0 Downstream Line # = 15 i E INVERT DEPTH HGL EGL CROWN NAT GND AREA VEL (ft) (in) (ft) (ft) (ft) (ft) (ft2 ) (ft/s) UPSTREAM 145 . 30 12 . 00 151 . 46 151 . 74 146 . 30 149 . 30 0 . 79 4 . 23 DNSTREAM 1.44 . 60 12 . 00 150 . 31 150 . 59 145 . 60 149 . 85 0 . 79 4 . 23 SLOPE (a) 0 . 500 0 . 821 0 . 821 -0 . 393 CATCHMENT CUMULATIVE Area (ac) - 0 . 8 0 . 8 Drainage Time (min) = 10 . 00 10 . 00 Intensity (in/h) - 6 . 31 6 . 31 TOTAL UNIFORM Runoff Coefficient - 0 . 65 0 . 65 FLOW CAPACITY Rational Flow (cfs) = 3 . 32 3 . 32 (cfs) (cfs) Known Flow (cfs) - 0 . 00 0 . 00 3 . 32 2 . 98 Note : Upstream surcharge (ft) = 5 . 16 STORM SEWER INLET REPORT FLOW RESULTS (cfs) PONDING WIDTH (ft) - 32 . 41 Flow from Catchment - 3 . 32 DEPTH (ft) Carryover from previous inlet = 0 . 00 Gutter/pavement joint - 0 . 30 Total flow to current inlet = 3 . 32 Curb = 0 . 32 Intercepted by current inlet = 3 . 32 EFFICIENCY (o) Bypassed by current inlet 0 . 00 Grate = 100 . 00 INPUT PARAMETERS : Inlet Type = GRATE IN SAG Longitudinal Slope (ft/ft) = 0 . 000 Gutter Width (ft) 2 . 000 Pavement Cross Slope (ft/ft) = 0 . 010 Inlet n-value - 0 . 016 Gutter Cross Slope (ft/ft) = 0 . 010 Downstream Inlet number - 0 Grate Type = P-1-7/8 Opening Ratio - 0 . 90 Grate Length (ft) = 2 . 00 Grate Width (ft) = 2 . 00 Grate Weir Coefficient - 3 . 000 Grate Orifice Coefficient - 0 . 670 Clogging Factor (%) - 0 . 00 I i o o`Qo 4 C� DESIGN OF OUTLET PROTECTION FROM A RcunO PIPE FLOWING FULL — i -- MAXIMUM Tr,llu>aTER COt101TlOta ( Tug (3.5 11[ACSECER) 1OO - c� Outlet W - 00 + 0.4La — ! !,i 'ik' I ,I 'l i€ I` cn Pipe ' Uiamcter. Do L 1 9D - �- Tlfi]ulitt_r •_ O.SIIG � 0 €. :II. - 'V _ I _,-- --- - -� �I _. ; ,�, o: I of 1 ';'t j'•ii�l� 1 u I' ..,: i or. 7O !• lI� �iil .ij l�. f • . t , ,; - �'� i;•� '� "=r C ! l i 1!: •� f f 1160 Tj till ( II I� �I I I i of i D , � ! i V � •;.� l`� Off' I..I �I••� (�17{�' 1 ` I I � •I I' i•` I!I ill I -'r 11—�} - pia I i . ` � ^, r A" I I � {'li l:i� I-�' II� I I•i'::Irl• (��� " w � 5O .`� --- .�i. .i I I • ,I•af--•• i{ I � � 1 i 'ii ill i.. tl, lll• -:: !._ �- .1.-;I:i U" '� � i. "' ' �!L,.Y':I ..{i I {l{ I ! I I:I € I,I I i^ '.•�' ,1: !;. - �-' -�- II 11 I i 41 i�� L.,' � I11 ,..� :�I !! � I ! 1 � f � •I. .{3 :�E'�� I'_ "�1 € III: t -\ �f. I•li �•jl ,: :lt: {I I il,lii�t € j k { I ,�1 I'.� I L' li!-- I 30 .Ili i ] i � � ;!I, i I { i .k I. •I:.. �li� �Ilj'i,•I��I{ I ' € I I il�I '€• � i .�. y,r f:� II s ,•, lil r� Ij II 3I }I.•1 ! I -� iV 'iil' -I. !ii: a U '!II j',ii I I III _ -_I �� --l- `L• — - a - ate. �„ � ff •I I.1�:I ;I j�ll {I'I i il I l /1I • �� ' � — .s-.I 3� 5 ]Q ?0 50 100 200 r:OO 1000 pischart3e, ft.Nc_ o .o Co ' z o CD t C' GESIGi! 01' OUTlLT PI, EEC rI0)1 FROtt A R01mli P1PE fL6.11NC, F I I L L - -- MAXIMUM TAIlWATER C01101T11)t! ( Tif = G.5 DIP.MfTFR) 1 1 I} cn _-.�_1�=..:� .�ll�intE:r-_`^(1.`I1�] �• FSO '- !t' - '' -- -k� - / -- -'! ,�- - ." ., ,�, - tc��'' I i �,i j I;' 1 � f' !tf •I � � i " •r, i Il. �r � � I I -� • I V u b � I I: o tin - I � �� �I� t•�I _ ! ,{l. ,'ii�r i� �'�'• �-�� t� k r� 1 j ': �'_,�' �� l • � � i i I . .f {'I' {` Jk n. � I I � I'i '� I �,:..;. ,n - j 1 ,! I [1 '`� •�•�. ' �` ,' � ' ; � i� I `III ;'- It,, ,;,: ... II ,.:,. .�,, 1: ,,I; ojl 40 4 -- I � �--k � I I •k� -1� I, EI �1�11 k �f '�. ',`� `'��� ,!• I III 1� `I �`I I i I � I i, � I ]I I :, 11` I I; I�. I I ' �� G I� 1 � i � �• I�!I 3 � E 1 I I! I I�' t I I i'ii I lir•'�; I Al ,l ,� . ! r� ;• '.Ill��a I I 'I I" I �i ' .II •�; I 1 ,•�� • I .1 f,.� ,;;: ., ,'! i:ii I��III•' h, l I I I� I r � a' �R� Z(1 I 1' I �I ' f i :l rlfl 'i' II,! f _I - -- - I l I. I ' I�k�l. i � I I 1• I r.1a r'''�' t r� �!` /� f J2 �"�i,""/� ` f(�f1, �' a ij . 0 I�IIi� I E ! �S�II.� i � �� I I I J•`. _ � �' / L,��� / � / f�T•��I{.2� � :,j : ' ,I't I�'I III; I I I'� 1� lllk 111 17-� �:!/ �:� f., //t'��.r� .•' ` �' - ��y �{ 'f �I (' f!{� I vS� t:t1] — - _j n n 100 0n , 1 t' sch r l fL�/srrc_ .• ��;= � ' �..�,�`�-ram - } Ln cz O co DESIGN OF OUTLET PROTEC.TIM FROM A ROUND PIPE FLOWING FULL 120 ' MAX3tiUM TAILWATER COrIf)IIION { Tw 0-5 DIAMETER) I I € 100 ,il I c7 Pipe 0° r0.4La lliat eter, D. 9l i I I i �1 --- eilu,srE-r rs.SOD a s ^,i i .,I.aj l. n,•h I• ,I :. �- ' coc�b70 li'I ,.i� f;:: ' �� ::; j � II ; I., i'a'I �ilb ?' 'I ro 60 e�+ C11 .I ,1.� ��]7v ft I :,I V I'' 31 'nl t• ` � p�4i - \r r � I '� `�'{'�•li' � I E l`I1 � �, ,. I 50 II 40 :1 3 b, :i �. ,!1 I r i �: :`. ;'i: .I'i'" 11' III ,.��.�! H 1€' � l Il V € �, �I� li •'j.;i� I;; I I 1� .`I II; ,i.-_ 1i II _ e�1L �7 30 r °I € ,;; b 1 > ,' . I;II ,��ii l: i i f i ` I 'I ':i !I ,l v la �1( �:� � �/ TP " 2 - T . - , ill E I ,�, .z •I,ff} Al, !I.. '.yOl' 10 ca 10 - D 'I�I I�',. . l llki II`�{��. I w1.. _'__ ___i '_�:_�I_: z1 � _• �'/ `� v" - o b _����� _ _�-. 1 ,��3 II;i,l :, I �III'� I'I ICI• �`' � /� � ;1 3 _ 5 10 20 50 1011 200 S 0 0 1000 �— — —�— Oischar)e, Q3/Sec- �1 40 Gn 3 0a z � DESIGN OF OUTLET PRO(ECTIOti FROM A ROUND PIPE FLOWING FULL 120 ---- , --MAXIMUM TAILWATER CONDITION { Tw 0-5 01AMETER) c 310 � ii, CD Outlet �- = Do + O-4LPipe a Diameter, D� _- T.11IH](,'T_-- 1' 80 � C. 7D i. ,ii i�il .lE I1. _ �r, I 1 1�I .4 '., i;1� Y� i� _ r'•' j Q[p III �`i` 11�II. .i •• I_ .•I a � � I I � �� � „ `� i il- ��, {�� L i 1 1 •_€ a, 60 ! T -'� Yj1 fly i:'4 a . q,�r I � � T j r'II I :.� i I ! � � � I •I'i I I• I � . w coCKl J ,�.. .f , I is •b,i.,.• ..t j I I., 1 I , ; t la ,.� t. ;..,. .1.I I I ' 1 r� i •b � �ia !ii 1. y� t((;: I �' t ,Z�, i+-- .t'- -t--j--+ •,.• �-ri .I'i' iTIN !' 1.a r � I ;� li. �� ! :I�''�}.E �i� E I E I � � '! � I � •!• I'' 1' �,;�i 'I,' I I II, Illff'�I�I': I I I I 1{{ tt tl I, 11 313 I i:r bJ �- 1 I ��I� i i I I,t i ., I I ;. ,. t�l. I. 1 III€.• j i , I1, 1 1 �i, I •I .a 4j �I i a� �� I li ::I E',_,: I,I, � i, �tj I ., �t �,j �•- I� I a ��: I I �,. I.i, ! lil tl•I �f: .l tl 1.. T 3I t "II ;� 771 �II 1 � �I tl �� �' t � - � r• � � / Q� a a. a rf �i a 01T' I11�i 'I' �illl' �Ii l• i l{,E--� -1�- .�- 'k. 'b'- b� - - - f_ S,Q ;� � �y 3 5 10 2Il 1 50 100 200 505 100() ,..� Oischargte. ft3/5ec- r t i - _ -