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HomeMy WebLinkAbout26 DP 500028 A&M Presbyterian CHurch 301 Church Avef W-DEVELOPMENT PERMIT PERMIT NO. 500028 DP-TRADITION ATNORTHGATE C 0 Ll l G l STATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: DATE OF ISSUE: May 15 , 2000 OWNER: A & M PRESBYTERIAN CHURCH 301 CHURCH AVE COLLEGE STATION , TX 77840 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: SITE ADDRESS: 301 CHURCH A VE DRAINAGE BASIN: White & Burton Creeks VALID FOR 12 MONTHS CONTRACTOR: Full Development Permit All construction must be in compliance with the approved construction plans . The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion , siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the · Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion , and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. Administrator/Representative Date Owner/ Agent/ Contractor Date - - I I I ,_ JI Drainage Report FOR .- PATRICIA STREET VICINITY MAP NTS FEBRUARY, 1997 REVISED NOVEMBER, 1997 Prepared By: McClure Engtneertng, Inc. 1722 Broadmoor Drive, Suite 210 Bryan, Texas 77802 ( 409) 776-6700 I I I II 111 111 DESCRIPTION PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE May 4 , 2000 PROGRAM INPUT DATA Culvert Diameter (ft) ...................................... . FHWA Chart Number .......................................... . FHWA Scale Number (Type of Culvert Entrance) ............... . Manning 's Rough ness Coefficient (n-value) .................. . Entrance Loss Coefficient of Culvert Opening ............... . Culvert Length (ft) ........................................ . Invert Elevation at Downstream end of Culvert (ft) ......... . Invert Elevation at Upstream end of Culvert (ft) ........... . Culvert Slope (ft/ft) ...................................... . Starting Flow Rate (cfs) ................................... . Increme n tal Flow Rate (cfs) ................................ . Ending Flow Rate (cfs) ..................................... . Starting Tailwater Depth (ft) .............................. . Incremental Ta ilwater Dept h (ft) ........................... . Ending Tailwater Depth (ft) ................................ . COMPUTATION RESULTS Flow Tail water Headwater (ft) Norma l Critical Rate Depth Inlet Outlet Depth Depth (cfs) (ft) Control Control (ft) (ft) Depth at Outlet (ft) VALUE 4 .0 1 1 0.012 0.3 250.0 326 .0 335 .22 0.0369 110. 0 10 .0 210.0 337.2 0 .0 337 .2 Outlet Velocity (fps) -------------------------------------------------------------------------------- 110 . 0 337 .2 5 .66 330 .78 1. 68 3.17 4 .0 120 .0 337 .2 6 .24 331.31 1. 76 3 .3 4.0 130.0 337.2 6 .87 331. 89 1. 85 3.41 4 .0 140 .0 337 .2 7 .55 332.51 1. 92 3.51 4 .0 150 .0 337 .2 8.28 333.18 2 .01 3 .6 4.0 160 .0 337 .2 9 .06 333 .9 2 .08 3.67 4 .0 170.0 33 7 .2 9 .89 334 .66 2 .1 6 3 .73 4.0 180 .0 337 .2 10 .77 335.47 2.24 3.78 4 .0 190.0 337 .2 1 1. 7 336 .33 2.32 3 .81 4. 0 200.0 337 .2 12 .69 337.23 2 .39 3 .85 4.0 2 1 0.0 337 .2 13 .72 338 .18 2.47 3 .87 4.0 HYDROCALC Hydraulics for Windows , Version 1.2a Copyright (c) 1996 Dodson & Assoc i ates , Inc., 5629 FM 1960 West , Suite 314 , Houston, TX 77069 Phone : (281)440 -3787 , Fax: (281)440-4742 , Email:software@dodson-hydro.com All Rights Reserved . 8 .75 9.55 10.35 11 .14 11. 94 12 .73 13. 53 14 .32 15 .12 15.92 16 . 71 DE SCR I PTION PIPE CULV ERT ANALYSIS COM PUTATI ON OF CULVERT PER FORMAN CE CURV E May 4 , 2000 PROGRAM I NPU T DATA Culve r t Diameter (ft) ...................................... . FHWA Chart Number .......................................... . FH WA Scale Numbe r (T ype o f Cu lvert En trance) ............... . Mann ing 's Roughness Coefficient (n-value) .................. . Entran ce Loss Coe f ficie n t o f Culvert Opening ............... . Culvert Length (f t } ........................................ . I nve rt Elevation at Downstream end of Cu l vert (ft ) ......... . I nve rt E l evation at Upstream end of Culve r t (ft) ........... . Culve r t Slope (ft/ft) ...................................... . Start ing Flow Ra t e (cfs) ................................... . I ncremental Flow Rate (cfs) ................................ . Ending F l ow Rate (cf s) ..................................... . Starting Tailwat er Depth (ft) .............................. . I ncremental Ta ilwater Depth (ft) ........................... . Endi ng Tailwate r Depth (ft) ................................ . COMPUTATION RESULTS Fl ow Tai l water Headwater (ft) Norma l Critical Rate Depth Inlet Outlet Dept h Depth (cfs) (ft) Co ntrol Cont r o l (ft ) (ft) Depth at Outlet (ft) VALUE 4 .0 1 1 0 .012 0.3 250.0 326 .0 335 .22 0 .0369 110 . 0 10 .0 210 .0 330 .0 0.0 330 .0 Outlet Velocity (fps) -------------------------------------------------------------------------------- 11 0 . 0 330.0 5 .66 323 .58 1. 68 3 .17 4 .0 1 20 .0 330 .0 6 .24 324 .11 1. 76 3 .3 4.0 1 30 .0 330 .0 6.87 324 .69 1. 85 3 .41 4.0 14 0 .0 33 0.0 7.55 325 .3 1 1. 92 3 .5 1 4 .0 1 50 .0 330 .0 8.28 325 .98 2 .0 1 3 .6 4 .0 160 .0 330 .0 9 .06 326 .7 2 .08 3. 67 4 .0 1 70 .0 330 .0 9 .89 327 .4 6 2 .1 6 3.73 4 .0 1 80 .0 330.0 1 0 .7 7 328 .27 2.2 4 3 .78 4.0 1 90 .0 3 3 0 .0 1 1. 7 329 .1 3 2 .32 3 .8 1 4 .0 200 .0 330 .0 1 2 .69 330 .03 2 .39 3 .85 4 .0 2 1 0 .0 330 .0 1 3 . 72 330 .98 2 .4 7 3 .87 4 .0 HYDROC AL C Hydrauli cs fo r Windows , Ve r sion 1 .2a Cop y ri ght (c ) 1 996 Dodson & Associ at es , Inc ., 5629 FM 1960 West , Suite 314 , Houston , TX 77069 Phone : (281)440 -3 7 87 , Fax : (281)440 -4742 , Email :so ftw are@dodson -hydro .com All Ri ghts Rese r ved . 8 .75 9 .55 10 .35 11 .14 11 . 94 12 .73 13 .53 14 .32 15.12 15.92 16 .71 DESCRIPTION BOX CU LVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE May 4 , 2000 PROGRAM I NPUT DATA Cu l vert Span (f t ) .......................................... . Culvert Rise (ft ) .......................................... . FHWA Chart Numbe r .......................................... . FHWA Scale Numbe r (Type of Culvert Entrance) ............... . Mann i n g 's Rough ness Coeff i cient (n-value) .................. . Entrance Loss Coefficient of Culvert Opening ............... . Culvert Length (ft) ........................................ . Invert Elevat i on at Downstream end of Cu l vert (ft) ......... . Inve r t Elevat i o n at Upstream end of Culvert (ft) ........... . Culvert Slope (ft/ft) ...................................... . Startin g Flow Ra t e ( cfs) ................................... . Incremental F l ow Rate (cfs) ................................ . Endi ng Flow Rate (cfs) ..................................... . Start i ng Tailwa t er Depth (f t) .............................. . Incremental Tai l water Depth (ft) ........................... . Ending Tailwater Depth (ft) ................................ . COMPUTATION RESULTS Flow Tai l water Headwater (ft) Norma l Critica l Rate Depth I n let Outlet Dept h Dept h (cfs) (ft) Control Control (ft ) (ft) Depth at Outlet (ft) VALUE 4 .5 4 .5 10 l 0.012 0 .5 200 .0 334 .22 335 .22 0 .005 90 .0 10 .0 200 .0 338. 72 0.0 338. 72 Outlet Velocity (fps) -------------------------------------------------------------------------------- 90 .0 338 . 72 3 .8 338 .4 2 .15 2 .32 4.5 100 .0 338 . 72 4 .07 338 .56 2 .32 2 .49 4 .5 11 0. 0 338 . 72 4 .34 338.74 2.5 2 .65 4 .5 1 20 .0 338 . 72 4.6 338 .93 2 . 67 2.8 1 4 .5 130 . 0 338 . 72 4 .85 339 .14 2 .84 2. 96 4 .5 140 .0 338.72 5 .1 339.37 3 .0 3.1 1 4 .5 1 50 .0 338 . 72 5 .34 339.61 3 .17 3.26 4.5 1 60 .0 338. 72 5 .75 339 .87 3 .34 3.4 4 .5 1 70 .0 338 . 72 6.17 340.15 3 .5 3.54 4 .5 180.0 338.72 6.51 340 .44 3 .66 3.68 4 .5 190 .0 338 . 72 6.85 340.75 3.82 3.81 4 .5 200.0 338 .72 7 .2 341.08 3 .98 3 .94 4.5 HYDROCALC Hydrauli cs for Wi ndows , Version 1 .2a Copyright (c) 1996 Dodson & Assoc i a t es , Inc ., 5629 FM 1 960 West , Sui te 314, Houston , TX 77069 Phone : (281)440-3787 , Fax : (281)440-4742 , Email :so f tware@dodson-hydro.com All Rights Reserved . 4 .44 4 . 94 5 .43 5 .93 6 .42 6 .91 7 .41 7 .9 8 .4 8 .89 9 .38 9 .88 Drainage Report FOR PATRICIA STREET VICINITY MAP NTS FEBRUARY, 1997 REVISED NOVEMBER, 1997 McClure Englneerlng, Inc. 1722 Broadmoor Drive, Suite 210 I I Prepared By: 11 Bryan, Texas 77802 111 ( 409) 776 -6700 l,.____ _______ ____J 11 CERTIBICATION I, Michael R. McClure, Registered Professional Engineer No. 32740, State of Texas, certify that this report for the drainage design for the PATRICIA STREET REDEVELOPMENT PROJECT, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. Original Report Dated 2125/97 Revised : INTRODUCTION TABLE OF CONTENTS PATRICIA STREET STORM SEWER IMPROVEMENTS GENERAL LOCATION AND DESCRIPTION PRIMARY DRAINAGE BASIN DESCRIPTION DRAINAGE DESIGN CRITERIA CONCLUSION EXIIlBITS 1 1 1 2 3 FEMA FLOOD INSURANCE RATE MAP EXCERPT "A" DRAINAGE AREA MAP -STORM SEWER IMPROVEMENTS "B" RATIONAL FORMULAS DRAINAGE AREA CALCULATIONS "C-1" INLET COMPUTATIONS "C-2" PIPE SIZE CALCULATIONS "C-3" CORRESPONDENCE WITH TEXAS DEPARTMENT OF TRANSPORTATION "D " INTRODUCTION: STORM DRAINAGE REPORT PATRICIA STREET STORM DRAINAGE IMPROVEMENTS Titls storm drainage report is intended to cover the necessary drainage infrastructure for the Patricia Street Project storm sewer improvements. The parameters used for design and the existing conditions of the on-site area are incorporated to show how the final drainage design will accomplish ·the desired drainage objectives per the City of College Station Drainage Policy and Design Standards (DPDS.) GENERAL LOCATION AND DESCRIPTION: The Patricia Street Project is located in the North Gate portion of College Station. The Patricia Street Project is bounded by College-Main, Church Street, and Boyett. The project consists of constructing a new parking facility and a pedestrian plaza. PRIMARY DRAINAGE BASIN DESCRIPTION: The site drains to the west. The site is part of a large drainage area as shown in Exhibit "B" Drainage Area Map. The proposed storm drain system has been designed to convey stormwater from the entire drainage area. Only the portion of the storm drain system that serves the Patricia Street Project will be built. Full development of the storm drain system is anticipated with future improvements to Church Street. The proposed storm drain system will convey water west along Patricia Street, northwest along Boyett, and west along Church Street. The proposed system will STORM DRAINAGE REPORT PAGE I PA TRI C IA STREET -STORM DRAIN IMPROV E MENTS discharge at an existing outfall located at the intersection of Church Street and Wellborn Road. The stormwater then flows through an existing culvert system conveying water to the west side of Wellborn Road. No portion of the site is within the 100 year flood plain per the Federal Emergency Management Agency Flood Insurance Rate Maps for Brazos County, Texas and-Incorporated Areas effective July 2, 1992 (see Exhibit "A"). DRAINAGE DESIGN CRITERIA: All drainage design is in accordance with the City DPDS. The design rainstorm is the 10 year event Flow calculations for all drainage areas are based on the Rational Method. Pipe sizing is in accordance with Manning's Equation with an "n" of .014 per the DPDS. No detention will be provided for the storm drain improvement project. The existing outfall will be evaluated to show that it is adequate. Exhibits "C-1 ", "C-2", and "C-3" indicate the peak runoff calculations and inlet/pipe sizing computations for the drainage areas shown in Exhibit "B ". The following summary table shows the peak flows at the existing 5'x5' box culvert and dual 48" culverts. The table also shows the required friction slope and the estimated design slope of these two structures. Structure# Structure Friction Slope Design Slope 19 5'x5' Box Culvert 0.08% 5.6% 22 Dual 48" Culverts 0.17% 1.66% STORM DRATN AGE REPORT PAGE2 PATRJ C IA STREET-STORM DRAI N IMP ROVE M ENTS CONCLUSION: The 10-year event is conveyed in the proposed storm drain system to an adequate outfall. The 100-year event will be conveyed along Church Street to Structure 19. The drainage design for this site meets the requirements as stated in the City of College_ Station Drainage Policy and Design Standards. STORM DRAlNAGE REPORT PA G E 3 PA TRI C IA STilEET -STORM DRAIN IMPRO V E M E NTS ZONEX ZONE X Sc al e: 1" 500' EXHIBIT A Fl ood ln s u ronce Rote Mop Excerpt Brozos County, Te xas and Incorporated Area s Mop Number s: 48041 C0143C 48041COl44C E f fective Dote : July 2. 1992 / / / / < I ;: w 0 0:: ..J ..J < ~ c ·c < u. w w I-UJ (3 c (!) 0:: a. (/) a. ~ < z < < ~g :::c 0 UJ (.) :5 :::c ..J (.) ..J ..J z :ii: ~ I-~ < ,... UJ ~ UJ :ii: ~ UJ (.!) I-N> i [ij 0 >z 0 ~ UJ 0 o~ Cl I-u. c (.) c (.) I-NO. AC. 0.6 0.65 0.85 ft. 1.0 2.00 0.00 2.00 0.00 1.30 294.0 3.0 0.64 0.00 0.64 0.00 0.42 1.0 4.0 1.09 0.00 0.00 1.09 0.93 1.0 4.1 0.10 0.00 0.00 0.10 0.09 1.0 4.2 0.07 0.00 0.00 0.07 0.06 1.0 5.1 0.10 0.00 0.00 0.10 0.09 1.0 5.2 0.15 0.00 0.00 0.15 0.13 1.0 5.3 0.12 0.00 0.00 0.12 0.10 1.0 6.0 0.62 0.00 0.00 0.62 0.53 1.0 9.0 0.74 0.00 0.74 0.00 0.48 1.0 11.0 2.55 0.00 2.55 0.00 1.66 300.0 14.0 0.00 0.00 0.00 0.00 0.00 1.0 15.0 1.82 0.00 1.82 0.00 1.18 1.0 16.0 0.00 0.00 0.00 0.00 0.00 1.0 18.0 0.00 0.00 0.00 0.00 0.00 1.0 20.0 20.23 20.23 0.00 0.00 12.14 1000.0 22.0 0.00 0.00 0.00 0.00 0.00 1.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Patricia Street ~ ~ ;: ..J u. 0 c ..J ..J 5 u. u. ~ ~ :::c ~ (3 0 UJ I-UJ ,... 0 I-~ ..J ~ (.!) ~ ..J 0 u UJ ..J :J z :J ..J ..J iV w ~~ (.!) ~ (.!) ~ ~ (/) a It) (.) :J !::! ~ 0 ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 2.2 168.0 1.0 0.8 9.8 9.8 6.37 8.3 7.7 10.1 1.0 750.0 9.5 2.2 5.6 5.6 7.92 3.3 9.5 4.0 1.0 427.0 8.8 2.8 2.5 5.0 8.22 7.6 9.9 9.1 1.0 100.0 2.0 2.8 0.6 5.0 8.22 0.7 9.9 0.8 1.0 100.0 2.0 2.8 0.6 5.0 8.22 0.5 9.9 0.6 1.0 130.0 2.0 2.5 0.9 5.0 8.22 0.7 9.9 0.8 1.0 100.0 2.0 2.8 0.6 5.0 . 8.22 1.1 9.9 1.3 1.0 100.0 2.0 2.8 0.6 5.0 8.22 0.8 9.9 1.0 1.0 268.0 3.0 2.1 2.1 5.0 8.22 4.3 9.9 5.2 1.0 370.0 3.0 1.8 3.5 5.0 8.22 4.0 9.9 4.8 2.6 250.0 2.0 0.9 10.0 10.0 6.34 10.5 7.7 12.8 1.0 1.0 1.0 10.4 0.0 5.0 8.22 0.0 9.9 0.0 1.0. 650.0 5.0 1.7 6.2 6.2 7.64 9.1 9.2 10.9 1.0. 1.0 1.0 10.4 0.0 5.0 8.22 0.0 9.9 0.0 1.0 1.0 1.0 10.4 0.0 5.0 8.22 0.0 9.9 0.0 10.0 2000.0 10.0 1.1 47.4 47.4 2.56 31.0 3.2 39.2 1.0 1.0 1.0 10.4 0.0 5.0 8.22 0.0 9.9 0.0 0 It) 0 .... It) a ::!: 0 !::! In/Hr cf s In/Hr cfs 8.7 11.3 9.9 12.9 10.6 4.4 12.1 5.0 11.0 10.2 12.5 11.6 11.0 0.9 12.5 1.1 11.0 0.7 12.5 0.8 11.0 0.9 12.5 1.1 11.0 1.4 12.5 1.6 11.0 1.1 12.5 1.3 11.0 5.8 12.5 6.6 11.0 5.3 12.5 6.0 8.7 14.4 9.9 16.4 11.0 0.0 12.5 0.0 10.3 12.2 11.7 13.9 11.0 0.0 12.5 0.0 11.0 0.0 12.5 0.0 3.7 45.1 4.3 52.0 11.0 0.0 12.5 0.0 ~ In/Hr 11.2 13.6 14.1 14.1 14.1 14.1 14.1 14.1 14.1 14.1 11.2 14.1 13.2 14.1 14.1 4.9 14.1 0 0 0 0 It) 0 .... 0 ::!: 0 cfs In/Hr cf s 14.6 12.6 16.4 5.7 15.3 6.4 13.1 15.8 14.6 1.2 15.8 1.4 0.9 15.8 1.0 1.2 15.8 1.4 1.8 15.8 2.0 1.5 15.8 1.6 7.4 15.8 8.3 6.8 15.8 7.6 18.5 12.5 20.8 0.0 15.8 0.0 15.6 14.8 17.5 0.0 15.8 0.0 0.0 15.8 0.0 59.4 5.6 67.6 0.0 15.8 0.0 11'2.5/97 9625-dra.xls Exhibit C-1 d z .... cu -c: ...... EXHIBIT C-2 INLET COMPUTATIONS Patricia Street DESCRIPTION Curb Inlet Grate Inlet 1--~--+-~~+---+-~~~+--+----i'----+~~~~~~~~~~-+~-.--~--,-~-t---. cfs ft ft ft cfs sq-ft sq-ft cfs 1 11.3 0 l 11.3 Recessed Inlet on Grade 2 0 .0 0 2 0.0 Junction Box 3 4.4 0 3 4.4 Recessed Inlet on Grade 4 10 .2 0 4 10.2 Combination Inlet•• 4.1 0 .9 0 4.1 Q.9 ~ _ " Grate Inlet 4.2 0 .7 0 4.2 0 .7 Prooosed Grate Inlet 5 0.0 0 5 0 .0 Junction Box 5.1 0 .9 0 5 .1 0 .9 ·Grate Inlet 5.2 1.4 0 5.2 1.4 .. Grate Inlet 5.3 1.1 0 5.3 1.1 -.. .. Grate Inlet 6 5.8 0 6 5 .8 Low Point Inlet 7 0 .0 0 7 0 .0 Junction Box 8 8 .2 0 8 8.2 Low Point Inlet 9 5.3 0 9 5.3 Low Point Inlet 10 0 .0 0 10 0 .0 Junction Box 11 14 .4 0 11 14.4 Recessed Inlet on Grade 12 13 .7 0 12 13 .7 Recessed Inlet on Grade 13 6 .5 0 13 6 .5 Recessed Inlet on Grade 14 0 .0 0 14 0 .0 Junction Box 15 12 .2 0 15 12 .2 Recessed Inlet on Grade 16 0 .0 0 16 0 .0 Junction Box 17 20 .3 0 17 20.3 Low Point Inlet 18 0 .0 0 18 0 .0 Junction Box *" C om bin ed ca pa ci ty of Combination Inl e t = 10.3 cfs [(1 .69cfs/ft) x (3ft) + (2cfs/sf) x (2 .6sf)] 0 .6 18 .85 15 0.6 7 .39 10 1.69 6.03 3 0.5 2 5.13 2.6 2 2 .90 5 2 4 .11 5 2 2 .65 5 0 .6 23.92 15 0 .6 22 .85 15 0 .6 10 .91 15 0 .6 20 .27 15 2 10 .13 15 0.3 1.5 0.62 0.89 0 .3 1.5 0.43 0.89 0.3 1.5 0 .62 0.88 0 .3 1.5 0.92 0.89 0;3 1.5 0 .74 0.89 11/2 5/97 9625-dra .xl s Exhibit C-2 0 z 0 Cl) e z i.. < i.. ::s u 0 Cl) .... .... i.. u 00 ::s ::s ~ .... i.. ~ c u .... -~ ::s 00 Vl '"' 0 .... 0 u Q) 00 E-c E-c E-c A # # min yr 1 2 1.3 9.8 10 2 10 1.3 9.9 10 3 10 0.4 5 .6 10 4 5 0.9 5 .0 10 4 .1 4 .2 0.1 5.0 10 4.2 5 0.1 5 .2 10 5 5.1 1.1 5.2 10 5.1 5.2 1.2 5.3 10 5 .2 5.3 1.3 5.5 10 5.3 7 1.4 5.6 10 6 7 0.5 5.0 10 7 8 1.9 6.2 10 8 9 2.7 6 .5 10 9 10 3.2 6 .8 10 10 14 6.5 10.9 10 11 10 1.7 10 .0 10 12 14 1 .6 10.7 10 13 14 0.6 5.0 10 14 16 8.8 11.6 10 15 16 1.2 6 .2 10 16 18 10.0 11 .7 10 17 18 2 .0 6 .7 10 18 19 12.0 12.4 10 19 22 13.4 12.4 10 20 22 16 .6 48 .0 10 21 20 4.4 47.4 10 22 HW 30.0 48 .7 10 EXHIBIT C-3 PIPE SIZE CALCULATIONS Patricia Street c bl) c ·--~ Vl Cl) Vl Cl) Cl) A Cl) 0.. 0.. A "O ..., ·-0 Q) ~ -Q) "O 0.. 00 .... Vl Q) ·-'"' ::s ..... ~ Cl) c Vl ~-..... ::s c... . -~ "O ~ ..... ~ 0 ~ .... c:e "O 0 u c 0 0 0 ·-<-~ i.. ~~ t: ~ z ~ ds ds # ds % 11 .3 14.1 1 14.1 0.45 11.3 14.1 1 14.1 0.45 4.4 4.4 1 4.4 0.01 10.2 12.7 1 12.7 0.74 0.9 1.2 1 1.2 0 .13 1.6 2.0 1 2.0 0 .36 11.7 14.6 1 14.6 0.48 12.5 15.7 1 15.7 0 .55 13.8 17.2 1 17.2 0.67 14.8 18.5 1 18.5 0 .77 5.8 7.3 1 7.3 1.45 19.8 19.8 1 19.8 0.47 27.2 27.2 1 27.2 0 .51 31 .5 31.5 1 31.5 0 .41 54.6 54.6 1 54.6 0 .77 14.4 17.9 1 17.9 0.72 13 .7 17.1 1 17.1 0 .66 6.5 8.2 1 8.2 0.70 71 .2 71.2 1 71.2 0 .24 12.2 15.2 1 15.2 0.52 80.2 80.2 1 80.2 0.31 20.3 20.3 1 20.3 0.49 94 .3 94.3 1 94.3 0.43 105.8 105.8 1 105.8 0.08 61.1 61.1 1 61.1 0 .21 16.5 20.6 1 20.6 0.96 109.5 109.5 2 54.8 0 .17 Includes 25% Flow Increase for pipe sizes < 27" dia . ~ ~ ~ ~ z t:3 ~ ~ 00 ~ " fps • 24 4.5 15 24 4.5 256 33 0.7 15 21 5.3 42 12 1 .5 16 12 2.5 8 24 4.6 24 24 5.0 56 24 5.5 40 24 5.9 212 15 5.9 6 27 5.0 69 30 5.5 108 33 5.3 35 36 7.7 331 24 5 .7 15 24 5 .5 16 18 4.6 15 BOX 5.9 64 24 4 .8 16 BOX 6 .7 246 27 5.1 15 BOX 7.9 13 BOX 4.2 110 48 4 .9 200 24 6 .6 250 48 4.4 120 Cl) e "O ~ c ~ ~ "i) ~ @) ~ 0: i.. u E-c E-c min min • 0.06 9 .90 0.95 10.85 0.34 5.95 0.13 5.13 0.18 5.18 0.05 5.23 0.09 5.32 0.19 5.50 0.12 5.62 0.60 6.22 0.02 5 .02 0 .23 6.46 0 .33 6 .78 0 .11 6.89 0.72 11.57 0.04 10.00 0.05 10.74 0.05 5.05 0.18 11.75 4 0.06 6 .30 0.61 12.36 4 0 .05 6.72 0 .03 12.39 4 0.43 12.82 5 0.69 48.71 0 .64 48 .03 0.46 49.17 11/25/97 9625-dra .xls Exhibit C-3 E-c ~ ~ • 3 3 3 5 EXHIBIT "D" CORRESPONDENCE WITH TEXAS DEPARTMENT OF TRANSPORTATION 07t0fl /fl7 Ofl : Ofl 'B'4 0fl 764 J4fl G DEVELOPME NT SVCS 444 MCC Ll RE @0021002 '!.. ,;:;;;,. I Texas Department of Transportation 1300 N . TEXAS AVE. • BRYAN, TEXAS 77803-2760 • (400) 778-2165 June 25, 1997 . Mr. Steve Homeye( Assistant to City Engineer City of College Station P . 0. Box 9960 College Station, Texas n842-0960 RE: Utility Permit on FM 2154 @ Church Street Patricia Street Project City of College Station Dear Mr. Homeyer: We have rev iewed the data submitted on the referenced project and feel that there could be a potential problem at the upstream end of the 5' x s· SBC on the east side of FM 2154. Whi !e we ag ree that the existing 5' x 5' SBC will handle the existing and minor increase in the amount of runoff at this site there is no indie<Jtlon of what effect the increase in !;(:;1 ,~water depth will have on the surrounding area. A statement addressing the impact to the surrounding area due to the propose d up - ··:t·~am improvements should be forwarded to this office as soon as possible for furtr.e r . ,ew. Also, please include the City's concurrence and acceptance to any impact an increase in headwater depth may cause to current or future development. If you have any questions concerning this matter. please call Mr. Jay Page at (40 9) 778-9779 . JOP Sincerely. Patrick T. Williams . P.E. Area Engineer An Cquol Opvit111111ty l::r111i1uyo1 McCLURE ENGINEERING, INC.---------..... Mr. Steve Homeyer Assistant to the City Engineer CITY OF COLLEGE STATION P.O. Box 9960 College Station, TX 77842 RE: Patricia Street Redevelopment Project Headwater Depth Calculations Near Wellborn Road and Church Street Intersection Dear Steve: July 14, 1997 Pursuant to TxDOT Area Engineer, Mr. Patrick T. Williams' correspondence dated June 25, 1997 in which additional information is requested regarding the perceived "minor increase" in stormwater runoff at the upstream end of the 5' X 5' SBC near the Wellborn Road and Church Street intersection, I submit the following: Whereas the planned project is a "redevelopment" type construction actlVIty consisting ofless than one City Block, the drainage report analyzed approximately an eight- block drainage area. The report identifies that the coefficient of runoff for the redeveloped conditions will closely match the existing conditions . One significant difference to the existing and redeveloped conditions, however, is the increased efficiency of the new storm drain system to be built along Church Street. The capacity of the storm drain system will be significantly greater than the existing system . This increased efficiency will decrease the time of concentration for this eight-block watershed at the mentioned 5' X 5' SBC, consequently, slightly higher discharges are calculated when using the Rational Formula . Attached please find a comparison summary for the "Pre" and "Post" storm drain conditions, as well as , headwater depth calculations at the 5' X 5' SBC. You will note that for the full range of storms, the freeboard is in excess of 2' at Wellborn Road and University Drive and slightly below the gutter grade at the low point inlet in Church Street. We conclude that the surrounding area is not adversely affected and that we comply with all current TxDOT design criteria, as well as, the City of College Station. Should you have any questions or need additional information, please do not hesitate to call me . RM/mlrn 1722 Broadmoor. S uit e 2 10 • Bryan . Texa s 77 802 • (409) 776 -6700 · FAX (409 ) 776-6699 ~ u Comparison of Pre and Post Storm Sewer Improvements Patricia Street Redevelopment • • • £ £ £ 0. 0. 0. ~ 41 ~ 0 ;: ;: ;: :x:: . :c :c 0 0 It) ~ ~ ~ a a It) It) O · .... .... It) ·a ~ !!? 0 0 !: 0 0 ~ Pr e Storm Dr ain Im provements 13 .4 Post Storm D rai n Im provements 13 .4 5x5 SBC In vert= 335 .22 Low es t Edge of Pa v ement El ev. = 342 .33 f or U niv er sity Driv e and W ell born Rd . Gutt er El ev . @ Church St. Lo w Pt. = 340 .30 min. 16 12.4 In/Hr cfs ft 5.02 67.2 2 .81 5.72 76 .6 3 .08 Av ail abl e He ad @ Low edge of We ll born Rd . and Un ivers ity Drive = 7 .1' Av ail ab le Head @ Church St. Low Pt. = 5 .1' ·Ca lcu l ation s h av e b ee n m ade us ing TX DOT Nomog r aph "H ea dw ater Depth for Box Cu lverts W it h Inl et Co ntr ol" with wi ngwa ll fiare between 30 and 75 d egr ees In/Hr 6 .17 6 .99 cf• ft In/Hr cfa ft In/Hr cfs 82.7 3.25 6.97 93.4 3.53 7.98 107 93 .7 3.54 7 .87 105 3.84 8.99 121 • • • £ £ £ 0. 0.. 0.. 41 41 41 0 0 0 ;: ;: ;: :x:: :c :c 0 0 It) 0 0 0 0 0 a 0 II) II) 0 ...... ...... !!? 0 0 !: 0 0 ft In/Hr cfs ft In/Hr cfs ft 3.87 9.04 121 4 .22 10.2 137 4.58 4.21 10.2 136 4 .58 11 .5 153 4 .97 Drainage Report FOR PATRICIA STREET VICINITY MAP NTS FEBRUARY, 1997 REVISED NOVEMBER, 1997 McClure Englnssrtng, Inc. 1722 Broadmoor Drive, Suite 210 11 I Prepared By: l!~~~~~~~B-ry-an_._Te-xa_s _T_t8-0 2~~~~~~~~''' -( 409) 776 -6700 I 11 CERTIFICATION I, Michael R. McClure, Registered Professional Engineer No . 32740, State of Texas, certify that this report for the drainage design for the PATRICIA STREET REDEVELOPMENT PROJECT, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof Original Report Dated 2/25/97 Revised : Michael R. McClure, P .E. #32740 < 3: LLJ 0 a:: ...J ...J < < c ·c <( LL LLJ LLJ LLJ ..... LLJ u c (!) a:: Cl.. (/) Cl.. a:: <( z < "d' 0 ::i::: 0 u 5 ::i::: < LLJ z ...J It) ...J u ...J ::E ...J 0:: ..... < .... LLJ 0:: LLJ ~ ~ ..... N> ::> > ::E LLJ CJ 0 >z 0 ::E LLJ ::i::: LLJ 0 o~ c ..... LL C UC u ..... NO. !AC. 0.6 0.65 0.85 ft. 1.0 2.00 0.00 2.00 0.00 1.30 294.0 3.0 0.64 0.00 0.64 0.00 0.42 1.0 4.0 1.09 0.00 0.00 1.09 0.93 1.0 4.1 0.10 0.00 0.00 0.10 0.09 1.0 4.2 0.07 0.00 0.00 0.07 0.06 1.0 5.1 0.10 0.00 0.00 0.10 0.09 1.0 5.2 0.15 0.00 0.00 0.15 0.13 1.0 5.3 0.12 0.00 0.00 0.12 0.10 1.0 6.0 0.62 0.00 0.00 0.62 0.53 1.0 9.0 0.74 0.00 0.74 0.00 0.48 1.0 11.0 2.55 0.00 2.55 0.00 1.66 300.0 14.0 0.00 0.00 0.00 0.00 0.00 1.0 15.0 1.82 0.00 1.82 0.00 1.18 1.0 16.0 0.00 0.00 0.00 0.00 0.00 1.0 18.0 0.00 0.00 0.00 0.00 0.00 1.0 20.0 20.23 20.23 0.00 0.00 12.14 1000.0 22.0 0.00 0.00 0.00 0.00 0.00 1.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Patricia Street ~ 3: ~ ...J LL 0 c ...J ...J z LL LL ~ 5 a:: ::i::: 0:: u 0 LLJ ..... LLJ ..... 0 0:: ...J ~ CJ ~ ...J 0 ..... LLJ ...J ...J u LLJ ::> z ::> ...J ii > <( (!) ~ CJ ~ LLJ (/) a It) 0 LL > () ::> ~ It) 0 ft. ft. ft. ft/s min min lnlHr cfs lnlHr cfs 2.2 168.0 1.0 0.8 9.8 9.8 6.37 8.3 7.7 10.1 1.0 750.0 9.5 2.2 5.6 5.6 7.92 3.3 9.5 4.0 1.0 427.0 8.8 2.8 2.5 5.0 8.22 7.6 9.9 9.1 1.0 100.0 2.0 2.8 0.6 5.0 8.22 0.7 9.9 0.8 1.0 100.0 2.0 2.8 0.6 5.0 8.22 0.5 9.9 0.6 1.0 130.0 2.0 2.5 0.9 5.0 8.22 0.7 9.9 0.8 1.0 100.0 2.0 2.8 0.6 5.0 8.22 1.1 9.9 1.3 1.0 100.0 2.0 2.8 0.6 5.0 8.22 0.8 9.9 1.0 1.0 268.0 3.0 2.1 2.1 5.0 8.22 4.3 9.9 5.2 1.0 370.0 3.0 1.8 3.5 5.0 8.22 4.0 9.9 4.8 2.6 250.0 2.0 0.9 10.0 10.0 6.34 10.5 7.7 12.8 1.0 1.0 1.0 10.4 0.0 5.0 8.22 0.0 9.9 0.0 1.0 650.0 5.0 1.7 6.2 6.2 7.64 9.1 9.2 10.9 1.0 1.0 1.0 10.4 0.0 5.0 8.22 0.0 9.9 0.0 1.0 1.0 1.0 10.4 0.0 5.0 8.22 0.0 9.9 0.0 10.0 2000.0 10.0 1.1 47.4 47.4 2.56 31.0 3.2 39.2 1.0 1.0 1.0 10.4 0.0 5.0 8.22 0.0 9.9 0.0 0 It) 0 ... It) N !: 0 ~ 0 lnlHr cfs lnlHr cfs 8.7 11.3 9.9 12.9 10.6 4.4 12.1 5.0 11.0 10.2 12.5 11.6 11.0 0.9 12.5 1.1 11.0 0.7 12.5 0.8 11.0 0.9 12.5 1.1 11.0 1.4 12.5 1.6 11.0 1.1 12.5 1.3 11.0 5.8 12.5 6.6 11.0 5.3 12.5 6.0 8.7 14.4 9.9 16.4 11.0 0.0 12.5 0.0 10.3 12.2 11.7 13.9 11.0 0.0 12.5 0.0 11.0 0.0 12.5 0.0 3.7 45.1 4.3 52.0 11.0 0.0 12.5 0.0 ' 0 !!'.? Inf Hr 11.2 13.6 14.1 14.1 14.1 14.1 14.1 14.1 14.1 14.1 11.2 14.1 13.2 14.1 14.1 4.9 14.1 0 0 0 0 It) 0 .... 0 !: 0 cf s lnlHr cfs 14.6 12.6 16.4 5.7 15.3 6.4 13.1 15.8 14.6 1.2 15.8 1.4 0.9 15.8 1.0 1.2 15.8 1.4 1.8 15.8 2.0 1.5 15.8 1.6 7.4 15.8 8.3 6.8 15.8 7.6 18.5 12.5 20.8 0.0 15.8 0.0 15.6 14.8 17.5 0.0 15.8 0.0 0.0 15.8 0.0 59.4 5.6 67.6 0.0 15.8 0.0 11/25/97 9625-dra.xfs Exhibit C-1 ..... ~ 11) 11) .c: i.. ..... ..... ~ "O rJ:J ~ -"E ~ u i.. '-' ~o ..... ·:; 11) 11) 0 G) O" r::l. -i.. 11) 0 .... rJ:J z Cl rJ:J ~ 00 cfs 1 11.3 0 2 0 .0 0 3 4.4 0 4 10.2 0 4.1 0.9 0 4 .2 0 .7 0 5 0.0 0 5.1 0.9 0 5 .2 1.4 0 5 .3 1.1 0 6 5 .8 0 7 0 .0 0 8 8 .2 0 9 5 .3 0 10 0 .0 0 11 14.4 0 12 13 .7 0 13 6 .5 0 14 0 .0 0 15 12.2 0 16 0 .0 0 17 20 .3 0 18 0.0 0 0 z .... G) -c:: ~ 1 2 3 4 4.1 4.2 5 5.1 5.2 5 .3 6 7 8 9 10 11 12 13 14 15 16 17 18 EXHIBIT C-2 INLET COMPUTATIONS Patricia Street - 0 -DESCRIPTION Cl 11.3 Recessed Inlet on Grade 0 .0 Junction Box 4.4 Recessed Inlet on Grade 10.2 Combination Inlet** 0.9 Proposed Grate Inlet 0.7 Proposed Grate Inlet 0.0 Junction Box 0 .9 Proposed Grate Inlet 1.4 Proposed Grate Inlet 1.1 Proposed Grate Inlet 5 .8 Low Point Inlet 0.0 Junction Box 8.2 Low Point Inlet 5.3 Low Point Inlet 0.0 Junction Box 14 .4 Recessed Inlet on Grade 13 .7 Recessed Inlet on Grade 6.5 Recessed Inlet on Grade 0 .0 Junction Box 12.2 Recessed Inlet on Grade 0 .0 Junction Box 20 .3 Low Point Inlet 0 .0 Junction Box •• Combined capacity of Combination Inlet = 10.3 cfs [(1 .69cfs/ft) x (3ft) + (2cfs/sf) x (2 .6sf)] ~ ~ "O G) i.. "O 11) "O ·-~ O" ... 0 p.; G) i.. < ~ ~ ~ ~ u Curb Inlet cfs ft ft 0 .6 18.85 15 0.6 7 .39 10 1.69 6.03 3 2 2.90 5 2 4.11 5 2 2 .65 5 0 .6 23 .92 15 0 .6 22 .85 15 0 .6 10 .91 15 0 .6 20 .27 15 2 10 .13 15 .c: ..... r::l. G) A "O 11) "O c:: 0 ~ ft 0.5 0.3 0 .3 0.3 0.3 0.3 "O "O ~ 11) G) i.. 00 ·-"O = .> i.. O" 11) 0 G) i.. ~ ~ ~ p.; o= o= < G) G) i.. i.. u < < Grate Inlet cfs sq-ft sq-ft 2 5.13 2 .6 1.5 0.62 0.89 1.5 0.43 0.89 1.5 0.62 0.88 1.5 0.92 0.89 1.5 0 .74 0.89 11/25/97 9625-dra .xls Exhibit C-2 0 z 0 4) e z a. < a. = 0 u 4) --a. C.I 00 ~ = = -a. ;:s c C.I -.~ = 00 ~ a. 0 -0 CJ 4) 00 ~ ~ ~ A # # min yr 1 2 1.3 9.8 10 2 10 1 .3 9 .9 10 3 10 0.4 5 .6 10 4 5 0.9 5 .0 10 4 .1 4 .2 0.1 5.0 10 4.2 5 0.1 5.2 10 5 5.1 1.1 5.2 10 5.1 5.2 1.2 5 .3 10 5 .2 5.3 1.3 5.5 10 5.3 7 1.4 5.6 10 6 7 0.5 5.0 10 7 8 1 .9 6 .2 10 8 9 2 .7 6.5 10 9 10 3.2 6.8 10 10 14 6 .5 10.9 10 11 10 1.7 10.0 10 12 14 1.6 10.7 10 13 14 0.6 5 .0 10 14 16 8 .8 11 .6 10 15 16 1 .2 6.2 10 16 18 10.0 11 .7 10 17 18 2 .0 6 .7 10 18 19 12 .0 12 .4 10 19 22 13.4 12.4 10 20 22 16 .6 48.0 10 21 20 4.4 47.4 10 22 HW 30.0 48 .7 10 EXHIBIT C-3 PIPE SIZE CALCULATIONS Patricia Street c .~ c ~ .~ 4) ~ 4) 4) A 4) c. c. "O A QI) ~ 0 4) -4) "O .e-00 -~ 4) a. -~ 4) c = ~ ~ o -. ..., = c,... "O ~ . ..., ~ 0 ~ -.::::: = 0 "O 0 C.I 0 0 ·-c_ <-~ a. t;;;J ~ « ~ z ~ cfs cfs # cfs % 11.3 14.1 1 14.1 0.45 11 .3 14.1 1 14.1 0.45 4.4 4.4 1 4.4 0 .01 10.2 . 12.7 1 12.7 0.74 0 .9 1.2 1 1.2 0.13 1.6 2.0 1 2 .0 0.36 11.7 14.6 1 14.6 0.48 12.5 15.7 1 15.7 0.55 13 .8 17.2 1 17.2 0 .67 14.8 18 .5 1 18.5 0.77 5.8 7.3 1 7.3 1.45 19.8 19.8 1 19 .8 0.47 27.2 27.2 1 27.2 0.51 31 .5 31.5 1 31.5 0.41 54.6 54 .6 1 54.6 0 .77 14.4 17.9 1 17.9 0 .72 13.7 17 .1 1 17.1 0.66 6 .5 8 .2 1 8 .2 0.70 71.2 71.2 1 71 .2 0 .24 12 .2 15 .2 1 15 .2 0.52 80 .2 80.2 1 80.2 0.31 20 .3 20.3 1 20.3 0.49 94.3 94 .3 1 94 .3 0.43 105 .8 105.8 1 105.8 0 .08 61 .1 61 .1 1 61 .1 0.21 16 .5 20 .6 1 20 .6 0 .96 109.5 109.5 2 54.8 0 .17 'Incl ud es 25 % Fl o w Inc reas e for p ipe s i zes < 2 7" dia. ~ C-' ~ ...J z t::3 ~ ~ 00 ~ " fps • 24 4.5 15 24 4.5 256 33 0.7 15 21 5.3 42 12 1.5 16 12 2 .5 8 24 4 .6 24 24 5.0 56 24 5.5 40 24 5.9 212 15 5.9 6 27 5.0 69 30 5.5 108 33 5.3 35 36 7.7 331 24 5.7 15 24 5.5 16 18 4.6 15 BOX 5.9 64 24 4 .8 16 BOX 6 .7 246 27 5 .1 15 BOX 7.9 13 BOX 4.2 110 48 4 .9 200 24 6.6 250 48 4.4 120 4) e "O ~ c -~ ~ -4) ... @ 8 0: a. C.I ~ ~ ~ min min • 0 .06 9 .90 0.95 10.85 0 .34 5 .95 0 .13 5 .13 0.18 5 .18 0 .05 5 .23 0.09 5 .32 0 .19 5.50 0.12 5.62 0.60 6 .22 0.02 5.02 0.23 6.46 0 .33 6.78 0.11 6.89 0.72 11 .57 0 .04 10.00 0.05 10.74 0.05 5 .05 0 .18 11.75 4 0 .06 6 .30 0 .61 12.36 4 0 .05 6.72 0 .03 12.39 4 0.43 12 .82 5 0.69 48 .71 0.64 48 .03 0 .46 49.17 11/25/97 9625-dra .xls Exhibit C-3 ~ ~ • 3 3 3 5 EXHIBIT "D" - CORRESPONDENCE WITH TEXAS DEPARTMENT OF TRANSPORTATION INTRODUCTION TABLE OF CONTENTS PATRICIA STREET STORM SEWER IMPROVEMENTS GENERAL LOCATION AND DESCRIPTION PRIMARY DRAINAGE BASIN DESCRIPTION DRAINAGE DESIGN CRITERIA CONCLUSION EXHIBITS 1 1 1 2 3 FEMA FLOOD INSURANCE RA TE MAP EXCERPT "A" DRAINAGE AREA MAP -STORM SEWER IMPROVEMENTS "B" RATIONAL FORMULAS DRAINAGE AREA CALCULATIONS "C-1" INLET COMPUTATIONS "C-2" PIPE SIZE CALCULATIONS "C-3" CORRESPONDENCE WITH TEXAS DEPARTMENT OF TRANSPORTATION "D" . . . 07/0!l !!l7 Ofl: Ofl '[S..tO P 7G..t 34!.'IG DEVELOPMENT S\"CS ~~~ MCC LlRE ~ 0021002 ~ I Texas Department of Transportation 1300 N . TEXAS AVE. • BRYAN, TEXAS 77803-2760 • (409) 778-2165 June 25, 1997 ML Steve Homeye( Assistant to City Engineer City of College Station P. 0 . Box 9960 College Station, Texas n842-0960 RE: Utility Permit on FM 2154 @ Church Street Patricia Street Project City of College Station Dear Mr . Homeyer: We have rev iewed the data submitted on the referenced project and feel that there could be a potential problem at the upstream end of the 5' x 5' SBC on the east side of FM 2154 . While we ag ree that the existing 5' x 5' SBC will handle the existing and minor increase in the amount of runoff at this site there is no indication of what effect the increase in l1c:'1 .. ~wate r depth will have on the surrounding area . A statement addressing the impact to the surrounding area due to the proposed up - ·;!·~am improvements should be forwarded to this office as soon as possible for further • 0ew. Also, please include the City's concurrence and acceptance to any impact an increase in headwater depth may cause to current or future development. If you have any questions concerning this matter. please cali Mr. Jay Page at (409 ) 778-9779 . JOP Sincerely, Patrick T. Williams , P.E. Area Engineer An Cqual 0P{><ufu111ty E:111ploya1 .. ~c:.,, McCLURE ENGINEERING, INC.---------'-1'1111"" July 14, 1997 Mr. Steve Homeyer Assistant to the City Engineer CITY OF COLLEGE STATION P.O . Box 9960 College Station, TX 77842 RE: Patricia Street Redevelopment Project Headwater Depth Calculations Near Wellborn Road and Church Street Intersection Dear Steve: Pursuant to TxDOT Area Engineer, Mr. Patrick T. Williams' correspondence dated June 25, 1997 in which additional infonnation is requested regarding the perceived "minor increase" in stormwater runoff at the upstream end .of the 5' X 5' SBC near the Wellborn Road and Church Street intersection, I submit the following: · Whereas the planned project is a "redevelopment" type construction act1VIty consisting ofless than one City Block, the drainage report analyzed approximately an eight- block drainage area. The report identifies that the coefficient of runoff for the redeveloped conditions will closely match the existing conditions . One significant difference to the existing and redeveloped conditions, however, is the increased efficiency of the new storm drain system to be built along Church Street. The capacity of the storm drain system will be significantly greater than the existing system . This increased efficiency will decrease the time of concentration for this eight-block watershed at the mentioned 5' X 5' SBC, consequently, slightly higher discharges are calculated when using the Rational Formula . Attached please find a comparison summary for the "Pre" and "Post" storm drain conditions, as well as, headwater depth calculations at the 5' X 5' SBC. You will note that for the full range of storms, the freeboard is in excess of 2' at Wellborn Road and University Drive and slightly below the gutter grade at the low point inlet in Church Street. We conclude that the surrounding area is not adversely affected and that we comply with all current TxDOT design criteria, as well as, the City of College Station. Should you have any questions or need additional information , please do not hesitate to call me . MRM /mlrn at t achme nt 1722 Broadmoor, Suite 2 1 O • Bryan. Texa s 77802 • (40 9 ) 776 -670 0 • FAX (409) 776-6699 Comparison of Pre and Post Storm Sewer Improvements Patri c i a Street Redevelopment <( u 13 0 >-- Pre Storm Dra in Im prov em ents 13.4 Post Storm Dr ain Improvements 13 .4 5x5 S BC Inv ert = 335 .22 Lowes t Edge of Pav ement El ev . = 342 .33 for Un iv ersity Driv e and W ell b orn Rd. Gutte r Elev . @ Church St. Low Pt. = 340 .30 ~ !:::! mi n. In/Hr 16 5.02 12 .4 5 .72 c :; Q. 4) a ;: ::i:: a a cfs ft 67 .2 2 .8 1 76 .6 3 .0 8 Av ail able H ead @ Lo w edg e of W ell born Rd . an d U niv ers ity Driv e= 7 .1' Av ail abl e H ead @ Churc h St. Lo w Pt. = 5 .1 ' • C alc ulati ons h ave b ee n made us ing TXDOT No rnog r ap h "H eadwat er Depth for Bo x Cul v erts Wtth In let Contro l" wi th wi ngwall fl ar e be twe en 30 and 75 degr ees . !!! In/H r 6.17 6 .99 c c :; :; Q. Q. ~ ~ ;: ;: ::i:: . ::i:: 0 0 ~ ~ 0 · ... ... ~ a a :::: a a !:::! cfs ft In/Hr Cfl ft In/H r 82 .7 3.25 6 .97 93 .4 3 .53 7 .98 93 .7 3.54 7.87 105 3 .84 8 .99 c c c :; :; :; Q. Q. Q. 4) 4) 4) a a a ;: ;: ;: ::i:: ::i:: :r: 0 0 ~ ~ 0 0 0 0 0 a a 0 ~ ~ 0 ..... ..... !!! a a = a a cfs ft In/Hr cfs ft In/Hr cfs ft 107 3.87 9 .04 12 1 4.22 10 .2 137 4 .58 12 1 4 .21 10 .2 136 4 .58 11 .5 15 3 4 .97 COLLEGE STATION Ms . Debbie Keating, P.E. Urban Design Group P. 0 . Box 996 0 909 Southwest Parkway East Suite E College Station , TX 77840 RE : The Tradition at Northgate Engineering Comments April 7th Submittal Dear Ms. Keating, 1101 Texas Avenue Tet. 409 764 3500 College Station , TX 77842 The following is in response to your submittal of construction plans, fire flow analysis, and drainage report for the Traditions at Northgate dormitory project submitted on April 7, 2000. Construction Plans : • Plan sheets Cl-S, C-3 , C-4 refers to infrastructure improvements "by others." Please provide a letter detailing all of these improvements and discuss the relationship of when these off-site improvements must be completed with relationship to construction and opening of the dormitory project (interim water line upgrades of ---must be completed before _____). Also discuss the need for new waterline in Church Street from South College Avenue to this project. • HDPE is not currently approved to be installed in the city's right-of-way. • Sheet Cl-S shows an existing 6" sanitary sewer under the garage. What modifications are proposed to this line? • Show or note where the swimming pool is to drain. Fire Flow Analysis: • Provide an explanation of the computer models submitted and a summary of results and conclusions . • What is the bases of the fire demand (provide the calculations). • Generally need more of the input data for the water model. • It appears that the water model assumes a constant pressure reservoir near University Towers. This pressure appears to be based upon the residual pressure resulting from a flow test of approximately 1080 gpm. With only minor loops in the system beyond this point, justify the assumption of the constant residual pressure when the flow rate is tripled , and resulting losses should increase exponentially with flow. If the residual pressure at University Towers is less than the approximate 73 psi shown in the existing model, will residual pressure in Northgate be maintained above the minimum 20 psi as specified by TNRCC with the fire flows? Home of Texas A&M University Drainage Report: • Provide a capacity analysis for the north storm drain system including the inlets and conveyance to the detention pond. The open channe l flow analysis submitted for the I X3 Box to the detention pond appears to be for a channel and not for a culvert/storm drain (based on the wetted perimeter not including the top). Are entrance losses accounted for in this analy sis? Are backwater conditions accounted for in the design? • Provide detailed rating curve calculations for the detention pond outlet. We have the same concerns regarding the submitted calculations which appear to be for a rectangular channel, and not for a storm drain/culvert. • Provide inlet calculations for the south drainage system. • How are the roofs draining? • Provide a down stream impact analysis for any increase in runoff leaving the site, if proposed. If you have any question or do not understand any of these requirements, please call me at (409) 764-3570. Sincerely, lf;~(!;E'~ Civil Engine er xc: Ted Mayo, P.E., Asst City Engineer Natalie Ruiz, Development Coordinator Jon Mies, Fire Marshal THE TRADITION AT NORTHGATE Drainage Report I. Certification APRIL 2000 TABLE OF CONTENTS II. General Location and Description Ill. Drainage Basins IV. Drainage Design Criteria V. Drainage Facility Design Figure 1. Figure 2. Figure 3. Figure 4. Figure 5 . Figure 6 . JOB # 98-35 2 Location Map Flood Insurance Rate Map Existing Drainage Patterns Overall Drainage Area Map Existing Drainage area Map Developed Drainage Area Map page 2 THE TRADITION AT NORTHGATE Drainage Report page 3 I. CERTIFICATION I hereby certify that this report for the drainage design of improvements for The Tradition at Northgate, was prepared by me in accordance with the prov isions of the City of College Station Drainage Policy and Design Standards, for the owners thereof. +.~. 00 Registered Professional Engineer State of Texas No . 68243 JO B # 98-352 THE TRADITION AT NORTHGATE Drainage Report page 4 II. GENERAL LOCATION AND DESCRIPTION A. Location Primary drainage system identified This development lies within the Carter Creek drainage system . The location of the project is shown on the map included in this report . Surrounding developments shown Surrounding developments include the existing single family homes to the north, Boyette Street to the west , Church Street to the south, and Second Street to the east. The city's existing surface parking lot is located across Church Street to the south. The proposed public parking garage is planned for the property to the east of the site across Second Street. This development is located within the Northgate District. The new Satchel 's restaurant is located across Boyette Street to the west. Local streets, drainage systems shown Currently , no storm sewer is available within Second or Boyette streets adjacent to the site . Rehabilitation of Church Street is planned for the near future, including sidewalk, paving , and drainage improvements . Currently , there is an existing storm drain in Church Street from Boyette to Wellborn Road. The site is located on a ridge, and therefore no offsite flow drains onto the subject tract. B. Description of Property Acreage of project The acreage of the site is 3 .2 acres . Land cover described The site is currently developed with an existing Church facility. The existing land cover surrounding the Church is grassland with large oak trees. Primary/secondary systems within property shown No primary or secondary systems are currently on the subject tract. The project will include a detention pond (within the private parking garage) with outflow from the pond entering Boyette Street. General description The project consists of two 5 story private dormitory buildings, some retail, an adjacent 5 story private parking garage connected to each building, and associated utility improvements. JOB # 9 8-352 THE TRADITION MAP LE LOUISE ..... FIGURE 1: LOCATION MAP © NORTHGATE / CHURCH AVE. PATRICIA UN I VERSITY OR. SCALE: 1" = 200 ' n a r r ,., C> ,., CRO [ 909 SOUTHWEST PARKWAY E SUITE E lID COLLEGE STATION, TEXAS 77840 PHONE ' 1409) 696-9653 FAX ' <409 ) 696-9752 E-MAIL : udgcsCt:c:cyber .com www .udg .com Urban Design Group ZONEX Refer to the Flood Insurance Rate Map Effective date shown on this map to determine when actuarial rates apply to structures in the zones where elevations or depths have been established. To determine if flood insurance is available in this community, contact your insurance agent or call the National Flood Insurance Program at (800) 636-6620. .- 500 APPROXIMATE SCALE 0 500FEET E'3 E3 E3 0 NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP BRAZOS COUNTY, TEXAS AND INCORPORATED AREAS PANEL 143 OF 250 (SEE MAP INDEX FOR PANELS NOT PRINTED) CONTAINS: COMMUNITY BRYAN. CITY OF COUEGE STATION. CITY OF UNINCORPORATED AREAS 480082 0143 c 480083 0143 481195 0143 c Notice to User: The MAP NUMBER shown below should be used when placing map orders; the COMMUNITY NUMBER shown above should be used o~ insurance applications for the subject community. MAP NUMBER 48041C0143 C EFFECTIVE DATE: JULY 2, 1992 Federal Emergency Management Agency e Station n City of Bryan 480082 ~!. ZONEX jr-- il_ I Jr-- _] r---- LOUI SE --,L_ : I [ 'I I r I J I J T I I I I / SCALE : 1" = 100 ' \ \_ 11 J : EXISTING DRAINAGE AREA MAP FIGURE 5 I If _J _l If j I ii LOUISE \ [ "\- ~H I I I CHURCH AVE .""" \ y\ / SC ALE : 1" = 100 ' l I . DEVELOPED DRAINAGE AREA MAP FIGURE 6 THE TRADITION AT NORTHGATE Drainage Report page 5 Ill. DRAINAGE BASINS AND SUB-BASINS A. Drainage Basins References to FIRMS if applicable The subject tract is located in FIRM# 48041 C0143C , but is not located within the limits of the 100 year floodplain as determined by FEMA. Secondary system flow patterns and impact of development on ex isting system Secondary systems include existing adjacent public streets . Because the project is proposing onsite detention, no increase in runoff is expected to the adjacent downstream system or properties . Proposed pathways to Pr imary system shown or described The subject property is located within the Carter Creek drainage basin . The nearest primary system is north of Cherry Street , an existing drainage path that flows into Burton Creek (a tributary to Carter Creek). The primary systems and location in basin is shown in figure 3.The proposed pathway to the primary system is via existing public streets . IV. DRAINAGE DESIGN CRITERIA Any deviation from standards being requested? No known deviations from the requirements in the DPDS are proposed with th is project.. Discussion of site constraints and capacities (streets. existing structures. etc .) Because the site is surrounded by existing streets , the grades are set to match top of curb elevations along the perimeter of the property . The pond depth and outflow structures are constrained by the elevation of the downstream curb in Boyette Street. Discussion of any applicable previous drainage studies and how this plan will affect it To our knowledge no previous drainage studies are available for the Northgate area. Hydrologic Criteria Rainfall/runoff calculation method described and calculations provided The Soil Conservation Service Curve Number Procedure was used to determine the runoff rates . Curve Numbers were estimated using Table 111 -4 of the DPDS . 24 hour rainfall depths we re est imated using Table 111 -3 of the DPDS . A minimum time of concentration of ten minutes was used in the JOB # 98-352 THE TRADITION AT NORTHGATE Drainage Report page 6 calculations. The results (hydrographs) for the peak runoff for the pre-and post-developed areas are included in the appendix. Existing Basin Area Q2 Q5 Q10 Q25 Q50 Q100 (-) (SF) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) A1 54 ,450 3 .9 6.4 8 .2 10 .3 11.8 13.6 A2 84,942 7.8 11.6 14.4 17 .2 19.4 22 .0 Develo~ed Basin Area Q2 Q5 Q10 Q25 Q50 Q100 (-) (SF) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) A1 65 ,340 6 .9 9.5 11.4 13 .5 15.0 16.9 A2 74 ,052 7 .8 11.4 13.3 15 .8 17.6 19.8 Detention discharge/storage calculation method/calculations The rating tables for reservoir storage/elevation (reservoir routing) procedure are provided below. The end area method was used to calculate the storage volumes. Elev (-) 345 .94 346 .50 347 .00 347.50 348.00 348.50 349.00 349.50 Top/wall 350 .00 Storage (cf) 0 .00 768 2417 4108 5798 7489 9179 10870 12560 Storm recurrence intervals used Storage (ac-ft) 0 .00 0 .018 0 .055 0.094 0 .132 0.172 0.211 0 .250 0.288 Return periods used in the analysis include the 2, 5, 10, 25, 50 , and 100 year storm events . Discussion of other drainage facility design criteria used if not referenced in Standards The program used for hydrologic computations of the runoff hydrographs and the modeling (routing) of the hydrographs through the detention pond is Hydropac (version 6 .0), a hydrologic modeling tool for civil engineers . The SCS unit hydrograph procedure is used in the hydrologic analysis. The program is equipped with orifice and weir (v-notch, broad-crested , user defined) equations , for outlet controls on detention/storage ponds. JOB # 9 8-352 THE TRADITION AT NORTHGATE Drainage Report page 7 Hydraulic Criteria Identify capacity of systems used The maximum capacity of the 8" x 3.5' box culvert exiting the detention pond is 24 .39 cfs (see appendix). The amount of flow exiting the pond during the 100 yr storm event is 13 .36 cfs . The capacity of the 24 " RCP storm sewer is 22 .62 cfs . The 10 year flow to the 24 " RCP is 13 .3 cfs . Specify velocities at critical points in system The velocity of the 8" x 3.5 ' box culvert is 7 .05 ft/sec, which is acceptable (15 ft/sec max) in concrete pipe . Landscaped areas have slopes and velocities similar to that pre-developed . No runoff velocities from these areas exceed that allowable 6.0 ft/see for landscaped (sod) areas . Identify detention/retention outlet and routing The pond outlet rating table is provided below. A multi -stage outlet system was utilized to control release rates for the design storms. Elev (-) 345 .94 346 .10 346 .60 347 .00 347 .60 348.00 348 .60 349.00 349 .60 Top/Wall 350 .00 Storage (cf) 0 .00 63 1067 2417 4446 5798 7827 9179 11208 12560 Outflow (cfs) 0.00 0.08 0.78 1.35 2 .50 4.03 7.32 10 .31 14.89 17.60 The results of the various storm routings through the detention pond are provided in the appendix. In summary, Storm (yr) 2 5 10 25 50 100 QPOND (cfs) 3 .87 6 .27 8.20 10.29 11 .80 13 .36 Elev (-) 347 .96 348.45 348.72 349 .00 349.19 349 .39 Discussion of other drainage fac ility design criteria used not referenced in Standards We are not aware of other criteria used . JOB # 98 -352 THE TRADITION AT NORTHGATE Drainage Report page 8 V. DRAINAGE FACILITY DESIGN Discuss drainage patterns/flows (pre vs.post) Existing and proposed drainage patterns are shown on the map provided in this report . Are they draining water onto another property owner?-if so. is it where the water flowed before? and is it not more than what flowed there before? and not faster than it flowed before? All of the pre-developed runoff enters the surrounding streets , which is the same place proposed after development. Discuss erosion control measures employed During the construction, temporary erosion control measures include placement of silt fencing around the perimeter of the downstream end of the property to prevent erosion until permanent structures have been constructed and sufficient vegetation has been established. Discuss detention pond design (sideslope. low flow channels. outlet works. freeboard, emergency spillway) Since the proposed detention pond is to be constructed of concrete , no maximum side slope requirements are applicable. Similarly , a low flow channel is not necessary, as the entire floor of the pond is to be concrete . The outlet works consist of 3 openings. Details for these openings are provided on the construction plans . During the 100 year storm event, there is 0 .61 ft of available freeboard . In emergency conditions, (i.e.-storm events greater than the 100 year event) runoff will exit the west wall of the pond , through the 20' emergency spillway , spilling onto the floor of the private parking garage, and eventually emptying into Boyette Street. Discuss maintenance access and responsibilities Maintenance responsibilities of the proposed detention pond are with the owner (The Tradition at Northgate, Ltd.), and would transfer to any new owners should the facility change ownership. Conclusions Verify compliance with DPDS (signed and sealed certification) Provided at beginning of report Explain effectiveness of improvements with regard to controlling discharges of 5-100 year storm by a) Detaining b) Accommodating runoff in existinq/proposed easements or ROW discharging into primary system JOB # 98-352 THE TRADITION AT NORTHGATE Drainage Report page 9 c) Combination of a & b The proposed discharges will be controlled with the detention pond and existing public rights of way and easements. The site discharges before and after development are summarized below . AREAA1 Storm QPOND QPRE (yr) (cfs) (cfs) 2 11.67 11 .70 5 17 .67 18 .00 10 21 .50 22.60 25 26 .09 27 .50 50 29.40 31.20 100 33 .16 35.60 In each storm frequency , the post-developed flow was at or below the pre- developed rates. Appendices References (all criteria and technical information used) COGS DPDS Hydrologic computations Provided previously in this report Land use assumptions for adjacent property Provided previously in this report Minor/major storm runoff at specific points Shown on maps provided previously in this report Historic/fully developed runoff specific points Shown on maps provided prev iously in this report Hydrographs at critical points Attached Hydraulic computations Attached Culvert capacities Attached JOB # 9 8-352 THE TRADITION AT NORTHGATE Storm sewer capacities Attached Drainage Report Storm inlet capacities (inlet control rating) Open channel design No open channel proposed-flume capacity provided in Appendix. Detention area/volume capacity/outlet capacity Previously supplied in report Attached Drawings Location map with drainage patterns In report Floodplain map if any attached page IO Drainage plan with topo (existing and proposed with arrows if needed) On construction drawing sheet G3 attached Details of outlet structures On construction drawing sheet C6 attached JOB # 98-352 HYDROGRAPHICS AT CRITICAL POINTS ·~ .:.... :· /( A1 Existing File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations 13 Type SCS Desc. 2 yr existing Al Area 1.3 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 8:53 8:56 8:59 9:02 9:05 9:08 9:11 9:14 9:17 9:20 9:23 9:26 9:29 9:32 9:35 9:38 9:41 9:44 9:47 9:50 9:53 9:56 9:59 10:02 10:05 10:08 10:11 10:14 10:17 10:20 10:23 10:26 10:29 10:32 10:35 10:38 10:41 10:44 10:47 10:50 10:53 10:56 10:59 11:02 11:05 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 11:08 11:11 11:14 11:17 11:20 11:23 11:26 11:29 11:32 11:35 11:38 11:41 11:44 11:47 11:50 11:53 11:56 11:59 12:02 12:05 12:08 12:11 12:14 12:17 12:20 12:23 12:26 12:29 12:32 12:35 12:38 12:41 12:44 12:47 12:50 12:53 12:56 12:59 13:02 13 13:08 13:11 13:14 13:17 13:20 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.3 0.4 0.7 0.9 1.0 1. 2 1.9 2.8 3.4 3 8 ~ 2.0 1.4 1.0 0.9 0.7 0.6 0.6 0.5 0.5 0.5 0.4 0 .4 0.4 0.4 0.4 0.4 0.3 0.3 0.1 0 .3 0.3 0.3 0 .3 0 .3 Time hr:min 13:23 13:26 13:29 13:32 13:35 13:38 13:41 13:44 13:47 13:50 13:53 13:56 13:59 14:02 14:05 14:08 14:11 14:14 14:17 14:20 14:23 14:26 14:29 14:32 14:35 14:38 14:41 14:44 14:47 14:50 14:53 14:56 14:59 15:02 15:05 15:08 15:11 15:14 15:17 13:05 15:23 15:26 15:29 15:32 15:35 Freq. 2.0 yrs CN 77 Len 24 hrs Precip. 4.50 Flow cf s 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 2 0.2 0.2 0.2 0.2 0.2 Time hr:min 15:38 15:41 15:44 15:47 15:50 15:53 15:56 15:59 16:02 16:05 16:08 16:11 16:14 16:17 16:20 16:23 16:26 16:29 16:32 16:35 16:38 16:41 16:44 16:47 16:50 16:53 16:56 16:59 17:02 17:05 17:08 17:11 17:14 17:17 17:20 17:23 17:26 17:29 17:32 17:35 17:38 17:41 17:44 17:47 17:50 Continued on next page Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 ontinued from previous page 17:53 0.1 18:35 0.1 19:17 0.1 19:59 0.1 17:56 0.1 18:38 0 .1 19:20 0.1 20:02 0.1 17:59 0.1 18:41 0.1 19:23 0.1 20:05 0.1 18:02 0.1 18:44 0.1 19:26 0.1 20:08 0.1 18:05 0 .1 18:47 0.1 19:29 0.1 20:11 0.1 18:08 0.1 18:50 0.1 19:32 0.1 20:14 0.1 18:11 0.1 18:53 0.1 19:35 0.1 20:17 0.1 18:14 0.1 18:56 0.1 19:38 0.1 20:20 0.1 18:17 0.1 18:59 0.1 19:41 0.1 20:23 0.1 18:20 0.1 19:02 0.1 19:44 0.1 20:26 0.1 18:23 0.1 19:05 0.1 19:47 0.1 20:29 0.1 18:26 0.1 19:08 0.1 19:50 0.1 20:32 0.1 18:29 0.1 19:11 0.1 19:53 0.1 20:35 0.1 18:32 0.1 19:14 0.1 19:56 0.1 20:38 0.0 Volume of runoff = 0.25 ac. ft. Depth of runoff = 2.20 in. File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations 11 Type SCS Desc. 5 yr existing Al Area 1.3 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 .1 0.6 1. 0 1.4 1.7 1.9 Time hr:min 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 12:18 12:21 12:24 12:27 12:30 12:33 12:36 12:39 12:42 12:45 12:48 12:51 12:54 12:57 13:00 13:03 13:06 13:09 13:12 13:15 13:18 13:21 13:24 13:27 13:30 13:33 13:36 13:39 13:42 13:45 11:33 13:51 13:54 13:57 14:00 14:03 Freq. 5.0 yrs CN 77 Len 24 hrs Precip. 6.20 Flow cf s 2.5 3.8 5.1 ~ 4.4 2.8 2.0 1. 6 1. 3 1.1 0.9 0.8 0.8 0.8 0.7 0.7 0.7 0.6 0.6 0.6 0.5 0.5 0.5 0.5 0.5 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.3 0.3 0.3 0.4 0.3 0.3 0.3 0.3 0.3 Time hr:min 14:06 14:09 14:12 14:15 14:18 14:21 14:24 14:27 14:30 14:33 14:36 14:39 14:42 14:45 14:48 14:51 14:54 14:57 15:00 15:03 15:06 15:09 15:12 15:15 15:18 15:21 15:24 15:27 15:30 15:33 15:36 15:39 15:42 15:45 15:48 15:51 15:54 15:57 16:00 13:48:03 16:06 16:09 16:12 16:15 16:18 Continued on next page Flow cf s 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Continued from previous page 16:21 0.2 17:15 0.2 18:09 0.2 19:03 0.1 16:24 0.2 17:18 0.2 18:12 0.2 19:06 0.1 16:27 0.2 17:21 0.2 18:15 0.2 19:09 0.1 16:30 0.2 17:24 0.2 18:18 0.2 19:12 0.1 16:33 0.2 17:27 0.2 18:21 0.2 19:15 0.0 16:36 0.2 17:30 0.2 18:24 0.1 19:18 0.0 16:39 0.2 17:33 0.2 18:27 0.1 19:21 0.1 16:42 0.2 17:36 0.2 18:30 0.1 19:24 0.1 16:45 0.2 17:39 0.2 18:33 0.1 19:27 0.0 16:48 0.2 17:42 0.2 18:36 0.1 19:30 0.0 16:51 0.2 17:45 0.2 18:39 0.1 19:33 0.1 16:54 0.2 17:48 0.2 18:42 0.1 19:36 0.1 16:57 0.2 17:51 0.2 18:45 0.1 19:39 0.0 17:00 0.2 17:54 0.2 18:48 0.1 19:42 0.0 17:03 0.2 17:57 0.2 18:51 0.1 19:45 0.1 17:06 0.2 18:00 0.2 18:54 0.1 19:48 0.1 17:09 0.2 18:03 0.2 18:57 0.1 17:12 0.2 18:06 0.2 19:00 0.1 Volume of runoff = 0.40 ac. ft. Depth of runoff 3.55 in. File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations 9 Type SCS Desc. 10 yr existing Al Area 1.3 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 6:34 6:37 6:40 6:43 6:46 6:49 6:52 6:55 6:58 7:01 7:04 7:07 7:10 7:13 7:16 7:19 7:22 7:25 7:28 7:31 7:34 7:37 7:40 7:43 7:46 7:49 7:52 7:55 7:58 8:01 8:04 8:07 8:10 8:13 8:16 8:19 8:22 8:25 8:28 8:31 8:34 8:37 8:40 8:43 8:46 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 8:49 8:52 8:55 8:58 9:01 9:04 9:07 9:10 9:13 9:16 9:19 9:22 9:25 9:28 9:31 9:34 9:37 9:40 9:43 9:46 9:49 9:52 9:55 9:58 10:01 10:04 10:07 10:10 10:13 10:16 10:19 10:22 10:25 10:28 10:31 10:34 10:37 10:40 10:43 10:46 10:49 10:52 10:55 10:58 11:01 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 Time hr:min 11:04 11:07 11:10 11:13 11:16 11:19 11:22 11:25 11:28 11:31 11:34 11:37 11:40 11:43 11:46 11:49 11:52 11:55 11:58 12:01 12:04 12:07 12:10 12:13 12:16 12:19 12:22 12:25 12:28 12:31 12:34 12:37 12:40 12:43 12:46 12:49 12:52 12:55 12:58 13:01 13:04 13:07 13:10 13:13 13:16 Freq. 10.0 yrs CN 77 Len 24 hrs Precip. 7.40 Flow cf s 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.6 0.9 1. 5 2.1 2.4 2.6 3.7 5.4 6.9 7.8 s 5.0 3.2 2.3 1. 9 1. 6 1. 3 1.1 1. 0 1. 0 0.9 0.9 0.8 0.8 0.8 0.8 0.7 0.7 0.6 0.6 0.6 0.6 0.5 0.5 Time hr:min 13:19 13:22 13:25 13:28 13:31 13:34 13:37 13:40 13:43 13:46 13:49 13:52 13:55 13:58 14:01 14:04 14:07 14:10 14:13 14:16 14:19 14:22 14:25 14:28 14:31 14:34 14:37 14:40 14:43 14:46 14:49 14:52 14:55 14:58 15:01 15:04 15:07 15:10 15:13 15:16 15:19 15:22 15:25 15:28 15:31 Continued on next page Flow cf s 0.5 0.5 0.5 0.5 0.5 0.5 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 ontinued from previous page 15:34 0 .3 16:28 0.3 17:22 0.2 18:16 0.2 15:37 0.3 16:31 0.3 17:25 0.2 18:19 0.2 15:40 0.3 16:34 0.3 17:28 0.2 18:22 0 .2 15:43 0.3 16:37 0.3 17:31 0.2 18:25 0 .0 15:46 0.3 16:40 0.3 17:34 0.2 18:2 8 0 .2 15:49 0.3 16:43 0.3 17:37 0.2 18:31 0.1 15:52 0.3 16:46 0 .3 17:40 0.2 18:34 0.1 15:55 0 .3 16:49 0.3 17:43 0 .2 1 8 :37 0 .0 15 :58 0 .3 16:52 0.3 17:46 0.2 18:4 0 0 .2 16:01 0.3 16:55 0.3 17:49 0 .2 18:43 0 .1 16:04 0.3 16:58 0.3 17:52 0 .2 18:46 0.1 16:07 0 .3 17:01 0.3 17:55 0 .2 18:49 0.0 16:10 0.3 17:04 0.2 17:58 0.2 18:52 0.2 16:13 0.3 17:07 0.2 18:01 0.2 18:55 0 .1 16:16 0.3 17:10 0.2 18:04 0.2 18:58 0.1 16:19 0.3 17:13 0 .2 18:07 0 .2 19:01 0 .0 16:22 0.3 17:16 0.2 18:10 0 .2 16:25 0.3 17:19 0.2 18:13 0.2 Volume of runoff = 0.50 ac. ft. Depth of runoff 4.52 in. ---------------------------------------------------------------File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations --------------------------------------------------------------------------------7 Type SCS Desc. 25yr existing Al Area 1.3 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 8:12 8:15 8 :.18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10 10:12 10:15 10:18 10:21 10:24 Flow cf s Time hr:min 0.1 10:27 0.1 10:30 0.1 10:33 0.1 10:36 0.1 10:39 0.1 10:42 0.1 10:45 0.1 10:48 0.1 10:51 0.1 10:54 0.1 10:57 0.1 11:00 0.1 11:03 0.1 11:06 0.1 11:09 0.1 11:12 0.1 11:15 0.1 11:18 0.1 11:21 0.1 11:24 0.1 11:27 0.1 11:30 0.1 11:33 0.1 11:36 0.1 11:39 0.1 11:42 0.1 11:45 0.1 11:48 0.2 11:51 0.2 11:54 0.2 11:57 0.2 12:00 0.2 12:03 0.2 12:06 0.2 12:09 0.2 12:12 0.2 12:15 0.2 12:18 0.2 12:21 0.1 10:09 0.2 12:27 0.2 12:30 0.2 12:33 0.2 12:36 0.2 12:39 Freq. 25.0 yrs CN 77 Len 24 hrs Precip. 8.80 Flow cf s 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.6 0.6 0.6 0.7 0.7 0.7 0.8 1. 2 2.0 2.7 3.1 3.4 4.6 6.8 8.7 r-;H '-=-ri 6.4 4.1 2.9 2.4 2.0 0.2 6 1. 4 1.3 1.2 1.2 1.1 Time hr:min 12:42 12:45 12:48 12:51 12:54 12:57 13:00 13:03 13:06 13:09 13:12 13:15 13:18 13:21 13:24 13:27 13:30 13:33 13:36 13:39 13:42 13:45 13:48 13:51 13:54 13:57 14:00 14:03 14:06 14:09 14:12 14:15 14:18 14:21 14:24 14:27 14:30 14:33 14:36 14:39 14:42 14:45 14:48 14:51 14:54 Continued on next page Flow cf s 1. 0 1. 0 1. 0 0.9 0.9 0.8 0.8 0.8 0.8 0.7 0.7 0.7 0.6 0.6 0.6 0.6 0.6 0.6 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.4 0.4 0.4 Continued from previous page 14:57 0.4 15:51 0.4 16:45 0.3 17:39 0.0 15:00 0.4 15:54 0.4 16:48 0.3 17:42 0.3 15:03 0.4 15:57 0.4 16:51 0.3 17:45 0.2 15:06 0.4 16:00 0.4 16:54 0.3 17:48 0.1 15:09 0.4 16:03 0.4 16:57 0.3 17:51 0.0 15:12 0.4 16:06 0.4 17:00 0.3 17:54 0.2 15:15 0.4 16:09 0.4 17:03 0.3 17:57 0.2 15:18 0.4 16:12 0.4 17:06 0.3 18:00 0.1 15:21 0.4 16:15 0.4 17:09 0.3 18:03 0.0 15:24 0.4 16:18 0.4 17:12 0.3 18:06 0.2 15:27 0.4 16:21 0.3 17:15 0.3 18:09 0.2 15:30 0.4 16:24 0.3 17:18 0.3 18:12 0.1 15:33 0.4 16:27 0.3 17:21 0.3 18:15 0.0 15:36 0.4 16:30 0.3 17:24 0.3 18:18 0.2 15:39 0.4 16:33 0.3 17:27 0.3 18:21 0.2 15:42 0.4 16:36 0 .3 17:30 0.3 18:24 0.1 15:45 0.4 16:39 0.3 17:33 0.3 15:48 0.4 16:42 0.3 17:36 0.1 Volume of runoff = 0.63 ac. ft. Depth of runoff 5.68 in. File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations 5 Type SCS Desc. 50 yr existing Al Area 1.3 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 Time hr:min 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 .1 0.2 0.2 0.2 0.2 0.2 Time hr:min 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 9:39 11:57 12:00 12:03 12:06 12:09 Freq. 50.0 yrs CN 77 Len 24 hrs Precip. 9.80 Flow cf s 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.8 0.8 0.9 0.9 1. 3 2.3 3.1 3.6 3.9 5.1 0.2 9.8 d±j) 10.7 7.6 Time hr:min 12:12 12:15 12:18 12:21 12:24 12:27 12:30 12:33 12:36 12:39 12:42 12:45 12:48 12:51 12:54 12:57 13:00 13:03 13:06 13:09 13:12 13:15 13:18 13:21 13:24 13:27 13:30 13:33 13:36 13:39 13:42 13:45 13:48 13:51 13:54 13:57 14:00 14:03 14:06 11:54:09 14:12 14:15 14:18 14:21 14:24 Continued on next page Flow cf s 4.8 3.4 2.7 2.3 1.9 1. 6 1. 5 1. 4 1. 3 1. 2 1. 2 1.1 1.1 1.1 1. 0 0.9 0.9 0.9 0.9 0.8 0.8 0.7 0.7 0.7 0.7 0.7 0.6 0.6 0.6 0.6 0 .6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0 .6 0.6 0.6 0.6 0.6 0.6 0.5 ontinued from previous page 14:27 0.5 15:21 0.5 16:15 0.4 17:09 0.3 14:30 0.5 15:24 0.5 16:18 0.4 17:12 0.2 14:33 0.5 15:27 0.5 16:21 0.4 17:15 0.1 14:36 0.5 15:30 0.5 16:24 0.4 17:18 0.1 14:39 0.5 15:33 0.5 16:27 0.4 17:21 0.3 .14 :42 0.5 15:36 0 .5 16:30 0.4 17:24 0.2 14:45 0.5 15:39 0.5 16:33 0.4 17:27 0.1 14:48 0.5 15:42 0.4 16:36 0.4 17:30 0.0 14:51 0.5 15:45 0.4 16:39 0.4 17:33 0.3 14:54 0.5 15:48 0.4 16:42 0.4 17:36 0.2 14:57 0.5 15:51 0.4 16:45 0.4 17:39 0.1 15:00 0.5 15:54 0.4 16:48 0.4 17:42 0.0 15:03 0.5 15:57 0.4 16:51 0.4 17:45 0.3 15:06 0.5 16:00 0.4 16:54 0.4 17:48 0.2 15:09 0.5 16:03 0.4 16:57 0.4 17:51 0.1 15:12 0.5 16:06 0.4 17:00 0.4 17:54 0.0 15:15 0.5 16:09 0.4 17:03 0.3 15:18 0.5 16:12 0.4 17:06 0.3 Volume of runoff = 0.72 ac. ft. Depth of runoff = 6.48 in. File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations 1 Type SCS Desc. 100 yr existing Al Area 1.3 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 Freq. 100.0 yrs CN 77 Len 24 hrs Precip. 11.00 Flow cf s 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.8 0.8 0.8 0.9 0.9 1. 0 1. 0 1.1 1. 7 2.8 3.7 Time hr:min 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 12:18 12:21 12:24 12:27 12:30 12:33 12:36 12:39 12:42 12:45 12:48 12:51 12:54 12:57 13:00 13:03 13:06 13:09 13:12 13:15 13:18 13:21 13:24 13:27 13:30 13:33 13:36 13:39 13:42 13:45 13:48 13:51 13:54 13:57 Continued on next page Flow cf s 4.3 4.7 6.3 9.3 11. 7 13.0 CT3:Jb 11. 9 8.2 5.2 3.8 3.1 2.6 2.1 1.8 1.7 1.6 1. 5 1.4 1.3 1. 3 1.3 1.2 1.1 1.1 1. 0 1.0 1. 0 0.9 0.9 0.8 0.8 0.8 0.8 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 0.7 Continued from previous page 14:00 0.7 14:54 0.6 15:48 0.5 16:42 0.4 14:03 0.7 14:57 0.6 15:51 0.5 16:45 0.3 14:06 0.6 15:00 0.6 15:54 0.5 16:48 0.2 14:09 0.6 15:03 0.6 15:57 0.5 16:51 0.1 14:12 0.6 15:06 0.6 16:00 0.5 16:54 0.4 14:15 0.6 15:09 0.6 16:03 0.5 16:57 0.3 14:18 0.6 15:12 0.6 16:06 0.5 17:00 0.2 14:21 0.6 15:15 0.5 16:09 0.5 17:03 0.1 14:24 0.6 15:18 0.5 16:12 0.5 17:06 0.4 14:27 0.6 15:21 0.5 16:15 0.5 17:09 0.3 14:30 0.6 15:24 0.5 16:18 0.5 17:12 0.2 14:33 0.6 15:27 0.5 16:21 0.5 17:15 0.1 14:36 0.6 15:30 0.5 16:24 0.5 17:18 0.4 14:39 0.6 15:33 0.5 16:27 0.4 17:21 0.3 14:42 0.6 15:36 0.5 16:30 0.4 17:24 0 .1 14:45 0.6 15:39 0 .5 16:33 0.4 17:27 0.0 14:48 0.6 15:42 0.5 16:36 0.4 14:51 0.6 15:45 0.5 16:39 0.4 Volume of runoff = 0.83 ac. ft. Depth of runoff 7.46 in. A2 Existing File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations 17 Type SCS Desc. 2 yr existing A2 Area 2.0 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 Time hr:min 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9 :24 9:27 9:30 9 :33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 .0 0.2 0.2 0.2 0.2 0.2 Time hr:min 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 12:18 12:21 12:24 12:27 12:30 12:33 12:36 12:39 10:27 12:45 12:48 12:51 12:54 12:57 Freq. 2.0 yrs CN 85 Len 24 hrs Precip. 4.50 Flow cf s 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0 .6 0.8 1.4 1.9 2.2 2.5 3.2 4.8 6.3 7.3 -CC]:) 7.2 5.1 3.3 2.3 1. 8 1.5 1. 3 1.1 1.0 0.9 0.9 0.8 0.2 0.8 0.8 0.7 0.7 0.6 Time hr:min 13:00 13:03 13:06 13:09 13:12 13:15 13:18 13:21 13:24 13:27 13:30 13:33 13:36 13:39 13:42 13:45 13:48 13:51 13:54 13:57 14:00 14:03 14:06 14:09 14:12 14:15 14:18 14:21 14:24 14:27 14:30 14:33 14:36 14:39 14:42 14:45 14 :48 14:51 14:54 12:42:57 15:00 15:03 15 :06 15:09 15:12 Continued on next page Flow cf s 0.6 0.6 0.6 0.5 0.5 0.5 0.5 0.5 0.5 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0 .4 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 ontinued from previous page 15:15 0.3 16:09 0.3 17:03 0.2 17:57 0.2 15:18 0.3 16:12 0.3 17:06 0.2 18:00 0.2 15:21 0.3 16:15 0.3 17:09 0.2 18:03 0.1 15:24 0.3 16:18 0.3 17:12 0.2 18:06 0.0 15:27 0.3 16:21 0.3 17:15 0.2 18:09 0.2 15:30 0.3 16:24 0.3 17:18 0.2 18:12 0.1 15:33 0.3 16:27 0.3 17:21 0.2 18:15 0.1 15:36 0.3 16:30 0.3 17:24 0.2 18:18 0.0 15:39 0.3 16:33 0.3 17:27 0.2 18:21 0.2 15:42 0.3 16:36 0.3 17:30 0.2 18:24 0.1 15:45 0.3 16:39 0.3 17:33 0.2 18:27 0.1 15:48 0.3 16:42 0.3 17:36 0.2 18:30 0.0 15:51 0.3 16:45 0.2 17:39 0.2 18:33 0.2 15:54 0.3 16:48 0.2 17:42 0.2 18:36 0.1 15:57 0.3 16:51 0.2 17:45 0.2 18:39 0.1 16:00 0.3 16:54 0.2 17:48 0.2 18:42 0.0 16:03 0.3 16:57 0.2 17:51 0.2 16:06 0.3 17:00 0.2 17:54 0.2 Volume of runoff = 0.48 ac. ft. Depth of runoff 2.81 in. ------------------------------------------------------------------------------- File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations 15 Type SCS Desc. 5 yr Existing A2 Area 2.0 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0 .1 Time hr:min 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:3 9 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0 .1 0.1 0.1 0.1 0 .1 0.1 0.1 0 .1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0.2 0.2 0.2 0 .2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0 .2 Time hr:min 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 Freq. 5.0 yrs CN 85 Len 24 hrs Precip. 6.20 Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.6 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.8 0.9 0.9 1.0 1.5 2.4 3.2 Time hr:min 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 12:18 12:21 12:24 12:27 12:30 12:33 12:36 12:39 12:42 12:45 12:48 12:51 12:54 12:57 13:00 13:03 13:06 13:09 13:12 13:15 13:18 13:21 13:24 13:27 13:30 13:33 13:36 13:39 13:42 13:45 13:48 13:51 13:54 13:57 Continued on next page Flow cf s 3.6 4.0 5.4 7.9 10.0 ~ 7.0 4.5 3.2 2.6 2.2 1.8 1.5 1.4 1.4 1.3 1. 2 1.1 1.1 1.1 1.0 1. 0 0.9 0.9 0.9 0.8 0.8 0.7 0.7 0 .7 0.7 0.7 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 b.6 0.6 File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations 19 Type SCS Desc. 10 yr existing A2 Area 2.0 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5 :09 5:12 5 :15 5:18 5:2 1 5:24 5:27 5:3 0 5:3 3 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6 :12 6 :15 6 :18 6:21 6:24 6:27 6:30 6:33 6 :36 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 Time hr:min 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:3 6 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8 :27 8:30 8:33 8 8:39 8:42 8:45 8:48 8:51 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.2 0.2 0.2 0.2 0.2 0.2 0 .2 0 .2 0.1 0.2 0.2 0 .2 0 .2 0.2 Time hr:min 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9 :30 9:33 9 :36 9 :39 9:42 9:45 9:48 9 :51 9:54 9 :57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10 :48 8:3 6 10:54 10:57 11:00 11:03 11:06 Freq. 10.0 yrs CN 85 Len 24 hrs Precip. 7.40 Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0 .3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.6 0 .6 0.6 0.2 6 0.7 0.7 0.7 0.8 0.8 Time hr:min 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11 :30 11:33 11:36 11:3 9 11:42 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:1 2 12:15 12:18 12:21 12:24 12:27 12:30 12:33 12:36 12:39 12:42 12:45 12:48 12:51 12:54 12:57 13:00 13:03 13:06 13:09 13:12 13:15 13:18 13:21 Flow cf s 0.8 0.9 0.9 0.9 1.0 1.0 1.1 1.2 1.2 1.8 3.0 4.0 4.6 5.0 6.6 9.7 12.3 13.8 c 14 :-4"' J: . 8 9.0 5.7 4.0 3.2 2.7 2.2 1. 9 1. 7 1. 7 1. 6 1. 5 1.4 1.4 1.3 1. 3 1.2 1.1 1.1 1.0 1 .0 1.0 0.9 0.9 0.9 0.8 Continued on next page ontinued from previous page 13:24 0.8 14:18 0.7 15:12 0.6 16:06 0.5 13:27 0.8 14:21 0.7 15:15 0.6 16:09 0.5 13:30 0.8 14:24 0.7 15:18 0.6 16:12 0.5 13:33 0.8 14:27 0.7 15:21 0.6 16:15 0.2 13:36 0.7 14:30 0.7 15:24 0.6 16:18 0.1 13:39 0.7 14:33 0.6 15:27 0.6 16:21 0.4 13:42 0.7 14:36 0.6 15:30 0.6 16:24 0.3 13:45 0.7 14:39 0.6 15:33 0.6 16:27 0.2 13:48 0.7 14:42 0.6 15:36 0.5 16:30 0.1 13:51 0.7 14:45 0.6 15:39 0.5 16:33 0.4 13:54 0.7 14:48 0.6 15:42 0.5 16:36 0.3 13:57 0.7 14:51 0.6 15:45 0.5 16:39 0.2 14:00 0.7 14:54 0.6 15:48 0.5 16:42 0.1 14:03 0.7 14:57 0.6 15:51 0.5 16:45 0.4 14:06 0.7 15:00 0.6 15:54 0.5 16:48 0.3 14:09 0.7 15:03 0.6 15:57 0.5 16:51 0.2 14:12 0.7 15:06 0.6 16:00 0.5 14:15 0.7 15:09 0.6 16:03 0.5 Volume of runoff = 0.87 ac. ft. Depth of runoff 5.15 in. File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc . Note -drainage calculations 15 Type SCS Desc. 25 yr Existing A2 Area 2.0 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 Flow cf s 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 . 1 0.2 0.2 0.2 0.2 0.2 Time hr:min 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9 :15 9 :18 9:21 9:24 9:27 9 :30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 10:09 10:12 10:15 10:18 8:06 10:24 10:27 10:30 10:33 10:36 Freq. 25.0 yrs CN 85 Len 24 hrs Precip. 8.80 Flow cf s 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.2 0.5 0.6 0.6 0.6 0.6 Time hr:min 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 12:18 12:21 12:24 12:27 12:30 12:33 10:21:36 12:39 12:42 12:45 12:48 12:51 Continued on next page Flow cf s 0.7 0.7 0.8 0.8 0.8 0.9 0.9 0.9 1.0 1.0 1.0 1.1 1.1 1. 2 1.2 1. 3 1.4 1.4 1.5 2.3 3.7 5.0 5.7 6.2 8.1 11. 8 14.9 ~ 10.6 6.7 4.8 3.8 3.2 2.7 2.3 2.1 2.0 1.9 1.7 1.7 1. 6 1. 6 1. 5 ontinued from previous page 12:54 1.4 13:48 0.8 14:42 0.7 15:36 0.6 12:57 1.3 13:51 0.8 14:45 0.7 15:39 0.3 13:00 1. 3 13:54 0.8 14:48 0.7 15:42 0.1 13:03 1. 2 13:57 0 .8 14:51 0.7 15:45 0.6 13:06 1.2 14:00 0.8 14:54 0.7 15:48 0.4 13:09 1.1 14:03 0.8 14:57 0.7 15:51 0.3 13:12 1.1 14:06 0.8 15:00 0.7 15:54 0.1 13:15 1.0 14:09 0.8 15:03 0.7 15:57 0.6 13:18 1.0 14:12 0.8 15:06 0 .7 16:00 0.4 13:21 1.0 14:15 0.8 15:09 0.7 16:03 0.2 13:24 1.0 14:18 0.8 15:12 0.7 16:06 0.1 13:27 0.9 14:21 0.8 15:15 0.7 16:09 0.6 13:30 0.9 14:24 0.8 15:18 0.7 16:12 0.4 13:33 0.9 14:27 0.8 15:21 0.7 16:15 0.2 13:36 0.9 14:30 0.8 15:24 0 .7 16:18 0.1 13:39 0 .9 14:33 0.8 15:27 0.7 16:21 0 .5 13:42 0.9 14:36 0.8 15:30 0.7 13:45 0.9 14:39 0.8 15:33 0.7 Volume of runoff = 1.04 ac. ft. Depth of runoff 6 .27 in. File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations 17 Type SCS Desc. 50 yr existing A2 Area 2.0 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7 7:54 7:57 8:00 8:03 8:06 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.2 0.2 0.2 0.2 0.2 Time hr:min 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 7:51 10:09 10:12 10:15 10:18 10:21 Freq. 2.0 yrs CN 85 Len 24 hrs Precip. 9.80 Flow cf s 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.2 5 0.5 0.5 0.6 0.6 0.6 Time hr:min 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 12:18 12:21 12:24 12:27 12:30 12:33 12:36 Continued on next page Flow cf s 0.6 0.7 0.7 0.7 0.7 0.8 0.8 0.9 0.9 0.9 1.0 1.0 1.1 1.1 1.1 1. 2 1. 3 1.3 1.3 1. 4 1. 5 1. 6 1. 6 1. 7 2.3 3.9 5.5 6.3 6.9 8.6 12.5 16.3 18.4 ~ 13.0 8.3 5.7 4.5 3.8 3.1 2.6 2.3 2.2 2.1 ontinued from previous page 12:39 2.0 13:33 1. 0 14:27 0.9 15:21 0.3 12:42 1 .9 13:36 1. 0 14:30 0.9 15:24 0.1 12:45 1 .8 13:39 1. 0 14:33 0.9 15:27 0.7 12:48 1.8 13:42 1. 0 14:36 0.9 15:30 0.5 12:51 1. 7 13:45 1. 0 14:39 0.8 15:33 0.3 12:54 1. 6 13:48 1. 0 14:42 0.8 15:36 0.1 12:57 1. 5 13:51 0.9 14:45 0.8 15:39 0.7 13:00 1.4 13:54 0.9 14:48 0.8 15:42 0.5 13:03 1.4 13:57 0.9 14:51 0.8 15:45 0.3 13:06 1.4 14:00 0.9 14:54 0.8 15:48 0.1 13:09 1.3 14:03 0.9 14:57 0.8 15:51 0.7 13:12 1.2 14:06 0.9 15:00 0.8 15:54 0.5 13:15 1.2 14:09 0.9 15:03 0.8 15:57 0.3 13:18 1.2 14:12 0.9 15:06 0.8 16:00 0.1 13:21 1.1 14:15 0.9 15:09 0.8 16:03 0.7 13:24 1.1 14:18 0.9 15:12 0.8 16:06 0.5 13:27 1. 0 14:21 0.9 15:15 0.8 13:30 1. 0 14:24 0.9 15:18 0.8 Volume of runoff = 1 .17 ac . ft. Depth of runoff 7.04 in. File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations 2 Type SCS Desc. 100 year existing A2 Area 2.0 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 . 0. 2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 Time hr:min 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 Freq. 100.0 yrs CN 85 Len 24 hrs Precip. 11.00 Flow cf s 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.6 0.6 0.6 0.6 0.6 0.6 0.6 Time hr:min 10:03 10:06 10:09 10:12 10:15 10:18 10:21 10:24 10:27 10:30 10:33 10:36 10:39 10:42 10:45 10:48 10:51 10:54 10:57 11:00 11:03 11:06 11:09 11:12 11:15 11:18 11:21 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 11:54 11:57 12:00 12:03 12:06 12:09 12:12 12:15 Continued on next page Flow cf s 0.6 0.6 0.6 0.7 0.7 0.7 0.7 0.7 0.8 0.8 0.8 0.9 0.9 1.0 1. 0 1.0 1.1 1.2 1.2 1. 3 1. 3 1. 3 1.4 1. 5 1. 5 1. 5 1.6 1. 7 1.9 1.9 2.0 3.0 5.0 6.6 7.4 8.1 10.7 15.4 19.3 ~ ~ 13.3 8.4 6.0 Continued from previous page 12:18 4.9 13:12 1.4 14:06 1.0 15:00 0.6 12:21 4.1 13:15 1.3 14:09 1.0 15:03 0.4 12:24 3.4 13:18 1. 3 14:12 1.0 15:06 0.2 12:27 2.9 13:21 1. 3 14:15 1.0 15:09 0.8 12:30 2.6 13:24 1.2 14:18 1.0 15:12 0.6 12:33 2.5 13:27 1.2 14:21 1.0 15:15 0.4 12:36 2.4 13:30 1.1 14:24 1. 0 15:18 0.1 12:39 2.2 13:33 1.1 14:27 1. 0 15:21 0.8 12:42 2.1 13:36 1.1 14:30 1. 0 15:24 0.6 12:45 2.0 13:39 1.1 14:33 1. 0 15:27 0.4 12:48 2.0 13:42 1.1 14:36 1. 0 15:30 0.1 12:51 1.9 13:45 1.1 14:39 1.0 15:33 0.8 12:54 1. 8 13:48 1.1 14:42 1.0 15:36 0.6 12:57 1. 7 13:51 1.1 14:45 0.9 15:39 0.3 13:00 1. 6 13:54 1.1 14:48 0.9 15:42 0.1 13:03 1.6 13:57 1.1 14:51 0.9 15:45 0.8 13:06 1. 5 14:00 1.1 14:54 0.9 13:09 1. 4 14:03 1.1 14:57 0.9 Volume of runoff = 1. 32 ac. ft. Depth of runoff 7.93 in. A 1 Developed File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations 14 Type SCS Desc. 2 yr dev Al Area 1.5 ac. Time of Concent. 10 min. Freq. 2.0 yrs CN 98 Len 24 hrs Precip. 4.50 Storm Dist Type II Time hr:min 1:09 1:12 1:15 1:18 1:21 1:24 1:27 1:30 1:33 1:36 1:39 1:42 1:45 1:48 1:51 1:54 1:57 2:00:15 2:03 2:06 2:09 2:12 2:15 2:18 2:21 2:24 2:27 2:30 2:33 2:36 2:39 2:42 2:45 2:48 2:51 2:54 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 .0 0.0 0.0 0.0 0 .0 0 .0 0.0 0.0 0.0 0.1 0 .0 0.0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time hr:min 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3 :57 4:00 4:03 4:06 4:09 4:12 6:30 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 Flow cf s 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6 :09 6:12 6:15 6:18 6:21 6:24 6:27 8:45 6:33 6:36 6:39 6:42 6 :45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 Time hr:min 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 Continued on next page Flow cf s .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 ontinued from previous page 10:09 0.2 11:03 0.5 11:57 6.0 12:51 0.4 10:12 0.2 11:06 0.5 12:00 6.6 12:54 0.4 10:15 0.2 11:09 0.5 12:03 ( .. ~ 12:57 0.4 10:18 0.3 11:12 0.5 12:06 6.2 13:00 0.4 10:21 0.3 11:15 0.5 12:09 4.3 13:03 0.4 10:24 0.3 11:18 0.5 12:12 2.7 13:06 0.4 10:27 0.3 11:21 0.6 12:15 1. 9 13:09 0.4 10:30 0.3 11:24 0.6 12 :18 1. 5 13:12 0.4 10:33 0.3 11:27 0.6 12:21 1. 3 13:15 0.4 10:36 0.3 11:30 0.7 12:24 1.1 13:18 0.3 10:39 0.3 11:33 0.7 12:27 0.9 13:21 0.2 10:42 0.4 11:36 1. 0 12 :30 0.8 13:24 0.0 10:45 0.4 11:39 1.6 12:33 0.8 13:27 0.4 10:48 0.4 11:42 2.2 12:36 0.7 13:30 0.2 10:51 0.4 11:45 2.4 12:39 0.7 13:33 0.1 10:54 0.4 11:48 2.6 12:42 0.6 13:36 0.0 10:57 0.4 11:51 3 .3 12:45 0.6 11:00 0.4 11:54 4 .8 12:48 0.4 Volume of runoff = 0.39 ac. ft. Depth of runoff 3.27 in. File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations 12 Type SCS Desc. 5 yr dev Al Area 1.5 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 0:54 0:57 1:00 1:03 1:06 1:09 1:12 1:15 1:18 1:21 1:24 1:27 1:30 1:33 1:36 1:39 1:42 1:45 1:48 1:51 1:54 1:57 2:00 2:03 2:06 2:09 2:12 2:15 2:18 2:21 2:24 2:27 2:30 2:33 2:36 2:39 2:42 2:45 2:48 2:51 2:54 2:57 3:00 3:03 3:06 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 Freq. 5.0 yrs CN 98 Len 24 hrs Precip. 6.20 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 Continued on next page Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 Continued from previous page 9:54 0.3 10:48 0.5 11:42 3.1 12:36 0.6 9:57 0.3 10:51 0.6 11 :45 3.4 12:39 0.6 10:00 0.3 10:54 0.6 11:48 3.7 12:42 0.6 10:03 0.3 10:57 0.6 11:51 4.8 12:45 0.6 10:06 0.3 11:00 0.6 11:54 6.9 12:48 0.6 10:09 0.3 11:03 0.6 11:57 8.5 12:51 0.6 10:12 0.3 11:06 0.7 12:00 ~ 12:54 0.6 10:15 0.3 11:09 0.7 12:03 12:57 0.6 . 10:18 0.4 11:12 0.7 12:06 8.2 13:00 0.5 10:21 0.4 11:15 0.7 12:09 5.7 13:03 0.3 10:24 0.4 11:18 0.7 12:12 3.6 13:06 0.2 10:27 0.4 11:21 0.8 12:15 2.6 13:09 0.1 10:30 0.4 11:24 0.8 12:18 2.1 13:12 0.5 10:33 0.4 11:27 0.9 12:21 1.7 13:15 0.3 10:36 0.4 11:30 0.9 12:24 1.4 13:18 0.2 10:39 0.5 11:33 1.0 12:27 1.2 13:21 0.1 10:42 0 .5 11:36 1.4 12:30 1.1 10:45 0.5 11:39 2.3 12:33 0.9 Volume of runoff = 0.54 ac. ft. Depth of runoff 4.50 in. File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations 10 Type SCS Desc. 10 yr dev Al Area 1.5 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 0:48 0:51 0:54 0:57 1:00 1:03 1:06 1:09 1:12 1:15 1:18 1:21 1:24 1:27 1:30 1:33 1:36 1:39 1:42 1:45 1:48 1:51 1:54 1:57 2:00 2:03 2:06 2:09 2:12 2:15 2:18 2:21 2:24 2:27 2:30 2:33 2:36 2:39 2:42 2:45 2:48 2:51 2:54 2:57 3:00 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 Freq. 10.0 yrs CN 98 Len 24 hrs Precip. 7.40 Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 Continued on next page Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0~3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 ontinued from previous page 9:48 0.4 10:42 0.6 11:36 1 .5 12:30 1.0 9:51 0.4 10:45 0.6 11:39 2.6 12:33 0.8 9:54 0.4 10:48 0.6 11:42 3.5 12:36 0.7 9:57 0.4 10:51 0.7 11:45 4.0 12:39 0.7 10:00 0.4 10:54 0.7 11:48 4.3 12:42 0.7 10:03 0.4 10:57 0.7 11:51 5.3 12:45 0.7 10:06 0 .4 11:00 0.8 11:54 7.7 12:48 0.7 10:09 0.4 11:03 0.8 11:57 9.8 12:51 0.7 10:12 0.4 11:06 0.8 12:00 ~ 12:54 0 .7 10:15 0.4 11:09 0.8 12:03 i ~ ... ~ 12:57 0.5 10:18 0.4 11:12 0.9 12:06 10.4 13:00 0.3 10:21 0 .4 11:15 0.9 12:09 7.4 13:03 0.1 10:24 0.5 11:18 0.9 12:12 4.7 13:06 0.6 10:27 0.5 11:21 0.9 12:15 3.3 13:09 0.4 10:30 0.5 11:24 1. 0 12:18 2.6 13:12 0.3 10:33 0.5 11:27 1.1 12:21 2.1 13:15 0 .1 10:36 0.5 11:30 1.1 12:24 1.8 10:39 0.6 11:33 1.1 12:27 1.4 Volume o f runoff = 0.65 ac. ft. Depth of runoff 5.37 in. File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98 -352 Misc. Note -drainage calculations 8 Type SCS Desc. 25 yr Dev Al Area 1.5 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 0:42 0:45 0:48 0:51 0:54 0:57 1:00 1:03 1:06 1:09 1:12 1:15 1:18 1:21 1:24 1:27 1:30 1:33 1:36 1:39 1:42 1:45 1:48 1:51 1:54 1:57 2:00 2:03 2:06 2:09 2:12 2:15 2:18 2:21 2:24 2:27 2:30 2:33 2:36 2:39 2:42 2:45 2:48 2:51 2:54 Flow cfs 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0 .2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0 .2 0.2 0.2 0.2 0 .2 0.2 0.2 0.2 Time hr:min 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 Freq. 25.0 yrs CN 98 Len 24 hrs Precip. 8.80 Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0 .2 0 .2 0 .2 0 .2 0 .2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 Con t inued on next page Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 _ontinued from previous page 9:42 0.4 10:36 0.6 11:30 1.3 12:24 1. 8 9:45 0.5 10:39 0.7 11:33 1.4 12:27 1. 0 9:48 0.5 10:42 0.7 11:36 2.1 12:30 0.8 9:51 0.5 10:45 0.7 11:39 3.4 12:33 0.8 9:54 0.5 10:48 0.8 11:42 4.4 12:36 0.8 9:57 0.5 10:51 0.8 11:45 4.9 12:39 0.8 10:00 0.5 10:54 0.8 11:48 5.2 12:42 0.8 10:03 0.5 10:57 0.9 11:51 6.9 12:45 0.8 10:06 0.5 11:00 0.9 11:54 9.8 12:48 0.8 10:09 0.5 11:03 0.9 11 :57 12.0 12:51 0.8 10:12 0.5 11:06 0.9 12:00 ~ 12:54 0 .3 10:15 0.5 11:09 1. 0 12:03 12:57 0.1 10:18 0.5 11:12 1.0 12:06 . 13:00 0.7 10:21 0.5 11:15 1.1 12:09 8.0 13:03 0.5 10:24 0.6 11:18 1.1 12:12 5 .1 13:06 0.3 10:27 0 .6 11:21 1.1 12:15 3.6 13:09 0.1 10:30 0.6 11:24 1.2 12:18 2.9 10:33 0.6 11:27 1.3 12:21 2.4 Volume of runoff = 0.76 ac. ft. Depth of runoff 6.2 of runoff ------------------------------------------------------------------------------- File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations 6 Type SCS Desc. 50 yr dev Al Area 1.5 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 0:39 0:42 0:45 0:48 0:51 0:54 0:57 1:00 1:03 1:06 1:09 1:12 1:15 1:18 1:21 1:24 1:27 1:30 1:33 1:36 1:39 1:42 1:45 1:48 1:51 1:54 1:57 2:00 2:03 2:06 2:09 2:12 2:15 2:18 2:21 2:24 2:27 2:30 2:33 2:36 2:39 2:42 2:45 2:48 2:51 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 2:54 2:57 3:00 3:03 3:06 3:09 3:12 3 :15 3:18 3:21 3:24 3:27 3:30 3 :3 3 3 :36 3:39 3:42 3 :45 3 :48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0 .2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6 :03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 Freq. 50.0 yrs CN 98 Len 24 hrs Precip. 9.80 Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 Time hr:min 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:2 1 8:24 8:2 7 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 Continued on next page Flow cf s 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 ontinued from previous page 9:39 0.5 10:33 0.7 11:27 1.4 12:21 2.5 9:42 0.5 10:36 0.7 11:30 1.4 12:24 1. 5 9:45 0.5 10:39 0.8 11:33 1.6 12:27 0.8 9:48 0.5 10:42 0.8 11:36 2.3 12:30 0.8 9:51 0.5 10:45 0.8 11:39 3.7 12:33 0.8 9:54 0.5 10:48 0.8 11:42 4.9 12:36 0.8 9:57 0.5 10:51 0.9 11:45 5.4 12:39 0.8 10:00 0.5 10:54 0.9 11:48 5.8 12:42 0.8 10:03 0.5 10:57 1. 0 11:51 7.7 12:45 0.8 10:06 0.5 11:00 1. 0 11:54 10.9 12:48 0.8 10:09 0.5 11:03 1. 0 11:57 13.4 12:51 0.5 10:12 0.6 11:06 1.1 12:00 l!i:J 12:54 0.3 10:15 0.6 11:09 1.1 12:03 ..._1ho 12:57 0.1 10:18 0.6 11:12 1.2 12:06 13.0 13:00 0.7 10:21 0.6 11:15 1.2 12:09 8.9 13:03 0.5 10:24 0.6 11:18 1.2 12:12 5.6 13:06 0.3 10:27 0.7 11:21 1.2 12:15 4.0 10:30 0.7 11:24 1.3 12:18 3.2 Volume of runoff = 0.84 ac. ft. Depth of runoff 6.92 in. File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations 3 Type SCS Desc. 100 year dev Al Area 1.5 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 0:36 0:39 0:42 0:45 0:48 0:51 0:54 0:57 1:00 1:03 1:06 1:09 1:12 1:15 1:18 1:21 1:24 1:27 1:30 1:33 1:36 1:39 1:42 1:45 1:48 1:51 1:54 1:57 2:00 2:03 2:06 2:09 2:12 2:15 2:18 2:21 2:24 2:27 2:30 2:33 2:36 2:39 2:42 2:45 2:48 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 2:51 2:54 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 Freq. 100.0 yrs CN 98 Len 24 hrs Precip. 11.00 Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 Time hr:min 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 Continued on next page Flow cf s 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 _ontinued from previous page 9:36 0.5 10:30 0.7 11:24 1.5 12:18 3.6 9:39 0.5 10:33 0 .8 11:27 1.6 12:21 2.3 9:42 0 .6 10:36 0.8 11:30 1. 6 12:24 1. 2 9:45 0.6 10:39 0.8 11 :3 3 1. 7 12:27 1. 0 9:48 0.6 10:42 0.9 11:36 2.3 12:30 1.0 9:51 0.6 10:45 0.9 11:39 3.9 12:33 1.0 9:54 0.6 10:48 0.9 11:42 5.3 12:36 1. 0 9:57 0.6 10:51 1. 0 11:45 6.0 12:39 1. 0 10:00 0.6 10:54 1.0 11:48 6.4 12:42 1 .0 10:03 0 .6 10:57 1.1 11:51 8.0 12:45 1. 0 10:06 0.6 11:00 1.1 11:54 11. 5 12:48 0.4 10:09 0.6 11:03 1.1 11:57 14.6 12:51 0.1 10:12 0.6 11 :06 1.2 12:00 16.2 12:54 0.9 10:15 0.6 11:09 1.2 12:03 eg;p 12:57 0.6 10:18 0.6 11:12 1.3 12:06 13:00 0.4 10:21 0.7 11:15 1. 3 12:09 11.0 13:03 0.1 10:24 0.7 11:18 1.3 12:12 7.0 10:27 0.7 11:21 1.4 12:15 4.8 Volume of runoff = 0 .93 ac. ft. Depth of runoff 7.69 in. A2 Developed File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations 18 Type SCS Desc. 2 yr developed A2 Area 1.7 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 1:09 1:12 1:15 1:18 1:21 1:24 1:27 1:30 1:33 1:36 1:39 1:42 1:45 1:48 1.: 51 1:54 1:57 2:00 2:03 2:06 2:09 2:12 2:15 2:18 2:21 2:24 2:27 2:30 2:33 2:36 2:39 2:42 2:45 2:48 2:51 2:54 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6 :.54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 Freq. 2.0 yrs CN 98 Len 24 hrs Precip. 4.50 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 9:54 9:57 10:00 10:03 10:06 Continued on next page Flow cf s 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 ontinued from previous page 10:09 0.3 11:03 0.5 11:57 6.8 12:51 0.5 10:12 0.3 11:06 0.5 12:00 7.6 12:54 0.5 10:1'5 0.3 11:09 0.6 12:03 -~ 12:57 0.5 10:18 0.3 11:12 0.6 12:06 13:00 0.5 10:21 0.3 11:15 0.6 12:09 4.9 13:03 0.5 10:24 0.3 11:18 0.6 12:12 3.1 13:06 0.5 10:27 0.3 11:21 0.6 12:15 2.2 13:09 0.5 10:30 0.3 11:24 0.7 12:18 1. 7 13:12 0.5 10:33 0.3 11:27 0.7 12:21 1.5 13:15 0.4 10:36 0.4 11:30 0.7 12:24 1. 2 13:18 0.3 10:39 0.4 11:33 0.8 12:27 1.0 13:21 0.2 10:42 0.4 11:36 1.1 12:30 0.9 13:24 0.1 10:45 0.4 11:39 1.8 12:33 0.9 13:27 0.4 10:48 0.4 11:42 2.5 12:36 0.8 13:30 0.3 10:51 0 .4 11:45 2.8 12:39 0.8 13:33 0.2 10:54 0.5 11:48 3.0 12:42 0.7 13:36 0.0 10:57 0.5 11:51 3.8 12:45 0.6 11:00 0.5 11:54 5.4 12:48 0 .5 Volume of runoff = 0.45 ac. ft. Depth of runoff 3.28 in. File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations --------------------------------------------------------------------------------16 Type SCS Desc. 5 yr dev A2 Area 1.8 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min Flow cf s Time hr:min Flow cf s Time hr:min Freq. 5.0 yrs CN 98 Len 24 hrs Precip. 6.20 Flow cf s Time hr:min Flow cf s -------------------------------------------------------------------------------0:54 0:57 1:00 1:03 1:06 1:09 1:12 1:15 1:18 1:21 1:24 1:27 1:30 1:33 1:36 1:39 1:42 1:45 1:48 1:51 1:54 1:57 2:00 2:03 2:06 2:09 2:12 2:15 2:18 2:21 2:24 2:27 2:30 2:33 2:36 2:39 2:42 2:45 2:48 2:51 2:54 2:57 3:00 3:03 3:06 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 5:18 5:21 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 7:33 7:36 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 9:48 9:51 Continued on next page 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 ontinued from previous page 9:54 0.4 10:48 0.6 11:42 3.7 12:36 0.7 9:57 0.4 10:51 0.7 11:45 4.1 12:39 0.7 10:00 0.4 10:54 0.7 11:48 4.4 12:42 0.7 10:03 0.4 10:57 0.7 11:51 5.8 12:45 0.7 10:06 0.4 11:00 0.8 11:54 8.3 12:48 0.7 10:09 0.4 11:03 0.8 11:57 10.2 12:51 0.7 10:12 0.4 11:06 0.8 12:00 11. 2 12:54 0.7 10:15 0.4 11:09 0.8 12:03 c -11-:J::::> 12:57 0.7 10:18 0.4 11:12 0.9 12:06 9.9 13:00 0.7 10:21 0.4 11:15 0.9 12:09 6.8 13:03 0.4 10:24 0.5 11:18 0.9 12:12 4.3 13:06 0.2 10:27 0.5 11:21 0.9 12:15 3.1 13:09 0.1 10:30 0.5 11:24 1.0 12:18 2.5 13:12 0.6 10:33 0.5 11:27 1.1 12:21 2.1 13:15 0.4 10:36 0.5 11:30 1.1 12:24 1 .7 13:18 0.2 10:39 0.6 11:33 1. 2 12:27 1.5 13:21 0.1 10:42 0.6 11:36 1.7 12:30 1.3 10:45 0.6 11:39 2.8 12:33 1.1 Volume of runo ff = 0.66 ac. ft. Depth of runoff 4.49 in. File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations 20 Type SCS Desc. 10 yr dev A2 Area 1.7 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 0:48 0:51 0:54 0:57 1:00 1:03 1:06 1:09 1:12 1:15 1:18 1:21 1:24 1:27 1:30 1:33 1:36 1:39 1:42 1:45 1:48 1:51 1:54 1:57 2:00 2:03 2:06 2:09 2:12 2:15 2:18 2:21 2:24 2:27 2:30 2:33 2:36 2:39 2:42 2:45 2:48 2:51 2:54 2:57 3:00 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 5:12 5:15 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 7:27 7:30 Freq. 10.0 yrs CN 98 Len 24 hrs Precip. 7.40 Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8: 30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 9:42 9:45 Continued on next page Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 ontinued from previous page 9:48 0 .4 10:42 0.7 11:36 1.8 12:30 1.1 9:51 0.4 10:45 0.7 11:39 3.0 12:33 0.9 9:54 0.4 10:48 0.7 11:42 4.1 12:36 0.9 9:57 0.4 10:51 0.8 11:45 4.7 12:39 0.9 10:00 0.4 10:54 0.8 11:48 5.0 12:42 0.9 10:03 0.4 10:57 0.9 11:51 6.2 12:45 0.9 10:06 0.5 11:00 0.9 11:54 9.0 12:48 0.9 10:09 0.5 11:03 0.9 11:57 11. 5 12:51 0.8 10:12 0.5 11:06 0.9 12:00 12.8 12:54 0.8 10:15 0.5 11:09 1. 0 12:03 I 13'":'"3 ~ 12:57 0.5 10:18 0.5 11:12 1. 0 12:06 '-...1-r.·2 13:00 0.3 10:21 0.5 11:15 1. 0 12:09 8.7 13:03 0.1 10:24 0.5 11:18 1. 0 12:12 5.5 13:06 0.7 10:27 0 .6 11:21 1.1 12:15 3.8 13:09 0.5 10:30 0.6 11:24 1. 2 12:18 3 .0 13:12 0.3 10:33 0.6 11:27 1.2 12:21 2.5 13:15 0.1 10:36 0 .6 11:30 1.3 12:24 2 .1 10:39 0.7 11:33 1.3 12:27 1.7 Volume of runoff = 0.75 ac . ft. Depth of runoff 5.29 in. File Name -tradition Proj . Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations 16 Type SCS Desc. 25 yr dev A2 Area 1.7 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 0:42 0:45 0:48 0:51 0:54 0:57 1:00 1:03 1:06 1:09 1:12 1:15 1:18 1:21 1:24 1:27 1:30 1:33 1:36 1:39 1:42 1:45 1:48 1:51 1:54 1:57 2:00 2 :03 2:06 2:09 2:12 2:15 2:18 2:21 2:24 2:27 2:30 2 :33 2:36 2:39 2:42 2 :45 2:48 2:51 2:54 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Time hr:min 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 5:09 Flow cf s 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 7:24 Freq. 25.0 yrs CN 98 Len 24 hrs Precip. 8.80 Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 Time hr:min 7 :27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 9:39 Continued on next page Flow cf s 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 ontinued from previous page 9:42 0.5 10:36 0.7 11:30 1.5 12:24 2.1 9:45 0.5 10:39 0.8 11:33 1.6 12:27 1.2 9:48 0.5 10:42 0.9 11:36 2.4 12:30 0.9 9:51 0.5 10:45 0.9 11:39 3.9 12:33 0.9 9:54 0.5 10:48 0.9 11:42 5.1 12:36 0.9 9:57 0.5 10:51 0.9 11:45 5.7 12:39 0.9 10:00 0.5 10:54 1. 0 11:48 6.1 12:42 0.9 10:03 0.5 10:57 1. 0 11:51 8.1 12:45 0.9 10:06 0.5 11:00 1.1 11:54 11.5 12:48 0.9 10:09 0.6 11:03 1.1 11:57 14.1 12:51 0.9 10:12 0.6 11:06 1.1 12:00 . ~-5,.; ,1_ 12:54 0.3 10:15 0.6 11:09 1.2 12:03 'J;5.8 12:57 0.1 10:18 0.6 11:12 1.2 12:06 13.7 13:00 0.8 10:21 0.6 11:15 1. 2 12:09 9.4 13:03 0.5 10:24 0.7 11:18 1.3 12:12 5.9 13:06 0.3 10:27 0.7 11:21 1.3 12:15 4.3 13:09 0.1 10:30 0.7 11:24 1.4 12:18 3 .4 10:33 0.7 11:27 1.5 12:21 2.8 Volume of runo ff = 0.88 ac. ft. Depth of runoff 6.2 4 in. File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations -------------------------------------.-------------------------------------18 Type SCS Desc. 50 yr developed A2 Area 1.7 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 0:39 0:42 0:45 0:48 0:51 0:54 0:57 1:00 1:03 1:06 1:09 1:12 1:15 1:18 1:21 1:24 1:27 1:30 1:33 1:36 1:39 1:42 1:45 1:48 1:51 1:54 1:57 2:00 2:03 2:06 2:09 2:12 2:15 2:18 2:21 2:24 2:27 2:30 2:33 2:36 2:39 2:42 2:45 2:48 2:51 Flow cf s 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 2:54 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 5:06 Flow cfs 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 Time hr:min 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 7:21 Freq. 2.0 yrs CN 98 Len 24 hrs Precip. 9.80 Flow cfs 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 Time hr:min 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 9:36 Continued on next page Flow cf s 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 ontinued from previous page 9:39 0.6 10:33 0.8 11:27 1.7 12:21 2.9 9:42 0.6 10:36 0.8 11:30 1.7 12:24 1. 8 9:45 0.6 10:39 0.9 11:33 1. 8 12:27 0.9 9:48 0.6 10:42 1.0 11:36 2.7 12:30 0.9 9:51 0.6 10:45 1.0 11:39 4.4 12:33 0.9 9:54 0.6 10:48 1.0 11:42 5.7 12:36 0.9 9:57 0.6 10:51 1.0 11:45 6.4 12:39 0.9 10:00 0.6 10:54 1.1 11:48 6.8 12:42 0.9 10:03 0.6 10:57 1.2 11:51 9.0 12:45 0.9 10:06 0.6 11:00 1.2 11:54 12.8 12:48 0.9 10:09 0.6 11:03 1.2 11:57 15.7 12:51 0.6 10:12 0.6 11:06 1.2 12:00 ~ 12:54 0.3 10:15 0.7 11:09 1.3 12:03 12:57 0.1 10:18 0.7 11:12 1.4 12:06 15.2 13:00 0.8 10:21 0.7 11:15 1.4 12:09 10.4 13:03 0.5 10:24 0.7 11:18 1. 4 12:12 6.6 13:06 0.3 10:27 0.8 11:21 1. 5 12:15 4.7 10:30 0.8 11:24 1.6 12:18 3.8 Volume of runoff = 0.98 ac. ft. Depth of runoff 6.94 in File Name -tradition Proj. Leader keating Client kirkland Date 03/20/00 Job 98-352 Misc. Note -drainage calculations 4 Type SCS Desc. 100 yr dev A2 Area 1.7 ac. Time of Concent. 10 min. Storm Dist Type II Time hr:min 0:36 0:39 0:42 0:45 0:48 0:51 0:54 0:57 1:00 1:03 1:06 1:09 1:12 1:15 1:18 1:21 1:24 1:27 1:30 1:33 1:36 1:39 1:42 1:45 1:48 1:51 1:54 1:57 2:00 2:03 2:06 2:09 2:12 2:15 2:18 2:21 2:24 2:27 2:30 2:33 2:36 2:39 2:42 2:45 2:48 Flow cf s 0.0 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Time hr:min 2:51 2:54 2:57 3:00 3:03 3:06 3:09 3:12 3:15 3:18 3:21 3:24 3:27 3:30 3:33 3:36 3:39 3:42 3:45 3:48 3:51 3:54 3:57 4:00 4:03 4:06 4:09 4:12 4:15 4:18 4:21 4:24 4:27 4:30 4:33 4:36 4:39 4:42 4:45 4:48 4:51 4:54 4:57 5:00 5:03 Flow cf s 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 Time hr:min 5:06 5:09 5:12 5:15 5:18 5:21 5:24 5:27 5:30 5:33 5:36 5:39 5:42 5:45 5:48 5:51 5:54 5:57 6:00 6:03 6:06 6:09 6:12 6:15 6:18 6:21 6:24 6:27 6:30 6:33 6:36 6:39 6:42 6:45 6:48 6:51 6:54 6:57 7:00 7:03 7:06 7:09 7:12 7:15 7:18 Freq. 100.0 yrs CN 98 Len 24 hrs Precip. 11.00 Flow cf s 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 Time hr:min 7:21 7:24 7:27 7:30 7:33 7:36 7:39 7:42 7:45 7:48 7:51 7:54 7:57 8:00 8:03 8:06 8:09 8:12 8:15 8:18 8:21 8:24 8:27 8:30 8:33 8:36 8:39 8:42 8:45 8:48 8:51 8:54 8:57 9:00 9:03 9:06 9:09 9:12 9:15 9:18 9:21 9:24 9:27 9:30 9:33 Continued on next page Flow cf s 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 ontinued from previous page 9:36 0.6 10:30 0.9 11:24 1.7 12:18 4.2 9:39 0.6 10:33 0.9 11:27 1.8 12:21 2.7 9:42 0 .7 10:36 0.9 11:30 1 .9 12:24 1.4 9:45 0 .7 10:39 1.0 11:33 2 .0 12:27 1.2 9:48 0.7 10:42 1.1 11:36 2.7 12:30 1.2 9:51 0 .7 10:45 1.1 11:39 4.5 12:33 1. 2 9:54 0.7 10:48 1.1 11:42 6.2 12:36 1. 2 9:57 0.7 10:51 1.1 11:45 7.0 12:39 1. 2 10:00 0.7 10:54 1.2 11:48 7.5 12:42 1. 2 10:03 0.7 10:57 1. 3 11:51 9.3 12:45 1. 2 10:06 0.7 11:00 1.3 11:54 13.4 12:48 0.4 10:09 0.7 11:0 3 1.3 11:57 17.1 12:51 0.1 10:12 0.7 11:06 1.4 12:00 19.0 12:54 1. 0 10:15 0.7 11:09 1.4 12:03 ,,...-:;--8) \,,_19.8 __ 12:57 0.7 10:18 0.7 11:12 1.5 12:06 18.1 13:00 0.4 10:21 0.8 11:15 1.5 12:09 12.9 13:03 0 .1 10:24 0.8 11:18 1. 6 12 :12 8.2 10:27 0.9 11:21 1. 6 12:15 5.7 Volume of runoff = 1.11 ac. ft. Depth of runoff 7 .82 in. HYDRAULIC COMPUTATIONS *** ROUTING OF HYDROGRAPH # 14 *** File Name -garage pond2 Proj. Leader keating Client kirkland Date 03/21/00 Job 98-352 Misc. Note -drainage calculations RESERVOIR OUTFLOW CONTROL STRUCTURES Horz Pipe Elev Diameter in in No. 1 345.94 8 1 Horz Box Elev Length in Height in No. 2 347.20 12 3 348.20 10 No. Elev Storage Outflow No. Elev 1 345.94 0.000 0.00 12 348.00 2 346.10 0.001 0.08 13 348.20 3 346.20 0 .004 0.15 14 348.40 4 346.40 0.012 0.44 15 348.60 5 346.60 0.024 0.78 16 348.80 6 346.80 0.040 1.11 17 349.00 7 347.00 0.055 1.35 18 349.20 8 347.20 0.071 1.57 19 349.40 9 347.40 0.087 1. 81 20 349.60 10 347.60 0.102 2 .50 21 349.80 11 34 7.8 0 0.118 3 .23 22 350.00 Routing of Hydrograph # 14 File Name -tradition Proj. Leader keating Client kirkland 18 15 1 1 Storage Outflow 0.133 4.03 0.149 4.90 0.164 5.93 0.180 7.32 0.195 8.79 0.211 10.31 0.226 11.86 0.242 13.40 0.257 14.89 0.273 16.29 0.288 17.6 0 Date 03/21/00 Job 98-352 Misc. Note -drainage calculations 14 Type SCS Desc. 2 yr dev Al Area 1.5 ac. Time of Concent. 10 min. Freq. 2.0 yrs CN 98 Len 24 hrs Precip. 4.50 Storm Dist Type II Date 03/21/00 Inflow H'graph: 2 yr dev Al Time Inf low Storage hr:min cfs ac ft 1:09 0.0 0.0000 1:12 0.0 0.0000 1:15 0.0 0.0000 1:18 0.0 0.0000 1:21 0.0 0.0000 0.0000 ac.ft. have entered the pond. Elevation feet 345.94 345.94 345.94 345.94 345.94 0.0000 ac.ft. Outflow cfs (Tot) 0.00 0.00 0.00 0.00 0.00 0. 00%) have Page 01 Outflow cfs (Part) 0.00 0.00 0.00 0.00 0.00 exited. Date 03/21/00 Page 02 Inf low H'graph: 2 yr dev Al Time Inf low Storage Elevation Outflow Outflow hr:rnin cf s ac ft feet cfs (Tot) cf s (Part) ----------------------------------------------------------------------------- 1:24 0.0 0.0000 345.94 0.00 0.00 1:27 0 .0 0.0000 345.94 0.00 0.00 1:30 0.0 0.0000 345.94 0.00 0.00 1:33 0.0 0.0000 345.94 0.00 0.00 1:36 0.0 0.0000 345.94 0.00 0.00 1:39 0 .0 0.0000 345.94 0.00 0.00 1:42 0.0 0.0000 345.94 0.00 0.00 1:45 0.0 0.0000 345.94 0.00 0.00 1:48 0.0 0.0000 345.94 0.00 0.00 1:51 0.0 0.0000 345 .94 0.00 0.00 1:54 0.0 0.0000 345 .94 0.00 0.00 1:57 0.0 0.0000 345.94 0.00 0.00 2 :00 0.0 0 .0000 345.94 0.00 0.00 2:03 0.0 0.0000 345.94 0.00 0.00 2:06 0.0 0.0000 345.94 0.00 0.00 2 :09 0.0 0 .0000 345.94 0.00 0.00 2 :12 0.0 0.0000 345.94 0.00 0.00 2:15 0.0 0.0000 345.94 0.00 0.00 2:18 0.0 0.0000 345.94 0.00 0 .00 2:21 0.0 0 .0000 345 .94 0.00 0 .00 2:24 0.0 0.0000 345.94 0.00 0 .00 2:27 0.0 0.0000 345.94 0.00 0.00 2:30 0.0 0 .0000 345.94 0.00 0.00 2:33 0.0 0.0000 345.94 0.00 0.00 2:36 0.0 0.0000 345.94 0.00 0.00 2:39 0.0 0.0000 345.94 0.00 0.00 2:42 0.0 0.0000 345.94 0.00 0.00 2:45 0.0 0.0000 345.94 0.00 0.00 2:48 0.0 0.0000 345.94 0.00 0.00 2:51 0.0 0 .00 00 345.94 0.00 0.00 2:54 0.0 0 .0000 345.94 0.00 0.00 2 :57 0.0 0.0000 345.94 0.00 0 .00 3:00 0.0 0.0000 345.94 0.00 0.00 3:03 0.0 0.0000 345.94 0.00 0.00 3:06 0.0 0.0000 345.94 0.00 0.00 3:09 0.0 0.0000 345.94 0.00 0.00 3:12 0.0 0.0000 345.94 0.00 0.00 3:15 0.0 0.0000 345.94 0.00 0.00 3:18 0.0 0.0000 345.94 0.00 0.00 3:21 0.0 0.0000 345.94 0.00 0.00 3:24 0.0 0.0000 345.94 0.00 0.00 3:2 7 0.0 0.0000 345.94 0.00 0.00 3:30 0.1 0.0002 345.9 7 0.02 0.02 3:33 0.1 0.0005 346.01 0.04 0.04 3:36 0.1 0.0007 346.04 0.06 0.06 3 :39 0.1 0.0008 346.07 0.07 0.07 3:42 0.1 0.0009 346.09 0.08 0.08 3:45 0.1 0.0010 346.10 0.08 0.08 0.0022 ac.ft. have entered the pond. 0.0012 ac.ft. (56.19%) have exited. Date 03/21/00 Page 05 Inf low H'graph: 2 yr dev Al Time Inf low Storage Elevation Outflow OutOutflow hr:min ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 8:36 0.2 0.0033 346.18 0.14 0.14 8:39 0.2 0.0035 346.18 0.14 0.14 8:42 0.2 0.0037 346.19 0.15 0.15 8:45 0.2 0.0039 346.20 0.16 0.16 8:48 0.2 0.0041 346.20 0.16 0.16 8:51 0.2 0.0042 346.21 0.17 0.17 8:54 0.2 0.0044 346.21 0.17 0.17 8:57 0.2 0.0045 346.21 0.17 0.17 9:00 0.2 0.0046 346.22 0.17 0.17 9:03 0.2 0.0047 346.22 0.18 0.18 9:06 0.2 0.0048 346.22 0.18 0.18 9:09 0.2 0.0049 346.22 0.18 0.18 9:12 0.2 0.0050 346.22 0.18 0.18 9:15 0.2 0.0050 346.23 0.19 0.19 9:18 0.2 0.0051 346.23 0.19 0.19 9:21 0.2 0.0051 346.23 0.19 0.19 9:24 0.2 0.0052 346.23 0.1 9 0.19 9:27 0.2 0.0052 346.23 0.19 0.19 9:30 0.2 0.0052 346.23 0.19 0.19 9:33 0.2 0.0053 346.23 0.19 0.19 9:36 0.2 0 .0053 346.23 0.19 0.19 9:39 0.2 0 .0053 346.23 0.19 0.19 9:42 0.2 0.0054 346.23 0.19 0.19 9:45 0 .2 0.0054 346.23 0.20 0.20 9:48 0.2 0.0054 346.23 0.20 0.20 9:51 0.2 0.0054 346.24 0.20 0.20 9:54 0.2 0.0054 346.24 0.20 0.20 9:57 0.2 0.0054 346.24 0.20 0.20 10:00 0.2 0.0054 346.24 0.20 0.20 10:03 0.2 0.0054 346.24 0.20 0.20 10:06 0.2 0.0055 346.24 0.20 0.20 10:09 0.2 0.0055 346.24 0.20 0.20 10:12 0.2 0.0055 346.24 0.20 0.20 10:15 0.2 0.0055 346.24 0.20 0.20 10:18 0.3 0.0057 346.24 0.20 0.20 10:21 0.3 0.0061 346.25 0.22 0.22 10:24 0.3 0.0064 346.26 0.23 0.23 10:27 0.3 0.0067 346.27 0.24 0.24 10:30 0.3 0.0069 346.27 0.24 0.24 10:33 0.3 0.0071 346.28 0.25 0.25 10:36 0.3 0.0073 346.28 0.26 ·0.26 10:39 0.3 0.0075 346.29 0.26 0.26 10:42 0.4 0.0078 346.30 0.27 0.27 10:45 0.4 0.0083 346.31 0.29 0.29 10:48 0.4 0.0087 346.32 0.31 0.31 10:51 0.4 0.0091 346.33 0.32 0.32 10:54 0.4 0.0094 346.33 0.33 0.33 10:57 0.4 0.0096 346.34 0.34 0.34 0.0909 ac .ft . have entered the pond. 0.0812 ac.ft. (89. 35%) have exited. Date 03/21/00 Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) -----------------------------------------------------------------------------11:00 0.4 0.0099 346.35 0.35 0.35 11:03 0.5 0.0102 346.36 0.37 0.37 11:06 0.5 0.0107 346.37 0.39 0.39 11:09 0.5 0.0112 346.38 0.41 0.41 11:12 0.5 0.0115 346.39 0.42 0.42 11:15 0.5 0.0118 346.40 0.43 0.43 11:18 0.5 0.0121 346.40 0.44 0.44 11:21 0.6 0.0125 346.41 0.46 0.46 11:24 0.6 0.0131 346.42 0.47 0.47 11:27 0.6 0.0136 346.43 0.49 0.49 11:30 0.7 0.0142 346.44 0.51 0.51 11:33 0.7 0.0150 346.45 0.53 0.53 11:36 1.0 0.0162 346.47 0.56 0.56 11:39 1.6 0.0191 346.52 0.65 0.65 11:42 2.2 0.0240 346.60 0.79 0.79 11:45 2.4 0.0300 346.67 0.91 0.91 11:48 2.6 0.0363 346.75 1.03 1.03 11:51 3.3 0.0439 346.85 1.18 1.18 11:54 4.8 0.0554 347.00 1.36 1.36 11:57 6.0 0.0724 347.22 1. 21 1.59 12:00 6.6 0.0917 347.46 2.03 1.83 12:03 6.9 0.1096 347.69 2.84 2.02 12:06 6.2 0.1235 347.87 djb 2.14 12:09 4.3 0.1299 347.96 2.20 12:12 2.7 0.1286 347.94 3.79 2.19 12:15 1.9 0.1230 347.87 3.50 2.14 12:18 1.5 0.1163 347.78 3.16 2.08 12:21 1.3 0.1097 347.70 2.85 2.02 12:24 1.1 0.1034 347.62 2.57 1.96 12:27 0.9 0.0975 347.54 2.29 1. 89 12:30 0.8 0.0921 347.47 2.04 1. 83 12:33 0.8 0.0874 347.41 1. 83 1. 77 12:36 0.7 0.0833 347.35 1. 66 1.73 12:39 0.7 0.0797 347.31 1. 51 1. 68 12:42 0.6 0.0764 347.27 1. 37 1.64 12:45 0.6 0.0735 347.23 1. 25 1.61 12:48 0.4 0.0697 347.18 1. 56 1.56 12:51 0.4 0.0651 347.13 1.50 1.50 12:54 0.4 0.0607 347.07 1.44 1. 44 12:57 0.4 0.0565 347.02 1.38 1.38 13:00 0.4 0.0526 346.97 1.32 1. 32 13:03 0.4 0.0489 346.92 1.26 1. 26 13:06 0.4 0.0455 346.87 1.21 1. 21 13:09 0.4 0.0423 346.83 1.15 1.15 13:12 0.4 0.0393 346.79 1.10 1.10 13:15 0.4 0.0365 346.76 1.04 1. 04 13:18 0.3 0.0338 346.72 0.98 0.98 13:21 0.2 0.0309 346.69 0.93 0.93 0.93 0.3913 ac.ft. pond. 0.3604 ac.ft. (92.10%) have exited. Date 03/21/00 Page 07 Inf low H'graph: 2 yr dev Al Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 13:24 0.0 0.0276 346.64 0.86 0.86 13:27 0 .4 0.0250 346 .61 0.81 0.81 13:30 0.2 0 .0229 346.58 0.76 0.76 13:33 0.1 0.0206 346.54 0.69 0.69 13:36 0.0 0.0179 346.50 0.61 0.61 13: 39 0.0 0.0155 346.46 0.54 0.54 13:42 0.0 0.0134 346.42 0.48 0.48 13:45 0.0 0.0115 346.39 0.42 0.42 13:48 0.0 0.0099 346.35 0.35 0.35 13:51 0.0 0 .0085 346.31 0.30 0.30 13:54 0.0 0 .0074 346.28 0.26 0.26 13:57 0.0 0 .0064 346.26 0.23 0.23 14:00 0.0 0 .0055 346.24 0.20 0.20 14:03 0.0 0.0047 346.22 0.18 0.18 14:06 0.0 0 .0040 346.20 0.16 0.16 14:09 0.0 0.0034 346.18 0.14 0.14 14:12 0.0 0 .0028 346.16 0.12 0.12 14:15 0.0 0.0022 346.14 0.11 0.11 14:18 0.0 0.0016 346.12 0.10 0.10 14:21 0.0 0 .001 0 346 .10 0.08 0.08 14:24 0.0 0.0009 346.08 0.07 0.07 14:27 0.0 0 .0008 346.06 0.06 0.06 14:30 0.0 0.0006 346.04 0.06 0.06 14:33 0.0 0.0005 346.02 0.05 0.05 14:36 0.0 0.0004 346.00 0.04 0.04 14:39 0.0 0.0003 345.98 0.03 0.03 14:42 0.0 0.0001 345.96 0.02 0.02 14:45 0.0 -0.0000 345.94 0.00 0.00 *** ROUTING OF HYDROGRAPH # 12 *** File Name -garage pond2 Date 03/21/00 Proj. Leader keating Client kirkland Job 98-352 Misc. Note -drainage calculations RESERVOIR OUTFLOW CONTROL STRUCTURES Horz Pipe Elev Diameter in in No. 1 345.94 8 1 Horz Box Elev Length in Height in No. 2 347.20 12 18 1 3 348.20 10 15 1 No. Elev Storage Outflow No. Elev Storage Outflow 1 345.94 0.000 0.00 12 348.00 0.133 4.03 2 346.10 0.001 0.08 13 348.20 0.149 4.90 3 346.20 0.004 0.15 14 348.40 0.164 5.93 4 346.40 0.012 0.44 15 348.60 0.180 7.32 5 346.60 0.024 0.78 16 348.80 0.195 8.79 6 346.80 0.040 1.11 17 349.00 0.211 10.31 7 347.00 0.055 1.35 18 349.20 0.226 11.86 8 347.20 0.071 1.57 19 349.40 0.242 13.40 9 347.40 0.087 1.81 20 349.60 0.257 14.89 10 347.60 0.102 2.50 21 349.80 0.273 16.29 11 347.80 0.118 3.23 22 350.00 0.288 17.60 Routing of Hydrograph # 12 File Name -tradition Proj. Leader keating Client kirkland Date 03/21/00 Job 98-352 Misc. Note -drainage calculations 12 Type SCS Desc. 5 yr dev Al Area 1.5 ac. Time of Concent. 10 min. Freq. 5.0 yrs CN 98 Len 24 hrs Precip. 6.20 Storm Dist Type II Date 03/21/00 Inflow H'graph: 5 yr dev Al Time Inf low Storage hr:min cfs ac ft Elevation feet Outflow cfs (Tot) Page 01 Outflow cf s (Part) -----------------------------------------------------------------------------0:54 . 0. 0 0.0000 345.94 0.00 0.00 0:57 0.0 0.0000 345.94 0.00 0.00 1:00 0.0 0.0000 345.94 0.00 0.00 1:03 0.0 0.0000 345.94 0.00 0.00 1:06 0.0 0.0000 345.94 0.00 0.00 0.0000 ac.ft. have entered the pond. 0.0000 ac.ft. ( 0.00%) have exited. Date 03/21/00 Page 02 Inf low H'graph: 5 yr dev Al Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 1:09 0.0 0.0000 345.94 0.00 0.00 1:12 0.0 0.0000 345.94 0.00 0.00 1:15 0.0 0.0000 345.94 0.00 0.00 1:18 0.0 0.0000 345.94 0.00 0.00 1:21 0 .0 0.0000 345.94 0.00 0.00 1:24 0.0 0.0000 345.94 D.00 0.00 1:27 0.0 0.0000 345.94 0.00 0.00 1:30 0.0 0.0000 345.94 0.00 0.00 1:33 0.0 0.0000 345.94 0.00 0.00 1:36 0.0 0.0000 345.94 0.00 0.00 1:39 0.0 0.0000 345.94 0.00 0.00 1:42 0.0 0.0000 345.94 0.00 0.00 1:45 0.0 0.0000 345.94 0.00 0.00 1:48 0.1 0.0002 345.97 0.02 0.02 1:51 0.1 0.0005 346.01 0.04 0.04 1:54 0.1 0.0007 346.04 0.06 0.06 1:57 0.1 0.0008 346.07 0.07 0 .07 2:00 0.1 0.0009 346.09 0.08 0.08 2:03 0.1 0.0010 346.10 0.08 0.08 2:06 0.1 0.0011 346.10 0.09 0 .09 2 :09 0.1 0.0011 346.10 0.09 0 .09 2 :1 0.09 2:12 0.1 346 .11 0.09 0.09 2:15 0.1 0.0012 346.11 0.09 0 .09 2:18 0.1 0.0013 346.11 0.09 0.09 2:21 0.1 0.0013 346.11 0.09 0.09 2:24 0.1 0.0013 346.11 0.09 0.09 2:27 0.1 0.0014 346.11 0.09 0.09 2:30 0.1 0.0014 346.11 0.09 0.09 2:33 0.1 0.0014 346.11 0.09 0.09 2:36 0.1 0.0015 346.12 0.09 0.09 2:39 0.1 0.0015 346.12 0.09 0.09 2:42 0.1 0.0015 346.12 0.09 0.09 2:45 0.1 0.0015 346.12 0.09 0.09 2:48 0.1 0.0016 346.12 0.10 0.10 2:51 0.1 0.0016 346.12 0.10 0.10 2 :54 0.1 0.0016 346.12 0.10 0.10 2:57 0.1 0.0016 346.12 0.10 0.10 3:00 0.1 0.0016 346.12 0.10 0.10 3:03 0.1 0.0016 346.12 0.10 0.10 3:06 0.1 0.0017 346.12 0.10 0.10 3:09 0.1 0.0017 346.12 0.10 0.10 3:12 0.1 0.0017 346.12 0.10 0.10 3:15 0.1 0.0017 346.12 0.10 0.10 3:18 0.1 0.0017 346.12 0.10 0.10 3:21 0 .1 0.0017 346.12 0.10 0.10 3:24 0.1 0.0017 346.12 0.10 0.10 3:27 0.1 0.0017 346.12 0.10 0.10 3:30 0.1 0.0017 346.12 0.10 0.10 0.0142 ac.ft. have entered the pond. 0.0125 ac.ft. (87. 94%) have exited. Date 03/21/00 Page 0 3 Inf low H'graph: 5 yr dev Al Time Inflow Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 3:33 0.1 0.0017 346.12 0.10 0.10 3:36 0.1 0.0017 346.12 0.10 0.10 3:39 0.1 0.0017 346.12 0.10 0.10 3:42 0.1 0.0017 346.12 0.10 0.10 3:45 0.1 0.0017 346.12 0.10 0.10 3:48 0.1 0.0017 346.12 0.10 0.10 3:51 0.1 0.0018 346.13 0.10 0.10 3:54 0.1 0.0018 346.13 0.10 0.10 3:57 0.1 0.0018 346.13 0.10 0.10 4:00 0.1 0.0018 346.13 0.10 0.10 4:03 0.1 0.0018 346.13 0.10 0.10 4:06 0 .1 0 .0018 346 .1 3 0.10 0.10 4:09 0.1 0.0018 346.13 0.10 0 .10 4:12 0 .1 0.0018 346 .13 0.10 0.10 4:15 0 .1 0.0018 346.13 0.10 0.10 4:18 0.1 0.0018 346.13 0.10 0.10 4:21 0.1 0 .0018 346.13 0.10 0.10 4:24 0.1 0.0018 346.13 0.10 0.10 4:27 0.1 0.0018 346.13 0.10 0.10 4:30 0.1 0 0.1 0.0018 34 0.10 4 :3 3 0.1 0.0018 346.13 0.10 0.10 4:36 0.1 0.0018 346.13 0.10 0.10 4:39 0.1 0.0018 346.13 0 .10 0.10 4:42 0.1 0.0018 346.13 0.10 0.10 4:45 0.1 0.0018 346.13 0.10 0 .10 4:48 0.1 0.0018 346.13 0.10 0 .10 4:51 0.1 0.0018 346.13 0 .10 0 .10 4:54 0.1 0.0018 346.13 0.10 0.10 4:57 0.1 0.0018 346.13 0.10 0.10 5:00 0.1 0.0018 346.13 0.10 0.10 5:03 0.1 0.0018 346.13 0.10 0.10 5:06 0.1 0 .0018 346.13 0.10 0.10 5:09 0.1 0.0018 346.13 0.10 0.10 5:12 0.1 0.0018 346.13 0.10 0.10 5:15 0.1 0.0018 346.13 0.10 0.10 5:18 0.1 0.0018 346.13 0.10 0.10 5:21 0.1 0.0018 346.13 0.10 0.10 5:24 0.1 0.0018 346.13 0.10 0.10 5:27 0.1 0.0018 346.13 0.10 0.10 5:30 0.1 0.0018 346.13 0.10 0.10 5:33 0.1 0.0018 346.13 0.10 0.10 5:36 0.1 0.0018 346.13 0.10 0.10 5:39 0.1 0.0018 346.13 0.10 0 .10 5:42 0.1 0.0018 346.13 0.10 0.10 5:45 0.1 0.0018 346.13 0.10 0.10 5:48 0.1 0.0018 346.13 0.10 0.10 5:51 0.1 0.0018 346.13 0.10 0.10 5:54 0.1 0.0018 346.13 0 .10 0.10 0.0340 ac.ft. have entered the pond. 0.0322 ac.ft. (94.72%) have exited. Date 03/21/00 Page 04 Inf low H'graph: 5 yr dev Al Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) --------------------------------------------------------------------------- 5:57 0.1 0.0018 346.13 0.10 0.10 6:00 0.1 0.0018 346.13 0.10 0.10 6:03 0.1 0.0018 346.13 0.10 0.10 6:06 0.1 0.0018 346.13 0.10 0.10 6:09 0.1 0.0018 346.13 0.10 0.10 6:12 0.2 0.0020 346.13 0.10 0.10 6:15 0.2 0.0024 346.15 0.11 0.11 6:18 0.2 0.0027 346.16 0.12 0.12 6:21 0.2 0.0030 346.17 0.13 0.13 6:24 0 .2 0.0033 346.18 0.14 0.14 6:27 0.2 0.0035 346.18 0.14 0.14 6:30 0.2 0.0037 346.19 0.15 0.15 6:33 0.2 0.0039 346.20 0.16 0.16 6:36 0.2 0.0041 346.20 0.16 0.16 6:39 0.2 0.0042 346.21 0.17 0.17 6:42 0.2 0.0044 346.21 0.17 0.17 6:45 0.2 0 .0045 346.21 0.17 0.17 6:48 0.2 0.0046 346.22 346 .22 0.17 6:54 0.2 0.0048 346.22 0.18 0.18 6:57 0.2 0.0049 346.22 0.18 0.18 7:00 0.2 0.0050 346.22 0.18 0.18 7:03 0.2 0.0050 346.23 0.19 0.19 7:06 0.2 0.0051 346.23 0.19 0.19 7:09 0.2 0.0051 346.23 0.19 0.19 7:12 0.2 0.0052 346.23 0.19 0.19 7:15 0.2 0.0052 346.23 0.19 0.19 7:18 0.2 0.0052 346.23 0.19 0.19 7:21 0.2 0.0053 346.23 0.19 0.19 7:24 0.2 0.0053 346.23 0.19 0.19 7:27 0.2 0.0053 346.23 0.19 0.19 7:30 0.2 0.0054 346.23 0.19 0.19 7:33 0.2 0.0054 346.23 0.20 0.20 7:36 0.2 0.0054 346.23 0.20 0.20 7:39 0.2 0.0054 346.24 0.20 0.20 7:42 0.2 0.0054 346.24 0.20 0.20 7:45 0.2 0.0054 346.24 0.20 0.20 7:48 0.2 0.0054 346.24 0.20 0.20 7:51 0.2 0.0054 346.24 0.20 0.20 7:54 0.2 0.0055 346.24 0.20 0.20 7:57 0.2 0.0055 346.24 0.20 0.20 8:00 0.2 0.0055 346.24 0.20 0.20 8:03 0.2 0.0055 346.24 0.20 0.20 8:06 0.2 0.0055 346.24 0.20 0.20 8:09 0.2 0.0055 346.24 0.20 0.20 8:12 0.2 0.0055 346.24 0.20 0.20 8:15 0.2 0.0055 346.24 0.20 0.20 8:18 0.2 0.0055 346.24 0.20 0.20 0.0714 ac.ft. have entered the pond. 0.0659 ac.ft. (92.26%) have exited. Date 03/21/00 Page 05 Inf low H'graph: 5 yr dev Al Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 8:21 0.2 0.0055 346.24 0.20 0.20 8:24 0.2 0.0055 346.24 0.20 0.20 8:27 0.2 0.0055 346.24 0.20 0.20 8:30 0.2 0.0055 346.24 0.20 0.20 8:33 0.2 0.0055 346.24 0.20 0.20 8:36 0.2 0.0055 346.24 0.20 0.20 8:39 0.2 0.0055 346.24 0.20 0.20 8:42 0.2 0.0055 346.24 0.20 0.20 8:45 0.2 0.0055 346.24 0.20 0.20 8:48 0.2 0.0055 346.24 0.20 0.20 8:51 0.2 0.0055 346.24 0.20 0.20 8:54 0.2 0.0055 346.24 0.20 0.20 8:5 7 0.2 0.0055 346.24 0.20 0.20 9:00 0.2 0.0055 346.24 0.20 0.20 9:03 0.2 0.0055 346.24 0.20 0.20 9:06 0.3 0.0057 346.24 0.21 0.2.21 9:09 0.0061 346.25 0.22 0.22 9:12 0.3 0.0064 346.26 0.23 0.23 9:15 0.3 0.0067 346.27 0.24 0.24 9:18 0.3 0.006 9 346.27 0.24 0.24 9:21 0.3 0 .0072 346.28 0.25 0.25 9:24 0.3 0.0073 346.28 0.26 0.26 9:27 0.3 0.0075 346.29 0.26 0.26 9:30 0.3 0.0076 346.29 0.27 0.27 9:33 0.3 0.0078 346.29 0.27 0.27 9:36 0.3 0.0079 346.30 0 .28 0.28 9:39 0.3 0.0080 346.30 0.28 0.28 9:42 0.3 0.0080 346.30 0.28 0.28 9:45 0.3 0.0081 346.30 0.28 0.28 9:48 0.3 0.0082 346.30 0.29 0.29 9:51 0.3 0.0082 346.31 0.29 0.29 9:54 0.3 0.0083 346.31 0.29 0.29 9:57 0.3 0.0083 346.31 0.29 0.29 10:00 0.3 0.0083 346.31 0.29 0.29 10:03 0.3 0.0084 346.31 0.29 0.29 10:06 0.3 0.0084 346.31 0.29 0.29 10:09 0.3 0.0084 346.31 0.30 0.30 10:12 0.3 0.0084 346.31 0.30 0.30 10:15 0.3 0.0084 346.31 0.30 0.30 10:18 0.4 0.0086 346.32 0.30 0.30 10:21 0.4 0.0090 346.33 0.32 0.32 10:24 0.4 0.0093 346.33 0.33 0.33 10:27 0.4 0.0096 346.34 0.34 0.34 10:30 0.4 0.0098 346.35 0.35 0.35 10:33 0.4 0.0100 346.35 0.36 0.36 10:36 0.4 0.0102 346.35 0.36 0.36 10:39 0.5 0.0105 346.36 0.38 0.38 10:42 0.5 0.0110 346.37 0.40 0.40 0.1287 ac.ft. have entered the pond. 0.1177 ac.ft. (91.45%) have exited. Date 03/21/00 Page 06 Inf low H'graph: 5 yr dev Al Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 10:45 0.5 0.0114 346.38 0.41 0.41 10:48 0.5 0.0117 346.39 0.43 0.43 10:51 0.6 0.0122 346.40 0.45 0.45 10:54 0.6 0.0128 346.41 0.46 0.46 10:57 0.6 0.0133 346.42 0.48 0.48 11:00 0.6 0.0138 346.43 0.49 0.49 11:03 0.6 0.0142 346.44 0.50 0.50 11:06 0.7 0.0147 346.45 0.52 0.52 11:09 0.7 0.0154 346.46 0.54 0.54 11:12 0.7 0.0161 346.47 0.56 0.56 11:15 0.7 0.0166 346.48 0.58 0.58 11:18 0.7 0.0171 346.48 0.59 0.59 11:21 0.8 0.0177 346.50 0.61 0.61 11:24 0.8 0.0184 346.51 0.63 0.63 11:27 0.911:27 0 .9 0.0193 0.66 0.66 11:30 0.9 0.0203 346.54 0.68 0.68 11:33 1. 0 0.0213 346.55 0.71 0.71 11:36 1. 4 0.0232 346.59 0.77 0.77 11:39 2.3 0.0275 346.64 0.86 0.86 11:42 3.1 0.0348 346.73 1. 00 1. 00 11:45 3.4 0.0437 346.85 1.18 1.18 11:48 3.7 0.0532 346.98 1. 33 1.33 11:51 4.8 0.0649 347.12 1.49 1. 49 11:54 6.9 0.0827 347.35 1.63 1.72 11:57 8.5 0.1056 347.65 2.66 1. 98 12:00 9.3 0.1290 347.95 3.82 2.19 12:03 9.5 0.1502 348.22 4.73 2.35 12:06 8.2 0.1646 348.41 0 2.46 12:09 5.7 0.1680 348.45 2.48 12:12 3.6 0.1623 348.38 5.78 2.44 12:15 2.6 0.1529 348.25 4.96 2.37 12:18 2.1 0.1430 348.12 4.57 2.30 12:21 1. 7 0.1330 348.00 4.04 2.23 12:24 1.4 0.1238 347.88 3.54 2.15 12:27 1. 2 0.1154 347.77 3.12 2.07 12:30 1.1 0.1080 347.67 2.77 2.00 12:33 0 .9 0.1013 347.59 2.47 1.93 12:36 0.6 0.0948 347.50 2.17 1.86 12:39 0.6 0.0889 347.43 1. 90 1.79 12:42 0.6 0.0840 347.36 1. 68 1.73 12:45 0.6 0.0799 347.31 1. 51 1. 69 12:48 0.6 0.0764 347.27 1. 37 1. 64 12:51 0.6 0.0734 347.23 1.25 1. 61 12:54 0.6 0.0701 347.19 1 .56 1. 56 12:57 0.6 0.0662 347.14 1.51 1. 51 13:00 0.5 0.0624 347.09 1.46 1.46 13:03 0.3 0.0581 347.04 1.40 1.40 13:06 0.2 0.0535 346.98 1.33 1. 33 0.5388 ac.ft. have entered the pond. 0.4852 ac.ft. (90.06%) have exited. Date 03/21/00 Page 07 Inflow H'graph: 5 yr dev Al Time Inf low Storage Elevation Outflow Outflow hr:rnin cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 13:09 0.1 0.0488 346.92 1.26 1. 26 13:12 0.5 0.0449 346.87 1. 20 1. 20 13:15 0.3 0.0418 346.82 1.15 1.15 13:18 0.2 0 .0382 346.78 1. 07 1.07 13:21 0.1 0.0345 346.73 1. 00 1. 00 13:24 0.0 0.0306 346.68 0.92 0.92 13:27 0.0 0.0269 346.64 0.85 0.85 13:30 0.0 0.0236 346.59 0.78 0.78 13:33 0.0 0.0205 346.54 0.69 0.69 13:36 0.0 0.0178 346.50 0.61 0.61 13:39 0.0 0.0154 346.46 0.54 0.54 13:42 0.0 0.0133 346.42 0.48 0.48 13:45 0.0 0.0115 0.0115 346.39 42 13:48 0.0 0.0099 346.35 0.35 0.35 13:51 0.0 0.0085 346.31 0.30 0.30 13:54 0.0 0.0074 346.28 0.26 0.26 13:57 0.0 0.0064 346.26 0.23 0.23 14:00 0.0 0.0055 346.24 0.20 0.20 14:03 0.0 0.0047 346.22 0.18 0.18 14:06 0.0 0.0039 346.20 0.16 0.16 14:09 0.0 0.0033 346.18 0.14 0.14 14:12 0.0 0.0026 346.15 0.12 0.12 14:15 0.0 0.0020 346.13 0.10 0.10 14:18 0.0 0.0013 346.11 0.09 * 0.09 * 14:21 0.0 0 .0009 346.09 0.08 * 0.08 * 14:24 0.0 0.0008 346.07 0.07 * 0.07 * 14:27 0.0 0.0007 346.05 0.06 I 0.06 I 14:30 0.0 0.0005 346.03 0.05 D 0.05 D 14:33 0.0 0.0004 346.00 0.04 0.04 14:36 0.0 0.0003 345.98 0.03 l 0.03 l 14:39 0.0 0.0001 345.96 0.02 s 0.02 s 14:42 0.0 0.0000 345.94 0.00 0.00 *** ROUTING OF HYDROGRAPH # 10 *** File Name -garage pond2 Proj. Leader keating Client kirkland Date 03/21/00 Job 98-352 Misc. Note -drainage calculations RESERVOIR OUTFLOW CONTROL STRUCTURES Horz Pipe Elev Diameter in 1 345.94 8 Horz Box Elev Length in Height 2 347.20 12 18 3 348.20 10 15 No. Elev Storage Outflow No. Elev 1 345.94 0.000 0.00 12 348.00 2 346.10 0.001 0.08 13 348.20 3 346.20 0 .004 0.15 14 348 .40 4 346.40 0.012 0.44 15 348.60 5 346.60 0.024 0.78 16 348.80 6 346.80 0.040 1.11 17 349.00 7 347.00 0.055 1.35 18 349.20 8 347.20 0 .071 1. 57 19 349.40 9 347.40 0.087 1. 81 20 349.60 10 347.60 0.102 2.50 21 349.80 11 347.80 0.118 3 .23 22 350 .00 Routing of Hydrograph # 10 File Name -tradition Proj. Leader keating Client kirkland in No. 1 in No. 1 1 Storage Outflow 0.133 4.03 0.149 4.90 0.164 5.93 0.180 7.32 0.195 8.79 0.211 10.31 0.226 11.86 0.242 13.40 0.257 14.89 0.273 16.29 0.288 17.60 Date 03/21/00 Job 98-352 Misc. Note -drainage calculations 10 Type SCS Desc. 10 yr dev Al Area 1.5 ac. 1.5 ac. Storm Dist Type II Date 03/21/00 Inflow H'graph: 10 yr dev Al Time Inf low Storage hr:min cfs ac ft 0:48 0.0 0.0000 0:51 0.0 0.0000 0:54 0 .0 0.0000 0:57 0 .0 0.0000 1:00 0.0 0.0000 0.0000 ac.ft. have entered the pond. Time of ConcenFreq. 10.0 yrs CN 98 Len 24 hrs Precip. 7.40 Elevation feet 345.94 345.94 345.94 345.94 345.94 0.0000 ac.ft. Outflow cfs (Tot) 0.00 0.00 0.00 0.00 0.00 0. 00%) have Page 01 Outflow cfs (Part) 0.00 0.00 0.00 0.00 0.00 exited. Date 03/21/00 Page 02 Inf low H'graph: 10 yr dev Al Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 1:03 0.0 0.0000 345.94 0.00 0.00 1:06 0.0 0.0000 345.94 0.00 0.00 1:09 0.0 0.0000 345.94 0.00 0.00 1:12 0.0 0.0000 345.94 0.00 0.00 1:15 0.0 0.0000 345 .94 0.00 0.00 1:18 0.0 0.0000 345.94 0.00 0.00 1:21 0.0 0.0000 345.94 0.00 0.00 1:24 0.1 0.0002 345.97 0.02 0.02 1:27 0.1 0.0005 346.01 0.04 0.04 1:30 0.1 0.0007 346.04 0.06 0.06 1:33 0.1 0.0008 346.07 0.07 0.07 1:36 0.1 0.0009 346.09 0.08 0.08 1:39 0.1 0.0010 346.10 0.08 0.08 1:42 0.1 0.0011 346.10 0.09 0.09 1:45 0.1 0.0011 346.10 0.09 0.09 1:48 0.1 0.0012 346.11 0.09 0.09 1:51 0.1 0.0012 346.11 0.09 0.09 1:54 0.1 0.0013 346.11 0.09 0.09 1:57 0.1 0.0013 346.11 0.09 0.09 2:00 0.1 0.0013 346.11 0.09 0.09 2:03 0.1 0.0014 346.11 0.09 0.09 2:06 0.1 0.0014 346.11 0.09 0.09 2:09 0.1 0.0014 346.11 0.09 0.09 2:12 0.1 0.0015 346.12 0.09 0.09 2:15 0.1 0.0015 346.12 0.09 0.09 2:18 0.1 0.0015 346.12 0.09 0.09 2:21 0.1 0.0015 346.12 0.09 0.09 2:24 0.1 0.0016 346.12 0.10 0.10 2:27 0.1 0.0016 346.12 0.10 0.10 2:30 0.1 0.0016 346.12 0.10 0.10 2:33 0.1 0.0016 346.12 0.10 0.10 2:36 0.1 0.0016 346.12 0.10 0.10 2:39 0.1 0.0016 346.12 0.10 0.10 2:42 0.1 0.0017 346.12 0.10 0.10 2:45 0.1 0.0017 346.12 0.10 0.10 2:48 0.1 0.0017 346.12 0.10 0.10 2:51 0.1 0.0017 346.12 0.10 0.10 2:54 0.1 0.0017 346.12 0.10 0.10 2:57 0.1 0.0017 346.12 0.10 0.10 3:00 0.1 0.0017 346.12 0.10 0.10 3:03 0.1 0.0017 346.12 0.10 0.10 3:06 0.1 0.0017 346.12 0.10 0.10 3:09 0.1 0.0017 346.12 0.10 0.10 3:12 0.1 0.0017 346.12 0.10 0.10 3:15 0.1 0.0017 346.12 0.10 0.10 3:18 0.1 0.0017 346.12 0.10 0.10 3:21 0.1 0.0017 346.12 0.10 0.10 3:24 0.1 0.0017 346 .12 0.10 0.10 0.0167 ac.ft. have entered the pond. 0.0149 ac.ft. (89. 57%) have exited. Date 03/21/00 Page 03 Inf low H'graph: 10 yr dev Al Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 3:27 0.1 0.0018 346.13 0.10 0.10 3:30 0.1 0 .0018 346.13 0.10 0.10 3:33 0.1 0.0018 346.13 0.10 0.10 3:36 0.1 0.0018 346.13 0.10 0.10 3:39 0.1 0.0018 346.13 0.10 0.10 3:42 0.1 0.0018 346.13 0.10 0.10 3:45 0.1 0.0018 346.13 0.10 0.10 3:48 0.1 0.0018 346.13 0.10 0.10 3:51 0.1 0.0018 346.13 0.10 0.10 3:54 0.1 0.0018 346.13 0.10 0.10 3:57 0.1 0.0018 346.13 0.10 0.10 4:00 0.1 0.0018 346.13 0.10 0.10 4:03 0.1 0.0018 346.13 0.10 0.10 4:06 0.1 0.0018 346.13 0.10 0.10 4:09 0.1 0.0018 346.13 0.10 0.10 4:12 0.1 0.0018 346.13 0.10 0.10 4:15 0.1 0.0018 346.13 0.10 0.10 4:18 0.1 0.0018 346.13 0.10 0.10 4:21 0.1 0.0018 346.13 0.10 0.10 4:24 0.1 0.0018 346.13 0.10 0.10 4:27 0.1 0.0018 346.13 0.10 0.10 4:30 0.1 0.0018 346.13 0.10 0.10 4:33 0.2 0.0020 346.13 0.10 0.10 4:36 0.2 0.0024 346.15 0.11 0.11 4:39 0.2 0.0027 346.16 0.12 0.12 4:42 0.2 0.0030 346.17 0.13 0.13 4:45 0.2 0.0033 346.18 0.14 0.14 4:48 0.2 0.0035 346.18 0.14 0.14 4:51 0.2 0.0037 346.19 0.15 0.15 4:54 0.2 0.0039 346.20 0.16 0.16 4:57 0.2 0.0041 346.20 0.16 0.16 5:00 0.2 0.0042 346.21 0.17 0.17 5:03 0.2 0.0044 346.21 0.17 0.17 5:06 0.2 0.0045 346.21 0.17 0.17 5:09 0.2 0.0046 346.22 0.17 0.17 5:12 0.2 0.0047 346.22 0.18 0.18 5:15 0.2 0.0048 346.22 0.18 0.18 5:18 0.2 0.0049 346.22 0.18 0.18 5:21 0.2 0.0050 346.22 0.18 0.18 5:24 0.2 0.0050 346.23 0.19 0.19 5:27 0.2 0.0051 346.23 0.19 0.19 5:30 0.2 0.0051 346.23 0.19 0.19 5:33 0.2 0.0052 346.23 0.19 0.19 5:36 0.2 0.0052 346.23 0.19 0.19 5:39 0.2 0.0052 346.23 0.19 0.19 5:42 0.2 0.0053 346.23 0.19 0.19 5:45 0.2 0.0053 346.23 0.19 0.19 5:48 0.2 0.0053 346.23 0.19 0.19 0.0471 ac.ft. have entered the pond. 0.0417 ac.ft. (88.67%) have exited. Date 03/21/00 Page 04 Inf low H'graph: 10 yr dev Al Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 5:51 0.2 0.0054 346.23 0.19 0.19 5:54 0.2 0.0054 346.23 0.20 0.20 5:57 0.2 0.0054 346.23 0.20 0.20 6:00 0.2 0.0054 346.24 0.20 0.20 6:03 0.2 0.0054 346.24 0.20 0.20 6:06 0.2 0.0054 346.24 0.20 0.20 6:09 0.2 0.0054 346.24 0.20 0.20 6:12 0.2 0.0054 346.24 0.20 0.20 6:15 0.2 0.0055 346.24 0.20 0.20 6:18 0.2 0.0055 346.24 0.20 0.20 6:21 0.2 0.0055 346.24 0.20 0.20 6:24 0.2 0.0055 346.24 0.20 0.20 6:27 0.2 0.0055 346.24 0.20 0.20 6:30 0.2 0.0055 346.24 0.20 0.20 6:33 0.2 0.0055 346.24 0.20 0.20 6:36 0.2 0.0055 346.24 0.20 0.20 6:39 0.2 0.0055 346.24 0.20 0.20 6:42 0.2 0.0055 346.24 0.20 0.20 6:45 0.2 0.0055 346.24 0 .20 0.20 6:48 0.2 0 .0055 346.24 0.20 0.20 6:51 0.2 0.0055 346.24 0.20 0.20 6:54 0.2 0.0055 346.24 0.20 0.20 6:57 0.2 0.0055 346.24 0.20 0.20 7:00 0.2 0.0055 346.24 0.20 0.20 7:03 0.2 0.0055 346.24 0.20 0.20 7:06 0.2 0.0055 346.24 0.20 0.20 7:09 0.2 0.0055 346.24 0.20 0.20 7:12 0.2 0.0055 346.24 0.20 0.20 7:15 0.2 0.0055 346.24 0.20 0.20 7:18 0.2 0.0055 346.24 0.20 0.20 7:21 0.2 0.0055 346.24 0.20 0.20 7:24 0.2 0.0055 346.24 0.20 0.20 7:27 0.2 0.0055 346.24 0.20 0.20 7:30 0.2 0.0055 346.24 0.20 0.20 7:33 0.2 0.0055 346.24 0.20 0.20 7:36 0.2 0.0055 346.24 0.20 0.20 7:39 0.2 0.0055 346.24 0.20 0.20 7:42 0.2 0.0055 346.24 0.20 0.20 7:45 0.2 0.0055 346.24 0.20 0.20 7:48 0.2 0.0055 346.24 0.20 0.20 7:51 0.2 0.0055 346.24 0.20 0.20 7:54 0.2 0.0055 346.24 0.20 0.20 7:57 0.2 0.0055 346.24 0.20 0.20 8:00 0.2 0.0055 346.24 0.20 0.20 8:03 0.2 0.0055 346.24 0.20 0.20 8:06 0.2 0.0055 346.24 0.20 0.20 8:09 0.2 0.0055 346.24 0.20 0.20 8:12 0.2 0.0055 346.24 0.20 0.20 0.0867 ac.ft. have entered the pond. 0.0812 ac.ft. (93.60%) have exited. Date 03/21/00 Page 05 Inf low H'graph: 10 yr dev Al Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 8:15 0.2 0.0055 346.24 0.20 0.20 8:18 0.2 0.0055 346.24 0.20 0.20 8:21 0.3 0.0057 346.24 0.21 0.21 8:24 0.3 0.0061 346.25 0.22 0.22 8:27 0.3 0.0064 346.26 0.23 0.23 8:30 0.3 0.0067 346.27 0.24 0.24 8:33 0.3 0.0069 346.27 0.24 0.24 8:36 0.3 0.0072 346.28 0.25 0.25 8:39 0.3 0.0073 346.28 0.26 0.26 8:42 0.3 0.0075 346.29 0.26 0.26 8:45 0.3 0.0076 346.29 0.27 0.27 8:48 0.3 0.0078 346.29 0.27 0.27 8:51 0.3 0.0079 346.30 0.28 0.28 8:54 0.3 0.0080 346.30 0.28 0.28 8:57 0.3 0.0080 346.30 0.28 0.28 9:00 0.3 0.0081 346.30 0.28 0.28 9:03 0 .3 0.0082 346.30 0.2 9 0.29 9:06 0.3 0.0082 346.31 0.29 0.29 9:09 0.3 0.0083 346.31 0.29 0.29 9:12 0.3 0.0083 346.31 0.29 0.29 9:15 0.3 0.0083 346.31 0.29 0.29 9:18 0.3 0.0084 346.31 0.29 0.29 9:21 0.3 0.0084 346.31 0.29 0.29 9:24 0.3 0.0084 346.31 0.30 0.30 9:27 0.3 0.0084 346.31 0.30 0.30 9:30 0.3 0.0084 346.31 0.30 0.30 9:33 0.3 0.0084 346.31 0.30 0.30 9:36 0.3 0.0085 346.31 0.30 0.30 9:39 0.4 0.0087 346.32 0.31 0.31 9:42 0.4 0.0090 346.33 0.32 0.32 9:45 0.4 0.0093 346.33 0.33 0.33 9:48 0.4 0.0096 346.34 0.34 0.34 9:51 0.4 0.0098 346.35 0.35 0.35 9:54 0.4 0.0100 346.35 0.36 0.36 9:57 0.4 0.0102 346.35 0.36 0.36 10:00 0.4 0.0103 346.36 0.37 0.37 10:03 0.4 0.0104 346.36 0.37 0.37 10:06 0.4 0.0105 346.36 0.38 0.38 10:09 0.4 0.0106 346.37 0.38 0.38 10:12 0.4 0.0107 346.37 0.38 0.38 10:15 0.4 0 .0107 346.37 0.39 0.39 10:18 0.4 0.0108 346.37 0.39 0.39 10:21 0.4 0.0108 346.37 0.39 0.39 10:24 0.5 0.0110 346.38 0.40 0.40 10:27 0.5 0.0114 346.39 0.42 0.42 10:30 0.5 0.0117 346.39 0.43 0.43 10:33 0.5 0.0120 346.40 0.44 0.44 10:36 0.5 0.0122 346.40 0.45 0.45 0.1551 ac.ft. have entered the pond. 0.1428 ac.ft. (92.09%) have exited. Date 03/21/00 Page 06 Inf low H'graph: 10 yr dev Al Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 10:39 0.6 0.0126 346.41 0.46 0.46 10:42 0.6 0.0132 346.42 0.48 0.48 10:45 0.6 0.0137 346.43 0.49 0.49 10:48 0.6 0.0141 346.43 0.50 0.50 10:51 0.7 0.0147 346.44 0.52 0.52 10:54 0.7 0.0154 346.46 0.54 0.54 10:57 0.7 0.0160 346.47 0.56 0.56 11:00 0.8 0.0167 346.48 0.58 0.58 11:03 0.8 0.0176 346.49 0.61 0.61 11:06 0.8 0.0184 346.51 0.63 0.63 11:09 0.8 0.0190 346.52 0.65 0.65 11:1 2 0.9 0.0198 346.53 0.67 0.67 11:15 0.9 0.0207 346.55 0.70 0.70 11:18 0.9 0.0215 346.56 0.72 0.72 11:21 0.9 0.0222 346.57 0.74 0.74 11:24 1.0 0.0230 346.58 0.76 0.76 11:27 1.1 0.0241 346.60 0.79 0.79 11:30 1.1 0.0254 346.62 0.82 0.82 11:33 1.1 0.0265 346.63 0.84 0.84 11:36 1.5 0.0283 346.65 0.88 0.88 11:39 2 .6 0.0330 346.71 0.97 0.97 11:42 3.5 0.0412 346.82 1.14 1.14 11:45 4.0 0.0517 346.96 1.30 1. 30 11:48 4.3 0.0631 347.10 1.47 1.47 11:51 5.3 0.0770 347.28 1.40 1. 65 11:54 7.7 0.0964 347.52 2.24 1. 88 11:57 9.8 0.1209 347.84 3.39 2.12 12:00 10 .9 0.1468 348.17 4.78 2.33 12:03 11. 4 0.1697 348.47 6.42 2.49 12:06 10.4 0.1853 348.67 cH-0 2.60 12:09 7.4 0.1890 348.72 2.62 12:12 4 .7 0.1816 348.62 7.48 2.57 12:15 3.3 0.1694 348.47 6.39 2.49 12:18 2.6 0.1574 348.31 5.34 2.41 12:21 2.1 0.1462 348.17 4.75 2.32 12:24 1.8 0.1358 348.04 4.18 2.25 12:27 1 .4 0.1262 347.91 3.67 2.17 12:30 1.0 0.1170 347.79 3.19 2.08 12:33 0.8 0.1084 347.68 2.79 2.00 12:36 0.7 0.1007 347.58 2.44 1. 93 12:39 0.7 0.0941 347.49 2.13 1. 85 12:42 0.7 0.0887 347.42 1.89 1. 79 12:45 0.7 0.0842 347.36 1. 69 1. 74 12:48 0 .7 0.0804 347.32 1. 54 1.69 12:51 0.7 0.0772 347.28 1.41 1.65 12:54 0.7 0.0745 347.24 1.30 1.62 12:57 0.5 0.0719 347.21 1.19 1.59 13:00 0.3 0.0679 347.16 1.53 1. 53 0.6423 ac.ft. have entered the pond. 0.5744 ac.ft. (89.42%) have exited. Date 03/21/00 Page 07 Inf low H'graph: 10 yr dev Al Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 13:03 0.1 0.0626 347.09 1.46 1.46 13:06 0.6 0.0581 347.04 1.40 1.40 13:09 0.4 0.0545 346.99 1.35 1.35 13:12 0.3 0.0505 346.94 1.28 1.28 13:15 0.1 0.0462 346.88 1.22 1. 22 13:18 0.0 0.0413 346.82 1.14 1.14 13:21 0.0 0.0368 346.76 1. 04 1. 04 13:24 0.0 0.0326 346.71 0.96 0.96 13:27 0.0 0.0288 346.66 0 .89 0.89 13:30 0.0 0.0253 346.62 0.82 0.82 13:33 0.0 0.0221 346.57 0.74 0.74 13:36 0.0 0.0192 346.52 0.65 0.65 13:39 0.0 0 .0167 346.48 0.58 0.58 13:42 0.0 0.0144 346.44 0.51 0.51 13 :45 0.0 0 .0124 346.41 0 .45 0.45 13:48 0.0 0.0107 346.37 0.39 0.39 13:51 0.0 0.0092 346.33 0.33 0.33 13:54 0.0 0.0080 346.30 0.28 * 0.28 * 13:57 0.0 0.0069 346.27 0.24 * 0.24 * 14:00 0.0 0.0060 346.25 0.21 * 0.21 * 14:03 0.0 0.0051 346.23 0.19 I 0.19 I 14:06 0.0 0 .0042 346.20 0.16 D 0.16 D 14:09 0.0 0.0035 346.18 0.14 0.14 14:12 0 .0 0.0028 346.16 0.12 i 0.12 i 14:15 0.0 0.0022 346.14 0.11 s 0.11 s 14:18 0.0 0.0015 346.12 0.09 0.09 14:21 0.0 0.0010 346.09 0.08 f 0.08 f 14:24 0.0 0.0008 346.07 0.07 u 0.07 u 14:27 0.0 0.0007 346.05 0.06 1 0.06 1 14: 30 0.0 0 .0006 346.03 0.05 1 0.05 1 14:33 0.0 0.0004 346.01 0.04 * 0.04 * 14:36 0.0 0.0003 345.98 0.03 * 0.03 * 14:39 0.0 0.0001 345.96 0.02 * 0.02 * 14:42 0.0 -0.0000 345.94 0.00 * 0.00 * *** ROUTING OF HYDROGRAP-----------------------------------File Name -garage pond2 Date 03/21/00 Proj. Leader keating Client kirkland Job 98-352 Misc. Note -drainage calculations --------------------------------------------------------------------------------RESERVOIR OUTFLOW CONTROL STRUCTURES Horz Pipe Elev Diameter in in No. 1 345.94 8 1 Horz Box Elev Length in Height in No. 2 347.20 3 348.20 No. Elev Storage 1 345.94 0.000 2 346.10 0.001 3 346.20 0.004 4 346.40 0.012 5 346.60 0.024 6 346.80 0.040 7 347.00 0.055 8 347.20 0.071 9 347.40 0.087 10 347.60 0.102 11 347.80 0.118 Routing of Hydrograph # 8 File Name -tradition Proj. Leader keating 12 18 10 15 Outflow No. Elev 0.00 12 348.00 0.08 13 348.20 0.15 14 348.40 0.44 15 348.60 0.78 16 348.80 1.11 17 349.00 1.35 18 349.20 1.57 19 349.40 1.81 20 349.60 2.50 21 349.80 3.23 22 350.00 Client kirkland 1 1 Storage Outflow 0.133 4.03 0.149 4.90 0.164 5.93 0.180 7.32 0.195 8.79 0.211 10.31 0.226 11.86 0.242 13.40 0.257 14.89 0.273 16.29 0.288 17.60 Date 03/21/00 Job 98-352 Misc. Note -drainage calculations 8 Type SCS Desc. 25 yr Dev Al Area 1.5 ac. Time of Concent. 10 min. Freq. 25.0 yrs CN 98 Len 24 hrs Precip. 8.80 Storm Dist Type II Date 03/21/00 Inflow H'graph: 25 yr Dev Al Time Inf low Storage hr:min cfs ac ft 0:42 0.0 0.0000 0:45 0.0 0.0000 0:48 0.0 0.0000 0:51 0.0 0.0000 0:54 0.0 0.0000 0.0000 ac.ft. have entered the pond. Elevation feet 345.94 345.94 345.94 345.94 345.94 0.0000 ac.ft. Outflow cfs (Tot) 0.00 0.00 0.00 0.00 0.00 ( 0.00%) Page 01 Outflow cf s (Part) 0.00 0.00 0.00 0.00 0.00 have exited. Date 03/21/00 Page 02 Inf low H'graph: 25 yr Dev Al Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 0:57 0.0 0.0000 345.94 0.00 0.00 1:00 0.0 0.0000 345.94 0.00 0.00 1:03 o. o· 0.0000 345.94 0.00 0.00 1:06 0.1 0.0002 345.97 0.02 0.02 1:09 0.1 0.0005 346.01 0.04 0.04 1:12 0.1 0.0007 346.04 0.06 0.06 1:15 0.1 0.0008 346.07 0.07 0.07 1:18 0.1 0.0009 346.09 0.08 0.08 1:21 0.1 0.0010 346.10 0.08 0.08 1:24 0.1 0.0011 346.10 0.09 0.09 1:27 0.1 0.0011 346.10 0.09 0.09 1:30 0.1 0.0012 346.11 0.09 0.09 1:33 0.1 0.0012 346.11 0.09 0.09 1:36 0.1 0.0013 346.11 0.09 0.09 1:39 0.1 0.0013 346.11 0.09 0.09 1:42 0.1 0.0013 346.11 0.09 0.09 1:45 0.1 0.0014 346.11 0.09 0.09 1:48 0.1 0.0014 346.11 0.09 0.09 1:51 0.1 0.0014 346.11 0.09 0.09 1:54 0.1 0.0015 346.12 0.09 0.09 1:57 0.1 0.0015 346.12 0.09 0.09 2:00 0.1 0.0015 346.12 0.09 0.09 2:03 0.1 0.0015 346.12 0.09 0.09 2:06 0.1 0.0016 346.12 0.10 0.10 2:09 0.1 0.0016 346.12 0.10 0.10 2:12 0.1 0 .001 6 346.12 0 .10 0.10 2:15 0.1 0.0016 346.12 0.10 0.10 2:18 0.1 0.0016 346.12 0.10 0.10 2:21 0.1 0.0016 346.12 0.10 0.10 2:24 0.1 0.0017 346.12 0.10 0.10 2:27 0.1 0.0017 346.12 0.10 0.10 2:30 0.1 0.0017 346.12 0.10 0.10 2:33 0.1 0.0017 346.12 0.10 0.10 2:36 0.1 0.0017 346.12 0.10 0.10 2:39 0.1 0.0017 346.12 0.10 0.10 2:42 0.1 0.0017 346.12 0.10 0.10 2:45 0.1 0.0017 346.12 0.10 0.10 2:48 0.1 0.0017 346.12 0.10 0.10 2:51 0.1 0.0017 346.12 0.10 0.10 2:54 0.1 0.0017 346.12 0.10 0.10 2:57 0.1 0.0017 346.12 0.10 0.10 3:00 0.1 0.0017 346.12 0.10 0.10 3:03 0.1 0.0017 346.12 0.10 0.10 3:06 0.1 0.0017 346.12 0.10 0.10 3:09 0.1 0.0018 346.13 0.10 0.10 3:12 0.1 0.0018 346.13 0.10 0.10 3:15 0.1 0.0018 346.13 0.10 0.10 3:18 0 .1 0.0018 346.13 0.10 0.10 0.0183 ac.ft. have entered the pond. 0.0166 ac.ft. (90.45%) have exited . Date 03/21/00 Page 03 Inflow H'graph: 25 yr Dev Al Time Inf low Storage Elevation Outflow Outflow hr:min cfs ac ft feet cfs (Tot) cf s (Part) ----------------------------------------------------------------------------- 3:21 0.1 0.0018 346.13 0.10 0.10 3:24 0.1 :24 0.1 0.0018 0.10 0.10 3:27 0.1 0.0018 346.13 0.10 0.10 3:30 0.1 0.0018 346.13 0.10 0.10 3:33 0.1 0.0018 346 .13 0.10 0.10 3:36 0.1 0.0018 346.13 0.10 0.10 3:39 0.1 0.0018 346.13 0.10 0.10 3:42 0.1 0.0018 346.13 0.10 0.10 3:45 0.1 0.0018 346.13 0.10 0.10 3:48 0.1 0.0018 346.13 0.10 0.10 3:51 0.1 0.0 018 346.13 0.10 0.10 3:54 0.2 0.0020 346.13 0.10 0.10 3:57 0.2 0.0024 346.15 0.11 0.11 4:00 0.2 0.0027 346.16 0.12 0.12 4:03 0.2 0 .00 30 346.17 0.13 0.13 4:06 0.2 0.0033 346.18 0.14 0.14 4:09 0.2 0.0035 346.18 0.14 0.14 4:12 0.2 0 .0037 346.19 0.15 0.15 4:15 0.2 0.0039 346.20 0.16 0.16 4:18 0.2 0.0041 346.20 0.16 0.16 4:21 0.2 0.0042 346.21 0.17 0.17 4:24 0.2 0.0044 346.21 0.17 0.17 4:27 0.2 0.0045 346.21 0.17 0.17 4:30 0.2 0 .0046 346.22 0.17 0.17 4:33 0.2 0.0047 346.22 0.18 0.18 4:36 0.2 0 .0048 346.22 0.18 0.18 4:39 0.2 0 .0049 346.22 0.18 0.18 4:42 0.2 0 .0050 346.22 0.18 0.18 4:45 0.2 0.0050 346.23 0.19 0.19 4:48 0.2 0.0051 346.23 0.19 0.19 4:51 0.2 0.0051 346.23 0.19 0.19 4:54 0.2 0.0052 346.23 0.19 0.19 4:57 0.2 0.0052 346.23 0.19 0.19 5:00 0.2 0.0052 346.23 0.19 0.19 5:03 0.2 0.0053 346.23 0.19 0.19 5:06 0.2 0.0053 346.23 0.19 0.19 5:09 0.2 0.0053 346.23 0.19 0.19 5:12 0.2 0.0054 346.23 0.19 0.19 5:15 0.2 0.0054 346.23 0.20 0.20 5:18 0.2 0.0054 346.23 0.20 0.20 5:21 0.2 0.0054 346.24 0.20 0.20 5:24 0.2 0.0054 346.24 0.20 0.20 5:27 0.2 0.0054 346.24 0.20 0.20 5:30 0.2 0.0054 346.24 0.20 0.20 5:33 0.2 0.0054 346.24 0.20 0.20 5:36 0.2 0.0055 346.24 0.20 0.20 5:39 0.2 0.0055 346.24 0.20 0.20 5:42 0.2 0.0055 346.24 0.20 0.20 0.0533 ac.ft. have entered the pond. 0.0478 ac.ft. (89. 73%) have exited. Date 03/21/00 Page 0 4 Inf low H'graph: 25 yr Dev Al Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 5:45 0.2 0.0055 34 6 .24 0.20 0.20 5:48 0.2 0 .0055 346.24 0.20 0 .20 5:51 0.2 0.0055 346.24 0.20 0.20 5:54 0.2 0.0055 346 .24 0.20 0.20 5:57 0.2 0.0055 346.24 0.20 0.20 6:00 0.2 0.0055 346 .24 0.20 0.20 6:03 0.2 0.0055 346.24 0.20 0.20 6:06 0.2 0.0055 346.24 0.20 0.20 6:09 0.2 0.0055 346 .24 0.20 0.20 6 :12 0.2 0.0055 3 4 6 .24 0.20 0.20 6:15 0.2 0.0055 34 6 .24 0.20 0.20 6:18 0.2 0.0055 3 4 6 .24 0.20 0.20 6:21 0.2 0.0055 3 4 6 .24 0.20 0.20 6:24 0.2 0 .0055 3 4 6 .24 0.20 0.20 6:27 0.2 0.0055 3 46.24 0.20 0.20 6:30 0.2 0.0055 3 4 6 .24 0.20 0.20 6:3 3 0.2 0 .0055 3 46 .24 0.20 0.20 6:36 0.2 0 .0055 34 6 .24 0.20 0.20 6:39 0.2 0.0055 3 4 6 .24 0.20 0.20 6 :4 2 0.2 0.0055 346 .24 0.20 0.20 6:45 0.2 0.0055 3 46.24 0.20 0.20 6:48 0.2 0.0055 346 .24 0.20 0.20 6:51 0.2 0.0055 346.24 0.20 0.20 6:54 0.2 0.0055 3 4 6 .24 0.20 0.20 6 :57 0.2 0 .0055 346 .24 0.20 0.20 7:00 0 .2 0.0055 346 .24 0.20 0.20 7:03 0.2 0.0055 346 .24 0.20 0.20 7:06 0.2 0.0055 3 4 6 .24 0.20 0.20 7:09 0.2 0.0055 34 6 .24 0.20 0.20 7:12 0.2 0.0055 34 6 .24 0.20 0.20 7:15 0.2 0.0055 3 46.24 0.20 0.20 7:18 0.2 0.0055 3 4 6 .24 0.20 0.20 7:21 0 .2 0.0055 34 6 .24 0.20 0.20 7:24 0.2 0.0055 34 6 .24 0.20 0.20 7:27 0.2 0.0055 3 4 6 .24 0.20 0.20 7:30 0.2 0.0055 34 6 .24 0.20 0.20 7:33 0.2 0.0055 34 6 .24 0.20 0.20 7:36 0.2 0.0055 346 .24 0.20 0.20 7:39 0.2 0.0055 34 6 .24 0.20 0.20 7:42 0.2 0.0055 34 6 .24 0.20 0.20 7:45 0.2 0.0055 3 4 6 .24 0.20 0.20 7:48 0.2 0.0055 34 6 .24 0.20 0.20 7:51 0.2 0.0055 3 4 6.24 0.20 0.20 7:54 0.2 0.0055 34 6 .24 0.20 0.20 7:57 0.2 0.0055 3 46.24 0.20 0.20 8:00 0.2 0.0055 3 4 6 .24 0.20 0.20 8:03 0.3 0.0057 3 46.24 0.21 0.21 8:06 0.3 0.00 6 1 3 4 6.25 0.22 0.22 0.09 3 5 ac.ft . have entered the pond. 0.08 74 ac.ft. (93.46%) have exited . Date 03/21/00 Page 05 Inf low H'graph: 25 yr Dev Al Time Inf low Storage Elevation Outflow Outflow hr: ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 8:09 0.3 0.0064 346.26 0.23 0.23 8:12 0.3 0.0067 346.27 0.24 0.24 8:15 0.3 0.0069 346.27 0.24 0 .2 4 8:18 0.3 0.0072 346.28 0.25 0.25 8:21 0.3 0.0073 346.28 0.26 0.26 8:24 0.3 0.0075 346.29 0.26 0.26 8:27 0.3 0.0076 346.29 0.27 0.27 8:30 0.3 0.0078 346.29 0.27 0.27 8:33 0.3 0.0079 346.30 0.28 0.28 8:36 0.4 0.0082 346.30 0.29 0.29 8:39 0.4 0.0086 346.31 0.30 0.30 8:42 0.4 0 .0 090 346.32 0.32 0.32 8:45 0.4 0.0093 346.33 0.33 0.33 8:48 0.4 0.0096 346.34 0.34 0.34 8:51 0.4 0.0098 346.34 0.35 0.35 8:54 0.4 0 .01 00 346.35 0.36 0.36 8:57 0.4 0.0102 346.35 0.36 0.36 9:00 0.4 0.0103 346.36 0.37 0.37 9:03 0.4 0.0104 346.36 0.37 0.37 9 :06 0.4 0.0105 346.36 0.38 0.38 9:09 0.4 0.0106 346.36 0.38 0.38 9:12 0.4 0.0107 346.37 0.38 0.38 9:15 0.4 0.0107 346.37 0.39 0.39 9 :18 0.4 0.0108 346.37 0.39 0.39 9:21 0.4 0.0108 346.37 0.39 0.39 9:24 0.4 0.0108 346.37 0.39 0.39 9:27 0.4 0.010 9 346.37 0.39 0.39 9 :30 0.4 0 .0109 346.37 0.3 9 0.39 9:33 0.4 0.0109 346.37 0.40 0.40 9:36 0.4 0.0109 346.37 0.40 0.40 9:39 0.4 0.0110 346.37 0. 40 0.40 9:42 0.4 0.0110 346.37 0.40 0.40 9:45 0 .5 0.0112 346.38 0.41 0.41 9:48 0.5 0.0115 346.39 0.42 0.42 9:51 0.5 0.0118 346.40 0.43 0.43 9:54 0.5 0.0121 346.40 0.44 0.44 9:57 0.5 0.01 23 346.41 0.45 0.45 10:00 0.5 0.0125 346.41 0.46 0.46 10:03 0.5 0.0127 346.41 0.46 0.46 10:06 0.5 0.0128 346.41 0.46 0.46 10:09 0.5 0.0130 346.42 0.47 0.47 10:12 0.5 0.0131 346.42 0.47 0.47 10:15 0.5 0.0132 346.42 0.48 0.48 10:18 0.5 0.0133 346.42 0.48 0.48 10:21 0.5 0.0134 346.42 0.48 0.48 10:24 0.6 0.0136 346.43 0. 49 0.49 10:27 0.6 0.0141 346.43 0.50 0.50 10:30 0.6 0.0145 346.44 0.51 0.51 0 .1764 ac.ft . have entered the pond. 0.1619 ac.ft. (91.78%) have exited. Date 03/21/00 Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) -----------------------------------------------------------------------------10:33 0.6 0.0148 346.45 0.52 0.52 10:36 0.6 0.0151 346.45 0.53 0.53 10:39 0.7 0.0156 346.46 0.55 0.55 10:42 0.7 0.0162 346.47 0.56 0.56 10:45 0.7 0.0167 346.48 0.58 0.58 10:48 0.8 0.0174 346.49 0.60 0.60 10:51 0.8 0.0181 346.50 0.62 0.62 10:54 0.8 0.0188 346.51 0.64 0.64 10:57 0.9 0.0196 346.53 0.67 0.67 11:00 0.9 0.0206 346.54 0.69 0.69 11:03 0.9 0.0214 346.56 0.72 0.72 11:06 0.9 0.0221 346.57 0.74 0.74 11:09 1. 0 0.0229 346.58 0.76 0.76 11:12 1. 0 0.0239 346.60 0.79 0.79 11:15 1.1 0.0249 346.61 0.81 0.81 11:18 1.1 0.0261 346.63 0.83 0.83 11:21 1.1 0.0271 346.64 0.85 0.85 11:24 1.2 0.0283 346.65 0.88 0.88 11:27 1.3 0.0298 346.67 0.91 0.91 11:30 1.3 0.0314 346.69 0.94 0.94 11:33 1.4 0.0330 346.71 0.97 0.97 11:36 2.1 0.0361 346.75 1. 03 1. 03 11:39 3.4 0.0429 346.84 1.17 1.17 11:42 4.4 0.0539 346.99 1. 34 1.34 11:45 4.9 0.0672 347.15 1.52 1.52 11:48 5.2 0.0816 347.33 1.59 1.71 11:51 6.9 0.0985 347.55 2.34 1.90 11:54 9.8 0.1212 347.84 3.40 2.12 11:57 12.0 0.1495 348.21 4.68 2.35 12:00 13.2 0.1773 348.57 7.08 2.54 12:03 13.5 0.1989 348.85 9.16 2.69 12:06 11.7 0.2107 349.00 ~ 2.77 12:09 8.0 0.2092 348.98 5 2.76 12:12 5.1 0.1968 348.82 8.97 2.68 12:15 3.6 0.1809 348.61 7.41 2.57 12:18 2.9 0.1664 348.43 6.13 2.47 12:21 2.4 0.1542 348.27 5.07 2.38 12:24 1.8 0.1429 348.12 4.57 2.30 12:27 1.0 0.1312 347.98 3.93 2.21 12:30 0.8 0.1199 347.82 3.33 2.11 12:33 0.8 0.1103 347.70 2.88 2.02 12:36 0.8 0.1025 347.61 2.52 1.95 12:39 0.8 0.0960 347.52 2.22 1. 88 12:42 0.8 0.0906 347.45 1.97 1.81 12:45 0.8 0.0862 347.39 1.78 1. 76 12:48 0.8 0.0825 347.34 1. 62 1. 72 12:51 0.8 0.0793 347.30 1.49 1. 68 12:54 0.3 0.0757 347.26 1. 34 1.6.34 0.7489 ac.the pond. 0.6731 ac.ft. (89.88%) have exited. Date 03/21/00 Page 07 Inf low H'graph: 25 yr Dev Al Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) -------------------------------------------------------------------------- 12:57 0.1 0.0706 347.19 1.57 1. 57 13:00 0.7 0.0659 347.14 1.51 1. 51 13:03 0.5 0.0622 347.09 1.46 1.46 13:06 0.3 0.0580 347.04 1.40 1.40 13:09 0 .1 0.0532 346.98 1.33 1.33 13:12 0.0 0.0479 346.90 1. 24 1. 24 13:15 0.0 0.0429 346.84 1.16 1.16 13:18 0.0 0.0383 346.78 1. 08 1. 08 13:21 0.0 0.0340 346.72 0.99 0.99 13:24 0.0 0.0301 346.68 0.91 0.91 13:27 0.0 0.0265 346.63 0.84 0.84 13:30 0.0 0.0231 346.59 0.77 0.77 13:33 0.0 0 .0202 346.54 0.68 0.68 13:36 0.0 0.0175 346.49 0.60 * 0.6 0 * 13:39 0.0 0.0152 346 .45 0.53 * 0.53 * 13:42 0.0 0.0131 346.42 0.47 * 0.47 * 13:45 0.0 0 .011 3 346.38 0.41 I 0.41 I 13:48 0.0 0.0097 346.34 0.35 D 0.35 D 13:51 0.0 0.0084 346.31 0.29 0.29 13:54 0.0 0.0072 346.28 0.25 l 0.25 l 13:57 0.0 0.0063 346.26 0.22 s 0.22 s 14:00 0.0 0.0053 346.23 0.19 0.19 14:03 0.0 0.0043 346.21 0.17 f 0.17 f 14:06 0.0 0.0035 346.18 0.14 u 0.14 u 14:09 0.0 0.0028 346.16 0.12 1 0.12 1 14:12 0.0 0.0020 346 .13 0.11 1 0.11 1 14:15 0.0 0.0013 346 .11 0.09 * 0.09 * 14:18 0.0 0.0009 346.09 0.08 * 0.08 * 14:21 0.0 0.0008 346.06 0.07 * 0.07 * 14:24 0.0 0.0006 346.04 0.05 * 0 .05 * 14:27 0.0 0.0005 346.01 0.04 * 0 .04 * 14:30 0.0 0.0003 345.99 0.03 * 0.03 * 14:33 0.0 0.0002 345.96 0.02 * 0.02 * 14:36 0.0 -0.0000 345.94 0.00 * 0.00 * *** ROUTING OF HYDROGRAPH # 6 *** File Name -garage pond2 Proj. Leader keating Client kirkland Date 03/21/00 Job 98 -3 52 Misc. Note -drainage calculations RESERVOIR OUTFLOW CONTROL STRUCTURES Horz Pipe Elev 1 345.94 Horz Box Elev 2 -347.20 3 348.20 No. Elev Storage 1 345.94 0.000 2 346.10 0 .001 3 346.20 0.004 4 346.40 0.012 5 346.60 0.024 6 346.80 0.040 7 347.00 0.055 8 347.20 0 .071 9 347.40 0.087 10 347.60 0.102 11 347.80 0.118 Routing of Hydrograph # 6 File Name -tradition Proj. Leader keating Diameter in 8 Length in Height 12 18 10 15 Outflow No. Elev 0.00 12 348.00 0.08 13 348.20 0.15 14 348 .40 0.44 15 348.60 0.78 16 348 .80 1.11 17 349.00 1.35 18 349.20 1.57 19 349.40 1 .81 20 349.60 2.50 21 349 .80 3.23 22 350.00 Client kirkland in No. 1 in No. 1 1 Storage Outflow 0.133 4.03 0.149 4.90 0.164 5.93 0.180 7.32 0.195 8.79 0.211 10.31 0.226 11.86 0.242 13.40 0.257 14.89 0.273 16.29 0.288 17.60 Date 03/21 /00 Job 98-352 Misc. Note -d rainage calculations 6 Type SCS Desc. 50 yr dev Al Area 1.5 ac. Time of Concent. 10 min. Freq. 50.0 yrs CN 98 Storm Dist Type II Date 03/21/00 Inflow H'graph: 50 yr dev Al Time Inf low Storage hr:min cfs ac ft Elevation feet Len 24 hrs Precip. 9.80 Outflow cfs (Tot) Page 01 Outflow cfs (Part) ----------------------------------------------------------------------------- 0:39 0 .0 0.0000 345.94 0.00 0.00 0:42 0.0 0.0000 345.94 0.00 0.00 0:45 0.0 0.0000 345.94 0.00 0.00 0:48 0.0 0.0000 345.94 0.00 0.00 0:51 0.0 0.0000 345.94 0.00 0.00 0 .0000 ac.ft. have entered the pond. 0.0000 ac.ft. 0. 00%) have exited. Date 03/21/00 Page 02 Inf low H'graph: 50 yr dev Al Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 0:54 0.0 0.0000 345.94 0.00 0.00 0:57 0.1 0.0002 345.97 0.02 0.02 1:00 0.1 0.0005 346.01 0.04 0.04 1:03 0.1 0.0007 346.04 0.06 0.06 1:06 0.1 0.0008 346.07 0.07 0.07 1:09 0.1 0.0009 346.09 0.08 0.08 1:12 0.1 0.0010 346.10 0.08 0.08 1:15 0.1 0.0011 346.10 0.09 0.09 1:18 0.1 0.0011 346.10 0.09 0.09 1:21 0.1 0.0012 346.11 0.09 0.09 1:24 0.1 0.0012 346.11 0.09 0.09 1:27 0.1 0.0013 346.11 0.09 0.09 1:30 0.1 0.0013 346.11 0.09 0.09 1:33 0.1 0.0013 346.11 0.09 0.09 1:36 0.1 0.0014 346.11 0.09 0.09 1:39 0.1 0.0014 346.11 0.09 0.09 1:42 0.1 0.0014 346.11 0.09 0.09 1:45 0.1 0.0015 346.12 0.09 0.09 1:48 0.1 0.0015 346.12 0.09 0.09 1:51 0.1 0.0015 346.12 0.09 0.09 1:54 0.1 0.0015 346.12 0.09 0.09 1:57 0.1 0.0016 346.12 0.10 0.10 2:00 0.1 0.0016 346.12 0.10 0.10 2:03 0.1 0.0016 346.12 0.10 0.10 2:06 0.1 0.0016 346.12 0.10 0.10 2:09 0.1 0.0016 346.12 0.10 0.10 2:12 0.1 0.0016 346.12 0.10 0.10 2:15 0.1 0.0017 346.12 0.10 0.10 2:18 0.1 0.0017 346.12 0.10 0.10 2:21 0.1 0.0017 346.12 0.10 0.10 2:24 0.1 0.0017 346.12 0.10 0.10 2:27 0.1 0.0017 346.12 0.10 0.10 2:30 0.1 0.0017 346.12 0.10 0.10 2:33 0.1 0.0017 346.12 0.10 0.10 2:36 0.1 0.0017 346.12 0.10 0.10 2:39 0.1 0.0017 346.12 0.10 0.10 2:42 0.1 0.0017 346.12 0.10 0.10 2:45 0.1 0.0017 346.12 0.10 0.10 2:48 0.1 0.0017 346.12 0.10 0.10 2:51 0.1 0.0017 346.12 0.10 0.10 2:54 0.1 0.0017 346.12 0.10 0.10 2:57 0.1 0.0017 346.12 0.10 0.10 3:00 0.1 0.0018 346.13 0.10 0.10 3:03 0.1 0.0018 346.13 0.10 0.10 3:06 0.1 0.0018 346.13 0.10 0.10 3:09 0.1 0.0018 346.13 0.10 0.10 3:12 0.1 0.0018 346.13 0.10 0.10 3:15 0.1 0.0018 346.13 0.10 0.10 0.0192 ac.ft. have entered the pond. 0.0174 ac.ft. (90.84%) have exited. Date 03/21/00 Page 03 Inf low H'graph: 50 yr dev Al Time Inflow Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 3:18 0.1 0.0018 346.13 0.10 0.10 3:21 0.1 :21 0.1 0.0018 0.10 0.10 3:24 0.1 0.0018 346.13 0.10 0.10 3:27 0.1 0.0018 346.13 0.10 0.10 3:30 0.1 0.0018 346.13 0.10 0.10 3:33 0.1 0.0018 346.13 0.10 0.10 3:36 0.1 0.0018 346.13 0.10 0.10 3:39 0.1 0.0018 346.13 0.10 0.10 3:42 0.1 0.0018 346.13 0.10 0.10 3:45 0.2 0.0020 346.13 0.10 0.10 3:48 0.2 0.0024 346.15 0.11 0.11 3:51 0.2 0.0027 346 .16 0.12 0.12 3:54 0.2 0.0030 346.17 0.13 0.13 3:57 0.2 0.0033 346.18 0.14 0.14 4:00 0.2 0.0035 346.18 0.14 0.14 4:03 0.2 0.0037 346.19 0.15 0.15 4:06 0.2 0.0039 346.20 0.16 0.16 4:09 0.2 0.0041 346.20 0.16 0.16 4:12 0.2 0.0042 346.21 0.17 0.17 4:15 0 .2 0.0044 346.21 0.17 0.17 4:18 0.2 0.0045 346.21 0.17 0.17 4:21 0.2 0.0046 346.22 0.17 0.17 4:24 0.2 0.0047 346.22 0.18 0.18 4:27 0.2 0.0048 346.22 0.18 0.18 4:30 0.2 0.0049 346.22 0.18 0.18 4:33 0.2 0.0050 346.22 0.18 0.18 4:36 0.2 0.0050 346.23 0.19 0.19 4:39 0.2 0.0051 346.23 0.19 0.19 4:42 0.2 0.0051 346.23 0.19 0.19 4:45 0.2 0.0052 346.23 0.19 0.19 4:48 0.2 0.0052 346.23 0.19 0.19 4:51 0.2 0.0052 346.23 0.19 0.19 4:54 0.2 0.0053 346.23 0.19 0.19 4:57 0.2 0.0053 346.23 0.19 0.19 5:00 0.2 0.0053 346.23 0.19 0.19 5:03 0.2 0.0054 346.23 0.19 0.19 5:06 0.2 0.0054 346.23 0.20 0.20 5:09 0.2 0.0054 346.23 0.20 0.20 5:12 0.2 0.0054 346.24 0.20 0.20 5:15 0.2 0.0054 346.24 0.20 0.20 5:18 0.2 0.0054 346.24 0.20 0.20 5:21 0.2 0.0054 346.24 0.20 0.20 5:24 0.2 0.0054 346.24 0.20 0.20 5:27 0.2 0.0055 346.24 0.20 0.20 5:30 0.2 0.0055 346.24 0.20 0.20 5:33 0.2 0.0055 346.24 0.20 0.20 5:36 0.2 0.0055 346.24 0.20 0.20 5:39 0.2 0.0055 346.24 0.20 0.20 0 .0549 ac.ft. have entered the pond. 0.0494 ac.ft. (90.01%) have exited. Date 03/21/00 Page 04 Inf low H'graph: 50 yr dev Al Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 5:42 0.2 0.0055 346.24 0.20 0.20 5:45 0.2 0.0055 346.24 0.20 0.20 5:48 0.2 0.0055 346.24 0.20 0.20 5:51 0.2 0.0055 346.24 0.20 0.20 5:54 0.2 0.0055 346.24 0.20 0.20 5:57 0.2 0.0055 346.24 0.20 0.20 6:00 0.2 0.0055 346.24 0.20 0.20 6:03 0.2 0.0055 346.24 0.20 0.20 6:06 0.2 0.0055 346.24 0.20 0.20 6:09 0.2 0.0055 346.24 0.20 0.20 6:12 0.3 0.0057 346.24 0.21 0.21 6:15 0.3 0.0061 346.25 0.22 0.22 6:18 0.3 0.0064 346.26 0.23 0.23 6:21 0.3 0.0067 346.27 0.24 0.24 6:24 0.3 0.0069 346.27 0.24 0.24 6:27 0.3 0.0072 346.28 0.25 0.25 6:30 0.3 0.0073 346.28 0.26 0.26 6:33 0.3 0.0075 346.29 0.26 0.26 6:36 0.3 0.0076 346.29 0.27 0.27 6:39 0.3 0.0078 346.29 0.27 0.27 6:42 0.3 0.0079 346.30 0.28 0.28 6:45 0.3 0.0080 346.30 0.28 0.28 6:48 0.3 0.0080 346.30 0.28 0.28 6:51 0.3 0.0081 346.30 0.28 0.28 6:54 0.3 0.0082 346.30 0.29 0.29 6:57 0.3 0.0082 346.31 0.29 0.29 7:00 0.3 0.0083 346.31 0.29 0.29 7:03 0.3 0.0083 346.31 0.29 0.29 7:06 0.3 0.0083 346.31 0.29 0.29 7:09 0.3 0.0084 346.31 0.29 0.29 7:12 0.3 0.0084 346.31 0.29 0.29 7:15 0.3 0.0084 346.31 0.30 0.30 7:18 0.3 0.0084 346.31 0.30 0.30 7:21 0.3 0.0084 346.31 0.30 0.30 7:24 0.3 0.0084 346.31 0.30 0.30 7:27 0.3 0.0085 346.31 0.30 0.30 7:30 0.3 0.0085 346.31 0.30 0.30 7:33 0.3 0.0085 346.31 0.30 0.30 7:36 0.3 0.0085 346.31 0.30 0.30 7:39 0.3 0.0085 346.31 0.30 0.30 7:42 0.3 0.0085 346.31 0.30 0.30 7:45 0.3 0.0085 346.31 0.30 0.30 7:48 0.3 0.0085 346.31 0.30 0.30 7:51 0.3 0.0085 346.31 0.30 0.30 7:54 0.3 0.0085 346.31 0.30 0.30 7:57 0.3 0.0085 346.31 0.30 0.30 8:00 0.3 0.0085 346.31 0.30 0.30 8:03 0.3 0.0085 346.31 0.30 0.30 0.1101 ac.ft. have entered the pond. 0.1016 ac.ft. (92.27%) have exited. Date 03/21/00 Page 05 Inf low H'graph: 50 yr dev Al Time Inflow Storage Elevation Outflow Outflow hr: ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 8:06 0.3 0.0085 346.31 0.30 0.30 8:09 0.3 0.0085 346.31 0.30 0.30 8:12 0.3 0.0085 346.31 0.30 0.30 8:15 0.3 0.0085 346.31 0.30 0.30 8:18 0.3 0.0085 346.31 0.30 0.30 8:21 0.3 0.0085 346.31 0.30 0.30 8:24 0.4 0.0087 346.32 0.31 0.31 8:27 0.4 0.0091 346.33 0.32 0.32 8:30 0.4 0.0094 346.33 0.33 0.33 8:33 0.4 0.0096 346.34 0.34 0.34 8:36 0.4 0.0099 346.35 0.35 0.35 8:39 0.4 0.0100 346.35 0.36 0.36 8:42 0.4 0.0102 346.35 0.37 0.37 8:45 0.4 0.0103 346.36 0.37 0.37 8:48 0.4 0.0104 346.36 0.38 0.38 8:51 0.4 0.0105 346.36 0.38 0.38 8:54 0.4 0.0106 346.37 0.38 0.38 8:57 0.4 0.0107 346.37 0.39 0.39 9:00 0.4 0.0107 346.37 0.39 0.39 9:03 0.4 0.0108 346.37 0.39 0.39 9:06 0.4 0.0108 346.37 0.39 0.39 9:09 0.4 0.0109 346.37 0.39 0.39 9:12 0.4 0 .0109 346.37 0.39 0.39 9:15 0.4 0 .0109 346.37 0.39 0.39 9:18 0.4 0 .0109 346.37 0.40 0.40 9:21 0.5 0.0111 346.38 0.40 0.40 9:24 0.5 0.0115 346.39 0.42 0.42 9:27 0.5 0.0118 346.40 0.43 0.43 9:30 0.5 0 .0121 346.40 0.44 0.44 9:33 0.5 0.0123 346.40 0.45 0.45 9:36 0.5 0.0125 346.41 0.46 0.46 9:39 0.5 0.0127 346.41 0.46 0.46 9:42 0.5 0.0128 346.41 0.46 0.46 9:45 0.5 0.0130 346.42 0.47 0.47 9:48 0.5 0.0131 346.42 0.47 0.47 9:51 0.5 0.0132 346.42 0.48 0.48 9:54 0.5 0.0133 346.42 0.48 0.48 9:57 0.5 0.0134 346.42 0.48 0.48 10:00 0.5 0.0134 346.42 0.48 0.48 10:03 0.5 0.0135 346.43 0.48 0.48 10:06 0.5 0.0136 346.43 0.49 0.49 10:09 0.5 0.0136 346.43 0.49 0.49 10:12 0.6 0.0139 346.43 0.50 0.50 10:15 0.6 0.0143 346.44 0.51 0.51 10:18 0.6 0.0146 346.44 0.52 0.52 10:21 0.6 0.0149 346.45 0.53 0.53 10:24 0.6 0.0152 346.45 0.54 0.54 10:27 0.7 0.0157 346.46 0.55 0.55 0.1985 ac.ft. have entered the pond. 0.1828 ac.ft. (92.10%) have exited. Date 03/21/00 Time Inf low Storage Elevation Outflow Outflow hr:rnin cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 10:30 0 .7 0.0163 346.47 0.57 0.57 10:33 0.7 0.0168 346.48 0.58 0.58 10:36 0.7 0.0172 346.49 0.60 0.60 10:39 0.8 0.0178 346 .50 0.61 0.61 10:42 0.8 0.0186 346.51 0.63 0.63 10:45 0.8 0.0192 346.52 0.65 0.65 10:48 0.8 0.0198 346 .53 0.67 0.67 10:51 0 .9 0.0205 346.54 0.69 0.69 10:54 0.9 0.0213 346.56 0.71 0.71 10:57 1. 0 0.0222 346.57 0 .74 0.74 11:00 1.0 0.0232 346.59 0.77 0.77 11:03 1.0 0.0241 346.60 0.79 0.79 11:06 1.1 0.0252 346.61 0.81 0.81 11:09 1.1 0.0263 346 .63 0.84 0.84 11:12 1.2 0.0275 346.64 0.86 0.86 11:15 1.2 0.0289 346.66 0.89 0.89 11:18 1.2 0.0301 346.68 0.91 0.91 11:21 1.2 0.0313 346.69 0.93 0.93 11:24 1.3 0.0325 346.71 0.96 0.96 11:27 1.4 0.0341 346.73 0.99 0.99 11:30 1.4 0.0357 346.75 1.02 1. 02 11:33 1.6 0.0376 346.77 1. 06 1. 06 11:36 2.3 0.0411 346.81 1.14 1.14 11: 39 3.7 0.0486 346.91 1.25 1. 25 11:42 4.9 0.0608 347.07 1.44 1.44 11:45 5.4 0.0763 347.27 1. 37 1. 64 11:48 5.8 0.0924 347.47 2.05 1.83 11:51 7 .7 0.1101 347.70 2.87 2.02 11:54 10 .9 0.1341 348.01 4.09 2.23 11:57 13 .4 0.1637 348.40 5.90 2.45 12:00 14 .7 0.1920 348.76 8.50 2.64 12:03 15.0 0.2139 349.04 10.61 2.79 12:06 13.0 0.2254 349.19 ~~"q) 2.87 12:09 8.9 0.2225 349.15 . 51) 2.85 12:12 5.6 0.2080 348.96 10.03 2.75 12:15 4.0 0.1900 348.73 8.30 2.63 12:18 3.2 0.1737 348.52 6.77 2.52 12:21 2.5 0.1600 348.35 5.57 2.43 12:24 1.5 0 .1469 348.17 4.78 2.33 12:27 0.8 0.1334 348.00 4.05 2.23 12:30 0.8 0.1212 347.84 3.41 2.12 12:33 0.8 0.1115 347.72 2.93 2.03 12:36 0.8 0.1034 347.62 2.56 1.96 12:39 0.8 0.0968 347.53 2.26 1.88 12:42 0.8 0.0913 347.46 2.00 1.82 12:45 0.8 0.0867 347.40 1. 80 1.77 12:48 0.8 0.0829 347.35 1. 64 1.72 12:51 0.5 0.0791 347.30 1.48 1.6.48 0.8278 ac.the pond. 0.7487 ac.ft. (90.44%) have exited. Date 03/21/00 Page 07 Inf low H'graph: 50 yr dev Al Time Inf low Storage Elevation Outflow Outflow hr:rnin cf s ac ft feet cfs (Tot) cf s (Part) ----------------------------------------------------------------------------- 12:54 0.3 0.0750 347.25 1. 31 1. 63 12 :5 7 0.1 0.0699 347.19 1. 56 1. 56 13:00 0.7 0.0652 347.13 1.50 1. 50 13:03 0.5 0.0616 347.08 1. 45 1. 45 13:06 0.3 0.0574 347.03 1.39 1. 39 13:09 0.0 0.0518 346.96 1.31 1. 31 13:12 0.0 0.0466 346.89 1. 22 1. 22 13:15 0.0 0.0417 346.82 1.15 1.15 13:18 0.0 0.0372 346.76 1. 05 1. 05 13:21 0.0 0.0330 346.71 0.97 0.97 13:24 0.0 0.0292 346.66 0.89 0.89 13:27 0.0 0.0256 346.62 0.82 * 0.82 * 13:30 0.0 0.0224 346.57 0.74 * 0.74 * 13:33 0.0 0.0195 346.52 0.66 * 0.66 * 13:36 0.0 0.0169 346.48 0.59 I 0.59 I 13:39 0.0 0.0146 346.44 0.52 D 0.52 D 13:42 0.0 0.0126 346.41 0.46 0.46 13:45 0.0 0.0108 346.37 0.39 i 0.39 l 13:48 0.0 0.0093 346.33 0.33 s 0.33 s 13:51 0.0 0.0081 346.30 0.28 0.28 13:54 0.0 0.0070 346.28 0.25 f 0.25 f 13:57 0.0 0.0060 346.25 0.21 u 0.21 u 14:00 0.0 0.0050 346.22 0.18 1 0.18 1 14:03 0.0 0.0040 346.20 0.16 1 0.16 1 14:06 0.0 0.0032 346.17 0.13 * 0.13 * 14:09 0.0 0.0024 346.15 0.11 * 0.11 * 14:12 0.0 0.0016 346.12 0.10 * 0.10 * 14:15 0.0 0.0010 346.10 0.08 * 0.08 * 14:18 0.0 0.0008 346.07 0.07 * 0.07 * 14:21 0.0 0.0006 346.04 0.06 * 0.06 * 14:24 0.0 0.0005 346.02 0.05 * 0.05 * 14:27 0.0 0.0003 345.99 0.03 * 0.03 * 14:30 0.0 0.0002 345.97 0.02 * 0.02 * 14:33 0.0 0 .0000 345.94 0.00 * 0.00 * *** ROUTING OF HYDROGRAPH # 3 *** File Name -garage pond2 Date 03/21/00 Proj. Leader keating Client kirkland Job 98-352 Misc. Note -drainage calculations RESERVOIR OUTFLOW CONTROL STRUCTURES Horz Pipe Elev Diameter in in No. 1 345.94 8 1 Horz Box Elev Length in Height in No. 2 347.20 12 18 1 3 348.20 10 15 1 No. Elev Storage Outflow No. Elev Storage Outflow 1 345.94 0.000 0.00 12 348.00 0.133 4.03 2 346.10 0.001 0.08 13 348.20 0.149 4.90 3 346.20 0.004 0.15 14 348.40 0.164 5.93 4 346.40 0.012 0.44 15 348.60 0.180 7.32 5 346.60 0.024 0.78 16 348.80 0.195 8.79 6 346.80 0.040 1.11 17 349.00 0.211 10.31 7 347.00 0.055 1.35 18 349.20 0.226 11.86 8 347.20 0.071 1.57 19 349.40 0.242 13.40 9 347.40 0.087 1.81 20 349.60 0.257 14.89 10 347.60 0.102 2.50 21 349.80 0.273 16.29 11 347.80 0.118 3.23 22 350.00 0.288 17.60 Routing of Hydrograph # 3 File Name -tradition Proj. Leader keating Client kirkland Date 03/21/00 Job 98-352 Misc. Note -drainage calculations 3 Type SCS Desc. 100 year dev Al Area 1.5 ac. Time of Concent. 10 min. Freq. 100.0 yrs CN 98 Len 24 hrs Precip. 11.00 Storm Dist Type II Date 03/21/00 Inflow H'graph: 100 year dev Al Time Inf low Storage hr:min cfs ac ft 0:36 0.0 0.0000 0:39 0.0 0.0000 0:42 0.0 0.0000 0:45 0.0 0.0000 0:48 0.0 0.0000 0.0000 ac.ft. have entered the pond. Elevation feet 345.94 345.94 345.94 345.94 345.94 0.0000 ac.ft. Outflow cfs (Tot) 0.00 0.00 0.00 0.00 0.00 ( 0.00%) Page 01 Outflow cfs (Part) 0.00 0.00 0.00 0.00 0.00 have exited. Date 03/21/00 Page 02 Inf low H'graph: 100 year dev Al Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 0:51 0.1 0.0002 345.97 0.02 0.02 0:54 0.1 0.0005 346.01 0.04 0.04 0:57 0.1 0.0007 346.04 0.06 0.06 1:00 0.1 0.0008 346.07 0.07 0.07 1:03 0.1 0.0009 346.09 0.08 0.08 1:06 0 .1 0.0010 346.10 0.08 0.08 1:09 0.1 0.0011 346.10 0.09 0.09 1:12 0.1 0.0011 346.10 0.09 0.09 1:15 0.1 0.0012 346.11 0.09 0.09 1:18 0.1 0.0012 346.11 0.09 0.09 1:21 0 .1 0.0013 346.11 0.09 0.09 1:24 0.1 0.0013 346.11 0.09 0.09 1:27 0.1 0.0013 346.11 0.09 0.09 1:30 0.1 0.0014 346.11 0.09 0.09 1:33 0.1 0.0014 346.11 0.09 0.09 1:36 0.1 0.0014 346.11 0.09 0.09 1:39 0.1 0.0015 346.12 0.09 0.09 1:42 0.1 0.0015 346.12 0.09 0.09 1:45 0.1 0.0015 346.12 0.09 0.09 1:48 0.1 0.0015 346.12 0.09 0.09 1:51 0.1 0.0016 346.12 0.10 0.10 1:54 0.1 0.0016 346.12 0.10 0.10 1:57 0.1 0.0016 346.12 0.10 0.10 2:00 0.1 0.0016 346.12 0.10 0.10 2:03 0.1 0.0016 346.12 0.10 0.10 2:06 0.1 0.0016 346.12 0.10 0.10 2:09 0.1 0.0017 346.12 0.10 0.10 2:12 0.1 0.0017 346.12 0.10 0.10 2:15 0.1 0.0017 346.12 0.10 0.10 2:18 0.2 0.0019 346.13 0.10 0.10 2:21 0.2 0.0023 346.14 0.11 0.11 2:24 0.2 0.0026 346.15 0.12 0.12 2:27 0.2 0.0029 346.16 0.13 0.13 2:30 0.2 0.0032 346.17 0.14 0.14 2:33 0.2 0.0035 346.18 0.14 0.14 2:36 0.2 0.0037 346.19 0.15 0.15 2:39 0.2 0.0039 346.20 0.16 0.16 2:42 0.2 0.0041 346.20 0.16 0.16 2:45 0.2 0.0042 346.21 0.16 0.16 2:48 0.2 0.0044 346.21 0.17 0.17 2:51 0.2 0.0045 346.21 0.17 0.17 2:54 0.2 0.0046 346.21 0.17 0.17 2:57 0.2 0.0047 346.22 0.18 0.18 3:00 0.2 0.0048 346.22 0.18 0.18 3:03 0.2 0.0049 346.22 0.18 0.18 3:06 0.2 0.0049 346.22 0.18 0.18 3:09 0.2 0.0050 346.23 0.19 0.19 3:12 0.2 0.0051 346.23 0.19 0.19 0.0272 ac.ft. have entered the pond. 0.0222 ac.ft. (81.44%) have exited. Date 03/21/00 Page 03 Inf low H'graph: 100 year dev Al Time Inflow Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 3:15 0.2 0.0051 346.23 0.19 0.19 3:18 19 3:18 0.2 6.23 0.19 0.19 3:21 0.2 0.0052 346.23 0.19 0.19 3:24 0.2 0.0052 346.23 0.19 0.19 3:27 0.2 0.0053 346.23 0.19 0.19 3:30 0.2 0.0053 346.23 0.19 0.19 3:33 0.2 0.0053 346.23 0.19 0.19 3:36 0.2 0.0053 346.23 0.19 0.19 3:39 0.2 0.0054 346.23 0.20 0.20 3:42 0.2 0.0054 346.23 0.20 0.20 3:45 0.2 0.0054 346.23 0.20 0.20 3:48 0.2 0.0054 346.24 0.20 0.20 3:51 0.2 0.0054 346.24 0.20 0.20 3:54 0.2 0.0054 346.24 0.20 0.20 3:57 0.2 0.0054 346.24 0.20 0.20 4:00 0.2 0.0055 346.24 0.20 0.20 4:03 0.2 0.0055 346.24 0.20 0.20 4:06 0.2 0.0055 346.24 0.20 0.20 4:09 0.2 0.0055 346.24 0.20 0.20 4:12 0.2 0.0055 346.24 0.20 0.20 4:15 0.2 0.0055 346.24 0.20 0.20 4:18 0.2 0.0055 346.24 0.20 0.20 4:21 0.2 0.0055 346.24 0.20 0.20 4:24 0.2 0.0055 346.24 0.20 0.20 4:27 0.2 0.0055 346.24 0.20 0.20 4:30 0.2 0.0055 346.24 0.20 0.20 4:33 0.2 0.0055 346.24 0.20 0.20 4:36 0.2 0.0055 346.24 0.20 0.20 4:39 0.2 0.0055 346.24 0.20 0.20 4:42 0.2 0.0055 346.24 0.20 0.20 4:45 0.2 0.0055 346.24 0.20 0.20 4:48 0.2 0.0055 346.24 0.20 0.20 4:51 0.2 0.0055 346.24 0.20 0.20 4:54 0.2 0.0055 346.24 0.20 0.20 4:57 0.2 0.0055 346.24 0.20 0.20 5:00 0.2 0.0055 346.24 0.20 0.20 5:03 0.2 0.0055 346.24 0.20 0.20 5:06 0.2 0.0055 346.24 0.20 0.20 5:09 0.2 0.0055 346.24 0.20 0.20 5:12 0.2 0.0055 346.24 0.20 0.20 5:15 0.2 0.0055 346.24 0.20 0.20 5:18 0.2 0.0055 346.24 0.20 0.20 5:21 0 .2 0.0055 346.24 0.20 0.20 5:24 0.2 0.0055 346.24 0.20 0.20 5:27 0.2 0.0055 346.24 0.20 0.20 5:30 0.2 0.0055 346.24 0.20 0.20 5:33 0.2 0.0055 346.24 0.20 0.20 5:36 0.2 0.0055 346.24 0.20 0.20 0.0669 ac .ft. have entered the pond. 0.0614 ac.ft. (91. 74%) have exited. Date 03/21/00 Page 04 Inf low H'graph: 100 year dev Al Time Inflow Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 5:39 0.2 0.0055 346.24 0.20 0.20 5:42 0.2 0.0055 346.24 0.20 0.20 5:45 0.2 0.0055 346.24 0.20 0.20 5:48 0.2 0.0055 346.24 0.20 0.20 5:51 0.2 0.0055 346.24 0.20 0.20 5:54 0.2 0.0055 346.24 0.20 0.20 5:57 0.2 0.0055 346.24 0.20 0.20 6:00 0.2 0.0055 346.24 0.20 0.20 6:03 0.2 0.0055 346.24 0.20 0.20 6:06 0.3 0.0057 346.24 0.21 0.21 6:09 0.3 0.0061 346.25 0.22 0.22 6:12 0.3 0.0064 346.26 0.23 0.23 6:15 0.3 0.0067 346.27 0.24 0.24 6:18 0.3 0.0069 346.27 0.24 0.24 6:21 0.3 0.0072 346.28 0.25 0.25 6:24 0.3 0.0073 346.28 0.26 0.26 6:27 0.3 0.0075 346.29 0.26 0.26 6:30 0.3 0.0076 346.29 0.27 0.27 6:33 0.3 0.0078 346.29 0.27 0.27 6:36 0.3 0.0079 346.30 0.28 0.28 6:39 0.3 0.0080 346.30 0.28 0.28 6:42 0.3 0.0080 346.30 0.28 0.28 6:45 0.3 0.0081 346.30 0.28 0.28 6:48 0.3 0.0082 346.30 0.29 0.29 6:51 0.3 0.0082 346.31 0.29 0.29 6:54 0.3 0.0083 346.31 0.29 0.29 6:57 0.3 0.0083 346.31 0.29 0.29 7:00 0.3 0.0083 346.31 0.29 0.29 7:03 0.3 0.0084 346.31 0 .29 0.29 7:06 0.3 0.0084 346.31 0.29 0.29 7:09 0.3 0.0084 346.31 0.30 0.30 7:12 0.3 0.0084 346.31 0.30 0.30 7:15 0.3 0.0084 346.31 0.30 0.30 7:18 0.3 0.0084 346.31 0.30 0.30 7:21 0.3 0.0085 346.31 0.30 0.30 7:24 0.3 0.0085 346.31 0.30 0.30 7:27 0.3 0.0085 346.31 0.30 0.30 7:30 0.3 0.0085 346.31 0.30 0.30 7:33 0.3 0.0085 346.31 0.30 0.30 7:36 0.3 0.0085 346.31 0.30 0.30 7:39 0.3 0.0085 346.31 0.30 0.30 7:42 0.3 0.0085 346.31 0.30 0.30 7:45 0.3 0.0085 346.31 0.30 0.30 7:48 0.3 0.0085 346.31 0.30 0.30 7:51 0.3 0.0085 346.31 0.30 0.30 7:54 0.3 0.0085 346.31 0.30 0.30 7:57 0.3 0.0085 346.31 0.30 0.30 8:00 0.3 0.0085 346.31 0.30 0.30 0.1225 ac.ft. have entered the pond. 0.1139 ac.ft. (93.03%) have exited. Date 03/21/00 Page 05 Inf low H'$raph: 100 year dev Al Time Inf low Storage Elevation Elevation Outflow ----------------------------------------------------------------------------- 8:03 0.3 0.0085 346.31 0.30 0.30 8:06 0.3 0.0085 346.31 0.30 0.30 8:09 0.3 0.0085 346.31 0.30 0.30 8:12 0.4 0.0087 346.32 0.31 0.31 8:15 0.4 0.0091 346.33 0.32 0.32 8:18 0.4 0.0094 346.33 0.33 0.33 8:21 0.4 0.0096 346.34 0.34 0.34 8:24 0.4 0.0099 346.35 0.35 0.35 8:27 0.4 0.0100 346.35 0.36 0.36 8:30 0.4 0.0102 346.35 0.37 0.37 8:33 0.4 0.0103 346.36 0.37 0.37 8:36 0.4 0.0104 346.36 0.38 0.38 8:39 0.4 0.0105 346.36 0.38 0.38 8:42 0.4 0.0106 346.37 0.38 0.38 8:45 0.4 0.0107 346.37 0.39 0.39 8:48 0.4 0.0107 346.37 0.39 0.39 8:51 0.4 0.0108 346.37 0.39 0.39 8:54 0.4 0.0108 346.37 0.39 0.39 8:57 0.4 0.0109 346.37 0.39 0.39 9:00 0.4 0.0109 346.37 0.39 0.39 9:03 0.4 0.0109 346.37 0.39 0.39 9:06 0.5 0.0111 346.38 0.40 0.40 9:09 0.5 0.0115 346.39 0.42 0.42 9:12 0.5 0.0118 346.39 0.43 0.43 9:15 0.5 0.0121 346.40 0.44 0.44 9:18 0.5 0.0123 346.40 0.45 0.45 9:21 0.5 0.0125 346.41 0 .45 0.45 9:24 0.5 0.0127 346.41 0.46 0.46 9:27 0.5 0.0128 346.41 0.46 0.46 9:30 0.5 0.0129 346.42 0.47 0.47 9:33 0.5 0.0131 346.42 0.47 0.47 9:36 0.5 0.0132 346.42 0.48 0.48 9:39 0.5 0.0133 346.42 0.48 0.48 9:42 0.6 0.0136 346.43 0.49 0.49 9:45 0.6 0.0140 346.43 0.50 0.50 9:48 0.6 0.0144 346.44 0.51 0.51 9:51 0.6 0.0147 346.45 0.52 0.52 9:54 0.6 0.0150 346.45 0.53 0.53 9:57 0.6 0.0153 346.46 0.54 0.54 10:00 0.6 0.0156 346.46 0.55 0.55 10:03 0.6 0.0158 346.46 0.55 0.55 10:06 0.6 0.0160 346.47 0.56 0.56 10:09 0.6 0.0161 346.47 0.56 0.56 10:12 0.6 0.0163 346.47 0.57 0.57 10:15 0.6 0.0164 346.47 0.57 0.57 10:18 0.6 0.0165 346.48 0.57 0.57 10:21 0.7 0.0168 346.48 0.58 0.58 10:24 0.7 0.0173 346.49 0.60 0.60 0.2179 ac.ft. have entered the pond. 0.2006 ac.ft. (92.07%) have exited. Date 03/21/00 0 Page 06 Inflow H'graph: 100 year dev Al Time Inf low . Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) -----------------------------------------------------------------------------10:27 0.7 0.0177 346.49 0.61 0.61 10:30 0.7 0.0180 346.50 0.62 0.62 10:33 0.8 0.0185 346.51 0.63 0.63 10:36 0.8 0.0192 346.52 0.65 0.65 10:39 0.8 0.0198 346.53 0.67 0.67 10:42 0.9 0.0205 346.54 0.69 0.69 10:45 0.9 0.0213 346.55 0.71 0.71 10:48 0.9 0.0220 346.57 0.73 0.73 10:51 1.0 0.0229 346.58 0.76 0.76 10:54 1. 0 0.0238 346.60 0.78 0.78 10:57 1.1 0.0248 346.61 0.81 0.81 11:00 1.1 0.0260 346.63 0.83 0.83 11:03 1.1 0.0271 346.64 0.85 0.85 11:06 1.2 0.0283 346.65 0.88 0.88 11:09 1. 2 0.0296 346.67 0.90 0.90 11:12 1.3 0.0309 346.69 0.93 0.93 11:15 1.3 0. 0324· 346.71 0.96 0.96 11:18 1.3 0.0338 346.72 0.98 0.98 11:21 1.4 0.0352 346.74 1.01 1. 01 11:24 1. 5 0.0370 346.76 1. 05 1. 05 11:27 1.6 0.0390 346.79 1.09 1. 09 11:30 1. 6 0.0410 346.81 1.13 1.13 11:33 1.7 0.0430 346.84 1.17 1.17 11:36 2.3 0.0464 346.88 1. 22 1. 22 11:39 3.9 0.0539 346.99 1.34 1. 34 11:42 5.3 0.0670 347.15 1. 52 1. 52 11:45 6.0 0.0837 347.36 1.67 1. 73 11:48 6.4 0.1008 347.58 2.45 1. 93 11:51 8.0 0.1188 347.81 3.28 2.10 11:54 11.5 0.1429 348.12 4.56 2.30 11:57 14.6 0.1734 348.52 6.74 2.52 12:00 16.2 0.2033 348.90 9.58 2.72 12:03 16.9 0.2272 349.21 dt.!!J 2.89 12:06 15.4 0.2416 349.39 2.99 12:09 11. 0 0.2410 349.39 2.98 12:12 7.0 0.2262 349.20 11.88 2.88 12:15 4.8 0.2057 348.93 9.81 2.74 12:18 3.6 0.1864 348.69 7.95 2.61 12:21 2.3 0.1690 348.46 6.36 2.49 12:24 1. 2 0.1529 348.25 4.96 2.37 12:27 1.0 0.1383 348.07 4.31 2.27 12:30 1.0 0.1259 347.91 3.65 2.16 12:33 1.0 0.1160 347.78 3.14 2.08 12:36 1. 0 0.1079 347.67 2.77 2.00 12:39 1. 0 0.1013 347.59 2.47 1. 93 12:42 1. 0 0.0957 347.52 2.21 1. 87 12:45 1. 0 0.0912 347.46 2.00 1. 82 12:48 0.4 0.0862 347.39 347.39 1. 78 Date 03/21/00 Page 07 Inf low H'graph: 100 year dev Al Time Inf low Storage Elevation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 12:51 0.1 0.0804 347.32 1. 54 1. 69 12:54 0.9 0.0765 347.27 1. 37 1. 64 12:57 0.6 0.0741 347.24 1. 28 1.61 13:00 0.4 0.0703 347.19 1. 56 1. 56 13:03 0 .1 0.0650 347.13 1.49 1.49 13:06 0.0 0.0590 347.05 1.41 1.41 13:09 0.0 0.0533 346.98 1. 33 1. 33 13:12 0.0 0.0480 346.91 1. 25 1. 25 13:15 0.0 0.0430 346.84 1.17 1.17 13:18 0.0 0.0384 346.78 1. 08 1. 08 13:21 0.0 0.0341 346.73 0.99 * 0.99 * 13:24 0.0 0.0302 346.68 0.91 * 0.91 * 13:27 0.0 0.0266 346.63 0.84 * 0.84 * 13:30 0.0 0.0232 346.59 0.77 I 0.77 I 13:33 0.0 0.0202 346.54 0.68 D 0.68 D 13:36 0.0 0.0176 346.49 0.61 0.61 13:39 0.0 0.0152 346.45 0.54 i 0.54 i 13:42 0.0 0.0131 346.42 0.47 s 0.47 s 13:45 0.0 0.0113 346.38 0.41 0.41 13:48 0.0 0.0097 346.34 0.35 f 0.35 f 13:51 0.0 0.0084 346.31 0.30 u 0.30 u 13:54 0.0 0.0074 346.28 0.26 1 0.26 1 13:57 0.0 0.0063 346.26 0.22 1 0.22 1 14:00 0.0 0.0052 346.23 0.19 * 0.19 * 14:03 0.0 0.0042 346.20 0.16 * 0.16 * 14:06 0.0 0.0033 .346.18 0.14 * 0.14 * 14:09 0.0 0.0025 346.15 0.12 * 0.12 * 14:12 0.0 0.0018 346.13 0.10 * 0.10 * 14:15 0.0 0.0010 346.10 0.08 * 0.08 * 14:18 0.0 0.0008 346.07 0.07 * 0.07 * 14:21 0.0 0.0007 346.05 0.06 * 0.06 * 14:24 0.0 0.0005 346.02 0.05 * 0.05 * 14:27 0.0 0.0003 345.99 0.03 * 0.03 * 14:30 0.0 0.0002 345.97 0.02 * 0.02 * 14:33 0.0 0.0000 345.94 0.00 * 0.00 * STORM SEWER CAPACITIES Rectangular Channel Analysis & Design Open Channel -Uniform flow Worksheet Name: The Tradition @ NG Corrunent: 0.67x3.5 Box Culvert Solve For Discharge Given Input Data: Bottom Width .... . Manning's n ..... . Channel Slope ... . Depth ........... . Computed Results: Discharge ....... . Velocity ........ . Flow Area ....... . Flow Top Width .. . Wetted Perimeter. Critical Depth .. . Critical Slope .. . Froude Number ... . 3.50 ft 0.013 0.0100 ft/ft 0.67 ft 16.54 cfs 7.05 fps 2.35 sf 3.50 ft 4.84 ft 0.89 ft 0.0044 ft/ft 1.52 (flow is Supercritical) Open Channel Flow Module, Version 3.2 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Rectangular Channel Analysis & Design Open Channel -Uniform flow Worksheet Name: The Tradition @ NG Comment: lx3 Box Culvert Solve For Discharge Given Input Data: Bottom Width .... . Manning's n ..... . Channel Slope ... . Depth ............ . Computed Resu l ts : Discharge ....... . Velocity ........ . Flow Area ....... . Flow Top Width .. . Wetted Perimeter. Critical Depth .. . Critical Slope .. . Froude Number ... . 3 .00 ft 0.013 0 .0060 ft/ft 1. 00 ft 18 .90 cfs 6 .30 fps 3.00 sf 3 .00 ft 5.00 ft 1. 07 ft 0 .0049 ft/ft 1 .11 (flow is Supercritical) Open Channel Flow Module, Version 3 .2 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name : The Tradition @NG Comment : 18" Storm Sewer Solve For Full Flow Capacity Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Computed Results: Full Flow Capacity .... . Full Flow Depth ....... . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Number .... . 1. 50 ft 0.0100 ft/ft 0 .013 10 .50 cfs 10 .50 cfs 1.50 ft 5.94 fps 1. 77 sf 1. 25 ft 0 .0098 ft/ft 100 .00 % 10 .50 c f s 11.3 0 c f s FULL Open Channel Flow Module, Version 3 .2 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel -Uniform flow Worksheet Name: The Tradition @ NG Corrunent: 24" Storm Sewer Solve For Full Flow Capacity Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Computed Results : Full Flow Capacity .... . Full Flow Depth ....... . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . QMAX @.94D ....... . Froude Numb er .... . 2.00 ft 0.0100 ft/ft 0.013 22.62 cfs 22.62 cfs 2.00 ft 7.20 fps 3.14 sf 1. 70 ft 0.0095 ft/ft 100 .00 %" 22.62 cfs 24.34 cfs FULL Open Channel Flow Module, Version 3.2 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 DRAINAGE PLAN WITHTOPO 04 /13 /00 1 3 : 50 '6'409 764 3452 COLL STA PUB UTL ~ CITY OF COLLEGE STATION PUBLIC UTILITIES DEPARTMENT 1601 Graham Road P.O. Box 9960 College Station, Texas 77842-0960 (409) 764-3660 Fax: (409) 764-3452 I/ FAX TRANSMITTAL Date: I /;3 I on -----"'--~, .......... --•.~-=---~~~~~~-- Number of Pages: __ __.3 _________ _ To (Company): ___________________ _ Attention: ____ -J.:_.e...._~_J-__ _,,..._l _o_...>_0_~_:-c. _________ _ Fax Number: ·-;? ~ 9 ~ --~---=.........:..--:...~----~--~--- From: ______ ___.j__....__~_'""-> __ l<_-e..~~-~-~-------~------------------ Comments: 4-o '2-r < s { "/_( r ~~ ,1 -D03 l$ 4t-~o~ e..'t-~ ! c_l..JLc.~ o u \.Jui "'€.vt-~ t .L.'1 ,.,} ~ft \c:...-i(~S ~v ~. r I I {lr..> J ~ ' If you do not receive all of the pages, please call Stacy at the above number. Quality Service And Performance -Our Promise to YOUJ l4J 001 04/13 /00 13:51 ti'409 764 3452 COLL ST A PUB UTL Flow Test Report Date --J.-j -__,_l _-~"'---9-L---Time ___,_/-=0-~ Y..:-;;;.5~_@-P.M. Test made by : Location : Purpose of test : Flow Test" Witness : L .+£ : CS. Representative : Flow hydrant number. P, -3 Nozzle size_:_"'"'"~_..__· S~D;,_.___ Pitot reading : __ (?_b"--___ G.P.M . : JOJO Static hydrant number : F\ -3 7 Static: b 8 . P.S.1. Remar1c:s : wO" ro 0 '1 q I Residual : 5 9 P .S.I. ~002 A-003 I 04 1 1 3 1 00 13 :51 'a409 764 3452 COLL STA PUB UT L . Date _,_i _-/_-_9...!.._9_.__ __ Time Test made by: Flow Test Report l : ~I _______ A .M -~- Location: U '(\ ~ y ~rs ;t=y 1CJ w er Sou-\-~ Si le - Purpose of test : ..Lf.....:.l..i.<o:.i.:w~J;~e..._...£'2T.:..... ------------------ Representative : G ; f '/ o( c s. Witness : ~P.:::;._C\3...i......:=~:::...;\:....:.if~S~o~"'.___------------------,- Flow hydrant number. Pi -() ~ Nozzle size : d, , So Pitot reading: __ '2-......::5::;.._ ___ G.P.M.: /010 Static hydrant number : A. -'d-9 Static : :J '8 P.S.I. Residual: I~ P.S.I. Rema~Cal Q I Y 141003 . ·~'. ._, ... Flow Test.Report Dat e I -/ -C) q Time / } .' cP @ -P.M. Test made by: J: 13 BIA OOu>S/=\; Location : I oo 'Boyett Purpose of test : _,_F----'-/.>.£.CVJ""""""--'-/ e:=s::::....t.___ _______________ _ Representativ e : C / ·, f -.; 0 f ("_ . S. I Witness : ......1.'3..:__?_;_e.=.!_±tl..!:=e.!-1...c~::::..:Y)...J.._ _______________ ...,-- Flow hydrant number: f\ -d Nozzle size_:_cl--'---. c _ _:>~Q~-- Pitot reading : ~ 0 G .P.M .: ---='-----/ Q / Q St at i c hydrant number : E\-0 ·37 Static : to !(3 P.S .I. Residual : ~ D P .S .I. Remarks :~ fo 0 °1 er 0 1-1-003 -Flow Test Report Date 1-1 -~9 Tim e -----'-J-"-0-~ y-'---S __ @ -P .M. Test made by : Location : Purpose of test : Representative : C.tx of CS. Witness : Flow hydrant number: fj -3 -Nozzle size : ~ . SO __ __,__-'---- Pitot reading : 0o G .P .M.: ---=-'------j 0 }O St at i c hydrant number : F\ --3 7 Static : fo 8 P.S.I. Residual : 5 9 P.S.I. Remarics : wo'* 0 0 °i q I H-oo Lf Flow Test Report Date J-LJ-99 Time ----') ~~· _', 3_0 __ A .M -~ Test made by: T 13 BC (:\Y\Q \N S h; Location: 300 C,,, ~~CC'' Purpose of test : f /OW Te..s t I Representative : (_, ; t j o ~ C .S, Witness : fS __ ~-'-~-=~-'...<?..-""-'--1=-S-=-O-'-Y\_,__ _______________ --,-- Flow hydrant number: P\-00 Y Nozzle size : :{,SC Pilot reading : f 0 G .P .M .: / 095· Static hydrant number : f\ -5 Static : B~ P .S .I. Residual : S 9 P .S .I. Remarks W~ foO<i°' a __) Flow Test Report Date ___._l _-_L_,_I _-· _CJ'---'-9 __ Tim e Test made by : Location : Purpose of test : Representative : Witness : Flow hydrant number: _ _.._A_.__-.,.,.5"--___ Nozzle size: ~.SO Pilot reading : 1 S G .P .M. : i I d..D Static hydrant number : ·P\-00 lo Static : fa <8 P.S.I. Residual : (,u P.S .I. Remarks :w~ GO q q 3 A-oos f-1-oo (:; Flow Test Report Date Time Test made by : TGerAY)owsh, Location: Purpose of test : Flow Jest Representative : Witness : · ....... JS"""--'8_,__e:,,.,.t_,_,~><!.r_..s"""o_,,_Y'\_,__ _______________ --:-_ Flow hydrant number: P\-0 ~ l..o Nozzle size : ~ , SD Pitot reading : ] 5 G.P.M.: I I 8-0 Static hydrant number : A -00 S Static: B~ P .S .I. Residual : 8 0 P.S.I. .} A-007 .) -Flow Test Report Dat e ____.__j-_· _LJ'--_9_,_g_,___Time I'd ·, So A .M-~ -~~---- Test made by : Locatio n : bOO Boyett Purpose of test : Flow Test Representative : C ·,+v of C.S. Witn ess : Flow hydrant number: t\-7 Nozzle size_:--=;]'-'---. 5_6 __ _ Pitot reading: / 5 G .P .M.: ----''-------JJ~O Static hydrant number : ~ -9 Static : I~ . P.S .I. Residual : ~ Y P .S .I. Remarks :\J.Jo'*' f.oo ~9 S ) f-i-008 -Flow Test Report Dat e Time _Jo__. ,'_0_5 __ A .M -6 Test made by : ,-·13 Bf' An 0\1.' Shi Location : 3 j Y s ipc l.) (, e Purpose of test : r I 0 w Te.s + Representative : Cc ·, ± y o\ C. S , Witness : ·_t,~?~e~-k-=-r_so_· _'f\'-------------------,- Flow hydrant number: t\ -tf Nozzle size : d , 5 0 Pitot reading : 75 G .P.M .: Jt ~o Static hydrant number : B -0 ) 0 Static : I 0 P.S .I. Residual : b~ P.S.I. Remarks wa: fo 0 9 °J (o H-ooCJ Flow Test Report Date Time ___._J _.__I :~o_s~_@-P.M. Test made by : l . B BC BY\OWS k, Location : d oa Co\\ e cy~/ rn A', Y\ Purpose of test : --'F'--'-'I o"-'w=-_~J.....:, e=s=t__,_ _______________ _ Representative : ~ .1 +'I o-( C .S , I Witness : _·g"""'--?...>........:::~::..J.\-=~"-r =-So"-<.· 'D.!.....l....---------------.,--- Flow hydrant number: fj -oO 9 Nozzle size : :J. . So Pitot reading : 50 G .P .M.: Ci l 5 --=--=-~~~ -"----"-~~~~ Static hydrant number : A-Y (J Static: b 3 P.S .I. Residual : 5 G\ P.S.I. Remarks w~ '2oS~l J A -010 Flow Test Report Date Time --'-1 _,__\-=-d-_5 __ ~ -P .M. Test made by : -r · "BerAYY:>wsk1 Location : Lj J 8 Coll E'.<je. m A '1 D Purpose of test : __.._F---'-"I O.._,W....,,.____--r--'-' -=e-""s I_._· ----------------- Representative : ~ ·, t y of (., S, Witness : _.1S""--~..O....Q-=..:...t~=r,_s"'0"'"-f\'-'-------------------.,-- Flow hydrant number. A -I Q Nozzle size_:___;~::;..i._· -'-S'-0 __ _ Pitot reading: ~ 0 G.P.M .: i Q Y Q Static hydrant number : (j -I I Static: ~ 'f5 P.S .I. Residual : f.o I P .S .I. A-11 Flow Test Report Dat e Time ---!.1_1 ._L_I o ___ @ -P.M. Test made by : Location : Purpose of test : Representative : Witness : Flow hydrant number. _f)~--1 ~/ ____ Nozzle size_:_d_._S_O __ _ Pilot reading : 50 G .P.M.: --=------Ci 75 Static hydrant number: A-I 0 Static : l 0 P.S .I. Residual : fo ·3 P.S .I. Remarks wO" fo l 0 ~b A -1~ Flow Test Report Date Time _I \_:_·3_~--~ -P.M . Test made by : r I 1 ) Location : 0 Purpose of test : Flow l~st Representative : C ·, +~ o-\ C$. Witness : --''6"---'B---'e:'--t---'e..:r'-~-=-f\:.....;__ _______________ --:-_ Flow hydrant number: A-I~ Nozzle size : d., So Pitot reading : SO G .P .M . : °J 7 S ----'----- St at i c hydrant number : A -I I --'----'----'---- Static : lo B . P.S.I. Residual: b 0 P.S .I. --=--- H-0/.5 Flow Test Report Date \-·b-gg Ti me A .M -P.M . Test m ad e by : Location : Purpose of test : _,_f--'l ..... o_,,IJ..).___T-'--'e...::so;....;.t ________________ _ Representative : C ·, f y 0 f C S. Witness :"B ....;::::;__:.?_,,e"'-"'~-=e'-'-r ..:::.so=-· D.:......L----------------,-- Flow hydrant number: E\ -0 I 3 Nozzle size : Q . 50 Pitot reading : 5 5 G .P .M.: J 0) 0 ------- Static hydrant number : fj -0 I J Static : ~ t) P.S.I. Residual : 6 9 P.S.I. Remarks :~ (a I 000 H-OJL/ Flow Test Report Date Tim e A .M~ ------ Test made by : T f3AcAYl o v.JS\.\1 Locat ion : Y Q / Sf f\ Sf\e, \) I Purpose of test : _.:.F~I oo.£..;1..~AJ,J_lE_:____:::e=st....:__ _______________ _ Representative : G ; t7 0 ( C,S . Witness : S...,=--?'-'€.,""-\"'--'e.=f-=W=-'-Y\-'-------------------,-- Flow hydrant number. ~ -\ Y Nozzle siz.e : d. . S 0 Pitot reading : 5 0 G.P .M.: --='------ St at i c hydrant number : A -I 3 Static: { d. P.S .I. Remari<s WO~ f.o I Oo l Res idual : G:, 0 P.S .I. H-15 Flow Test Report Date Tim e __;_I 0-=---'· _I 5 ___ @ -P .M . Test made by : Location: Purpose of test : Representative : Witness : '£.;2,::__9i!...-Q.:::..:~:.....:e:...:...r..::::~=:...:_Y\!..__ _______________ .,..- Flow hydrant number. B -0 l 5 Nozzle size : d . 5 0 Pitot reading : S 5 G .P.M.: j 0 I 0 ---=--------=--=::---- St at i c hydrant number : G\ -0 \ ] Static : ·7 ·d._ P.S.I. Residual : 0 i P .S .I. Remar1<s : Wei' l:::> J 00 'd_ -Flow Test Report Date --'/_-_0_-_9'--9..____Time A .M -~. Test made by : -) ·gA<'f\Y\Ol/\isb·, Location : f 00 Cbs:, \\'-/ I Purpose of test : .....:.f--!...>o\ 0,_,W"""--_,~c...:::e=s~~----------------- Representative : C ; t '/ 0 \ C .S, Witness : _,:E,""--'8..._· Q:."""'~~~"""-""-<>..ilQ'--'-'C\_,___ ______________ ----,---- Flow hydrant number. f\-} 0 Nozzle size : d, . 50 Pitot reading : 50 G .P .M.: ----'"---"---- Static hydrant number : (j , l 3 Static : ] d P.S.I. Residual : 5 9 P.S .I. Remar1<.s : l . VJ~ ro I 0 0 3 H-017 -Flow Test Report Dat e J-/ .qg Time --'-------'--~l~D-· o_s __ @-P.M. Test made by : TBBf't\DO\.vt:.h; Location : GO 3 u a ;" e.r s~i,, I Purpose of test : _rL-.L>Jo,,_\.A>.LU-) _TE...._e!:.::. =s +_:__ ________________ _ Representative : G, f J' o-\ C, S, Witness : t'.S_.=;___,tt~hli-=-~=-==:::=...!.'(\-'----------------~ Flow hydrant number. \-i-Q I.::, Nozzle size : d.. '50 Pilot reading : .5) 5 G .P .M.: iO JD --=------- Static hydrant number : A-~Y Static : l <g P.S .I. Residual : ID P.S .I. Remarks :\J.XJ~ lo I bQ Y Flow Test Report Date /-~-qq Time 3 : 15 -------A.M-@. Test made by : -l-BAC'f\Y1owsh; Location : 4 0 'd (\) AS)\ e.. Purpose of test : _.f--'-\ O~w:_\......!-::e=S:::_t:...__ _______________ _ Representative : ~ ·, + f o \ C. S, Witness: ·:s ?e\-e.0::{)"f\ ~--=-'--=--=---'--------------------.,-~ Flow hydrant number. fj -0 I 8 Nozzle size: d_ .6 0 Pitot reading: 5 S G .P .M . : q 1 S -------------- Static hydrant number : f\ -l 9 Static: °] (o . P.S.I. Residual: 5] P.S.I. Remarks : ~ {a\ 00 5 / -Flow Test Report Date Time --=3::._:_;:o==-o=--__ A .M ~ Test made by : -,-13 f\{' S:oO\N ili : Location : Purpose of test : Representative : Witness: Flow hydrant number. \-\ .... I 9 Nozzle size : a . s D Pitot reading : __ 5_0~ ___ G .P.M . : C'.1 JS Static hydrant number : ·£\ -0 d-. 0 Static : ·1 ~ P.S.I. Residual : SB P.S.I. Remarks : W~ Col 0 ·0-S- Flow Test Report Time 3 .' 0 5 A.M -€11> --=--'----------Date Test made by : TB BC AnOlA.J Sk \ Location : Y 0 d n) G ~)£.. 1\). £ Co( o er Purpose of test : _,_f-L..:Jo'-"w-=-·---'-\ e;=-=--<l;..__ ________________ _ Representative : c .. t o\ C. S. Witn ess : 'J~D'---'~-~-~'--"<2_J0;p~Y"\'------------------...,....--- Flow hydrant number: ~ -'d..O Nozzle size : ~ ' 50 Pitot reading : 5 5 G .P .M.: -------iOIO Static hydrant number : P\ -I 0 1 Static : P.S.I. Residual : 5 ~ P .S.I. Remar'Ks : w?' (o \ 00 (:, .) Flow Test Report Date __,i,__--=b=--_Cf_,_9_...._ __ Time ~r S3 A .M-@. ------- Test made by : -r·BArA;no\JVSh . Location : -3 (I Co J j ecoe AV. :ro Be8c Purpose of test : _.F--L..:/ o:o...:w==--"""TI_.i.....;es::::c::.....:~------------------ Representative : \..-..\-+ Q .\ C,S . Witness : ...... 'B"""'--7._~.;:;...~.:.....'<-='-~....::....;_'f\..__ _______________ ---:-_ Flow hydrant number: \j -0 d...) Nozzle size : d,. SO Pitot reading : 5 S G .P .M .: iO l 0 ---'--------=----"'---- St at i c hydrant number : fj -~ 0 Static: I<-\ P.S .I. Residual : ---=0 ........ 1 __ P .S .I. Remar1<.s : w~ {o \ 00 I Flow Test Report Date __,l.__---'·l_-_q_q~_Time _q-=-:_,_3:;.._S __ @-P.M. Test made by: IBBc\\'nowsh) Location : 80 I Un iY E:.r':::J '; %e..ei ( 0 \. rn <:.Don A )d1s I Purpose of test : _,_F_._/-=o ....... w..___y_._-es-=· =-~-'-------------------- Representative : C; f ,, p\ CS . I Witness : ·12 7e\-Q.rC::OY\ ~~~___,sr-'------------------:-- F IO W hydrant number. \-\--~ ~ Nozzle size : Q . SO Pitot reading : <60 G.P .M.: -------10LJ0 Static hydrant number: \-\ -~-3 static : <ao P.S.I. Residual : b 9 P.S .I. Remarks wo~ <o I b Q 8 A-0~3 Flow Test Report Date __._) _-· ·_,_7_-_q-'--9.....___Tim e _g~: _5~() ___ @-P.M. Test made by : Location : Purpose of test : Flow "Test Representative : 0 ·! ( rs V I -r i Q \...... , Witness : Flow hydrant number: ~ :_o d.-3 Nozzle size : ~. So Pitot reading: 6 5 G.P .M .: i070 ------- Static hydrant number : ~ -6 \.\ Static: l <tj P.S .I. Residual : / 0 P.S .I. Remarks \).j~ ~ \ 0 () C\ / Flow Test Report Date __._I _-·1---'---·--'q_'4,____ Ti m e _q~: L_l c ~\ --~ P.M. Test made by : TBAcf\=oow s b \ Location : J I 1 u 'O; v er'".'.> ·.-t 1 Purpose of test : _.F__._l o"'-· '-"""-N,.___~l-=-~:;:_:':::>::;....:;t ________________ _ Representative : (_ ·, t 'f O \ C.S Witness : · .... B::__:?_,e\:o::....L..:;er=---=s:....::b'-'V'"\'-'----------------------=-- Flow hydrant number. £\ -~Cl Nozzle size : ct . 50 Pitot reading: 5 S G .P.M.: --=------lo lO Static hydrant number : \-\ -~ 3 Static : Residual: / / P.S.I. --=----P.S.I. ~. Rema~~b~IV:=:_.J_o=------------------------ Flow Test Report Date -'-J_-·_fo_-_q__.g __ Tim e --=·d__._· ._Y..__J..____A .M -0. Test mad e by : TB t\f'f\"rlo ws.h , Locatio n : 3) 1 Co\\ e.3t 'f\'l G_ . Purpose of test : FI ow le.st -~~--"------------------ Representative : (, ·, + '/ 0 ( C.S . Witness :. _6=--?.._e"""'\'-'--""e,""""1-=So;..;:;_·f\"----------------,...--- Flow hydrant number: \-\ -~ 5 Nozzle size : ~. 5 0 Pitot reading : 5 0 G .P .M.: q 7 5 ------ Static hydrant number : B-d,_Q Static : l L\ P .S.I. Residual : fa 0 P.S .I. Remarks : w ~ fo I 0 \ \ __ ) Flow Test Report Date j -7 -q g Time ----'---~-- 3 ; IS A .M-~. --=----- Test made by: Location : Purpose of test: ~F~\ ~o_w~-_)._e""-s~+ ________________ _ Representative : ~ ·, t j Q .\ C?. Witness : _.·b...._13.__et=-i....;:er<::o=---::=-Y\..:_.:__ ______________ __,_ Flow hydrant number. {j -0 ~I Nozzle size_:----'ci~· 6_0 __ _ Pitot reading : ·3 5 G.P.M .: 84 5 Static hydrant number : A -I k, Static : l 8 P.S .I. Residual : 5 8 P.S .I. Remarks : \J..X;'*-'2 \ 0 \ 3 Flow Test Report Date j-1 -9'1 I :~ i Tim e A .M-~-------- Test made by : Location : Purpose of test : Representative : Witness : Flow hydrant number:---'H__._-_,,d""'-'--S=-· ----Nozzle size_:_ ... 2 ....... ~50 ___ _ Pitot read ing : --~=· --'S::__ ___ G .P .M .: ;010 Static hydrant number : 1-\ -~ 9 P.S .I. Residual : ·1 ~ P.S.I. Static : J CB Remart$.C'al O -=-'--=--'--~----------------------- / Flow Test Report Date --'-) _-· 7_-_C/_,__9_.___Tim e -·--=3'--. -'--"') ()::.___ __ A .M -e'.};1 . Test made by : TB f\Cf\ DOW :2h; Location : JO J rne'Adow I And ~~~~~= _F_l_o_w __ ~~e=~~t ________________ _ Representative : ~ 1 + j O \ (, S. Witness : _..1S~5)...._,p"'""';\...i...:e=-c'-'::o=· "-''0-'-----------------.,.- Flow hydrant number. \j -~ 9 Nozzle size : ·ci . 60 Pitot reading : -, O G .P .M.: ---=---- St a tic hydrant number : A-0 3 0 Static : / Y P.S .I. ~~- Residual : b <g P .S.I. Remarks:~ fo IO 15 A-3o Flow Test Report Date /-· 7 -99 Tim e ~:0 8 A .M -P.M . Test made by : Location : Purpose of test : ...... F-----'I o::;._w==..._J:e ........ -e.:-=-si.;__ _______________ _ Representativ e : C 1 + j Q ( C. S , Witness : -JS ....... --'~'--0=--e.=c,__':::b::;._-;;;....;Y\'--'-----------------.,--- Flow hydrant number. fj -?::£> Nozzle size: d . S D Pitot reading : / 0 G .P .M.: -~~--- Static hydrant number : A -'d_ Gt Static : ·1 9 P.S.I. Residual : b '6 P.S .I. Remarks :(;J;?~ (o I 0 I b A -31 Flow Test Report Date Time A .M -e:M. Test made by: Location : Purpose of test : Representative : Witness : Flow hydrant number. _,f\_.__--=3"-i ____ Nozzle size_:_:(-'-. S...._0 ___ _ Pitot reading : ' (, 5 G .P.M.: ---'-------1070 Static hydrant number_: _.B~-3~lj._· __ _ Static : P.S.I. Residual : '[ ~ P .S .I. Remarks w~ <o I 0 l 1 Flow Test Report Date Time I') : 13 o\ A.M-@. ------'---- Test made by : Location : Purpose of test : F\ovv T~t Representative : Witness : - Flow hydrant number: B -?:> ~ Nozzle size : ct . SD Pilot reading : _/__,__Q=--___ G.P .M. : J 0 q S Static hydrant number : E\ --3 L/ Static: I i.o P .S .I. Residual : lo 8 P .S .I. Remarks \):)~ :l, I 0 I b f--\-33 Flow Test Report Date } -·/-qg Time --'-----'---- Test made by : Location: Purpose of test : ......!r-'--..1...;I o='-w~__JTL-...::::-€:=sf.:...... ----------------- Representative : ~ 'f j b \ CS . Witness : -~"""''--?-~.::.:::\:.:...e.::.:::r!....:~::....o:· ::...:h'-"------------------,-- Flow hydrant number: £\ -3 3 Nozzle size : d . SD Pitot reading : 15 j I ~o G .P .M .: ------ Static hydrant number : ·\-\ -?:J:) Static : cg (o P.S.I. Residual : ·-, g P .S .I. Remarks~ ~I b I C1 } -1 Flow Test Report Date _l.__-_l_,__-_C)--'-g_,_____Time ·~·. 11 A .M-~ -----=--'-------'--- Test made by : Location : Purpose of test : F \ow T~<:./\-· Representative : Witness : Flow hydrant number: f\ -3 L\ Nozzle size : ~ . SO /OYQ Pitot reading : G .P .M.: -------~o Static hydrant number : 'f\ --3 ~ Static : <¢ 0 P.S.I. Residual : t ci.,, P.S .I. Remarks:~ (o\Q'd,_\) ./ A-3S Flow Test Report Date Time -~~'. 3-"""---""'Q __ A .M -€]):1 . Test made by : IBA L'f\Y\<?~SK , Location : -,- ~'--='=-'-..l.....I::.__ ________ ~--------- Purpose of test : _,r'-\~Q"'--\""'>J'-'}":_,_,_-Q"""'S.::....:c;\ _________________ _ Representative : C ·,+ j o ~ C.S . Witness : _·1S-=-·-:..n_,,"<.'.a<...;'.t.....;:,~<.:...~==-Y'-'------------------....,.-- Flow hydrant number. \-\ -·3 S Nozzle size : ~,SD Pitot reading : / 0 G.P.M .: _ ____, ____ _ 109s Static hydrant number : "\-\ -'3 °t Static : cg (o P.S .I. Residual : f 8 P .S .I. Remafi(s : ~-lo\ 0 ~ \ A -3~ Flow Test Report Date i-l-99 Time _d"""-'--', _L\ _;;;_~ __ A .M -@ Test made by : Location : Purpose of test : F\ ow T e . .st ~---~------------------ Representative : ~ ; +1 Q ~ C ,S I Witness : "6 v~ ~Y"\ -=--'-=--=-=----'-------------------:-- FI ow hydrant number: ~ -3 fo Nozzle size : -~ . S 0 ------- Pitot reading : / 0 G .P .M. : Jogs ------- Static hydrant number : f\-3 S Static : ca 0 P.S .I. Residual : l 8 P.S .I. Remar1<s : w& (o I 0 'j.. / A-37 Flow Test Report Date _...._} _--_/_-_q'--q-'--_Time __ / 0=----'. -=3--'8=--_@ -P .M . Test made by : Location : Purpose of test : F\o\10 \-e..s\ Representative : Witness : Flow hydrant number: _~t?\_..._-_3=-J_.__ __ Nozzle size_:_~-="-';....;:'5'--0~-- Pitot reading : So -------G.P .M .: C1 ( s Static hydrant number : \-\ -Y O Static : \ (o P.S.I. Res idual : S 8 P.S .I. Remarks :'vJO-tr. lo\ Od-~ A-36 Flow Test Report Date Time @-P.M. -------//,·JO Test made by : Location : Purpose of test : l=" Io l 10 Test Representative : Witness : Flow hydrant number: A ;--3 B -Nozzle size : ~ . Sb -~-...;;:._ __ _ Pitot reading : 5 5 G .P.M.: JOJO Static hydrant number : A-I 0 Static : I 0 P.S.I. Residual: S <B P.S .I. Remarks :o.h f.o \ D d3 Flow Test Report Date Time ~~~".Y_O~ __ A .M ~- Test made by : -,-· Bf\rf\nt>ws\-< Location : d. 0 0 T '€.. X. 'P\~ Purpose of test : ..._f_,\.....;;;o_w __ T_,__-e-=~-t ________________ _ Representative : (._, ·, t j D\ C$. Witness : _·jj~-:Y~~~~---'-~-"'---"0 ______________ __,_ Flow hydrant number: b -39 Nozzle size : ·~. S D ------ Pitot reading : ( 0 G.P.M .: ---'---'-----1ogs Static hydrant number : f\-35 Static : So P .s .1. Residual : ( S P .S.I. Remarks : w~ <o I 0 'd-Y ) A-4o ) Flow Test Report Date ) -·1 -g <1 Time ---'--------'-i _O_i _~_) __ @>-P .M . Test made by : T'B ArA. YI O\ush i' Location : ) 0 5 Co\ I £,~~ rn A ) fl Purpose of test : ..Lf-11...i..O'-:JW....,,,,_Y...1.-::::e=~J::..!.. ----------------- Representative : ~ ·, t· y Q 5, C,Si Witness : . 'B ....... _·'B'-t\-=-;,...;;e_,r=-:::g);,,;;,,.,.,,,;_Y\-'----------------.,-- Flow hydrant number. P1 -0 Y 0 Nozzle siz.e : d, · S 0 Pitot reading : S S ------G .P .M.: iO I D Static hydrant number : 8 -) S Static : G:, 3 . P.S .I. Residual : 5 -b P.S.I. Remart<sWQ:% <o / 0 ~ 8 A-4~ Flow Test Report Date Time ----=---==' o"--':-"'o'--"8'"'-. __ @-p . M . Test made by: Location : Purpose of test : Representative : Witness : ..... ·B"""'-7........_,,."G"'-'~-=~::.:...C5b,,....-·=-''<"\'-'------------------,.- Flow hydrant number: £\ -L\ ~ Nozzle size : Q . 5 0 Pitot reading : 5 5 G .P .M.: i 0 JD Static hydrant number_: __ \=\___.._---'-\ ]~-- Static : l :;\, P.S.I. Remari<.s :'vi?f' f.o \ 0~ C\ Residual : (. ·_-;;z P .S .I. Deborah Keating From: Sent: To: Cc: Subject: Deborah Keating [udgcs@txcyber.com] Friday, April 07 , 2000 8:15 AM W . L. McCulloch Jr. Gary Staiger The Tradition @ Northgate W.L ., the City sized the water meters needed for the dorm based upon the FU information you provided . I didn 't see where the retail space had been accounted for . Was it? Debbie Keating URBAN DESIGN GROUP ph : (979) 696-9653 fax : (979) 696-9752 1 Deborah Keating From: Sent: To: Subject: Debbie , WL McCulloch [WLMcCulloch@dfwcgi .com] Monday, April 10, 2000 10 :14 AM udgcs@txcyber.com Re: The Tradition @ Northgate There appears to be 8 potential food service locations in the building . If we assume 10 domestic water fixture units for each location, that would add 80 domestic water fixture units to that building . I do not think that increase will affect the water meter size . W .L. W .L. McCulloch , Jr. DFW Consulting Group, Inc. 8410 Sterling St. Irving , TX 75063 972-929-1199 ext. 306 972-929-4691 fax wlmcculloch@dfwcgi .com 1 J 9/3CT l9 :l3 Tc:O ebb ie Keat ing DATE : TO : FROM : PROJECT: Frc.m:\.i.L. fl cC u ll oc ~ •• Jr . MEMORANDUM March 9 , 2000 Debbie Keating Urban Design Group Gary Staiger AAE Architects W .L. McCulloch DFW Consulting Gro up , Inc . The Tradition PROJECT NUMBER : 99244 .00 S U BJECT : Plu mbin g Fixtu re Units MEMO: 372-929 -£691 Using informat ion I received fro m th e Mech anic al Contractor and the Fixtu re Un it Table you se nt , I have tabulated the est i mated fixture unit re qu irements for the project . FIX TURE TYPE F IXTU RE UNIT VALUE QUANTITY TOTAL LOAD FACTOR FI X T URE UNIT S Bathtub 2 436 8 72 Kitc hen Sink 2 5 10 Lavatory 2 831 1662 Shower Group 3 20 60 Uri nal 4 3 12 Washer, clothes 4 16 64 Water Closets, Tank Operate 4 439 1756 Tota l 4436 This total should be evenly di v ided between th e two buildings for 2218 Fixture Units eac h . DFW Consultbg Group, In c 8410 Ste~ing Irving . Texas •5063 972-929-1199 972-929-4691 fax Fire Flow Analysis Results 1 Calculate Available Flow For Designed Pressure 1 Calculate Fire Hydrant Rating Curve 61.05 Steady State Pressure NODE ID PRESSURE FLOW [psi] [gprn] 650 61.05 -3.75 650 54.94 325.14 650 48.84 572.86 650 42.73 781.61 650 36.63 966.03 650 30.52 1133.38 650 24.42 1287.81 650 18.31 1432.06 650 12.21 1567.97 650 6.10 1696.93 650 o.oo 1819.94 ., ,. " -r· r ·-·~ COLLEGE STATION Ms. Debbie Keating, P.E. Urban Design Group P. 0 . Box 9960 909 Southwest Parkway East Suite E College Station , TX 77840 RE: The Tradition at Northgate Engineering Comments April 7th Submittal Dear Ms. Keating , 1101 Texas Avenue Tet. 409 764 3500 College Station, TX 77842 The following is in response to your submittal of construction plans , fire flow analysis, and drainage report for the Traditions at Northgate dormitory project submitted on April 7, 2000. Construction Plans: • Plan sheets Cl-S, C-3, C-4 refers to infrastructure improvements "by others." Please provide a letter detailing all of these improvements and discuss the relationship of when these off-site improvements must be completed with relationship to construction and opening of the dormitory project (interim water line upgrades of ___ must be completed before ___J. Also discuss the need for new waterline in Church Street from South College Avenue to this project. • HDPE is not currently approved to be installed in the city's right-of-way . • Sheet Cl-S shows an existing 6" sanitary sewer under the garage. What modifications are proposed to this line? • Show or note where the swimming pool is to drain. Fire Flow Analysis: • Provide an explanation of the computer models submitted and a summary ofresults and conclusions. • What is the bases of the fire demand (provide the calculations). • Generally need more of the input data for the water model. • It appears that the water model assumes a constant pressure reservoir near University Towers . This pressure appears to be based upon the residual pressure resulting from a flow test of approximately 1080 gpm. With only minor loops in the system beyond this point, justify the assumption of the constant residual pressure when the flow rate is tripled, and resulting losses should increase exponentially with flow. If the residual pressure at University Towers is less than the approximate 73 psi shown in the existing model, will residual pressure in Northgate be maintained above the minimum 20 psi as specified by TNRCC with the fire flows? Home of Texas A&M Uni versity Drainage Report : • Provide a capacity analysis for the north storm drain system including the inlets and conveyance to the detention pond. The open channel flow analysis submitted for the 1 X3 Box to the detention pond appears to be for a channel and not for a culvert/storm drain (based on the wetted perimeter not including the top). Are entrance losses accounted for in this analysis? Are backwater conditions accounted for in the design? • Provide detailed rating curve calculations for the detention pond outlet. We have the same concerns regarding the submitted calculations which appear to be for a rectangular channel, and not for a storm drain/culvert. • Provide inlet calculations for the south drainage system . • How are the roofs draining? • Provide a down stream impact analysis for any increase in runoff leaving the site, if proposed. If you have any question or do not understand any of these requirements , please call me at ( 409) 764 -3570 . Sincerely, lti~E( avL_ Civil Engineer xc: Ted Mayo , P .E ., Asst City Engineer Natalie Ruiz, Development Coordinator Jon Mies , Fire Marshal THE TRADITION AT NORTHGATE, LTD. FIRE FLOW ANALYSIS 4.4'.oO URBAN DESIGN GROUP Scenario: Interim Upgrades J-1560 <'o ·«~ -31 Q~ -~ ..,eft, -32 -29 J-23 -38 -33 -22 P -98 -73 44 J-3,0 -43 -60 c,,c,, -97 ~o (j -8 -21 J-31 -1 5 -21 -29 a -91 .« ~Q ~- J-83 -5 IS'~ <'o P -13 4 '16 3 -6 J-1 5 0 P-2 Title: Northgate c :\haestad\cytw\future2.wcd U rban Design Group 03/20/00 11 :55:25 AM © Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06708 USA (203) 755-1666 45 '?-i v~ <-"-? J-32 J-3 5 ~..,, 4 J-16 -54 -49 P -9 10 -1 4 Project Engineer: UDG Cybemet v3.1 [071c] Page 1of1 EXISTING DEMANDS PER COM WITH INTERIM UPGRADES 12" CHURCH 8" SECOND URBAN DESIGN GROUP Node Elevation Demand Demand Label (ft) Type (gpm) J -1 342.30 Demand 0 .00 J -2 344.40 Demand 0 .00 J -3 343.40 Demand 0 .00 J-4 343.20 Demand 0 .00 J -5 342.30 Demand 0 .00 J-6 331 .60 Demand 0 .00 J -7 345.90 Demand 0 .00 J-8 346.40 Demand 0 .00 J -9 346.40 Demand 0 .00 J-10 344.10 Demand 0 .00 J -11 344 .40 Dem and 0 .00 J -12 343 .30 Demand 0 .00 J -13 341 .60 Demand 0 .00 J -14 345.50 Demand 0 .00 J -15 340.60 Demand 0 .00 J -16 346.70 D e m an d 0 .00 J -17 353.10 Demand 0 .00 J -18 344.00 Demand 0 .00 J -20 347.40 D e mand 0 .00 J-21 348.70 Demand 0 .00 J -22 340.90 Demand 0 .00 J -23 342.50 Demand 0 .00 J -24 341 .50 Deman d 0 .00 J -25 337.70 D emand 0 .00 J -26 337.80 D emand 0 .00 J -27 344.00 D e mand 0 .00 J -28 332.30 Demand 0 .00 J -29 342.60 Demand 0 .00 J -30 352.70 Demand 0 .00 J -31 350.1 0 Demand 0 .00 J-32 350.50 Demand 0 .00 J-33 ~.60 Demand 0 .00 J--35 351 .00 Demand 0 .00 J-36 350.20 Demand 0 .00 J-37 344.40 Demand 0 .00 J-.38 350.00 Demand 0 .00 J-39 340.00 Demand 0 .00 J-40 335.75 Demand 0 .00 J-41 335.65 Demand 0 .00 J-42 327.00 Demand 0 .00 J-43 327.30 Demand 0 .00 J-44 330.80 Demand 0 .00 J-45 333.40 Demand 0 .00 J-46 333.20 Demand 0 .00 J-47 334.20 Demand 0 .00 J-48 337.00 Demand 0 .00 J-49 333.60 Demand 0 .00 J-50 343.90 Demand 0 .00 J-51 347.50 Demand 0 .00 J-52 347.70 Demand 0 .00 I me: "'"'' iy<11e Scenario: Interim Upgrades Steady State Analysis Junction Report Demand Calculated Calculated Pressure Pattern Demand Hydraulic (psi) (gpm) Grade (ft) Pattern -1 0 .00 502.66 69.49 Pattern-1 0 .00 502.67 68.58 Pattern -1 0 .00 502.66 69.01 Pattern -1 0 .00 502.66 69.10 Pattern -1 0 .00 502.66 69.49 Pattern -1 0 .00 502.66 74.12 Pattern -1 0 .00 502.66 67.93 Pattern -1 0 .00 502.66 67.71 Pattern -1 0 .00 502.66 67.71 Pattern -1 0 .00 502.65 68.70 Pattern -1 0 .00 502.66 68.58 Pattern -1 0 .00 502.66 69.05 Pattern -1 0.00 502.67 69.79 Pattern -1 0 .00 502.67 68.10 Pattern -1 0 .00 502.66 70.22 Pattern -1 0 .00 502.67 67.58 Pattern -1 0 .00 502.67 64.81 Pattern -1 0 .00 502.66 68.75 Pattern -1 0 .00 502.66 67.28 Pattern -1 0 .00 502.66 66.71 Pattern -1 0 .00 502.66 70.09 Pattern -1 0 .00 502.67 69.40 Pattern -1 0 .00 502.69 69.84 Pattern -1 0 .00 502.70 71.49 Pattern -1 0 .00 502.70 71 .45 Pattern -1 0 .00 502.70 68.7 6 Pattern -1 0 .00 502.68 73.8 2 Pattern -1 0 .00 502.68 69.36 Pattern -1 0 .00 502.67 64.98 Pattern -1 0 .00 502.66 66.11 Pattern -1 0 .00 502.68 65.94 Pattern -1 0 .00 502.68 66.33 Pattern -1 0 .00 502.68 65.72 Pattern -1 0 .00 502.67 66.06 Pattern -1 0 .00 502.67 68.58 Pattern -1 0 .00 502.67 66.15 Pattern -1 0 .00 502.70 7 0 .50 Pattern -1 0 .00 502.71 72.34 Pattern -1 0 .00 502.71 72.38 Pattern -1 0 .00 502.71 76.14 Pattern -1 0 .00 502.71 76.01 Pattern -1 0 .00 502.71 74.49 Pattern -1 0 .00 502.72 73.36 Pattern-1 0 .00 502.72 73.45 Pattern -1 0 .00 502.72 73.02 Pattern -1 NIA NIA NIA Pattern -1 0 .00 502.74 73.29 Pattern -1 0 .00 502.69 68.80 Pattern-1 0 .00 502.69 67.24 Pattern -1 0 .00 502.69 67.16 c :\haestad\cytw\fure2.wcd Urban Design Grou p 03l2G(X) 10:55:46 AM \9 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT~ USA (203) 755-1666 Project Engi neer: UDG Cybemet v3.1 [071c) Page 1of2 Node Elevation Demand Demand Label (ft) Type (gpm) J-53 340.10 Demand 0 .00 J -54 342.50 Demand 0 .00 J-56 353.00 Demand 0 .00 J-57 353.20 Demand 0 .00 J-59 347.40 Demand 0 .00 J-60 350.10 Demand 0 .00 J-61 347.10 Demand 0 .00 J-62 347.10 Demand 0 .00 J-66 341 .20 Demand 0 .00 J-67 350.90 Demand 0 .00 J-70 331 .40 Demand 0 .00 J-71 336.00 Demand 0 .00 J-72 341 .50 Demand 0 .00 J -73 343.50 Demand 0 .00 J -74 341 .60 Demand 0.00 J-75 344.50 Demand 0 .00 J-76 338.00 Demand 0 .00 J -77 317.20 Demand 0 .00 J -78 336.00 Demand 0 .00 J -79 334.50 Demand 0 .00 J-80 338.00 Demand 0 .00 J-81 337.00 Demand 0 .00 J-82 334.00 D emand 0 .00 J-83 348.60 Demand 0 .00 J-159 338 .60 Demand 0 .00 J -160 350.10 Demand 0 .00 J-1450 332.00 Demand 3 .57 J-1490 354.00 Demand 15.23 J-1500 352.00 Demand 11.47 J-1560 334.00 Demand 36.21 J -1820 342.00 Demand 20.40 J-1880 343.00 Demand 20.72 J-9600 332.00 Demand 8 .39 J-9640 343.00 Demand 28.69 J-9650 345.00 Demand 19.39 Trtle: Northgate Scenari o: Interim Upgrades Steady State Analysis J u nction Report Demand Calculated Calculated Pressure Pattern Demand Hydraulic (psi) (gpm) Grade (ft) Pattern -1 0 .00 502.69 70.45 Pattern -1 NIA NIA NIA Pattem-1 0 .00 502.67 64.85 Pattern -1 0 .00 502.67 64.76 Pattern-1 0 .00 502.66 67.28 Pattern -1 0 .00 502.66 66.11 Pattern -1 0 .00 502.67 67.41 Pattern -1 0 .00 502.67 67.41 Pattern -1 0 .00 458.45 50.80 Pattern -1 NIA NIA NIA Pattern -1 0 .00 502.73 74 .24 Pattern -1 0 .00 502.73 72.25 Pattern-1 0 .00 502.70 69.85 Pattern-1 0 .00 502.70 68.98 Pattern -1 0 .00 502.67 69.79 Pattern -1 0 .00 502 .65 68.53 Pattern -1 0 .00 511 .25 75 .07 Pattern -1 NIA NIA NIA Pattern -1 0 .00 502 .72 72.24 Pattern -1 0 .00 502.72 72.89 Pattern -1 0 .00 502.72 71 .37 Pattern -1 0 .00 502.72 71 .81 Pattern -1 0 .00 502.72 73 .11 Pattern -1 0 .00 502.67 66.76 Pattern -1 0 .00 502.79 71 .15 Pattern -1 0 .00 502.67 66.11 Pattern -1 3 .57 502.94 74.07 Pattern -1 15.23 502.67 64.42 Pattern -1 11.47 502.67 65.28 Pattern -1 36.21 502.65 73.08 Pattern -1 20.40 502.65 69.61 Pattern -1 NIA NIA NIA Pattern-1 8 .39 502.73 73.98 Pattern-1 28.69 502.70 69.20 Pattern-1 19.39 502.67 68.32 c :\haestad'v:;ytw\future2.wcd Urban Design Group 03l20AXl 10:55:46 AM <!;> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT Q67al USA (203) 755-1666 Project Engineer: UDG Cybemet v3.1 (071 c] Page 2 of 2 Link Length Diameter Material Label (ft) (in) P-1 541 .00 2 Ductile Iron P-2 216.00 6 Ductile Iron P-3 574.00 6 Ductile Iron P-4 159.00 6 Ductile Iron P-5 396.00 6 Ductile Iron P-6 297.00 6 Ductile Iron P-7 1 ,103.00 6 Ductile Iron P-8 334.00 6 Ductile Iron P-9 102.00 2 Ductile Iron P-11 845.00 16 Ductile Iron P-12 122.00 8 Ductile Iron P-14 602.00 6 Ductile Iron P-15 209.00 6 Ductile Iron P-17 268.00 2 Ductile Iron P-18 29.00 2 Ductile Iron P-19 165.00 6 Ductile Iron P-20 108.00 6 Ductile Iron P-21 229.00 2 Ductile Iron P-23 374.00 12 PVC P-24 469.00 6 Ductile Iron P-26 65.00 8 PVC P-27 623.00 6 Ductile Iron P-29 162.00 2 Ductile Iron P-31 244.00 12 Ductile Iron P-32 530.00 6 Ductile Iron P-33 273.00 6 Cast iron P-35 239.00 6 Cast iron P-36 67.00 6 Cast iron P-37 378.00 2 Ductile Iron P-38 50.00 6 Cast iron P-39 21 7 .00 6 Cast iron P-40 302.00 6 Ductile Iron P-43 279.00 2 Ductile Iron P-44 611 .00 6 Ductile Iron P-45 383.00 2 Ductile Iron P-46 63.00 2 Ductile Iron P-48 159.00 2 Ductile Iron P-49 186.00 12 Ductile Iron P-52 102.00 8 PVC P-53 314 .00 12 PVC P-54 286.00 12 PVC P-55 302.00 6 PVC P-57 677.00 8 Ductile Iron P-58 50 .00 2 Castiron P-59 330.00 2 Cast iron P-60 172.00 2 Cast iron P-61 181.00 2 Cast iron P-62 334.00 2 Cast iron P-63 41 .00 2 Cast iron P-64 393.00 2 Cast iron Title : Northgate Scenario: Interim Upgrades Steady State Analysis Pipe Report Roughness Minor Loss Curren1 Discharge Status (gpm) 130.0 1 .00 Open -0.66 130.0 1 .00 Open -6.20 130.0 1 .00 Open -4.87 130.0 1 .00 Open 4.40 130.0 1 .00 Open 3.08 130.0 1 .00 Open 1.33 130.0 1 .00 Open 0.00 130.0 1 .00 Open 0 .79e-3 130.0 1.00 Open 0 .00 130.0 1 .00 Open 17.07 130.0 1 .00 Open 0 .00 130.0 1.00 Open 0 .00 130.0 1 .00 Open 5 .54 130.0 1 .00 Open 0 .00 130.0 1 .00 Open 3 .07 130.0 1 .00 Open 3 .08 130.0 1 .00 Open 0 .00 130.0 1 .00 Open -0 .47 150.0 1 .00 Open -6 .60 130.0 1 .00 Open -4.40 150.0 1 .00 Open 12.82 130.0 1 .00 Open 1.63 130.0 1 .00 Open 0 .00 130.0 1 .00 Open 73.03 130.0 1 .00 Open 6 .02 130.0 1 .00 Open -18.83 130.0 1 .00 Open -16.03 130.0 1.00 Open -16.04 130.0 1.00 Open 0.00 130.0 1.00 Open -19.07 130.0 1 .00 Open -19.07 130.0 1 .00 Open 0.00 130.0 1 .00 Open -0 .79 130.0 1 .00 Open 0.25 130.0 1 .00 Open -0 .54 130.0 1 .00 Open -0.54 130.0 1 .00 Open 0 .00 130.0 1 .00 Open 33.27 150.0 1 .00 Open 11.19 150.0 1 .00 Open -22.67 150.0 1 .00 Open -23.14 150.0 1 .00 Open 0.00 130.0 1 .00 Open 27.25 130.0 1 .00 Open 0 .00 130.0 1 .00 Open 0 .50 130.0 1 .00 Open 0 .50 130.0 1 .00 Open -1 .41 130.0 1 .00 Open 0 .50 130.0 1 .00 Open 0.00 130.0 1.00 Open 0 .50 c :\haestad\cytw\ture2.wcd Urban Design Group Head loss Friction (ft) Slope (ft/It) O.Q1 0 .00002 0 .14e-2 0 .00001 0 .23e-2 0 .40407e-5 0 .55e-3 0 .34548e-5 0 .7e-3 0 .17725e-5 0 .12e-3 0.41101e-6 0 .00 0 .00000 0 .00 0 .00000 0 .00 0 .00000 0 .31e-3 0 .36115e-6 0 .00 0 .00000 0 .00 0 .00000 0 .11e-2 0 .00001 0 .00 0 .00000 0 .01 0 .00041 0 .27e-3 0.16646e-5 0 .00 0 .00000 0 .26e-2 0 .00001 0 .92e-4 0.24479e-6 0 .16e-2 0 .33185e-5 0 .4e-3 0 .00001 0 .31e-3 0 .48985e-6 0 .00 0 .00000 O.Q1 0 .00002 0 .32e-2 0 .00001 O.Q1 0 .00005 0 .01 0 .00004 0 .29e-2 0 .00004 0 .00 0 .00000 0 .32e-2 0 .00006 0 .01 0 .00005 0 .00 0 .00000 0 .01 0 .00003 0 .00 0 .00000 0 .01 0 .00001 0.95e-3 0 .00002 0 .00 0 .00000 0 .1e-2 0 .00001 0 .43e-3 0.41887e-5 0 .61e-3 0 .19438e-5 0 .61e-3 0 .21341e-5 0 .00 0 .00000 0 .02 0 .00002 0 .00 0 .00000 0 .41e-2 0 .00001 0 .22e-2 0 .00001 0 .02 0 .00008 0.42e-2 0 .00001 0 .00 0 .00000 0 .49e-2 0 .00001 03l2()0) 10:56:06 AM ~ Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06700 USA (203) 7$-1666 Velocity (ft/s) 0 .07 0 .07 0 .06 0.05 0.03 0 .02 0 .00 0 .9e-5 0 .00 0 .03 0.00 0 .00 0 .06 0 .00 0 .31 0 .03 0 .00 0 .05 0 .02 0 .05 0 .08 0 .02 0 .00 0 .2 1 0 .07 0 .2 1 0 .18 0 .18 0 .00 0 .22 0 .22 0 .00 0 .08 0.28e-2 0 .06 0 .06 0 .00 0 .09 0 .07 0 .06 0 .07 0 .00 0 .17 0 .00 0 .05 0 .05 0 .14 0 .05 0 .00 0 .05 Project Eng ineer: UDG Cybemet v3.1 (071 c] Page 1of 3 Link Length Diameter Material Label (ft) (in) P~5 1,887.00 6 Cast iron P-SS 96.00 6 Cast iron P~7 237.00 6 Cast iron p~ 717.00 8 Ductile Iron P-70 271 .00 2 Ductile Iron P-73 1,051 .00 6 Ductile Iron P-74 291 .00 6 Ductile Iron P-75 116.00 6 Ductile Iron P-76 447.00 6 Cast iron P-77 159.00 2 Ductile Iron P-80 384.00 6 PVC P-81 260.00 2 Ductile Iron P-83 295.00 12 PVC P-85 0 .01 12 PVC P-86 30.00 12 PVC P-87 2 ,107.00 12 PVC P-90 30.00 12 Ductile Iron P-91 440.00 12 Ductile Iron P-94 33.00 2 Ductile Iron P-97 124.00 12 Ductile Iron P-98 428.00 12 Ductile Iron P-103 585.00 6 Ductile Iron P-106 2 ,283.00 6 Ductile Iron P-110 39.00 8 Ductile Iron P-111 237 .00 8 Ductile Iron P-112 408.00 2 Ductile Iron P-113 306.00 12 PVC P-115 477.00 12 PVC P-116 576.00 12 PVC P-117 101 .00 8 PVC P-118 952.00 2 Ductile Iron P-119 150.00 12 PVC P-120 143.00 16 Ductile Iron P-121 341 .00 16 Ductile Iron P-122 1 ,132.00 12 PVC P-123 5,352.00 12 PVC P-124 1 ,660.00 12 PVC P-125 Q.01 12 PVC P-126 457.00 12 PVC P-127 324.00 12 PVC P-128 348.00 6 PVC P-130 110.00 6 PVC P-131 140.00 2 Ductile Iron P-132 51 .00 2 Ductile Iron P-133 221 .00 2 Ductile Iron P-134 332.00 8 PVC P-189 831 .00 12 PVC P-192 302.00 12 PVC P-502 45.00 8 PVC P-1380 200.00 12 Ductile Iron Title: Northgate Scenario: Interim Upgrades Steady State Analysis Pipe Report Roughness Minor loss Current Discharge Status (gpm) 130.0 1.00 Open -1 .91 130.0 1.00 Open 1 .91 130.0 1.00 Open 0.00 130.0 1.00 Open 29.15 130.0 1.00 N/A N/A 130.0 1.00 Open -3 .04 130.0 1 .00 Open -0.79e-3 130.0 1 .00 Open 0.00 130.0 1.00 Open 0 .00 130.0 1.00 N/A N/A 150.0 1.00 Open 0 .00 130.0 1.00 Open 0 .00 150.0 0 .75 Open 104.35 150.0 1.00 Open 164.08 150.0 1.00 Open -11 .48 150.0 1 .00 Open 160.51 130.0 1.00 Open -56.41 130.0 1.00 Open 47.39 130.0 1.00 Open -0.47 130.0 1.00 Open 48.18 130.0 1.00 Open 48.18 130.0 0 .00 Open 0 .00 130.0 0 .00 NIA NIA 130.0 1 .00 Open -8 .39 130.0 1.00 Open -8 .39 130.0 0 .00 Open 0 .00 150.0 1.00 Open -107.39 150.0 1 .00 Open 15.57 150.0 1 .00 Open 14.13 150.0 0 .00 Open 1 .44 130.0 1.00 Open -0.57 150.0 1 .00 Open -0 .57 130.0 1 .00 Open 20.72 130.0 1.00 NIA NIA 150.0 1.00 Closed 0 .00 150.0 0 .00 NIA NIA 150.0 0 .00 N/A N/A 150.0 0 .00 Open 0 .00 150.0 1.00 Open -122.96 150.0 1 .00 Open -122.96 150.0 0 .00 Open 0 .79e-3 150.0 0 .00 Open 0 .79e-3 130.0 0.00 Open 0 .00 130.0 0 .00 Open 0 .00 130.0 1 .00 Open -0.47 150.0 1.00 Open -0.47 150.0 1.00 Open 160.51 150.0 1.00 Open -103.80 150.0 0 .00 Open -0.47 130.0 1.00 Open -15.23 c :\haesiad\cytwvuture2.wcd Urban Design Group Head loss Friction (ft) Slope (ft/ft) 0.13e-2 0 .69542~ 0.92e-4 0.95367~ 0 .00 0 .00000 0 .02 0 .00003 N/A N/A 0 .17e-2 0.16551e-5 0 .00 0 .00000 0 .00 0 .00000 0.00 0 .00000 NIA N/A 0.00 0 .00000 0 .00 0.00000 0 .01 0 .00003 0.34e-2 0 .33569 0 .31e-4 0 .10173e-5 0 .14 0 .00007 0 .76e-3 0 .00003 0 .43e-2 0.00001 0 .4e-3 0 .()()()()1 0 .14e-2 0 .00001 0 .43e-2 0.00001 0 .00 0 .00000 NIA NIA 0 .15e-3 0 .39125e-5 0 .67e-3 0.28329e-5 0 .00 0 .00000 0 .01 0 .00004 0.46e-3 0 .95967~ 0 .46e-3 0 .7947~ 0 .00 0 .00000 0 .01 0 .00002 0 .00 0 .00000 0 .92e-4 0 .64023e-6 NIA NIA 0 .00 0 .00000 NIA N/A N/A NIA 0 .00 0.00000 0 .02 0 .00004 0 .02 0 .00005 0 .00 0 .00000 0 .00 0 .00000 0.00 0 .00000 0 .00 0 .00000 0 .25e-2 0 .00001 0 .00 0 .00000 0.06 0 .00007 0 .01 0 .00003 0 .00 0 .00000 0 .24e-3 0 .12207e-5 03l"2QO) 10:56:00 AM © Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06700 USA (203) 755-1666 Velocity (ft/s) 0 .02 0.02 0 .00 0 .19 N/A 0 .03 0 .9e-5 0 .00 0 .00 N/A 0 .00 0 .00 0 .30 0.47 0 .03 0.46 0 .16 0 .13 0 .05 0 .14 0 .14 0 .00 NIA 0.05 0 .05 0 .00 0 .30 0.04 0 .04 0 .01 0 .06 0.16e-2 0 .03 NIA 0 .00 NIA N/A 0 .00 0 .35 0 .35 0 .9e-5 0 .9e-5 0 .00 0 .00 0 .05 0 .3e-2 0 .46 0 .29 0 .3e-2 0 .04 Project Eng ineer. UDG Cybemet \13 .1 (071 c) Page 2of3 link Length Diameter Material Label (ft) (in) P-1562 763.00 16 Ductile Iron P-9910 594.00 8 Ductile Iron Title: Northgate Scenario: Interim Upgrades Steady State Analysis Pipe Report Roughness Minor Loss Current Discharge Status (gpm) 130.0 1 .00 Open 36.82 130.0 1 .00 Open -6.57 c :\haestad\cytw\future2.wcd Urban Design Group Head loss Friction (ft) Slope (fl/ft) 0 .11e-2 0 .14399e-5 0.1e-2 0 .16954e-5 03f20,Ul 10:56:00 AM CC Haestad Methods, Inc. 37 Brookside Road Waterbury, CT~ USA (203) 755-1666 Velocity (ft/s) 0 .06 0 .04 Project Engineer: UDG Cybemet v3.1 [071c) Page3of3 Node Needed Total Satisfies Label Fire Flow Needed Fire Flow (gpm) Flow Constraints (gpm) J-1 2 ,500.00 2,500.00 false J-2 2,500.00 2 ,500.00 true J-3 2 ,500.00 2,500.00 true J-4 2,500.00 2,500.00 false J-5 2 ,500.00 2,500.00 false J-6 2 ,500.00 2 ,500.00 false J-7 2 ,500.00 2,500.00 false J-8 2 ,500.00 2 ,500.00 false J-9 2 ,500.00 2 ,500.00 false J -10 2 ,500.00 2,500.00 true J-11 2 ,500.00 2,500.00 false J-12 2 ,500.00 2,500.00 false J-13 2 ,500.00 2,500.00 true J -14 2 ,500.00 2,500.00 true J-15 2 ,500.00 2,500.00 true J-16 2 ,500.00 2,500.00 true J-17 2 ,500 .00 2,500 .00 false J-18 2 ,500.00 2,500.00 false J-20 2 ,500.00 2,500.00 false J-21 2 ,500.00 2,500.00 false J-22 2 ,500.00 2,500.00 true J-23 2 ,500.00 2 ,500.00 true J-24 2 ,500.00 2,500.00 true J -25 2 ,500.00 2 ,500.00 true J-26 2,500.00 2,500.00 true J-27 2 ,500.00 2,500.00 false J-28 2 ,500.00 2 ,500.00 false J-29 2 ,500.00 2 ,500 .00 true J-30 2 ,500.00 2 ,500.00 false J-31 2 ,500.00 2,500.00 true J-32 2 ,500.00 2,500.00 false J-33 2 ,500.00 2,500.00 true J-35 2 ,500.00 2,500.00 false J-36 2 ,500.00 2,500.00 true J-37 2 ,500.00 2,500.00 true J -38 2 ,500.00 2,500.00 false J-39 2 ,s00.00 2 ,500.00 false J-40 2 ,500.00 2,500.00 false J-41 2,500.00 2 ,500.00 false J-42 2 ,500.00 2 ,500.00 false J-43 2,500.00 2 ,500.00 false J-44 2 ,500.00 2 ,500.00 false J-45 2 ,500.00 2 ,500.00 true J-46 2 ,500.00 2,500.00 true J-47 2 ,500.00 2 ,500.00 false J-48 2 ,500.00 2,500.00 false J-49 2,500.00 2 ,500.00 true J-50 2 ,500.00 2 ,500.00 true J--51 2 ,500.00 2 ,500.00 false J-52 2 ,500.00 2,500.00 false 1 me : Non ngate Scenario: Interim Upgrades Fire Flow Analysis Fire Flow Report Available Residual Calculated Minimum Zone Fire Pressure Residual Pressure Flow (psi) Pressure (psi) (gpm) (psi) 2,478.62 20.00 20.00 20.00 3,420.01 20.00 22.63 20.00 2 ,729.55 20.00 20.00 20.00 1 ,721 .02 20.00 21 .39 20.00 1,990.47 20.00 20.00 20.00 898.03 20.00 20.00 20.00 1 ,301 .46 20.00 20.22 20.00 220.38 20.00 20.00 20.00 136.34 20.00 20.00 20.00 3,230.87 20.00 20 .17 20.00 1 ,572.76 20.00 20.87 20.00 2 ,453.67 20.00 20.00 20.00 3 ,419.62 20.00 2 1.62 20.00 3,306.46 20.00 22.68 20.00 2,508.30 20.00 21 .30 20.00 2 ,838.10 20.00 22.77 20.00 1,309.41 20.00 20.00 20.00 2,411.42 20.00 20.00 20.00 282.25 20.00 20.56 20.00 146.01 20.00 20.00 20.00 3 ,487 .00 20.00 21 .55 20.00 2 ,743.73 20.00 23.84 20.00 3,100.49 20.00 20.00 20.00 3,283.20 20.00 22.73 20.00 3 ,500.00 20.00 30.50 20.00 115.67 20.00 20.00 20.00 1,805.69 20.00 20.00 20.00 2 ,836.11 20.00 20.00 20.00 1,458.34 20.00 20.00 20.00 3,495.33 20.00 20.00 20.00 384.42 20.00 20.22 20.00 3,500.00 20.00 25.48 20.00 157.05 20.00 20.00 20.00 3,500.00 20.00 21 .87 20.00 3,419.59 20.00 23.17 20.00 1,950.45 20.00 21 .39 20.00 244.61 20.00 20.00 20.00 186.37 20.00 20.00 20.00 159.4 1 20.00 20.00 20.00 179.72 20.00 20.00 20.00 209.43 20.00 20.00 20.00 1 ,087.44 20.00 20.00 20.00 3 ,500.00 20.00 25.76 20.00 2,727.39 20.00 20.43 20.00 1 ,850.60 20.00 20.00 20.00 N/A 20.00 NIA 20.00 3,500.00 , 20.00 43.70 20.00 3 ,500.00 20.00 30.49 20.00 1,90325 20.00 20.09 20.00 1,631 .11 20.00 20.00 20.00 c :\haestad\cytwVuture2.wcd Urban Design Group Calculated Minimum Minimum Zone Zone Pressure Junction (psi) 27.35 J-18 20.00 J-17 26.07 J-1 20.00 J-8 35.47 J-12 43.51 J-8 20.00 J-8 46.60 J-67 46.60 J-67 20.00 J-75 20 .00 J-9 20.43 J-5 20.00 J-17 20.00 J-17 20.00 J-8 20.00 J-17 46.60 J-67 30.26 J-21 20.00 J-21 46.60 J-67 20.00 J-75 20.00 J -30 25.94 J-30 20.00 J-27 28.73 J-27 46 .60 J-67 45.43 J-30 21 .09 J-30 46.60 J-67 20.13 J-60 20.00 J-35 23.59 J-1490 46.60 J-67 20.22 J-1490 20.00 J-17 20.00 J--57 37.38 J-40 20.04 J-41 33.14 J-40 33.80 J-43 20.13 J-42 35.07 J-43 25.48 J-47 20.00 J-47 46.60 J-67 N/A NIA 34.84 J-1490 26.12 J-1490 20.00 J-52 31 .66 J-51 Pr 03f2QU) 10:58:04AM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT~ USA (203) 755-1666 oject Engineer : U OG Cybemet v'3 .1 (071 c} Page 1of 2 Node Needed Total Satisfies Label Fire Flow Needed Fire Flow (gpm) Flow Constraints (gpm) J-53 2,500.00 2,500.00 false J-54 2,500.00 2,500.00 false J-56 2,500.00 2,500.00 false J-57 2,500.00 2,500.00 false J-59 2,500.00 2,500.00 false J-60 2 ,500.00 2,500.00 true J-61 2,500.00 2,500.00 true J-62 2,500.00 2,500.00 true J-66 2,500.00 2,500.00 false J-67 2,500.00 2 ,500.00 false J -70 2,500.00 2,500.00 true J-71 2 ,500.00 2,500.00 false J-72 2,500.00 2,500.00 true J-73 2 ,500.00 2,500.00 true J-74 2 ,500.00 2,500.00 true J-75 2,500.00 2,500.00 true J-76 2,500.00 2,500.00 true J-77 2 ,500.00 2,500.00 false J-78 2 ,500.00 2 ,500.00 true J-79 2,500.00 2,500.00 false J-80 2,500.00 2,500.00 false J-81 2,500.00 2,500.00 false J-82 2,500.00 2,500.00 false J-83 2,500.00 2,500.00 true J-159 2,500.00 2,500.00 true J-160 2,500.00 2 ,500.00 true J-1450 2,500.00 2,503.57 true J-1490 2,500.00 2,515.23 true J-1500 2 ,500.00 2,511.47 true J-1560 2,500.00 2,536.21 true J-1820 2,500.00 2,520.40 true J-1880 2,500.00 2,520.72 false J-9600 2,500.00 2,508.39 true J-9640 2,500.00 2,528.69 true J-9650 2 ,500.00 2,519.39 true Trtle : Northgate Scenario: Interim Upgrades Fire Flow Analysis Fire Flow Report Available Residual Calculated Minimum Zone Fire Pressure Residual Pressure Flow (psi) Pressure (psi) (gpm) (psi) 1,328.21 20.00 20.00 20.00 NIA 20.00 NIA 20.00 1,413.94 20.00 20.09 20.00 133.70 20.00 20.00 20.00 284.71 20.00 20.00 20.00 3,460.45 20.00 20.00 20.00 3,418.46 20.00 20.65 20.00 3,469.24 20.00 22.09 20.00 1,202.49 20.00 24.20 20.00 NIA 20.00 NIA 20.00 3,500.00 20.00 22.04 20.00 116.48 20.00 20.00 20.00 3,500.00 20.00 34.39 20.00 3,500.00 20.00 31 .62 20.00 3,411.50 20.00 20.00 20.00 3 ,211 .58 20.00 20.00 20.00 3,500.00 20.00 75.07 20.00 NIA 20.00 NIA 20.00 3,500.00 20.00 39.77 20.00 2,199.04 20.00 21 .52 20.00 204 .13 20.00 20.00 20.00 1 ,964.80 20.00 20.43 20.00 353.39 20.00 20.00 20.00 2 ,766.21 20.00 20.00 20.00 3,500.00 20.00 50.04 20.00 3,500.00 20.00 22.82 20.00 3,500.00 20.00 73.34 20.00 3,307.86 20.00 20.00 20.00 3,422.55 20.00 20.87 20.00 3,371 .92 20.00 24.54 20.00 3,302.58 20.00 21 .07 20.00 NIA 20.00 N/A 20.00 3,342.07 20.00 20.00 20.00 3,500.00 20.00 29.02 20.00 3,210.24 20.00 23.51 20.00 c:\haestad'lcytw'lfuture2.wcd Urban Design Group Calculated Minimum Minimum Zone Zone Pressure Junction (psi) 42.67 J-52 NIA NIA 20.00 J-57 46.60 J-67 26.24 J-21 21 .13 J-31 20.00 J-83 20.00 J-17 20.00 J-67 NIA N/A 20.05 J-71 46.60 J-67 28.96 J-1 490 29.29 J-1490 20.20 J-17 20.69 J-10 46.60 J-67 NIA N/A 32.01 J-1 490 20.00 J-80 46.60 J-67 20.00 J-80 46.60 J-67 28.41 J-59 43.31 J-1490 21 .13 J-1490 46.60 J-67 23.50 J-1500 20.00 J-1490 20.00 J-75 20.00 J-75 NIA NIA 24.25 J-71 29.84 J-1490 20.00 J-17 03f2fJlaJ 10:58:04AM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT06700 USA (203) 755-1666 Project Engineer: UDG Cybemet v3.1 (071 c] Page 2 of 2 EXISTING DEMANDS PER COM WITH INTERIM UPGRADES 12" CHURCH 8" SECOND WITH A FIRE AT THE TRADITION URBAN DESIGN GROUP Node Elevation Demand Demand Label (ft) Type (gpm) J-1 342.30 Demand 0 .00 J-2 344.40 Demand 1,900.00 J-3 343.40 Demand 0 .00 J-4 343.20 Demand 0 .00 J -5 342.30 Demand 0.00 J-6 331 .60 Demand 0 .00 J -7 345.90 Demand 0 .00 J-8 346.40 Demand 0 .00 J -9 346.40 Demand 0 .00 J -10 344.10 Demand 0 .00 J -11 344.40 Demand 0 .00 J-12 343.30 Demand 0 .00 J -13 341 .60 Demand 0 .00 J -14 345.50 Demand 0 .00 J -15 340.60 Demand 0 .00 J-16 346.70 Demand 0 .00 J-17 353.10 Demand 0 .00 J-18 344.00 Demand 0 .00 J-20 347.40 Demand 0 .00 J-21 348.70 Demand 0 .00 J-22 340.90 Demand 0 .00 J-23 342.50 Demand 0 .00 J -24 341 .50 Demand 0 .00 J -25 337.70 Demand 0 .00 J-26 337.80 Demand 0 .00 J-27 344.00 Demand 0 .00 J-28 332.30 Demand 0 .00 J-29 342.60 Demand 0 .00 J-30 352.70 Demand 0 .00 J-31 350.10 Demand 0 .00 J-32 350.50 Demand 0 .00 J-33 349.60 Demand 0 .00 J-35 351 .00 Demand 0 .00 J-36 350.20 Demand 0 .00 J-37 344.40 Demand 0 .00 J-38 350.00 Demand 0 .00 J -39 34o.oo Demand 0 .00 J-40 335.75 Demand 0 .00 J-41 335.65 Demand 0 .00 J-42 327.00 Demand 0 .00 J-43 327.30 Demand 0 .00 J-44 330.80 Demand 0 .00 J-45 333.40 Demand 0 .00 J-46 333.20 Demand 0.00 J-47 334.20 Demand 0 .00 J-48 337.00 Demand 0 .00 J-49 333.60 Demand 0 .00 J-50 343.90 Demand 0 .00 J-51 347.50 Demand 0 .00 J -52 347.70 Demand 0 .00 1 me : rcon flgate Scenario: Interim Upgrades Steady State Analysis Junction Report Demand Calculated Calculated Pressure Pattern Demand Hydraulic (psi) (gpm) Grade (ft) Pattern -1 0 .00 411 .36 29.93 Pattern -1 1 ,900.00 408.75 27.88 Pattern -1 0 .00 410.25 28.97 Pattern -1 0 .00 410.36 29.10 Pattern -1 0 .00 409.76 29.23 Pattern -1 0 .00 410.36 34 .13 Pattern -1 0 .00 410.36 27 .93 Pattern -1 0 .00 410.36 27 .72 Pattern -1 0 .00 410.48 27 .76 Pattern -1 0 .00 415.17 30.79 Pattern -1 0 .00 410.48 28 .63 Pattern -1 0 .00 409.76 28.80 Pattern -1 0 .00 408.82 29.13 Pattern -1 0 .00 409.51 27.74 Pattern -1 0 .00 410.11 30.12 Pattern -1 0 .00 409.93 27.40 Pattern -1 0 .00 409.93 24.62 Pattern -1 0 .00 412.31 29.60 Pattern -1 0 .00 406.55 25.63 Pattern -1 0 .00 406.55 25.07 Pattern -1 0 .00 415.23 32.21 Pattern -1 0 .00 419.99 33.58 Pattern -1 0 .00 425.44 36.37 Pattern -1 0 .00 429.50 39.78 Pattern -1 0 .00 430.90 40.34 Pattern -1 0 .00 429.50 37 .05 Pattern -1 0 .00 421 .27 38.55 Pattern -1 0 .00 421 .27 34.09 Pattern -1 0 .00 419.96 29.14 Pattern -1 0 .00 415.22 28.22 Pattern -1 0 .00 420.47 30.32 Pattern -1 0.00 420.56 30.75 Pattern -1 0 .00 420.47 30.10 Pattern -1 0 .00 413.57 27.46 Pattern -1 0 .00 409.15 28.06 Pattern -1 0 .00 413.57 27.54 Pattern -1 0 .00 431 .65 39.71 Pattern -1 0 .00 433.09 42.18 Pattern -1 0 .00 433.09 42.22 Pattern -1 0 .00 434.80 46.71 Pattern -1 0 .00 434.80 46.58 Pattern -1 0 .00 436.25 45.69 Pattern -1 0 .00 436.73 44.77 Pattern -1 0 .00 436.71 44.85 Pattern -1 0 .00 436.71 44.42 Pattern -1 N/A N/A N/A Pattern -1 0 .00 442.91 47.36 Pattern -1 0 .00 425.55 35.38 Pattern -1 0 .00 425.55 33.82 Pattern -1 0 .00 425.55 33.73 c :\haestad\cytw\future2 .wcd Urban Design Group 03l20tQ) 11 :00:56 AM © Haeslad Methods, Inc. 37 Brookside Road W aterbury, CT 06700 USA (203) 7?55-1666 Proj ect Engi neer: UD G Cybemet 1/3.1 (071 c) Page 1 of 2 Node Elevation Demand Demand Label (ft) Type (gpm) J-53 340.10 Demand 0 .00 J-54 342.50 Demand 0 .00 J -56 353.00 Demand 0 .00 J-57 353.20 Demand 0 .00 J-59 347.40 Demand 0 .00 J-60 350.10 Demand 0 .00 J-61 347.10 Demand 0 .00 J-62 347.10 Demand 0 .00 J-66 341 .20 Demand 0 .00 J-67 350.90 Demand 0 .00 J -70 331.40 Demand 0 .00 J-71 336.00 Demand 0 .00 J -72 341 .50 Demand 0 .00 J -73 343.50 Demand 0 .00 J-74 341 .60 Demand 0 .00 J-75 344.50 Demand 0 .00 J-76 338.00 Demand 0 .00 J-77 317.20 Demand 0 .00 J-78 336.00 Demand 0 .00 J-79 334.50 Demand 0 .00 J-80 338.00 Demand 0 .00 J-81 337.00 Demand 0 .00 J-82 334.00 Demand 0 .00 J-83 348.60 Demand 1 ,350.00 J-159 338.60 Demand 0 .00 J-160 350.10 Demand 0 .00 J-1450 332.00 Demand 3 .57 J-1490 354.00 Demand 15.23 J-1500 352.00 Demand 11.47 J-1560 334.00 Demand 36.21 J-1820 342.00 Demand 20.40 J-1880 343.00 Demand 20.72 J-9600 332.00 Demand 8 .39 J-9640 343.00 Demand 28.69 J-9650 345.00 Demand 19.39 Trtle: Northgate Scenario: Interim Upgrades Steady State Analysis Junction Report Demand Calculated Calculated Pressure Pattern Demand Hydraulic (psi) (gpm) Grade (ft) Pattern -1 0 .00 425.55 37.02 Pattern -1 NIA NIA NIA Pattern -1 0 .00 413.57 26.24 Pattern -1 0 .00 413.57 26.16 Pattern -1 0 .00 405.59 25.21 Pattern -1 0 .00 415 .23 28.22 Pattern -1 0 .00 408.95 26.80 Pattern - 1 0 .00 410.01 27.26 Pattern - 1 0 .00 458.45 50.80 Pattern - 1 N/A NIA NIA Pattern -1 0 .00 442.91 48.32 Pattern - 1 0 .00 442.91 46.32 Pattern -1 0 .00 431 .05 38.80 Pattern - 1 0 .00 431 .10 37.96 Pattern -1 0 .00 408.82 29.13 Pattern -1 0 .00 415.17 30.62 Pattern -1 0 .00 511 .25 75.07 Pattern -1 NIA N/A NIA Pattern -1 0 .00 437.83 44 .12 Pattern -1 0 .00 437.83 44.77 Pattern -1 0 .00 437.83 43.26 Pattern -1 0 .00 437.83 43.69 Pattern -1 0 .00 437.83 44 .99 Pattern -1 1 ,350.00 400.02 22.28 Pattern - 1 0 .00 460.11 52 .65 Pattern -1 0 .00 415.22 28.22 Pattern - 1 3 .57 501 .48 73.44 Pattern - 1 15.23 413.37 25.73 Pattern -1 11 .47 413.37 26.59 Pattern -1 36.21 415.19 35.18 Pattern - 1 20.40 415.18 31 .71 Pattern -1 NIA NIA NIA Pattem -1 8 .39 442.91 48.06 Pattern -1 28.69 431 .62 38.40 Pattern-1 19.39 409.93 28 .13 c :\haestad\cytw\future2.wcd Urban Design Group 03l20oO'.) 11 :00:56 A M ~ Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Project Engineer: UDG Cybe m et v3.1 [071c) Page2of 2 Link Length Diameter Material Label (ft) (in) P-1 541 .00 2 Ductile Iron P-2 216.00 6 Ductile Iron P-3 574.00 6 Ductile Iron P-4 159.00 6 Ductile Iron P-5 396.00 6 Ductile Iron P-6 297.00 6 Ductile Iron P-7 1,103.00 6 Ductile Iron P-8 334.00 6 Ductile Iron P-9 102.00 2 Ductile Iron P-11 845.00 16 Ductile Iron P-12 122.00 8 Ductile Iron P-14 602.00 6 Ductile Iron P-15 209.00 6 Ductile Iron P-17 268.00 2 Ductile Iron P-18 29.00 2 Ductile Iron P-19 165.00 6 Ductile Iron P-20 108.00 6 Ductile Iron P-21 229.00 2 Ductile Iron P-23 374.00 12 PVC P-24 469.00 6 Ductile Iron P-26 65.00 8 PVC P-27 623.00 6 Ductile Iron P-29 162.00 2 Ductile Iron P-31 244.00 12 Ductile Iron P-32 530.00 6 Ductile Iron P-33 273.00 6 Cast iron P-35 239.00 6 Cast iron P-36 67.00 6 Cast iron P-37 378.00 2 Ductile Iron P-38 50.00 6 Cast iron P-39 217.00 6 Cast iron P-40 302.00 6 Ductile Iron P-43 279.00 2 Ductile Iron P-44 611 .00 6 Ductile Iron P-45 383.00 2 Ductile Iron P-46 63.00 2 Ductile Iron P-48 159.00 2 Ductile Iron P-49 186.00 12 Ductile Iron P-52 102.00 8 PVC P-53 314.00 12 PVC P-54 286.00 12 PVC P-55 302.00 6 PVC P-57 677.00 8 Ductile Iron P-58 50.00 2 Cast iron P-59 330.00 2 Cast iron P-60 172.00 2 Cast iron P-61 181 .00 2 Cast iron P-62 334.00 2 Cast iron P-63 41 .00 2 Cast iron P-64 393.00 2 Cast iron Title : Northgate Scenario: Interim Upgrades Steady State Analysis Pipe Report Roughness Minor Loss Current Discharge Status (gpm) 130.0 1 .00 Open 15.41 130.0 1 .00 Open 224.08 130.0 1 .00 Open 160.36 130.0 1 .00 Open -138.73 130.0 1 .00 Open -75.01 130.0 1 .00 Open -63.72 130.0 1 .00 Open 0.00 130.0 1.00 Open 0.64e-3 130.0 1.00 Open 0 .00 130.0 1.00 Open 110.73 130.0 1.00 Open 0.00 130.0 1.00 Open 0 .00 130.0 1 .00 Open -208.67 130.0 1 .00 Open 0 .00 130.0 1.00 Open -75.01 130.0 1 .00 Open -75.01 130.0 1 .00 Open 0 .00 130.0 1.00 Open 30.39 150.0 1.00 Open 255.30 130.0 1 .00 Open 138.73 150.0 1.00 Open -501.94 130.0 1.00 Open -101 .58 130.0 1.00 Open 0 .00 130.0 1.00 Open 182.75 130.0 1.00 Open -239.06 130.0 1.00 Open -435.90 130.0 1.00 Open -426.77 130.0 1.00 Open -426.77 130.0 1.00 Open 0 .00 130.0 1.00 Open -454.30 130.0 1.00 Open -454.30 130.0 1.00 Open 0 .00 130.0 1 .00 Open -24.63 130.0 1.00 Open 18.40 130.0 1.00 Open -6.23 130.0 1 .00 Open -6.23 130.0 1 .00 Open 0 .00 130.0 1 .00 Open 548.03 150.0 1 .00 Open -400.36 150.0 1 .00 Open -1,083.97 150.0 1 .00 Open -2,403.59 150.0 1 .00 Open 0.00 130.0 1 .00 Open 603.45 130.0 1 .00 Open 0 .00 130.0 1 .00 Open 11 .84 130.0 1 .00 Open 11 .84 130.0 1 .00 Open -33 .07 130.0 1 .00 Open 11 .84 130.0 1 .00 Open 0 .00 130.0 1 .00 Open 11 .84 c :\haestad\cytw\tuture2.wcd Urban Design Group Headless Friction (ft) Slope (ft/ft) 3 .82 0 .00705 1.11 0 .00515 1.50 0 .00261 0.35 0.00217 0 .26 0.00065 0 .14 0.00049 0 .00 0 .00000 0 .00 0 .00000 0 .00 0 .00000 0 .01 0 .00001 0.00 0 .00000 0 .00 0 .00000 0 .95 0.00453 0 .00 0 .00000 4 .69 0.16185 0 .11 0 .00069 0 .00 0 .00000 5 .76 0.02516 0 .07 0 .00018 0 .94 0 .00201 0.42 0.00639 0 .70 0 .00112 0 .00 0 .00000 0 .03 0 .00013 2 .92 0 .00550 4 .76 0 .01745 4 .05 0 .01696 1.40 0 .02087 0 .00 0.00000 1.28 0 .02559 4 .17 O.Q1924 0 .00 0 .00000 4 .74 0.01697 0 .03 0 .00005 0 .51 0 .00132 0 .09 0.00141 0 .00 0 .00000 0 .19 0 .00104 0 .37 0 .00359 0 .86 0 .00274 3 .56 0 .01244 0 .00 0 .00000 5 .12 0 .00756 0 .00 0 .00000 1.44 0.00435 0 .76 0 .00442 5 .36 0.02959 1 .45 0 .00435 0 .00 0 .00000 1.71 0 .00434 03l2GUl 11 :01 :26 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06703 USA (203) 755-1666 Velocity (ft/s) 1.57 2 .54 1.82 1.57 0 .85 0 .72 0 .00 0.73e-5 0 .00 0 .18 0 .00 0 .00 2 .37 0 .00 7 .66 0 .85 0 .00 3 .10 0 .72 1 .57 3 .20 1.15 0 .00 0.52 2.71 4 .95 4 .84 4 .84 0 .00 5.16 5 .16 0 .00 2 .52 0.21 0 .64 0 .64 0 .00 1.55 2.56 3 .08 6 .82 0 .00 3 .85 0 .00 1.21 1 .21 3 .38 1.21 0 .00 1.21 / / Project Engineer: UOG Cybemet \13 .1 (071c] Page 1of3 Link Length Diameter Material Label (ft) (in) P-65 1,887.00 6 Cast iron P-66 96.00 6 Cast iron P-67 237.00 6 Cast iron P-69 717.00 8 Ductile Iron P-70 271 .00 2 Ductile Iron P-73 1 ,051 .00 6 Ductile Iron P -74 291 .00 6 Ductile Iron P -75 116.00 6 Ductile Iron P-76 447.00 6 Cast iron P -77 159.00 2 Ductile Iron P-80 384.00 6 PVC P-81 260.00 2 Ductile Iron P-83 295.00 12 PVC P-85 0 .01 12 PVC P-86 30.00 1 2 PVC P-87 2,107.00 12 PVC P-90 30.00 12 Ductile Iron P-91 440.00 12 Ductile Iron P-94 33.00 2 Ductile Iron P-97 124.00 12 Ductile Iron P-98 428.00 12 Ductile Iron P-103 585.00 6 Ductile Iron P-106 2 ,283.00 6 Ductile Iron P-110 39.00 8 Ductile Iron P-111 237 .00 8 Ductile Iron P-112 408.00 2 Ductile Iron P-113 306.00 12 PVC P-115 477.00 12 PVC P-116 5 7 6 .00 12 PVC P-117 101 .00 8 PVC P-118 952.00 2 Ductile Iron P-119 150.00 12 PVC P-120 143.00 16 Ductile Iron P-121 341 .00 16 Ductile Iron P-122 1 ,132.00 12 PVC P-123 5 ,352.00 12 PVC P-124 1 ,660.00 12 PVC P-125 0 .01 12 PVC P-126 457.00 12 PVC P-127 324.00 12 PVC P-128 348.00 6 PVC P-130 110.00 6 PVC P-131 140.00 2 Ductile Iron P-132 51 .00 2 Ductile Iron P-133 221 .00 2 Ductile Iron P-134 332.00 8 PVC P-189 831 .00 12 PVC P-192 302.00 12 PVC P-502 45.00 8 PVC P-1380 200.00 12 Ductile Iron Title: Northgate Scenario: Interim Upgrades Steady State Analysis Pipe Report Roughness Minor Loss Current Discharge Status (gpm) 130.0 1 .00 Open -44.91 130.0 1 .00 Open 44.91 130.0 1 .00 Open 0 .00 130.0 1 .00 Open 648.36 130.0 1 .00 NIA NIA 130.0 1 .00 Open -27.54 130.0 1 .00 Open -0.67e-3 130.0 1 .00 Open 0 .00 130.0 1 .00 Open 0 .00 130.0 1 .00 NIA NIA 150.0 1 .00 Open 0 .00 130.0 1 .00 Open 0 .00 150.0 0 .75 Open 2 ,919.12 150.0 1 .00 Open 3,4 14 .07 150.0 1.00 Open -1,484.34 150.0 1 .00 Open 3,410.50 130.0 1 .00 Open -2,951 .62 130.0 1 .00 Open -38 .73 130.0 1.00 Open 30.39 130.0 1 .00 Open -14 .10 130.0 1 .00 Open -14.10 130.0 0 .00 Open -0.47e-3 130.0 0 .00 NIA NIA 130.0 1 .00 Open -8.39 130.0 1 .00 Open -8.39 130.0 0 .00 Open 0 .00 150.0 1 .00 Open -2,946.65 150.0 1 .00 Open -192.90 150.0 1 .00 Open 381.86 150.0 0 .00 Open -574.76 130.0 1 .00 Open 14.99 150.0 1 .00 Open 14.99 130.0 1 .00 Open 20.72 130.0 1 .00 NIA NIA 150.0 1 .00 Closed 0 .00 150.0 0 .00 NIA NIA 150.0 0.00 NIA NIA 150.0 0 .00 Open 0 .00 150.0 1 .00 Open -2,753.76 150.0 1 .00 Open -2,753.76 150.0 0 .00 Open 0 .69e-3 150.0 0 .00 Open 0 .69e-3 130.0 0 .00 Open 0 .00 130.0 0 .00 Open 0 .00 130.0 1 .00 Open 30.39 150.0 1 .00 Open -1 ,319.61 150.0 1 .00 Open 3,410.50 150.0 1 .00 Open -2,912.89 150.0 0 .00 Open -1 ,319.61 130.0 1 .00 Open -15.23 c :'lhaestad\cytwVuture2.wcd Urban Design Group Headloss Friction (ft) Slope (ft/ft) 0.46 0 .00024 0 .03 0 .00028 0 .00 0 .00000 6 .18 0 .00862 NIA NIA 0 .10 0 .00010 0 .00 0 .00000 0 .00 0.00000 0 .00 0 .00000 NIA NIA 0 .00 0 .00000 0 .00 0 .00000 4 .99 0 .01691 1 .46 145.65431 0 .40 0 .01324 41 .37 0 .01964 1 .66 0 .05518 0 .29e-2 0 .00001 0 .96 0 .02904 0 .15e-3 0 .12305e-5 0 .43e-3 0 .99824e-6 0 .00 0 .00000 NIA NIA 0 .15e-3 0 .39125e-5 0 .67e-3 0 .2 83 29e-5 0 .00 0 .00000 5 .51 0 .01800 0 .05 0 .00010 0 .2 1 0 .00036 0 .51 0 .00506 6 .35 0 .00667 0 .15e-3 0 .10173e-5 0 .92e-4 0 .64023e-6 NIA NIA 0 .00 0 .00000 NIA NIA NIA NIA 0 .00 0 .00000 6 .78 0 .01483 5 .08 0 .01568 0 .00 0 .00000 0 .00 0 .00000 0 .00 0 .00000 0 .00 0.00000 5 .57 0 .02519 8 .92 0 .02688 17.20 0 .02070 5.33 0 .01766 1.06 0 .02356 0 .27e-3 0 .13733e-5 03l2o.U) 11 :01 :26 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06703 USA (203) 755-1666 Velocity (ft/s) 0 .51 0 .51 0 .00 4 .14 NIA 0 .31 0 .76e-5 0 .00 0 .00 NIA 0 .00 0 .00 8 .28 J 9 .69 4 .21 ,f 9 .67 8 .3 7 / 0 .1 1 3 .10 0.04 0 .04 0 .54e-5 NIA 0 .05 0 .05 0 .00 8 .36 I 0 .55 1 .08 3 .67 1 .53 0 .04 0 .03 NIA 0 .00 NIA NIA 0 .00 7 .81 rf 7 .81 0 .78e-5 0 .78e-5 0 .00 0 .00 3 .10 8 .42 9 .67 8 .26 8.42 0 .04 Project E ngineer: UD G Cybemet v3.1 (071 c ] Page2of 3 Link Length Diameter Material Label (ft) (in) P-1562 763.00 16 Ductile Iron P-9910 594.00 8 Ductile Iron Tille: Northgate Scenario: Interim Upgrades Steady State Analysis · Pipe Report Roughness Minor Loss Current Discharge Status (gpm) 130.0 1 .00 Open 146.54 130.0 1 .00 Open -521 .33 c :Viaestad\cytw\future2.wcd Urban Design Group Head loss Friction (ft) Slope (Mt) O.Q1 0 .00002 3 .44 0.00580 OOl2CID> 11 :01 :26 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Velocity (ft/s) 0 .23 3 .33 .• Project Engineer. UDG Cybemet \13.1 (071 c] Page3 of3 FUTURE DEMAND FUTURE UPGRADE ADDITIONAL FEED URBAN DESIGN GROUP Node Elevation Demand Demand Label (ft) Type (gpm) J-1 342.30 Demand 6 .73 J -2 344.40 Demand 94.70 J-3 343.40 Demand 7 .18 J-4 343.20 Demand 9 .87 J -5 342.30 Demand 5 .83 J-6 331 .60 Demand 4 .04 J -7 345.90 Demand 9 .87 J-8 346.40 Demand 4.49 J -9 346.40 Demand 4 .49 J -10 344.10 Demand 14.36 J -11 344.40 Demand 5 .39 J -12 343.30 Demand 8 .98 J -13 341.60 Demand 43.54 J -14 345.50 Demand 14.81 J -15 340.60 Demand 5 .83 J -16 346.70 Demand 14.36 J -17 353.10 Demand 4 .04 J -18 344.00 Demand 6.28 J-20 347.40 Demand 2 .24 J-21 348.70 Demand 6 .73 J -22 340.90 Demand 9 .43 J -23 342.50 Demand 7 .63 J -24 341 .50 Demand 27.38 J -25 337.70 Demand 9.87 J -26 337.80 Demand 4 .04 J-27 344 .00 Demand 7 .18 J-28 332.30 Demand 9 .43 J-29 342.60 Demand 7 .18 J -30 352.70 Demand 21 .99 J -31 350.10 Demand 12.57 J-32 350.50 Demand 0 .90 J -33 349.60 Demand 7 .63 J -35 351.00 Demand 1.80 J-36 350.20 Demand 626 J-37 344.40 Demand 1 .80 J -38 350.00 Demand 1 .35 J-39 340.00 Demand 5 .83 J-40 335.75 Demand 14.36 J-41 335.65 Demand 3.59 J-42 327.00 Demand 4 .94 J-43 327.30 Demand 8 .08 J-44 330.80 Demand 49.82 J-45 333.40 Demand 77.65 J-46 333.20 Demand 71 .81 J-47 334.20 Demand 26.93 J-48 337.00 Demand 69.12 J-49 333.60 Demand 74.06 J-50 343.90 Demand 7 .63 J -51 347 .50 Demand 2 .69 J -52 347.7 0 Demand 3 .59 1 me : r<on ngate Scenario: Future Upgrades Steady State Analysis Junction Report Demand Calculated Calculated Pressure Pattern Demand Hydraulic (psi) (gpm) Grade (ft) Pattern -1 6 .73 501 .85 69.13 Pattern -1 94.70 501 .87 68.23 Pattern -1 7 .18 501 .84 68.65 Pattern -1 9 .87 501 .78 68.71 Pattern -1 5 .83 501 .83 69.12 Pattern -1 4 .04 501 .76 73.73 Pattern -1 9 .87 501 .7 6 67.54 Pattern -1 4 .49 501 .69 67 .29 Pattern -1 4 .49 501 .59 67 .24 Pattern -1 14.36 501 .88 68.37 Pattern -1 5 .39 501 .78 68.19 Pattern -1 8 .98 501 .83 68.69 Pattern -1 43.54 501 .87 69.45 Pattern -1 14.81 501 .88 67.76 Pattern -1 5 .83 501 .82 69 .86 Pattern -1 14.36 501 .88 67.24 Pattern -1 4 .04 50 1.88 64 .46 Pattern -1 6 .28 501 .85 68.40 Pattern -1 2 .24 50 1.70 66 .86 Pattern -1 6 .73 50 1 .45 66.18 Pattern -1 9 .43 501 .90 69.76 Pattern -1 7 .63 501 .96 69.09 Pattern -1 27.38 502 .18 69.62 Pattern -1 9 .87 502 .6 5 71.47 Patte rn -1 4 .04 502 .84 71 .51 Pattern -1 7 .18 502 .00 68 .46 Pattern -1 9 .43 501 .99 73.53 Pattern -1 7 .18 501 .99 69.07 Pattern -1 21 .99 501 .92 64.66 Pattern -1 12.57 501 .92 65.78 Pattern-1 0 .90 501 .98 65.64 Pattern -1 7 .63 502 .03 66.05 Pattern -1 1 .80 501.96 65.41 Pattern -1 6 .28 501 .92 65.74 Pattern -1 1 .80 501 .88 68.24 Pattern -1 1 .35 501.92 65.83 Pattern -1 5 .83 500.71 69.64 Pattern -1 14.36 498.53 70.53 Pattern -1 3 .59 498.51 70.57 Pattern -1 4 .94 498.64 74.37 Pattern -1 8 .08 498.68 74.26 Pattern -1 49.82 501 .26 73 .86 Pattern -1 TT .65 502.04 73.07 Pattern -1 71 .81 501 .79 73.05 Pattern -1 26.93 501 .77 72.61 Pattern -1 N/A N/A NIA Pattern - 1 74.06 502 .2 4 73.0 7 Pattern -1 7 .63 502.13 68 .56 Pattern -1 2 .69 502 .12 67 .00 Pattern -1 3 .59 502.12 66.91 c :\haestad\cytw\futul"e2.wcd Urban Design Group 03l20oO'.) 11 :11 :00 AM \9 Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06700 USA (203) 755-1666 Project Engineer : UDG Cybemet 113.1 (071 c) Page 1 of 2 Node Elevation Demand Demand Label (ft) Type (gpm) J-53 340.10 Demand 8 .98 J-54 342.50 Demand 4 .49 J-56 353.00 Demand 1 .80 J-57 353.20 Demand 3 .59 J-59 347.40 Demand 0 .00 J-60 350.10 Demand 0 .00 J-61 347.10 Demand 6 .73 J-62 347.10 Demand 0 .00 J-66 341 .20 Demand 0 .00 J-67 350.90 Demand 0 .00 J -70 331.40 Demand 0 .00 J-71 336.00 Demand 0 .00 J-72 341 .50 Demand 0 .00 J-73 343.50 Demand 0 .00 J-74 341 .60 Demand 0 .00 J-75 344.50 Demand 0 .00 J-76 338.00 Demand 0 .00 J-77 317.20 Demand 0 .00 J-78 336 .00 Demand 0 .00 J-79 334.50 Demand 0 .00 J-80 338.00 Demand 0 .00 J-81 337.00 Demand 0 .00 J-82 334.00 Demand 0 .00 J-83 348.60 Demand 0 .00 J-159 338.60 Demand 0 .00 J-160 350.10 Demand 6 .28 J-1450 332.00 Demand 3 .57 J-1490 354.00 Demand 2 .24 J-1500 352.00 Demand 21 .99 J-1560 334.00 Demand 2 .69 J-1820 342.00 Demand 10.77 J-1880 343.00 Demand 20.70 J-9600 332.00 Demand 62.39 J -9640 343.00 Demand 88.42 J-9650 345.00 Demand 6 .73 Tiiie: Northgate Scenario: Future Upgrades Steady State Analysis Junction Report Demand Calculated Calculated Pressure Pattern Demand Hydraulic (psi) (gpm) Grade (ft) Pattern -1 8 .98 502.11 70.20 Pattern -1 NIA NIA NIA Pattern-1 1 .80 501 .92 64.53 Pattern -1 3 .59 501 .79 64.38 Pattern -1 0 .00 501.73 66.87 Pattern -1 0 .00 501 .91 65.78 Pattern -1 6 .73 501 .90 67.07 Pattern -1 0 .00 501 .90 67.0 7 Pattern -1 0 .00 458.45 50.80 Pattern -1 NIA NIA NIA Pattern -1 0 .00 502.21 74.01 Pattern -1 0 .00 502.21 72.02 Pattern -1 0 .00 502.24 69.65 Pattern -1 0 .00 502.40 68.85 Pattern -1 0 .00 501 .87 69.45 Pattern -1 0 .00 501 .88 68.19 Pattern -1 0 .00 511.25 75.07 Pattern -1 0 .00 504.83 81 .30 Pattern -1 0 .00 502.24 72.03 Pattern -1 0 .00 502.24 72.68 Pattern -1 0 .00 502 .24 71 .17 Pattern -1 0 .00 502.24 71.60 Pattern -1 0 .00 502.24 72.90 Pattern -1 0 .00 501 .90 66.42 Pattern -1 0 .00 502.44 70 .99 Pattern -1 6 .28 501 .93 65.79 Pattern -1 3 .57 502.93 74.06 Pattern -1 2.24 501 .92 64.09 Pattern-1 21 .99 501.92 64.96 Pattern -1 2 .69 501 .89 72.75 Pattern -1 10.77 501 .88 69.28 Pattern-1 NIA NIA NIA Pattern-1 62.39 502.21 73.75 Pattern-1 88.42 502.32 69.03 Pattern -1 6 .73 501 .88 67.98 c :\haestad\cytw\future2.wcd Urban Design Group 03l2GUJ 11 :11 :00 AM © Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Project Engineer: UDG Cybemet \13.1 (071 c] Page 2 of 2 Link Length Diameter Material Label (ft) (in) P-1 541 .00 2 Ductile Iron P-2 216.00 6 Ductile Iron P-3 574.00 6 Ductile Iron P-4 159.00 6 Ductile Iron P-5 396.00 6 Ductile Iron P-6 297.00 6 Ductile Iron P-7 1,103.00 6 Ductile Iron P-8 334.00 6 Ductile Iron P-9 102.00 2 Ductile Iron P-11 845.00 16 Ductile Iron P-12 122.00 8 Ductile Iron P-14 602.00 6 Ductile Iron P-15 209.00 6 Ductile Iron P-17 268.00 2 Ductile Iron P-18 29.00 2 Ductile Iron P-19 165.00 6 Ductile Iron P-20 108.00 6 Ductile Iron P-21 229.00 2 Ductile Iron P-23 374.00 12 PVC P-24 469.00 6 Ductile Iron P-26 65.00 8 PVC P-27 623.00 6 Ductile Iron P-29 162.00 2 Ductile Iron P-31 244.00 12 Ductile Iron P-32 530.00 6 Ductile Iron P-33 273.00 6 Cast iron P-35 239.00 6 Cast iron P-36 67.00 6 Cast iron P-37 378.00 2 Ductile Iron P-38 50.00 6 Cast iron P-39 217.00 6 Cast iron P-40 302.00 6 D uctile Iron P-43 279.00 2 Ductile Iron P-44 611 .00 6 Ductile Iron P-45 383.00 2 Ductile Iron P-46 63.00 2 Ductile Iron P-48 159.00 2 Ductile Iron P-49 186.00 12 Ductile Iron P-52 102.00 8 PV C P-53 314.00 12 PVC P-54 286.00 12 PVC P-55 302.00 6 PVC P-57 677.00 8 Ductile Iron P-58 50.00 2 Cast iron P-59 330.00 2 Cast iron P-60 172.00 2 Cast iron P-61 181 .00 2 Cast iron P-62 334.00 2 Cast iron P-63 41 .00 2 Cast iron P-64 393.00 2 Cast iron Trtle : Northgate Scenario: Future Upgrades Steady State Analysis Pipe Report Roughness Minor Loss Current Discharge Status (gpm) 130.0 1.00 Open 1.27 130.0 1.00 Open 9 .40 130.0 1.00 Open -19.79 130.0 1.00 Open 12.42 130.0 1.00 Open 28.59 130.0 1.00 Open -22.01 130.0 1 .00 Open -4.04 130.0 1.00 Open 18.40 130.0 1.00 Open 4 .49 130.0 1.00 Open 79.22 130.0 1 .00 Open -18 .40 130.0 1 .00 Open 4 .04 130.0 1.00 Open -14.86 130.0 1.00 Open 4 .49 130.0 1.00 Open -9 .56 130.0 1.00 Open 0 .32 130.0 1.00 Open -5.83 130.0 1.00 Open 4 .32 150.0 1.00 Open -28.82 130.0 1.00 Open -27.23 150.0 1.00 Open -20.27 130.0 1 .00 Open -7 .34 130.0 1.00 Open 6 .73 130.0 1.00 Open 93.96 130.0 1 .00 Open -25.46 130.0 1.00 Open -41.45 130.0 1.00 Open -133.39 130.0 1.00 Open -150.45 130.0 1.00 Open 7 .18 130.0 1.00 Open -69.84 130.0 1.00 Open -86.44 130.0 1.00 Open 9 .43 130.0 1 .00 Open -0.70 130.0 1.00 Open 20.76 130.0 1.00 Open -1 .93 130.0 1.00 Open -4.62 130.0 1.00 Open 1.80 130.0 1.00 Open 69.64 150.0 1.00 Open 1.88 150.0 1 .00 Open -146.99 150.0 1 .00 Open -158.37 150.0 1.00 Open 6 .73 130.0 1.00 Open -124.37 130.0 1.00 Open -3 .59 130.0 1 .00 Open -14.82 130.0 1.00 Open -20.66 130.0 1.00 Open 17.13 130.0 1.00 Open 16.15 130.0 1.00 Open 4 .94 130.0 1.00 Open 3 .13 c :\haestad\cytw\tuture2 .wcd Urban Design Group Head loss Friction (ft) Slope (Mt) 0.04 0 .00007 0 .31e-2 0 .00001 0 .03 0 .00005 0 .38e-2 0 .00002 0 .04 0 .00011 0.02 0 .00007 0 .31e-2 0 .28221e-5 0 .02 0.00005 0 .08 0 .00074 0 .01 0 .00001 0.16e-2 0 .00001 0 .17e-2 0 .28388e-5 0 .01 0 .00003 0 .19 0 .00072 0 .10 0 .00339 0 .00 0 .00000 0 .67e-3 0 .00001 0 .16 0 .00068 0 .11e-2 0 .30191e-5 0.05 0 .00010 0 .95e-3 0 .00001 0 .01 0 .00001 0.25 0 .00155 0 .01 0 .00004 0 .05 0 .00009 0 .06 0.00022 0 .46 0 .00194 0 .20 0 .00292 0 .65 0 .00172 0 .04 0 .00074 0 .19 0 .00087 0 .42e-2 0 .00001 0 .01 0 .00002 0 .04 0 .00006 0.06 0 .00015 0 .05 0 .00081 0 .0 2 0 .00013 0 .41e-2 0 .00002 0 .00 0 .00000 0 .02 0 .00007 0 .02 0 .00008 0 .18e-2 0 .00001 0 .27 0 .00040 0 .03 0 .00051 2 .18 0 .00660 2 .13 0 .01241 1.58 0 .00875 2 .58 0.00773 0 .04 0 .00095 0 .15 0 .00037 03r2G(X) 11 :11 :27 AM © Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06700 USA (203) 7&>-1666 Velocity (ft/s) 0.13 0.11 0 .22 0 .14 0.32 0.25 0 .05 0 .21 0 .46 0 .13 0 .12 0 .05 0 .17 0 .46 0 .98 0 .36e-2 0 .07 0 .44 0 .08 0 .31 0 .13 0 .08 0 .69 0 .27 0 .29 0.47 1.51 1 .71 0 .73 0.79 0 .98 0 .11 0.07 0 .24 0 .20 0.47 0 .18 0 .20 0 .01 0.42 0 .45 0.08 0 .79 0 .37 1.51 2 .11 1 .75 1.65 0 .50 0 .32 Project Engineer: UDG Cybernet v'3 .1 [071c) Page 1of3 Link Length Diameter Material label (ft) (in) P-65 1,887.00 6 Cast iron P-66 96.00 6 Cast iron P~7 237.00 6 Cast iron P-69 717.00 8 Ductile Iron P-70 271 .00 2 Ductile Iron P-73 1 ,051 .00 6 Ductile Iron P-74 291 .00 6 Ductile Iron P-75 116.00 6 Ductile Iron P-76 447.00 6 Cast iron P-77 159.00 2 Ductile Iron P-80 384.00 6 PVC P-81 260.00 2 Ductile Iron P-83 295.00 12 PVC P-85 O.Q1 12 PVC P-86 30.00 12 PVC P-87 2 ,107.00 12 PVC P-90 30.00 12 Ductile Iron P-91 440.00 12 Ductile Iron P-94 33.00 2 Ductile Iron P-97 124.00 12 Ductile Iron P-98 428.00 12 Ductile Iron P-103 585.00 6 Ductile Iron P-106 2 ,283.00 6 Ductile Iron P-110 39.00 8 Ductile Iron P-111 237.00 8 Ductile Iron P-112 408.00 2 Ductile Iron P-113 306.00 12 PVC P-115 477.00 12 PVC P-116 576.00 12 PVC P-117 101 .00 8 PVC P-118 952.00 2 Ductile Iron P-119 150.00 12 PVC P-120 143.00 16 Ductile Iron P-121 341 .00 16 Ductile Iron P-122 1 ,132.00 12 PVC P-123 5 ,352.00 12 PVC P-124 1,660.00 12 PVC P-125 Q.01 12 PV C P-126 457.00 12 PVC P-127 324.00 12 PVC P-128 348.00 6 PVC P-130 110.00 6 PVC P-131 140.00 2 Ductile Iron P-132 51.00 2 Ductile Iron P-133 221 .00 2 Ductile Iron P-134 332.00 8 PVC P-189 831 .00 12 PVC P-192 302.00 12 PVC P-502 45.00 8 PVC P-1380 200.00 12 Ductile Iron Title: Northgate Scenario: Future Upgrades Steady State Analysis Pipe Report Roughness Minor loss Current Discharge Status (gpm) 130.0 1 .00 Open -48.83 130.0 1 .00 Open 147.57 130.0 1 .00 Open 26.93 130.0 1 .00 Open 100.85 130.0 1.00 NIA NIA 130.0 1 .00 Open 19.57 130.0 1 .00 Open -15.26 130.0 1.00 Open -3.59 130.0 1 .00 Open 8 .98 130.0 1.00 NIA NIA 150.0 1 .00 Open 5 .39 130.0 1 .00 Open 3 .59 150.0 0 .75 Open 358.84 150.0 1.00 Open 314.70 150.0 1 .00 Open -143.31 150.0 1 .00 Open 311 .13 130.0 1 .00 Open -241 .03 130.0 1 .00 Open 99.27 130.0 1.00 Open -4 .65 130.0 1 .00 Open 87 .40 130.0 1 .00 Open 87.40 130.0 0.00 Open -0.47e-3 130.0 0 .00 NIA NIA 130.0 1 .00 Open ~.39 130.0 1 .00 Open ~.39 130.0 0 .00 Open 0 .00 150.0 1 .00 Open -366.65 150.0 1.00 Open -361 .93 150.0 1 .00 Open -574 .73 150.0 0 .00 Open 212.79 130.0 1 .00 Open 0 .32 150.0 1 .00 Open 34.60 130.0 1 .00 Open 54.98 130.0 1.00 NIA NIA 150.0 1.00 Open -34.28 150.0 0 .00 Open 767.01 150.0 0 .00 Open 767.01 150.0 0 .00 Open 767.01 150.0 1 .00 Open -4.72 150.0 1.00 Open -4.72 150.0 0 .00 Open 0 .79e-3 150.0 0 .00 Open 0.79e-3 130.0 0 .00 Open 0 .00 130.0 0 .00 Open 0 .00 130.0 1 .00 Open -4.65 150.0 1 .00 Open -4.65 150.0 1.00 Open 311 .13 150.0 1 .00 Open -346.59 150.0 0 .00 Open -11 .38 130.0 1 .00 Open -2.24 c :'lhaestad\cytwVuture2.wcd Urban Design Group Head loss Friction (ft) Slope (ft/ft) 0 .53 0 .00028 0 .25 0 .00262 0.02 0.00010 0 .20 0 .00027 NIA NIA 0 .05 0 .00005 0 .01 0 .00003 0 .27e-3 0 .23677e-5 0.01 0 .00001 NIA NIA 0 .14e-2 0 .37352e-5 0.12 0 .00048 0 .10 0 .00033 O.Q1 1 .23901 0 .42e-2 0 .00014 0 .49 0 .00023 O.Q1 0 .00043 0 .02 0.00004 0 .03 0 .00087 0 .44e-2 0 .00004 0 .01 0 .00003 0.00 0 .00000 NIA NIA 0 .01 0 .00017 0 .03 0 .00012 0.00 0 .00000 0 .11 0 .00036 0 .16 0 .00033 0.45 0.00077 0 .08 0 .00081 0 .0 1 0.00001 0 .73e-3 0 .48828e-5 0 .55e-3 0 .38414e-5 NIA NIA 0 .45e-2 0.3936e-5 6.42 0.00120 1.99 0 .00120 0 .00 0 .00000 0 .61e-4 0 .13356e-S 0 .31e-4 0.9419e-7 0 .00 0 .00000 0.00 0 .00000 0 .00 0 .00000 0 .00 0.00000 0 .17 0.00078 0.24e-3 0 .73536e-6 0.20 0 .00024 0 .10 0 .00033 0 .15e-3 0.33908e-5 0 .00 0 .00000 03l20l\'.Xl 11 :11 :27 AM ~ Haestad Methods, Inc. 37 Brookside Road W aterbury, CT 06700 USA (203) 7'35-1666 Velocity (ft/s) 0.55 1.67 0 .31 0 .64 NIA 0 .22 0 .17 0 .04 0 .10 NIA 0 .06 0 .37 1 .02 0.89 0.41 0.88 0 .68 0.28 0 .48 0 .25 0 .25 0.54e-5 NIA 0.40 0.40 0 .00 1 .04 1 .03 1 .63 1 .36 0 .03 0 .10 0 .09 NIA 0 .10 2 .18 2 .18 2 .18 0 .01 0 .01 0 .9e-5 0 .89e-5 0 .00 0 .00 0 .48 0 .03 0 .88 0 .98 0 .07 0 .01 Project Engineer: UDG Cybemet "3.1 (071 c) Page2of3 Scenario: Future Upgrades Steady State Analysis Pipe Report Link Length Diameter Material Roughness Minor Loss Current Discharge Head Label (ft) (in) Status (gpm) (ft P-1562 763.00 P -9910 594.00 Trtle: Northgate 16 Ductile Iron 8 Ductile Iron 130.0 130.0 1.00 Open 1 .00 Open c :\haestad\cytw\future2.wcd Urban Design Group 91 .27 -45.41 03l2o.O) 11 :11 :27 AM t':> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA - loss Friction Velocity ) Slope (ft/s) (ft/ft) O.Q1 0 .00001 0 .15 0 .04 0.00006 0 .29 Project Engineer: UOG Cybemet v3.1 [071 c] (203) 755-1666 Page 3 of 3 Node Needed Total Satisfies Label Fire Flow Needed Fire Flow (gpm) Flow Constraints (gpm) J-1 2,500.00 2,506.73 true J-2 2 ,500.00 2 ,594.70 true J-3 2,500.00 2,507.18 true J-4 2,500.00 2,509.87 false J -5 2,500.00 2,505.83 false J-6 2 ,500.00 2 ,504.04 false J -7 2,500.00 2 ,509.87 false J-8 2,500.00 2,504.49 false J -9 2 ,500.00 2 ,504.49 false J-10 2,500.00 2,514 .36 true J-11 2 ,500.00 2 ,505 .39 false J-12 2,500.00 2,508.98 true J-13 2 ,500.00 2,543.54 true J-14 2,500.00 2,514.81 true J-15 2,500.00 2,505.83 true J-16 2,500.00 2,514.36 true J-17 2,500.00 2,504.04 false J-18 2 ,500.00 2,506.28 true J-20 2,500.00 2 ,502.24 false J-21 2,500.00 2 ,506.73 false J -22 2 ,500.00 2 ,509.43 true J-23 2 ,500.00 2 ,507.63 true J -24 2 ,500.00 2,527.38 true J-25 2 ,500.00 2 ,509.87 true J-26 2,500.00 2 ,504.04 true J-27 2,500.00 2 ,507.18 false J -28 2 ,500.00 2 ,509.43 false J-29 2 ,500.00 2,507.18 true J-30 2 ,500.00 2 ,521 .99 false J-31 2,500.00 2 ,512.57 true J-32 2,500.00 2,500.90 false J-33 2,500.00 2,507.63 true J-35 2,500.00 2 ,501 .80 false J-36 2,500.00 2,506.28 true J-37 2,500.00 2 ,501.80 true J-38 2,500.00 2 ,501.35 false J-39 2 ,500.00 2 ,505.83 false J-40 2 ,500.00 2,514.36 false J-41 2 ,500.00 2 ,503.59 false J-42 2 ,500.00 2,504.94 false J-43 2 ,500.00 2,508.08 false J-44 2 ,500.00 2,549.82 false J-45 2 ,500.00 2 ,577.65 true J-46 2 ,500.00 2 ,571.81 true J-47 2,500.00 2,526.93 false J-48 2,500.00 2,569.12 false J-49 2,500.00 2 ,574.06 true J-50 2,500.00 2 ,507.63 true J-51 2 ,500.00 2,502.69 false J-52 2,500.00 2,503.59 false 1 me : Non ngate Scenario: Future Upgrades Fire Flow A n alysis Fire Flow Report Available Residual Calculated Minimum Zone Fire Pressure Residual Pressure Flow (psi) Pressure (psi) (gpm) (psi) 2,692.63 20.00 20.00 20.00 3 ,500.00 20.00 37.92 20.00 3,048.83 20.00 20.00 20.00 1,745.49 20.00 21 .43 20.00 2 ,079.12 20.00 20.00 20.00 885.07 20.00 20.00 20.00 1 ,291 .72 20.00 20.25 20.00 213.90 20.00 20.00 20.00 130.92 20.00 20.00 20.00 3,500.00 20.00 36.38 20.00 1,583.44 20.00 20.95 20.00 2,665.74 20.00 20.00 20.00 3 ,500.00 20.00 38 .38 20.00 3,500.00 20.00 34 .44 20.00 2,722.69 20.00 21 .44 20.00 3 ,310.27 20.00 22.77 20.00 1,328.79 20.00 20 .00 20.00 2,612.37 20.00 20.00 20.00 271 .49 20.00 20.67 20.00 137.92 20.00 20 .00 20.00 3,500.00 20.00 39 .49 20.00 3,163.39 20.00 23.84 20.00 3,500.00 20.00 24.95 20.00 3 ,500 .00 20.00 36.31 20.00 3,500.00 20.00 52.92 20.00 108.35 20.00 20.00 20.00 1,872.52 20.00 20.00 20.00 3,263.89 20.00 20.00 20.00 1,480.23 20.00 20.00 20.00 3,500.00 20.00 36.26 20.00 380.15 20.00 20.23 20.00 3,500.00 20.00 41 .53 20.00 154.40 20.00 20.00 20.00 3,500.00 20.00 37.69 20.00 3,500.00 20.00 38.20 20.00 2,054.67 20.00 21 .44 20.00 220.71 20.00 20.00 20.00 159.27 20.00 20.00 20.00 137.93 20.00 20.00 20.00 158.38 20.00 20.00 20.00 183.03 20.00 20.00 20.00 1,024.05 20.00 20.00 20.00 3,500.00 20.00 38.24 20.00 2,873.63 20.00 20.44 20.00 1,848.82 20.00 20.00 20.00 N/A 20.00 N/A 20.00 3,500.00 20.00 56.21 20.00 3,500.00 20.00 46.87 20.00 '1,996.44 20.00 20.09 20.00 1,681 .82 20.00 20.00 20.00 c:\haestad\cytw\future2.wcd Urban Design Group Calculated Minimum Minimum Zone Zone Pressure Junction (psi) 28.81 J-18 34.98 J-17 27.28 J-1 20.00 J-8 36.93 J-12 42.93 J-8 20.00 J-8 46.60 J-67 46.60 J-67 36.15 J-17 20.00 J-9 20.43 J-5 35.26 J-17 31 .74 J-17 20.00 J-8 20.00 J-17 46.60 J-67 30.66 J-21 20.00 J-21 46.60 J-67 36.77 J-17 20.00 J-30 33.07 J-30 33.30 J-27 46.60 J-67 46.60 J-67 46.60 J-67 22.57 J-30 46.60 J-67 36.54 J-60 20.00 J-35 39.62 J-1490 46.60 J-67 36.04 J-1490 34.94 J-17 20.00 J-57 30.48 J-40 20.03 J-41 30.51 J-40 31 .52 J-43 20.11 J-42 28.76 J-43 37.88 J-47 20.00 J-47 46.60 J-67 N/A N/A 46.60 J-67 42.47 J-1490 20.00 J-52 32.40 J-51 1-'ro 03l'2GO'.) 11 :14:00 AM 19 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06703 USA (203) 755-1666 ject Engineer : UDG Cybemet v3.1 [071 c] Page 1 of 2 Node Needed Total Satisfies Label Fire Flow Needed Fire Flow (gpm) Flow Constraints (gpm) J-53 2 ,500.00 2,508.98 false J-54 2,500.00 2,504.49 false J-56 2,500.00 2,501 .80 false J-57 2,500.00 2,503.59 false J-59 2 ,500.00 2,500.00 false J-60 2,500.00 2,500.00 true J-61 2,500.00 2 ,506.73 true J-62 2 ,500.00 2 ,500.00 true J-66 2,500.00 2 ,500.00 false J-67 2 ,500.00 2 ,500.00 false J-70 2,500.00 2 ,500.00 true J-71 2 ,500.00 2,500.00 false J-72 2 ,500.00 2,500.00 true J-73 2,500.00 2,500.00 true J-74 2 ,500.00 2,500.00 true J -75 2 ,500.00 2 ,500.00 true J-76 2 ,500.00 2 ,500.00 true J -77 2 ,500.00 2 ,500.00 true J-78 2 ,500.00 2 ,500.00 true J-79 2,500.00 2 ,500.00 false J-80 2 ,500.00 2 ,500.00 false J-81 2 ,500.00 2 ,500.00 false J-82 2 ,500.00 2,500.00 false J-83 2 ,500.00 2 ,500.00 true J-159 2 ,500.00 2,500.00 true J-160 2,500.00 2 ,506.28 true J-1450 2,500.00 2,503.57 true J-1490 2 ,500.00 2,502.24 true J-1500 2,500.00 2,521 .99 true J-1560 2,500.00 2,502.69 true J-1820 2,500.00 2,510.77 true J-1880 2 ,500.00 2,520.70 false J-9600 2,500.00 2,562.39 true J-9640 2 ,500.00 2,588.42 true J-9650 2 ,500.00 2,506.73 true Trtle : Northgate Scenario: Fut ure Upgrad es Fire Flow Analysis Fire Flow Report Available Residual Calculated Minimum Zone Fire Pressure Residual Pressure Flow (psi) Pressure (psi) (gpm) (psi) 1,344.34 20.00 20.00 20.00 N/A 20.00 NIA 20.00 1,439.23 20.00 20.14 20.00 129.45 20.00 20.00 20.00 275.60 20.00 20.00 20.00 3 ,500.00 20.00 35.86 20.00 3 ,500.00 20.00 34.90 20.00 3,500.00 20.00 37.67 20.00 1,202.49 20.00 24.20 20.00 N/A 20.00 N/A 20.00 3 ,500.00 20.00 33.89 20.00 116.12 20.00 20.00 20.00 3 ,500.00 20.00 50.97 20.00 3 ,500.00 20.00 50.13 20.00 3,500.00 20.00 37.92 20.00 3,500.00 20.00 36.14 20.00 3 ,500.00 20.00 75.07 20.00 3 ,500.00 20.00 63.17 20.00 3 ,500.00 20.00 54.04 20.00 2,337.19 20.00 21 .52 20.00 203.62 20.00 20.00 20.00 2,058 .26 20.00 20.43 20.00 352 .70 20.00 20.00 20.00 3 ,168.21 20.00 20.00 20.00 3 ,500 .00 20.00 57.42 20.00 3 ,500.00 20.00 38.53 20.00 3,500.00 20.00 73.31 20.00 3 ,500.00 20.00 31 .11 20.00 3 ,500.00 20.00 34.89 20.00 3,500.00 20.00 41 .51 20.00 3,500.00 20.00 37.60 20.00 N/A 20.00 N/A 20.00 3 ,500.00 20.00 26.89 20.00 3,500.00 20.00 46.36 20.00 3,500.00 20.00 32.39 20.00 c :\haestad\cytw\future2.wcd Urban Design Group Calculated Minimum Minimum Zone Zone Pressure Junction (psi) 43.59 J-52 N/A N/A 20.00 J-57 46.60 J-67 25.36 J-21 36.65 J-31 34.26 J-83 35.69 J-17 20.00 J-67 NIA N/A 31 .90 J-71 46.60 J-67 45.50 J -1490 46.42 J -1 490 35.43 J-17 36.12 J-17 46.60 J-67 46.60 J-67 46 .60 J-67 20.00 J-80 46.60 J-67 20.00 J-80 46.60 J-67 29.34 J-59 46 .60 J-67 36.84 J-1490 46.60 J-67 34.89 J-1 500 34.02 J-1490 36.48 J-1 7 36.31 J-1 7 NIA N/A 31 .90 J-71 46.60 J-67 28.88 J-17 03l2Q,{X) 11 :14:00AM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 067al USA (203) 755-1666 Project Engineer. UDG Cybemet v3.1 [071 c] Page2 of 2 FUTURE DEMAND FUTURE UPGRADE ADDITIONAL FEED WITH FIRE AT THE TRADITION URBAN DESIGN GROUP Node Elevation Demand Demand Label (ft) Type (gpm) J -1 342.30 Demand 6 .73 J-2 344.40 Demand 1,994.70 J-3 343.40 Demand 7 .18 J-4 343.20 Demand 9 .87 J-5 342.30 Demand 5 .83 J-6 331 .60 Demand 4.04 J-7 345.90 Demand 9 .87 J-8 346.40 Demand 4.49 J -9 346.40 Demand 4.49 J -10 344.10 Demand 14.36 J-11 344.40 Demand 5 .39 J-12 343.30 Demand 8 .98 J-13 341 .60 Demand 43.54 J -14 345.50 Demand 14.81 J-15 340.60 Demand 5 .83 J-16 346.70 Demand 14.36 J-17 353.10 Demand 4 .04 J-18 344.00 Demand 6 .28 J -20 347.40 Demand 2 .24 J-21 348.70 Demand 6 .73 J-22 340.90 Demand 9.43 J-23 342.50 Demand 7 .63 J-24 341 .50 Demand 27.38 J-25 337.70 Demand 9 .87 J-26 337.80 Demand 4 .04 J-27 344.00 Demand 7 .18 J-28 332.30 Demand 9 .43 J-29 342.60 Demand 7 .18 J-30 352.70 Demand 21 .99 J-31 350.10 Demand 12.57 J-32 350.50 Demand 0 .90 J-33 349.60 Demand 7 .63 J-35 351 .00 Demand 1 .80 J -36 350.20 Demand 6 .28 J-37 344.40 Demand 1 .80 J-38 350.00 Demand 1.35 J-39 340.00 Demand 5 .83 J-40 335.75 Demand 14.36 J-41 335.65 Demand 3 .59 J-42 327.00 Demand 4 .94 J-43 327.30 Demand 8 .08 J-44 330.80 Demand 49.82 J-45 333.40 Demand 77.65 J-46 333.20 Demand 71 .81 J-47 334 .20 Demand 26.93 J-48 337.00 Demand 69.12 J-49 333.60 Demand 74.06 J-50 343.90 Demand 7 .63 J-51 347.50 Demand 2 .69 J-52 347.70 Demand 3 .59 1 me : Non ngate Scenario: Future Upgrades Steady State Analysis Junction Report Demand Calculated Calculated Pressure Pattern Demand Hydraulic (psi) (gpm) Grade (ft) Pattern -1 6 .73 442.79 43.54 Pattern -1 1,994.70 441 .59 42.11 Pattern -1 7 .18 442.25 42.83 Pattern -1 9 .87 442.18 42.89 Pattern -1 5 .83 442.15 43.26 Pattern -1 4 .04 442.16 47.91 Pattern -1 9 .87 442.17 41 .71 Pattern -1 4 .49 442.09 41.46 Pattern - 1 4 .49 442.01 41.43 Pattern -1 14.36 443.83 43 .21 Pattern -1 5 .39 442.21 42.38 Pattern -1 8 .98 442.15 42 .83 Pattern - 1 43.54 442.10 43.55 Pattern -1 14.81 442.14 41 .87 Pattern -1 5 .83 442.18 44.02 Pattern -1 14.36 442.42 41.47 Pattern -1 4 .04 442.41 38.70 Pattern -1 6 .28 443.30 43.03 Pattern -1 2 .24 436.48 38 .60 Pattern -1 6 .73 436.23 37.93 Pattern -1 9 .43 445.20 45.19 Pattern -1 7 .63 450.82 46 .94 Pattern - 1 27.38 458.20 50 .57 Pattern -1 9 .87 465.43 55 .35 Pattern -1 4 .04 468.09 56.45 Pattern -1 7 .18 464.78 52 .33 Pattern -1 9 .43 452 .48 52.07 Pattern -1 7 .18 452.48 47.61 Pattern -1 21 .99 450.72 42.47 Pattern -1 12.57 445.80 41.47 Pattern -1 0 .90 452.02 43.99 Pattern -1 7 .63 452.37 44.53 Pattern -1 1 .80 452.00 43.76 Pattern -1 6.28 444.99 41 .07 Pattern -1 1 .80 441 .82 42.21 Pattern -1 1 .35 444.99 41.16 Pattern -1 5 .83 465.91 54.56 Pattern -1 14.36 463.66 55.42 Pattern -1 3 .59 463.63 55.46 Pattem-1 4 .94 463.75 59.25 Pattern -1 8 .08 463.78 59.14 Pattern -1 49.82 466.29 58.71 Pattern -1 77.65 467.04 57 .91 Pattern -1 71 .81 466.80 57 .89 Pattern -1 26.93 466.77 57.44 Pattern -1 N/A NIA N/A Pattern -1 74.06 469.98 59.10 Pattern -1 7 .63 458.16 49.51 Pattern -1 2.69 458.15 47.94 Pattern -1 3 .59 458.15 47.86 c :\haestad\cytw\future2 .wcd Urban Design Group 03l2G1JO 11 :15:48 AM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1 666 Project Engineer: UDG Cybemet 113.1 [071 c) Page 1of 2 Node Elevation Demand Demand Label (ft) Type (gpm) J -53 340.10 Demand 8 .98 J-54 342.50 Demand 4 .49 J -56 353.00 Demand 1 .80 J -57 353.20 Demand 3 .59 J-59 347.40 Demand 0 .00 J-60 350.10 Demand 0 .00 J-61 347.10 Deman d 6 .73 J-62 347.10 Demand 0 .00 J-66 341 .20 Demand 0 .00 J-67 350.90 Demand 0 .00 J-70 331 .40 Demand 0 .00 J-71 336.00 Demand 0 .00 J-72 341.50 Demand 0 .00 J-73 343.50 Demand 0 .00 J-74 341 .60 Demand 0 .00 J-75 344.50 Demand 0 .00 J-76 338.00 Demand 0 .00 J-77 317 .20 Demand 0 .00 J-78 336 .00 Demand 0 .00 J-79 334.50 Demand 0 .00 J-80 338.00 Demand 0 .00 J-81 337.00 Demand 0 .00 J-82 334.00 Dema n d 0 .00 J-83 348.60 Demand 1,350.00 J-159 338.60 Demand 0 .00 J-160 350.10 Demand 6 .28 J-1450 332.00 Demand 3 .57 J-1490 354.00 Dema nd 2.24 J-1500 352.00 Demand 21 .99 J-1560 334.00 Demand 2.69 J-1820 342.00 Demand 10.77 J -1880 343.00 Demand 20.70 J-9600 332.00 Demand 62.39 J-9640 343.00 Demand 88.42 J-9650 345.00 Demand 6 .73 Trtle: Northgate Scenario: Future Upgrades Steady State Analysis Junction Report Demand Calculated Calculated Pressure Pattern Demand Hydraulic (psi) (gpm) Grade (ft) Pattern -1 8 .98 458.14 51.15 Pattern -1 NIA NIA NIA Pattern -1 1.80 444.99 39.86 Pattem -1 3 .59 444.86 39.72 Pattern -1 0 .00 435.85 38 .33 Pattern -1 0 .00 445.64 41 .40 Pattern -1 6 .73 441 .18 40.76 Pattern -1 0 .00 442.26 41 .23 Pattern -1 0 .00 458.45 50.80 Pattern -1 NIA NIA NIA Pattern -1 0 .00 469.96 60.04 Pattern -1 0 .00 469.96 58.04 Pattern -1 0 .00 464.47 53.28 Pattern -1 0 .00 466.29 53.20 Pattern -1 0 .00 442.36 43.66 Pattern -1 0 .00 443.75 43.00 Pattern -1 0 .00 511 .25 75.07 Pattern -1 0 .00 478.31 69.8 1 Pattern -1 0 .00 467.62 57.03 Pattern -1 0 .00 467.62 57.68 Pattern -1 0 .00 467.62 56 .17 Pattern -1 0 .00 467.62 56.60 Pattern -1 0 .00 467.62 57.90 Pattern -1 1 ,350.00 43218 36 .21 Pattern -1 0 .00 479.42 61 .02 Pattern -1 6.28 446.24 41 .66 Pattern -1 3 .57 502.17 73.7 4 Pattern -1 2.24 444.85 39.37 Pattern -1 21 .99 444.85 40.23 Pattern -1 2 .69 444.63 47.94 Pattem -1 10.77 444.24 44.30 Pattern -1 NIA NIA NIA Pattern -1 62.39 469.95 59.77 Pattem -1 88.42 466.32 53.43 Pattem -1 6 .73 442.42 42.21 c :\haestad\cytw\future2 .wcd Urban Design Group 03l20KX> 11 :15:48 AM © Haestad Methods, Inc . 3 7 Brookside Road Waterbury, CT 06700 USA (203) 755-1 666 Project Eng ineer: UDG Cybem et v3 .1 [071 c) Page 2 of 2 Link Length Diameter Material Label (ft) (in) P-1 541 .00 2 Ductile Iron P-2 216.00 6 Ductile Iron P-3 574.00 6 Ductile Iron P-4 159.00 6 Ductile Iron P-5 396.00 6 Ductile Iron P-6 297.00 6 Ductile Iron P-7 1,103.00 6 Ductile Iron P-8 334.00 6 Ductile Iron P-9 102.00 2 Ductile Iron P-11 845.00 16 Ductile Iron P-12 122.00 8 Ductile Iron P-14 602.00 6 Ductile Iron P-15 209.00 6 Ductile Iron P-17 268.00 2 Ductile Iron P-18 29.00 2 Ductile Iron P-19 165.00 6 Ductile Iron P-20 108.00 6 Ductile Iron P-21 229.00 2 Ductile Iron P-23 374.00 12 PVC P-24 469.00 6 Ductile Iron P-26 65.00 8 PVC P-27 623.00 6 Ductile Iron P-29 162.00 2 Ductile Iron P-31 244.00 12 Ductile Iron P-32 530.00 6 Ductile Iron P-33 273.00 6 Cast iron P-35 239.00 6 Cast iron P-36 67.00 6 Cast iron P-37 378.00 2 Ductile Iron P-38 50.00 6 Cast iron P-39 217.00 6 Cast iron P-40 302.00 6 Ductile Iron P-43 279.00 2 Ductile Iron P-44 611 .00 6 Ductile Iron P-45 383.00 2 Ductile Iron P-46 63.00 2 Ductile Iron P-48 159.00 2 Ductile Iron P-49 186.00 12 Ductile Iron P-52 102.00 8 PVC P-53 314.00 12 PVC P-54 286.00 12 PVC P-55 302.00 6 PVC P-57 677.00 8 Ductile Iron P-58 50.00 2 Cast iron P -59 330.00 2 Cast iron P-60 172.00 2 Cast iron P-61 181 .00 2 Cast iron P-62 334.00 2 Cast iron P-63 41 .00 2 Cast iron P-64 393.00 2 Cast iron Title : Northgate Scenario: Future Upgrades Steady State Analysis Pipe Report Roughness Minor Loss Current Discharge Status (gpm) 130.0 1.00 Open 9 .13 130.0 1 .00 Open 152.35 130.0 1.00 Open 103.10 130.0 1 .00 Open -40.64 130.0 1 .00 Open -4.40 130.0 1 .00 Open -42.07 130.0 1.00 Open -4 .04 130.0 1 .00 Open 18.40 130.0 1.00 Open 4.49 130.0 1.00 Open 839.74 130.0 1.00 Open -18 .40 130.0 1.00 Open 4 .04 130.0 1.00 Open -149.95 130.0 1.00 Open 4 .49 130.0 1.00 Open -42 .55 130.0 1.00 Open -32.68 130.0 1.00 Open -5 .83 130.0 1 .00 O~n 33.27 150.0 1.00 Open 764.22 130.0 1.00 Open 25.83 150.0 1.00 Open -407.42 130.0 1.00 Open -19.81 130.0 1.00 Open 6 .73 130.0 1.00 Open 862.34 130.0 1.00 Open -189.51 130.0 1.00 Open -476.67 130.0 1.00 Open -582.25 130.0 1.00 Open -599.31 130.0 1.00 Open 7.18 130.0 1.00 Open -521.11 130.0 1.00 Open -537.72 130.0 1.00 Open 9 .43 130.0 1 .00 Open -25.19 130.0 1.00 Open 36.81 130.0 1 .00 Open -10.38 130.0 1.00 Open -13.08 130.0 1.00 Open 1 .80 130.0 1 .00 Open 456.79 150.0 1 .00 Open -372.80 150.0 1 .00 Open -756.37 150.0 1 .00 Open -2,088.80 150.0 1.00 Open 6.73 130.0 1 .00 Open 210.83 130.0 1 .00 Open -3.59 130.0 1.00 Open -15.07 130.0 1 .00 Open -20.91 130.0 1.00 Open 18.33 130.0 1 .00 Open 15.90 130.0 1.00 Open 4.94 130.0 1 .00 Open 2 .88 c :\haestad\cytw\future2.wcd Urban Design Group Headloss Friction (ft) Slope (Mt) 1.45 0.00268 0 .54 0.00251 0 .66 0.00115 0.03 0 .00022 0 .13e-2 0.33138e-5 0 .07 0 .00022 0 .31e-2 0 .28221e-5 0 .02 0 .00005 0 .08 0 .00074 0 .41 0 .00049 0.16e-2 0 .00001 0 .17e-2 0 .28388e-5 0 .51 0 .00245 0 .19 0 .00072 1.62 0 .05581 0 .02 0 .00015 0 .67e-3 0 .00001 6 .82 0 .02977 0 .52 0 .00139 0.04 0 .00009 0 .28 0 .00429 0 .03 0 .00005 0 .25 0 .00155 0 .57 0 .00232 1.89 0 .00357 5 .63 0 .02061 7 .23 0.03027 2.66 0 .03965 0 .65 0 .00172 1.66 0 .03320 5 .72 0 .02634 0.42e-2 0 .00001 4 .92 0 .01762 0.10 0 .00017 1.30 0 .00340 0 .35 0 .00559 0.02 0 .00013 0 .14 0 .00074 0 .32 0 .00313 0 .44 0 .00140 2 .73 0 .00956 0 .18e-2 0 .00001 0.73 0 .00107 0 .03 0.00051 2 .25 0 .00681 2 .18 0 .01269 1.80 0 .00992 2 .51 0 .00751 0 .04 0 .00095 0 .12 0 .00032 03l2:Q,U) 11 :16:13AM c:> Haestad Methods , Inc. 37 Brookside Road Waterbury, CT067aJ USA (203} 755-1666 Velocity (ft/s) 0 .93 1.73 1.17 0 .46 0 .05 0.48 0 .05 0 .21 0 .46 1.34 0 .12 0 .05 1 .70 0 .46 4 .35 0 .37 0 .07 3.40 2.17 0 .29 2 .60 0 .22 0 .69 2 .45 2 .15 5.41 6 .61 6 .80 0.73 5 .91 6.10 0 .11 2 .57 0.42 1 .06 1.34 0 .18 1 .30 2.38 2.15 5 .93 0 .08 1.35 0 .37 1.54 2 .14 1.87 1 .62 0.50 0 .29 Project Engineer. UDG Cybemet v3.1 (071 c I Page 1of3 Link Length Diameter Material Label (ft) (in) P-65 1,887.00 6 Cast iron P-66 96.00 6 Cast iron P-67 237.00 6 Cast iron P-69 717.00 8 Ductile Iron P-70 271 .00 2 Ductile Iron P-73 1,051 .00 6 Ductile Iron P-74 291 .00 6 Ductile Iron P-75 116.00 6 Ductile Iron P-76 447.00 6 Cast iron P-77 159.00 2 Ductile Iron NlO 384.00 6 PVC P-81 260.00 2 Ductile Iron P-83 295.00 12 PVC P-85 0 .01 12 PVC P-86 30.00 12 PVC P-87 2 ,107.00 12 PVC P-90 30.00 12 Ductile Iron P-91 440.00 12 Ductile Iron P-94 33.00 2 Ductile Iron P-97 124.00 12 Ductile Iron P-98 428.00 12 Ductile Iron P-103 585.00 6 Ductile Iron P-106 2 ,283.00 6 Ductile Iron P-110 39.00 8 Ductile Iron P-111 237.00 8 Ductile Iron P-112 408.00 2 Ductile Iron P-113 306.00 12 PVC P-115 477.00 12 PVC P-116 576.00 12 PVC P-117 101 .00 8 PVC P-118 952.00 2 Ductile Iron P-119 150.00 12 PVC P-120 143.00 16 Ductile Iron P-121 341 .00 16 Ductile Iron P-122 1 ,132.00 12 PVC P-123 5 ,352.00 12 PVC P-124 1 ,660.00 12 PVC P-125 0 .01 12 PVC P-126 457.00 12 PVC P-127 324.00 12 PVC P-128 348.00 6 PVC P-130 110.00 6 PVC P-131 140.00 2 Ductile Iron P-132 51 .00 2 Ductile Iron P-133 221 .00 2 Ductile Iron P-134 332.00 8 PVC P-189 831 .00 12 PVC P-192 302.00 12 PVC P-502 45.00 8 PVC P-1380 200.00 12 Ductile Iron Trtle: Northgate Scenario: Future Upgrades Steady State Analysis Pipe Report Roughness Minor Loss Current Discharge Status (gpm) 130.0 1 .00 Open -47.39 130.0 1.00 Open 146.13 130.0 1 .00 Open 26.93 130.0 1 .00 Open 434.60 130.0 1 .00 NIA N/A 130.0 1 .00 Open 17.16 130.0 1 .00 Open -15.26 130.0 1 .00 Open -3 .59 130.0 1 .00 Open 8 .98 130.0 1.00 NIA NIA 150.0 1 .00 Open 5 .39 130.0 1 .00 Open 3 .59 150.0 0 .75 Open 3,157.57 150.0 1 .00 Open 2,474.42 150.0 1 .00 Open -1,127.38 150.0 1 .00 Open 2 ,470.85 130.0 1 .00 Open -2,558.61 130.0 1 .00 Open 571 .97 130.0 1 .00 Open 24.30 130.0 1 .00 Open 584.60 130.0 1 .00 Open 584.60 130.0 0 .00 Open -0.47e-3 130.0 0 .00 NIA NIA 130.0 1 .00 Open -62.39 130.0 1 .00 Open -62.39 130.0 0 .00 Open 0 .00 150.0 1 .00 Open -3,167.79 150.0 1 .00 Open -1 ,337.11 150.0 1 .00 Open -1,214.70 150.0 0 .00 Open -122.41 130.0 1 .00 Open 6 .80 150.0 1 .00 Open 762.12 130.0 1.00 Open 776.02 130.0 1 .00 NIA NIA 150.0 1 .00 Open -755.32 150.0 0 .00 Open 1,857.29 150.0 0 .00 Open 1,857.29 150.0 0 .00 Open 1,857.29 150.0 1 .00 Open -1,830.68 150.0 1 .00 Open -1,830.68 150.0 0 .00 Open 0 .73e-3 150.0 0 .00 Open 0 .73e-3 130.0 0 .00 Open 0.00 130.0 0 .00 Open 0 .00 130.0 1 .00 Open 24.30 150.0 1 .00 Open -1,325.70 150.0 1 .00 Open 2,470.85 150.0 1 .00 Open -3,136.86 150.0 0 .00 Open -1,332.43 130.0 1 .00 Open -2.24 c :Vlaestad\cytw\future2.wcd Urban Design Group Headloss Friction (ft) Slope (Mt) 0.50 0 .00027 0 .25 0 .00257 0 .02 0 .00010 2 .94 0 .00410 NIA NIA 0 .04 0 .00004 0 .01 0 .00003 0 .27e-3 0 .23677e-5 0 .01 0 .00001 NIA NIA 0 .14e-2 0 .37352e-5 0 .12 0 .00048 5 .78 0 .01960 0 .77 76.51063 0 .23 0 .00774 22.75 0 .01080 1.25 0 .04177 0 .44 0 .00100 0 .63 0 .01910 0 .16 0 .00129 0 .45 0 .00104 0 .00 0.00000 NIA NIA 0 .01 0 .00017 0 .03 0 .00012 0 .00 0 .00000 6 .31 0 .02063 1.82 0 .00382 1 .80 0.00313 0 .03 0 .00029 1 .47 0 .00154 0 .25 0.00167 0.08 0 .00056 NIA NIA 1 .39 0 .00123 32.94 0 .00616 10.22 0 .00616 0 .61e-4 0 .00610 3 .16 0 .00691 2 .36 0 .00729 0.00 0 .00000 0 .00 0 .00000 0.00 0 .00000 0 .00 0.00000 3 .68 0 .01664 9 .00 0.02711 9.44 .•. 0 .01136 6.13 0.02030 1 .08 0 .02399 0 .00 0 .00000 03l2GUJ 11 :16:13AM 19 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT067a3 USA (203) 755-1666 Velocity (ft/s) 0 .54 1 .66 0 .31 2 .77 NIA 0 .19 0 .17 0 .04 0 .10 NIA 0 .06 0.37 8 .96 7 .02 3 .20 7 .01 7 .26 1 .62 2 .48 1 .66 1 .66 0 .54e-5 NIA 0 .40 0 .40 0 .00 8 .99 3.79 3 .45 0 .78 0.69 2.16 1 .24 NIA 2 .14 5 .27 5.27 5 .27 5 .19 5 .19 0 .83e-5 0.83e-5 0 .00 0 .00 2 .48 8 .46 7 .01 8 .90 8 .50 0 .01 Project Engineer: UDG Cybemet V3 .1 (071 c] Page 2of 3 Scenario: Future Upgrades Steady State Analysis Pipe Report Link Length Diameter Material Roughness Minor Loss Current Discharge Headloss Friction Label (ft) (in) P-1562 763.00 P-9910 594.00 Title: Northgate c :\haestad\cytw\futurn2. wed 16 Ductile Iron 8 Ductile Iron 03l20ICO 11 :16:13 AM © Haestad M ethods , Inc . Status (gpm) (ft) Slope (ft/ft) 130.0 1.00 Open 859.64 0 .39 0 .00051 130.0 1 .00 Open -432.56 2 .43 0 .00410 Urban Design Group 37 Brookside Road W aterbury , CT 06703 U SA (203) 755-1666 Velocity (ft/s) 1 .37 2 .76 Project Engineer: UOG Cybemet v3.1 (071 c) Page3of3