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HomeMy WebLinkAbout2 DP 00-28 The Tradition @ NG 301 Church Ave~-tl/Z!!/~ DEVELOPMENT SERVICES C,:j:>lfth TRANSMITTAL LETTER Name/Finn: Address : Urban Design Group 909 Southwest Parkway East, Suite E College Station, Texas 77840 Date: Phone: Fax: November 29, 2000 (979) 696-9653 (979) 696-9752 We are transmitting the Following for Development Services to review and comment: (Check all that apply.): 0 Master Development Plan w/O 0 Preliminary Plat w/O 0 Final Plat w/O 0 FEMA CLOMA/CLOMP,/LOMNLOMR w/O o s~~~ ~o 0 Grading Plan w/O 0 Landscape Plan w/O 0 Irrigation Plan w/O 0 Building Construction Documents w/O Redlin es Redlines Redlines Redlines Redlines Redlines Redlin es Redlines Redlines INFRASTRUCTURE AND ENGINEERING DOCUMENTS All infrastructure documents must be submitted as a complete set. The following are included in the complete set: 0 Development Permit App. 0 Conditional Use Permit 0 Rezoning Application 0 Variance Request 0 Other-Please Specify 0 Waterline Construction Documents w/ 0 Redlines 0 Sewerline Construction Documents w/ 0 Redlines 0 TxDOT Driveway Permit 0 TxDOT Utility Permit 0 Drainage Construction Documents w/ 0 Redlines 0 Other -Please Specify 0 Street Construction Documents w/ 0 Redlines 0 Easement application with metes & bounds description 0 Drainage Letter or Report w/ 0 Redlines 0 Fire Flow Analysis w/ 0 Redlines Special Instructions : PROJECT: TRADITION@ NORTHGATE Natalie. Attached please find 10 copies of the revised final plat and the Mylar original. If you need anything please call . Thank you!! Susan TRANSMITAL LETTER TRANSMIT.DOC 03123/99 C.D.HENDERSON, INC. General Contractors September 25 , 2000 Mr. Spencer Thompson City of College Station P. 0 . Box 9960 1101 Texas Avenue College Station, TX 77842 FAXED & MAILED RE: Notice of Noncompliance #2 -Follow Up Response Document Number GEN-0069 The Tradition -2020 Dear Mr. Thompson, C . D . Henderson, Inc . has contacted Kelly Burt Dozer and arranged for construction of the Lutheran property temporary storm water detention pond on Thursday and Friday, September 28 and 2 9 . Fencing of the construction site is scheduled for completion Tuesday, September 26 . Silt fencing for the site will be completed immediately following . Thank you for assistance . Respectfull y, /~I-- Charles H oagland Project Engineer Cc: C. D . Henderson Max Montegut Brian Revell Tom Kirkland , 301 Church Street L. P . JeffDeBruin, Trammel Crow Company Deborah Keating, Urban Design Group 972-272-5466 • 1985 Forest Lane, Garland, Texas 75042 Office Fax: 972 -494-9109 • Estimating Fax: 972-494-2817 www.cdhenderson .com C.D.HENDERSON, INC. Wednesday, September 20, 2000 Mr. Spencer G. Thompson City of College Station 1101 Texas Avenue College Station, TX 77842 RE: Notice of Noncompliance #2 Document Number GEN-0068 The Tradition -2020 Dear Mr. Thompson, General Contractors FAXED & MAILED C. D. Henderson, Inc. has received your letter dated September 14 , 2000 regarding The Tradition at Northgate construction site. The following actions are being taken to comply with all requirements of our development permit. Completion of the construction site fencing is scheduled for the week of September 25 , 2000. Silt fencing for the site will be completed in conjunction with this activity. C. D . Henderson, Inc. will be installing raised construction entrances at the drive-through gates for the site. Ownership of The Tradition at Northgate is currently in negotiations with the City of College Station for alternate storm water detention. Elimination of the on-site detention pond is expected as part of these arrangements. C. D. Henderson, Inc. is committed to addressing all issues related to the construction of The Tradition at Northgate. If you have any further questions or concerns regarding construction activities, please contact me directly at 979-268-0727. Thank you for your assistance. Respectfully, Charles E . Hoagland · Project Engineer Cc : C. D. Henderson Max Montegut Brian Revell Tom Kirkland, 301 Church Street L. P . JeffDeBruin, Trammel Crow Company Deborah Keating , Urban Design Group 972-272-5466 • 1985 Forest Lane, Garland, Texas 75042 Office Fax: 972-494-9109 • Estimating Fax: 972-494-2817 www.cdhenderson.com Sep 25 00 09:30a Fax Date: To: Company: Fax Number: Tel Number: From: Message: C.D. HENDERSON Tradition 409-268-6502 C. D. Henderson, Inc. The Tradition -2020 320 Second Street College Station, Texas 77840 Jobsite Tel: 979-268-0727 Jobs ite fax : 979-268-0666 Monday, September 25, 2000 Spencer Thompson City of College Station 979-764-3496 979-764-3744 Rebecca Hoagland No. of Pages: 2 Attached please find letter regarding storm water detention pond. If this transmission is incomplete. please call 979-268-0727. F. 1 The Tradition at Northgate PROBABLE CONSTRUCTION COST ESTIMATE PUBLIC IMPROVEMENTS e ive Sidewalk (Paver, Started) 2 STD Fire Hydrant Assembly 3 24" HOPE Storm Sewer Pipe 4 Junction Box 5 7 Reinforced Concrete Curb and Gutter 8 $50.00 $48,750.00 EA 1 $2,500.00 $2,500.00 LF 130 $50.00 $6,500.00 LF 2 $3,000 .00 $6,000.00 EA 2 $500.00 $1,000.00 LF 1600 $10.00 $16,000.00 SY 360 $45.00 $16,200.00 ESTIMATED CONSTRUCTION COST $103,105.00 Contingency (15%) $15,465.75 TOTAL CONSTRUCTION COST $118,570.75 CONSTRUCTION STAKING INSPECTION FEES $2,000.00 $600.00 TOTAL COST $121,170.75 NOTES CONCERNING OPINIONS OF PROBABLE CONSTRUCTION COST Urban Design Group's (UDG) opinions of probable construction cost provided for herein are made on the basis of our experience and qualifications and represent our best judgment as an experienced and qualified professional engineering firm generally familiar with the construction industry and applicable development regulations. However, since UDG has not obtained approval from the appropriate jurisdiction and UDG has no control over the cost of labor, materials, equipment or services furnished by others, or over the Contractor's methods of determining prices, or over competitive bidding or market conditions, UDG cannot and does not guarantee that proposals, bids or actual construction cost will not vary from opinions of probable construction cost prepared by UDG. * This Estimate does not include any Streetscape or Landscape items that may be located within the public right of way. These cost for these can be proviged upon request. 1of1 •' I I \ JI FREE OP .. , AREAS OF NEENAH GRATES mtinued) CATALOG NO . R-3976 .. R-3977 .. TY PE so. FT. OPEN .B ....... 0.2 .B ....... 0.1 R-4001-A ..... C ....... 0 .3 R-4001 -B ...... C ....... 0 .3 R-4003-A . . . A . . ... 0 .9 R-4003-B ...... A ....... 0 .9 R-4003-C ...... A ....... 0 .9 R-4004-A ..... C ....... 1.3 R-4004-B .. B ....... 1.5 R-4004-C ...... B ....... 1.5 R-4004-G .... 0 ....... 1.9 R-4005-A 2 . B or 0 ... 0 .4 R-4006 . . . B or 0 ... 0 .3 R-4007 .. B or 0 ... 0.4 R-4008-B . . . . B or 0 ... 0.4 R-4011-B 1 ..... B or 0 ... 0.4 R-4014-B .. C .. 2 .8 R-4014-C ... C .... .2.4 R-40 14-E .. .C ....... 3 .0 R-4014 -T .... 0 ....... 1.3 R-4014-T1 .. 0 ....... 0 .8 R-4015-A ...... B . . . . . 0 .2 R-4015-A 1 . B . . . 0 .2 R-4015-B . C ....... 0.4 R-4 015-C . . . .. B . . . 0.2 R-4015-0 .B ....... 0 .2 R-4016-A ..... B . . . .. 0 .6 R-4016-B .. C ... 0 .5 R-4016-E ...... A . . . . 0 .6 R-4016-E1 ..... A . .0 .6 R-4 0 16-F . C ..... 0 .6 R-4 016-G .... B . .0 .8 R-4016-Hl .A ....... 0 .6 R-4016-K .0 . .1.1 R-4 017 ...... B ...... 0.4 R-4017-1 .B ..... 0.4 R-40 18 .. .B ... .0 .2 R-4027-B .. C .. 1.1 R-4030-4 . G ....... 0 .1 R-4 030-6 . . . . G ....... 0 .1 R-4030-8 ..... G . . . . 0 .2 R-4030-10 .. G ....... 0 .3 R-4 030-12 ..... G ....... 0.4 R-4 030-15 ... G . . 0 .8 R-4030-18 .B ....... 1 .1 R-4 030-2 1 ..... B . . . 1 .3 R-4 030-24 .... B ..... 2.1 R-4030-27 ..... G . . 2 .8 R-4030-30 . G . . .. 3 .5 R-4040-6 ... E ....... 0 .1 R-4040-S ...... E .. 0 .2 R-4 040-10 ... E ....... 0 .3 R-4040-12 ... E ....... 0.4 R-4040-15 .. .E ....... 0 .7 R-4040-18 ..... E ....... 1.2 R-4040-2 1 ..... G ....... 1.4 R-4040-24 ..... G ....... 1.6 R-4040-27 ..... G ....... 2 .3 R-404 0-30 ..... G ....... 2 .9 R-4 370-1 .. C ....... 0 .1 R-4370-2 ...... G ....... 0 .2 R-4370-3 .. E ....... 0.4 R-4370-4 .. G . . . . . . 0 .6 R-4370-5 . . . . G ....... 0 .8 R-4370-6 ...... G ....... 0 .8 R-4370-7 . G ....... 0 .8 R-43 70-8 .... E . 1 .0 R-43 70-9 . C . . . . . . 1 .3 R-4370-10 ..... G ....... 1.1 R-4 370-12 . F ....... 0 .9 R-4370-13 .G ....... 1 .3 R-4370-14A . .G ....... 0 .9 R-4370-15 .. 0 .. . . 1 .0 R-4370-17 . . . . D ....... 0 .9 R-4 370-18 ..... E ....... 1.3 R-4370-21 ..... D . . . 0 .9 R-4 370-22 . D ....... 1 . 1 R-4 370-23 . . . . G ....... 0 .9 R-4370-25 ..... G ....... 2 .0 R-4370-26 .. G . . 1.7 R-4370-27 A ... G . . 2.4 R-4373-2 .. K . . . 1.0 sq . in . R-4 373-3 .... K ... 1.0 sq . in . R-4373-4 ...... K . . .. 3 .0 sq . in . CATALOG NO. so . FT. TYPE OPEN R-4373-B ...... K . . . . .. 3 .0 sq . in . R-4373-8 ...... K .. .4 .0sq .i n. R-4373-10 ..... K ....... 5 .0sq.in. R-4373-12 .. .K ....... 8 .0sq .in . R-437-3-15 ..... K . . . 20.0 sq .in . R-4380-AA 1 .... E . . . . 2 .8 sq . in . R-4380-A ...... E . . . .. 3. 7 sq . in . R-4380-A 1 ..... E . . . .. 6 .0 sq . i n . R-4380-B 1 ..... E . . 4 .8 sq . in . R-4380-1 ...... E ....... 5.4 sq . in . R-4380-3 ..... E ....... 6.0 sq . in . R-4380-4 ...... E ....... 0 .1 R-4380-4A1 .... E ....... 0 .1 R-4380-4A ..... E ....... 0 .2 R-4 380-B ...... G ....... 0 .2 R-4380-7 ...... G . . . 0 .3 R-4380-8 ...... E ....... 0 .3 R-4380-9 ...... E ....... 0.4 R-4380-10 ..... E .. .0 .5 R-4380-11 ..... E ....... 0 .5 R-4380-12 ..... E ....... 0 .6 R-4380-13 ..... G .. . .0 .7 R-4380-13A .... E . . . . 0 .9 R-4380-14 ..... E ....... 0 .7 R-4 380-15 ..... E . . . . . 0 .6 R-4 380-16 . E .. . .0 .8 R-4380-17 ..... E . . . 0 .8 R-4380-18 ..... G ....... 0 .7 R-4380-21 ..... G . . .. 1.3 R-4380-2 2 ..... G ....... 1.5 R-4380-23 ..... G . . . 1. 1 R-4380-24 ..... G ....... 1. 7 R-4380-25 ..... G ....... 2 .5 R-4380-26 ..... G ....... 2 .7 R-4385-B ...... E ....... 0 .1 R-4385-C ...... E . . . . . . 0 .3 R-4385-E ...... E ....... 0 .5 R-4385-F ...... E ....... 0 .5 R-4385-G . . . E . . 1.0 R-4385-H ... G ....... 1.6 R-4385-J ...... G . . . . 2 .5 R-4385-K ...... G .. . 2 .7 R-4389-0 ...... B ....... 0 .2 R-4390 ... B . . . . 0 .3 R-4391-A .... B ....... 0 .1 R-4392 . B ....... 0 .8 R-4393 ...... C ....... 1.0 R-4400 ... B . . ... 0 .1 R-4401 ...... A ...... 0 .1 R-4403 ........ A . . . ... 0 .3 R-4404-C ...... B ....... 0 .5 R-4405-M5 ..... C ....... 1.5 R-4406 ... B ....... 0 .5 R-4406-A ...... B ....... 0 .5 R-4406-C ...... A ....... 0.4 R-4406-1 ...... A ....... 0 .5 R-4406-2 ...... C ....... 0 .6 R-4407-2 A ..... B ....... 0 .6 R-4408 .. B ....... 0 .3 R-4409 ........ A ....... 0 .4 R-4409-A ...... C ....... 0 .7 R-4409-C ...... B ....... 0 .5 R-4409-E ...... A ....... 0 .5 R-4409-G ...... B ....... 0 .8 R-4410 ........ B . . . . 0 .8 R-4421 ........ C ....... 1.0 R-4423-A ...... A ....... 1.2 R-4424 ........ A . . . . 0 .6 R-4430-A ...... A . 0 .6 R-4430-A 1 ..... C . 0 .2 R-4430-B ...... C . . . 0 .7 R-4 430-C ...... C ....... 1.4 R-4435-1 ... C ....... 0 .8 R-444 1 ..... A ....... 0 .3 R-4441-A ... A ....... 0 .3 R-4443 . . . . ... A . . . .. 0.4 R-4444 .... A ....... 0.4 R-4449 ........ A ....... 0 .8 R-4450 ........ A ....... 0 .8 R-4450-A ...... A ....... 0 .6 R-4451 ........ C ....... 0 .7 R-4454 ........ C ....... 0 .9 R-4460 .. A ....... 0 .8 R -4462 .. B ... 0 .9 CATALOG NO. TYPE SO . FT. OPEN R-4470 ........ A ....... 1 .5 R-4511 ........ A ....... 0 .5 R-4525 ........ A ....... 0 .8 R-4530 ........ A . . 0 .8 R-4531 .A ....... 0 .8 R-4540 ........ C . . . 1.0 R-4541 ........ A .. . 1.0 R-4544 ........ A ....... 1.8 R-4545 ........ A ....... 1 .6 R-4548 ........ A ....... 1 .0 R-4550 ........ C ....... 0 .8 R-4552 ...•.... A ....... 0.6 R-4557 ........ A ....... 0 .8 R-4558 ........ C ....... 1 . 1 R-4570-1 ...... A .. 0 .9 R-4570-2 . . . A .. 0 .9 R-45n ........ A .. 1 .1 R-4575-A .A ..... 1.7 R-45 75-C ...... C . . . 2 .9 R-45 79 . . . . . . . A . . . . 0 .8 R-4583 ........ A . 0 .9 R-4584 .A ... 1.3 R-4 585 ........ A . . 1.9 R-4 586 .A .. . .. 1.5 R-4600 .. A ....... 0 .9 R-4603-A ...... A . . . 0 .8 R-4604 ........ C ....... 1.3 R-4 604-C ...... A . . . . . . 0 . 7 R-4604-D ...... A ....... 1 .5 R-4 608 ........ A ... 0 .8 R-4610 ........ A .. . .. 1.0 R-4620 ........ A . . 0 .8 R-4 630 ........ C ....... 0 .9 R-4632 ........ C ....... 1. 1 R-4640 .A . . ... 1.3 R-4641 -A ...... A . 1.2 R-4641-C ...... C ....... 1.1 R-464 1-F . . . . A .... 1 .8 R-4649 ... A . . . .. 1 . 1 R-4649-1 ...... C ....... 2 .2 R-4652 A . . . .. 1 .5 R-4654-C ... C . . ... 3 .6 R-4660 ... . .C ....... 1 .1 R-4662 .. A ....... 1 .3 R-4670-A ...... A . . 1.1 R-467 1 .... A . . .. 1.1 R-4672 ........ C . . . .. 1 . 1 R-4 689 ........ C . 1 .4 R-4692-A . . . D . . .. 2.0 R-4 698 . A ....... 1. 7 R-471 0 ........ C .1.5 R-4711 . . . .. C ....... 1.1 R-4718 ... A ....... 2 .7 R-4720 ........ C ....... 0 .9 R-4721 -A ...... A . . .1.2 R-47~... .C ..... 1~ R-4730 ........ A . 2 .0 R-4731 ........ A .. 2 .5 R-4732 ........ A . 2 .0 R-4736 ........ C ....... 1.1 R-4738 .. A ....... 1.1 R-4739 ........ C ....... 1 .3 R-4740 ........ C ....... 2.1 R-4750 ........ C ...... 2.4 R-4750-1 ...... A .. . .. 2 .8 R-4751 ........ C ....... 1 .9 R-4752 ........ C . . 2 .3 R-47 55-B ...... A ....... 2 .8 R-4755-C ...... C . . 2 .9 R-4759 ........ C . . .. 1 .5 R-4760 .. C ....... 1.7 R-4762 ........ C ....... 2.4 R-4765 .A ....... 1.4 R-4780 ..... .C ... 3.1 R-4781 . C ... 3 .0 R-4795 ........ A ... 3 .2 R-4798 ..... .C ....... 2 .4 R-4808 . . . . . . . C . . ... 1 .4 R-4809 ........ C ....... 1.5 R-4810 .C . .1.5 R-4820 ........ C . . . 1 .6 R-482 1-A ... .C ....... 1.7 R-4825 .. C . . ... 1 .8 R-4825-A ...... A ....... 2 . 1 R-4825-B ...... C . . ... 2.0 CATALOG NO. TYPE SO . FT. OPEN R-4826 ........ A . . . 1 .3 R-4828 .... A . . 1 .9 R-48 29 . . . . .. C .. 2 .2 R-4830 ........ C ....... 0 .9 R-4832 ........ C . . . 1 .5 c!:li~t: .. :::::c. :::H~ R-4835-1 .. C ....... 4 .9 R-4837 .. A ....... 2 .2 R-4839 .... A ....... 2 .1 R-4840 . . ... C ....... 2 .8 R-4843 ........ A . . . 2 .6 R-4846 .... C ... 5 .6 R-4850 ........ C ... . 2 .7 R-4852 ....... C ... 1 .7 R-4853 . A . . .. 2 .5 R-4853-A ...... A ....... 3 .1 R-4853-B 1 . C ....... 3 .3 R-4855 ........ A . . ... 2 .0 R-4856 ........ C ....... 3 .1 R-4857 .. A . .3 .1 R-4859-C ...... A ....... 2 .4 R-4880 ........ C . . . . 2.5 R-4880-C ...... C .... 2 .2 R-4884 -A ...... C . . . 3 .3 R-4890 . . .. C ....... 3.4 R-4891 .... A . . 3 .5 R-4893 ........ C . 6 .0 R-4893-B ... C ....... 1 .9 R-4894 ........ C . . . 3 .3 R-4895-2 ... A . . .. 6 .6 R-4938 ... A ....... 0 .8 R-4938-1 A . . .... 1 .5 R-4938-A ...... A . . ... 0 .8 R-4938-B ... A . 0 .2 R-4939-B ... K ... 4.7 sq . in . R-4941 .. B . . . 0.4 R-4941 -A ... B . ..0.4 R-4942-A . . . . A ....... 0 . 7 R-4943 . . . K . . 0 .3 R-4943-A ...... K ....... 0 .3 R-4943-B ...... K . . 0 .3 R-4976-1 ...... A ....... 0 .9 R-4976-1 ... B ....... 0 .9 R-4976-2 ...... A . . . 1.5 R-4976-2 ...... B . . . . 1 .5 R-4976-3 .. A ....... 2 .5 R-4976-3 . B .. 2 .5 R-4976-4 ...... A ....... 3 .7 R-4976-4 ...... B . . 3.7 R-4976-5 ... B ....... 5 .2 R-4977 -1 ...... A .1.5 R-4977-1 . B ....... 1.5 R-4977-2 ...... A . . . 2 .0 R-4977-2 ...... B ..... 2 .0 R-4977-3 .A ..... 3 .7 R-4977 -3 ...... B .... 3 .7 R-4977-4 ... A ....... 5 .3 R-4977-4 ...... B . . .. 5 .3 R-4977 -5 ...... A . . . 8 .0 R-4977 -5 . B ....... 8 .0 R-4990-AA . . A ....... 0 .2 • R-4990-AX . . A ....... 0 .2 • c ..... 0 .3 . p ..... 0 .1 . R-4990-BA ..... A ....... 0 .3 • R-4990-BX ..... A ....... 0 .3 • c ....... 0 .3. p ....... 0 .1. R-4990-CA ..... A .. 0.4 • R-4990-CX ..... A ... 0.4 • c .0.4 . p ....... 0 .1 . R-4990-DA . . . A ....... 0.4 • R-4990-DX ..... A : 0.4 • c .0 .5 . p .... 0 .2 . R-4990-EA ..... A ....... 0 .5 • R-4990-E X . . . A . . . 0 .6 • c .0 .5 . R-4990-FA ..... A .... 0 .6 • R-4990-FX ..... A . . . 0 . 7 • c ....... 0 .8 . Type K ind icates "Special" grate style and is not among standard types as illustrated . • NOTE: On catalog #'s R-4990-AA thru R-4999-L9 SO . FT. OPEN is pe r li nea l f oot. ' 268 SQUARE AND RECTANGULAR DRAINAGE GRATES Heavy Duty The gratings in thi s se ries ore roted heavy duty when supported on all four si des. Combinations of two or more standard grates in any size ore often use d to cove r large draina ge areas. Fo r thi s condition, grates ore roted heavy duty when installed with th e sh o rt e st dimension spanning the opening . Other special sizes quoted on requ e st in the event none of the sta ndards shown in this series m eet your require m e nts . In ordering replacement grates to be used on existing catch basin s, be sure to specify the exact size al opening in which the grate will be used . Many of the grates in this series con be adopted to t rench frames with support a n two sides as shown on pages 228 a nd 229. Most ore qualified as heavy duty when the short dimensio n spa ns th e tre nch . Advise loading requirements so we con co nfirm design se lec tion fo r intended use . Fo r extre me conditions of lo ad and shock, w e recommend Du ctile Iro n. See p age 3 for co m p lete sp ec ificat io ns. Specify: 1. Catalog number. 2 . R-4899 angle frame when required . (See page 217 .) 3 . Pe rmo-Grip surface ii req ui red . (S ee page 6 .) HEAVY DUTY Catalog No. D imen sions i n i n ch es 1-----~--~---~---1 Wt . Gra te A B G H Lb s. 1' e Square -Heavy Duty R-4400 8x8 l y. lx5 l 13 B . R-4401 8x8 l Ys x3 Ya 10 A . R-4408 lO Y.xlO Y. l 'l'sx8 Y• l 18 B . R-4441 12xl 2 l %x2 y. 25 A . R-4441 -A 12xl2 2 %x 4 Ya y. 48 A • R-4444 12xl2 2 1%x4 l 45 A • R-4511 14xl4 1Y2 H'i x 5 Ys l Ya 45 A • R-4550 15xl5 l y. 3 Y2x3 Y2 y. 35 c . R-4552 16xl6 1¥1 1Y.x6 Y. l y. 70 A • R-4557 16xl6 l y. l 3/1ox 3 Ys y. 40 A • R-4558 17%xl7% l y. lx5 Y2 45 c . R-4660 18xl8 1Y2 3 x4 Y2 l y. 60 c . R-4662 19Y,.xl9Y,. 2 V2 1Ys x8 Y2 l 135 A R-4720 20x20 1¥1 1Ys x3 Y2 l y. 110 c . R-4721 -A 2lx21 l y,. 1Y2x 8 l )4 108 A • R-4725 2lx21 2 3x3 l 105 c . R-4760 22x22 l y,. 3x5 Y,. l 110 c . R-4765 2 3x23 2 l x 6 )4 l 146 A R-4808 24x24 2 Ya x5 Ya Yi 175 c . R-4809 24x24 2 %x lO Y,. y. 165 c . R-4810 24x24 2 l :Y,.x6 l )4 165 c . R-4820 24x24 2 2x6 l )4 180 Ct• R-4826 24x24 2 l x 6 l )4 190 A • R-4830 24x24 2 l x 5 2 195 Ct• IH8J2 24x24 1% l x 4 V2 l 135 c . R-4832-B 26x26 l :Y,. l '/1ox 4 l 185 c . -4 26x26 2 2 x 7 l 160 A • R-4 27x27 2 2 Y2x 7 Y2 l 150 c . R-4852 27x27 2 1V2 x5 l 2 10 c . R-4859-C 27Ysx27Ys l 2x7 l 130 A • R-4880 28x28 2 lV2 x7 l4 l 210 c . R-4880 -C 30x30 l Yi l Y•x5 Ya l )4 260 c . R-4884-A* 36x36 l :Y,. 2x4 l Ys 500 C 6 • l tConvex. *Grote in two p ieces . 6 Medium Duty •A ng le fra me a v ailable. ~ 216 [ml """"~~~~~~W'.::::J~~~1 ======,....J!;S§li.=--f-TypeB Type C Type D The above schematic drawing id en tifies ba sic d imensio ns o n ly a nd d oes no t apply to a ll grate d e signs. Bar and rib d e pths, pla te thickness es , a nd se ating widths, may vary on different sizes a nd styles . If y our p ro jec t hos design restrictions, ask for approval drawing s. All grates li sted on pages 2 16 -2 17 ore con sidere d bicycle sale. Free open areas for most g rates in thi s section ore li sted on pages 266 to 269. Catalog No. Dimensio ns in i n c h es A B G Recta ngular -Heavy Duty R-4389-0 6xl2 l )4 Y,.x 4 R-4390 6x24 l Y,.x 4 Y2 R-4391-A 7x9 'l's l x 5 R-4392 7 )4 x4 8 1% 1Y2 x4 )4 R-4393 7 Yix5 0 l y,. Ysx5 Y2 R-4403 8xl4 l l Y2 x2 Ys R-4404-C 8x24 l l '/1ox5 Ys R-4406 8x24 l y,. l 5/1o x6 R-4406-1 8x24 l Y. lx2 % R-4406-2 8 x 24 l Y. lx5 R-4406-A 9x24 Ya Ysx6 R-4406-C 9 )4x23 Ya l lx2 Ya R-4407-2A 9 l-'ix2 4 l y. lx7 Y2 R-4409 10xl7Y,. 1Y2 lx3 V2 R-4409-A 10x24 l y. l )4 x4 Y. R-4409-C 10x24 l y. lx7 R-4409-E 10x24 l y. lx3 Y2 R-4409-G 10x24 1Y2 2x8 R-4410 10x29 1Y2 2x8 R-4421 10x40 l Ya l l4 xB Y2 R-4423-A 10 )4x48 1% 1Y2x3 Ys R-4424 l0l-'ix2 3 Ys l y,. 2x2 R-4430-A l lx24 l Yi Y.x4 Ys R-4430-A 1 11 l-'ix 23 Ya 1Y2 )4 x6 R-4430-B 11 l-'i x24 lY2 l x6 % R-4430-C ll ).4x 46 Ys l Yi lx8 R-4435-1 ll %x l4 2 l x5 Y2 R-4443 12xl4 l y. l Y2 x5 l4 R-4449 12x24 l Yi 1Y2x4 )4 R-4450 12x24 l ~ l x4 Y2 R-4450-A 12x24 l ~ 2x2 R-4451 12x24 2 1Y2x3 Y. R-4454 12x26 1Y2 Vix l lV2 H l l l l y. Y2 l l y. l Yi l l l l l l l 1 l l l y,. l )4 l l l l )4 l l l l Yi Wt. G ro te Lbs . 1' e 16 B 23 B 9 B 90 B 95 c 18 A 3 0 B 5 0 B 5 0 A 50 c 30 B 4 0 A 55 B 45 A 6 8 c 7 0 B• 65 A• 45 B 55 B 7 5 C• 13 0 A 60 A 55 A 50 c 55 c 120 c 4 8 c 4 8 A 65 A• 70 A• 75 A• 8 5 C• 60 c The Tradition Q = 4 .82 Ag yY2 AJ~~Af-1 ~'°- 4.82 (2.3) (0.34)Y2 4833 -= 6.46 cfs -- (<25%) = 4.85 cfs ea. Q 9.696 CFS ..... ' File Name -tanghydros Proj. Leader keating Client kirkland Date 05/11/00 Job 98-352 Misc. Note -new drainage improvments 6 Type SCS Desc. area to lx3 box Area 0.5 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 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 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 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 5:06 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 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 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 7:21 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 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 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 ... Continued from previous page 9:36 0.2 10:30 0.3 11:24 0.5 12:18 1. 3 9:39 0.2 10:33 0.3 11:27 0.6 12:21 0.9 9:42 0.2 10:36 0.3 11:30 0.6 12:24 0.4 9:45 0.2 10:39 0.3 11:33 0.6 12:27 0.4 9:48 0.2 10:42 0.3 11:36 0.9 12:30 0.4 9:51 0.2 10:45 0.3 11:39 1.4 12:33 0.4 9:54 0.2 10:48 0.3 11:42 1.9 12:36 0.4 9:57 0.2 10:51 0.4 11:45 2.2 12:39 0.4 10:00 0.2 10:54 0.4 11:48 2.4 12:42 0.4 10:03 0.2 10:57 0 .4 11:51 2.9 12:45 0.4 10:06 0.2 11:00 0.4 11:54 4.2 12:48 0.1 10:09 0.2 11:03 0.4 11:57 5.4 12:51 0.0 10:12 0.2 11:06 0.4 12:00 6.0 12:54 0.3 10:15 0.2 11:09 0.5 12:03 6.2 12:57 0.2 10:18 0.2 11:12 0.5 12:06 5.7 13:00 0.1 10:21 0.2 11:15 0.5 12:09 4.1 13:03 0.0 10:24 0.3 11:18 0.5 12:12 2.6 10:27 0.3 11:21 0.5 12:15 1. 8 Volume of runoff = 0.35 ac. ft. Depth of runoff 7.87 in. "O "O "O >. c: .c: c: Q) c: ...., (IJ...., (IJ "(3 Q) -Ol .!!1 Q_ ::::i ..... c: ..... 0 1:: 0 ro Q) Q) Q) -Q) - > _J > (/) > Q) > 0 0 o> No. Area b CA (ac) (-) acres (ft} (ft/ft) (fps) E1 1.21 0.5 0 .61 270 0 .013 1.08 E2 0.12 0.5 0 .06 62 0.01 0.83 E3 2 .55 0.65 1.66 304 0 .024 2 01 1.21 0.65 0.79 40 0 .01 0 .83 02 0 .12 0 .65 0.08 18 0.018 1.5 03 2 .55 0 .65 1.66 82 0 .02 1.67 Q) Q_ ·-.c: a_ ...., I:: Ol Q) c: t Q) ::::i _J C> (ft) 547 280 511 Exhibit A-1 Rational Formula Drainage Area Calculations The Tradition @ Northgate Q) Q) Q_ .9-z-a: Q) a_·-Tc Tc I:: Q_ --(.) Q) .2 ..... 0 Q) -calc used t (/) t Q) ::::i ::::i > C> C> 12 0 2 Is Os 110 (ft/ft) (fps) (min) (in/hr) (cfs) (in/hr) (cfs) (in/hr) 4 .17 10 7 .397 4.475 7 .693 4 .654 8 .635 1.24 10 7 .397 0.444 7 .693 0.462 8 .635 2 .53 10 7 .397 12.26 7 .693 12 .75 8 .635 0.021 4 .12 7 .61 10 7 .397 5 .818 7 .693 6 .05 8 .635 0.010 2 .84 2 .33 10 7 .397 0 .577 7 .693 0 .6 8 .635 0.010 7 .2 4 .22 10 7 .397 12.26 7 .693 12.75 8 .635 Note: Rainfall Intensity Values calculated from Figure Ill of the City's OPOS . Minimum time of concentration values are 10 minutes Runoff coefficients obtained from Table 111-1 of the City's OPOS Velocities used to determine time of concentration values taken f rom Table 111-2 of the City's OPOS c :\98\352\flows.xls 010 l2s 0 2s lso Oso 1100 0100 (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) 5.224 9 .861 5 .966 11 .15 6 .744 12 .5 7.563 0 .518 9 .861 0.592 11.15 0 .669 12.5 0.75 14.31 9.861 16.35 11 .15 18.48 12 .5 20 .72 6 .791 9.861 7 .756 11 .15 8 .768 12 .5 9.831 0 .673 9.861 0 .769 11 .15 0 .87 12.5 0.975 14 .31 9.861 16 .35 11 .15 18.48 12 .5 20 .72 Exhibit A-2 Gutter Flow Calculations The Tradition @ Northgate Us ing the equation from City 's DPDS nomograph for Flow in Triangular Channels (F igure IV-1) Q = 0 .56 (z/n ) s 1'2y8 '3 where: z = reciprical of the transverse slope n = coefficient of roughess in Manning's formula s = grade of channel in ft/ft y = depth at curb at deepest po int in ft Street Name z n s y Q (-) (-) (ft/ft) (ft) (cfs) Boyette Street 28 0 .016 0 .01 0.5 16.9 Second Street See triangular channel 1.37 analys is Note : Manning 's n value for ashpalt taken from Ven Te Chow, Open Channel Hydraulics, 1959. c :\98 \352\gutters .xls Triangular Channel Analysis & Design Open Channel -Uniform flow Worksheet Name: Tradition Comment: Tradition Solve For Discharge Given Input Data: Left Side Slope .. Right Side Slope. Manning's n ..... . Channel Slope ... . Depth ........... . Computed Results: Discharge ....... . Velocity ........ . Flow Area ....... . Flow Top Width .. . Wetted Perimeter. Critical Depth .. . Critical Slope .. . Froude Number ... . 4.50:1 (H:V) 4.50:1 (H:V) 0.043 0.0750 ft/ft 0.33 ft 1.37 cfs 2.80 fps 0.49 sf 2.97 ft 3.04 ft 0.36 ft 0.0495 ft/ft 1.22 (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: Comment: tradition 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 ... . 0.33 ft 0.012 0.0210 ft/ft 0.33 ft 0.45 cfs 4.12 fps 0.11 sf 0.33 ft 0.99 ft 0.39 ft 0.0144 ft/ft FULL 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: Comment: tradition 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 ... . 0.33 ft 0.012 0.0100 ft/ft 0.33 ft 0.31 cfs 2.84 fps 0.11 sf 0.33 ft 0.99 ft 0.30 ft 0.0125 ft/ft 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: Comment: tradition 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 .... . 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 ~~ Urban Design Group Jeff Tondre , P.E. Dept. of Development Services City of College Station P.O. Box 9960 College Station, Texas 77842-9960 Re: The Tradition@ Northgate Dear Jeff, April 27, 2000 Pursuant to our discussion Tuesday , April 25th, we have reviewed the design information provided on the Patricia Street Project, with respect to the drainage improvements. A copy of that report is provided for your information. Based upon the design engineer's letter of July 14 , 199 7 included in the report, the amount ofredeveloped flow to Wellborn Road will not negatively impact the downstream receiving structure. Specifically, the report states , "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." For the Tradition project , we have designed the drainage improvements and roof drains such that the flow to Church Street drainage facilities is no more than calculated in the report for the Patricia Street project (shown in their report as drainage area no. 11). Hence, there is no additional flow or adverse effect downstream of Church Street from the development of the dormitory project. The redeveloped flow from the dormitory site has been designed to be similar to the runoff patterns that exist with the Presbyterian Church . A drainage area map is provided that show the areas draining to Church Street, Second Street , and Boyette Streets. There is a small increase in runoff on Boyette Street to the north. However, this increase is small and discharges into public right of way into a curb and gutter section, which is allowed in the City's DPDS . The curb and gutter section in this portion of Boyette is in good condition from the site approximately 420 feet north to the culvert. From the photos provided, the receiving areas along Boyette and Second Streets can be seen. The only area draining to Second Street is the runoff from the grassed area (D2) in front of the dormitory . Although Second Street currently has no curb and gutter north of the garage , there is an existing swale at the edge of pavement to accommodate the runoff. This can be seen in the photos of Second Street looking south. From the photos of Second Street looking North , the existing bollards can be seen slightly elevated above the edge of CP9~-H2'~Ff tgc Box 1015 3 • Co 11 e g e St a ti on, Tex a s 7 7 8 4 2 • 4 0 9 • 6 9 6 • 9 6 5 3 Pg. 2, Tondre April 28, 2000 pavement, ensuring flow along Second to proceed north in the existing right of way instead of onto private property . Storm sewer and curb and gutter improvements planned for Cherry Street will further enhance the receiving drainage system on Second Street. All garage roof drains and the grassed area north of the garage, will drain to Boyette . Plans and details of the roof drains will be provided on the building plans . The revised drainage scheme has been forwarded to the architect/MEP so that any revisions in the roof drain design can be accommodated . Based upon this information, we anticipate no adverse effects downstream of the project, and submit the revised grading plan for your approval. Please consider this letter a supplement to our previously submitted drainage report. We would be happy to meet and discuss in more detail if necessary to expedite the review of this information. The slab and dirtwork/site work permits are anticipated shortly, and quick review of the drainage improvements is necessary to keep this project on schedule. Please let me know at your earliest convenience if the information submitted herewith , is not sufficient to obtain the aforementioned permits. Sincerely, ~cA~ URBAN DESIGN GROUP Deborah Keating, P.E., Partner cc : Natalie Ruiz, Development Review Coordinator Gary Staiger, AAE Thomas Kirkland , The Tradition @ Northgate Attachments : Patricia Street Drainage Report C :\98-352\tondre4 .do c Drainage Area Map (developed conditions) Appendix A-1 (Runoff Calculations) Appendix A-2 (Gutter Calculations) Pipe/Roof Drain Discharge Calculations showing velocities Photographs ~Jnffi) Urban Design Group Jeff Tondre , P .E . Dept. of Development Services City of College Station P.O . Box 9960 College Station, Texas 77842 -9960 Re : The Tradition @ Northgate Dear Jeff, April 27 , 2000 Pursuant to our discussion Tuesday , April 25th , we have reviewed the design information provided on the Patricia Street Project , with respect to the drainage improvements . A copy of that report is provided for your information. Based upon the design engineer 's letter of July 14 , 1997 included in the report , the amount ofredeveloped flow to Wellborn Road will not negatively impact the downstream receiving structure. Specifically , the report states , "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." For the Tradition project, we have designed the drainage improvements and roof drains such that the flow to Church Street drainage facilities is no more than calculated in the report for the Patricia Street project (shown in their report as drainage area no. 11). Hence , there is no additional flow or adverse effect downstream of Church Street from the development of the dormitory project. The redeveloped flow from the dormitory site has been designed to be similar to the runoff patterns that exist with the Presbyterian Church . A drainage area map is pro vided that show the areas draining to Church Street, Second Street , and Boyette Streets. There is a small increase in runoff on Boyette Street to the north . However , this increase is small and discharges into public right of way into a curb and gutter section, which is allowed in the City 's DPDS . The curb and gutter section in this portion of Boyette is in good condition from the site approximately 420 feet north to the culvert. From the photos provided, the receiving areas along Boyette and Second Streets can be seen. The onl y area draining to Second Street is the runoff from the grassed area (D2) in front of the dormitory. Although Second Street currently has no curb and gutter north of the garage , there is an ex isting swale at the edge of pavement to accommodate the runoff. This can be seen in the photos of Second Street looking south. From the photos of Second Street looking North, the existing bollards can be seen slightly ele vated abo ve the edge of Cj_l,9~-~F'eofFfcdgc Bo x 1 015 3 • C o 11 e g e St at ion, Texas 7 7 8 4 2 • 4 0 9 • 6 9 6 • 9 6 5 3 Pg . 2 , Tondre April 28, 2000 pavement, ensuring flow along Second to proceed north in the existing right of way instead of onto private property . Storm sewer and curb and gutter improvements planned for Cherry Street will further enhance the receiving drainage system on Second Street. All garage roof drains and the grassed area north of the garage , will drain to Boyette. Plans and details of the roof drains will be provided on the building plans. The revised drainage scheme has been forwarded to the architect/MEP so that any revisions in the roof drain design can be accommodated. Based upon this information, we anticipate no adverse effects downstream of the project, and submit the revised grading plan for your approval. Please consider this letter a supplement to our previously submitted drainage report . We would be happy to meet and discuss in more detail if necessary to expedite the review of this information. The slab and dirtwork/site work permits are anticipated shortly , and quick review of the drainage improvements is necessary to keep this project on schedule. Please let me know at your earliest convenience if the information submitted herewith , is not sufficient to obtain the aforementioned permits. Sincerely, ~~~ URBAN DESIGN GROUP Deborah Keating , P .E ., Partner cc : Natalie Ruiz, Development Review Coordinator Gary Staiger, AAE Thomas Kirkland , The Tradition @ Northgate Attachments : Patricia Street Drainage Report C :\98 -352\tondre4 .doc Drainage Area Map (developed conditions) Appendix A-1 (Runoff Calculations) Appendix A-2 (Gutter Calculations) Pipe/Roof Drain Discharge Calculations showing velocities Photographs , ... -· ,. -~'\·' Second Street -Looking south Second Street -Looking South Second Street -Looking South Second Street -Looking South Second Street -Looking North Boyette Street -looking south from Cheny Boyette Street -Looking South from Cherry Boyette Street -Looking North Boyette Street -Looking North Bridgette George -Tradition @ Northgate From: To: Date: Subject: "Deborah Keating" <dkeating@udgcs.com> "Bridgette George" <bgeorge@ci .college-station .tx .us> 4/3/01 8:58AM Tradition @ Northgate Bridgette , I talked to Charles about the comment no . 4 on the "final terms" e-mai l he sent to my client. Charles wanted to make sure that development services got what was needed with respect to the sidewalks at the time of issuance of the CO . He said a bond might be necessary since the sidewalk would not be in time for the CO , but the sidewalk (along Church) was to be constructed by the City . Please let me know what , if anything , Development Services will require on the sidewalk issue . We are working on the PIPP and will submit shortly. Thanks . Debbie Keating URBAN DESIGN GROUP 2700 Earl Rudder Fwy South , Suite 4300 College Station , Texas 77845 ph : (979)696-9653 fx : (979)696-9752 Page 1 «~ COLLlGl STATION DEVELOPMENT PERMIT PERMIT NO . 500028 DP-TRADITION AT NORTHGATE FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 1, Block 6-7 W.C. Boyett Estate Subdivision DATE OF ISSUE: March 24 , 2000 OWNER: SITE ADDRESS: 301 CHURCH AVE DRAINAGE BASIN: Burton Creek VALID FOR 3 MONTHS CONTRACTOR: A & M PRESBYTERIAN CHURCH C.D. Henderson, Inc. 301 CHURCH A VE 1985 Forest Lane COLLEGE ST A TION , TX 77840 Garland , TX 75042 TYPE OF DEVELOPMENT: Clearing & Grubbing only. SPECIAL CONDITIONS: The erosion control measures shown on the construction plans prepared by Urban Design Group must be in place prior to any site work. 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 wi the plans an pecifications submitted to and approved by the City Engineer in the development permit a plication r e above na proje t and all of the codes and ordinances of the City of College Station that apply. -11-~~~~~'-&f 5 hD Date Date FACSIMILE COVER SHEET t)O"~ DATE: ttl 4(J"V CITY OF COLLEGE STATION DEVELOPMENT SERVICES 1101 South Texas Avenue, P. 0. Box 9960 College Station, Texas 77842 Phone (979) 764-3570 Fax (979) 764-3496 #PAGES INCLUDING COVER 2- If you did n o t receive a comp lete f ax, p lease call our office imme diately f o r a new transmittal. TO : D.aJ?b·~ &a)/~ COMPANY: I ).t)Gi DEPARTMENT : PHONE: FAX: PHONE: FAX : ~~~~~~~~~- REMARKS : 0 Urgent fl For your re vi ew D Reply ASAP 0 Please Comment H-ivv IAM C~ r~ W :=t(lp.;~ j)1La~¥ f P/07)/i )"":4 t":. 1\£42c1J_.)l (A.fc V bi_ ~ ~ I-~ ~ .. f2-brvo b'('Jt? /Et! ~ v./\ O A ) i n1.'i , 7) I , 1').,r" ~fl?,((} ( J,p _v:, ~?]J . I I I I ~ 11.v'(I \.-1 Q /I-.,:) " ""f-:S V/ 0 ) ·~o(I 'vfO ,~~~'P ~1 ~ v • I r I ~11 ) ('1 1:/1 <>7,1 ') ' p 3 i; ;1' I o..,... I <.,, r . ) . ' I I .. . I ~ J \'? Q ) ' . ' -< ) v Z1 IA f v1 /'7 d 01 Q} ;.. -!-.' s.1 "f"'r.d 91-\_,! o't r:..1 2 ti ~ cr-;p tCJ/11 i1_r--;f)d .. /-~i~"'t7 'h,..::> r"1--:>~ ... fl(}() r>s ..,q ?CJ r;no7s. ·~-0 ) rod ""~'f'1)f1/l <2f"'.I \79;::) , ~s;?dQAd G v s ':J.'j-1'7 1~ g; ... z fl 'S-ow!J-~/()'f l ) i,..41n? j.Ofj (aX7 t'~Or/7.1 ~ L -)>-~d " ~ II , -;y ,.,,,"/ J I 'Z I ~ f.~'1 s l?.,,d r j ~ I/ II - ' ' 06 /09 /00 16:29 • • • '5'409 764 3496 DE VELOP MENT SVCS TRAN SMISSIO N OK TX/RX NO. CO NNE CTIO N TEL CO NN ECTIO N ID START TIME USAGE TI ME PAGES RES ULT *************************** *** ACTI VIT Y REPORT *** *************************** 2560 UDG 06 1 09 16 :28 00 '31 1 OK 96969752 ~001 Sep 25 00 09:30a C.D. HENDERSON Tradition 409-268-6502 p.2 C.D.HENDERSON; ·1.NC •. · General Contractors ·~. September 25 , 2000 Mr. Spencer Thompson City of College Station P. 0. Box 9960 1101 Texas Avenue College Station, TX 77842 FAXED & MAILED RE: Notice of Noncompliance #2 -Follow Up Response Document Number GEN-0069 The Tradition -2020 Dear Mr . Thompson, C. D . Henderson , Inc . has contacted Kelly Burt Dozer and arranged for construction of the Lutheran property temporary storm water detention pond on Thursda y and Friday , September 28 and 29 . Fencing of the construction site is scheduleq for completion Tuesday, September 26 . Silt fencing for the site will be completed immediatel y following . Thank you for assistance .. RespectfuHy , /~I-- Charles Hoagland Project Engineer Cc : C. D . Henderson Max Montegut Brian Revell Tom Kirkland , 301 Church Street L. P. JeffDeBruin , Trammel Crow Company Deborah Keating , Urban Design Group 972-272-5466 • 1985 Forest lane, Garland, Texas 75042 Office Faic: 972-494-9109 • Estimating Fax: 972-494-2817 FINAL PLAT APPLICATION (check one) Minor ___ Amending Final __ Vacating _../ _Replat The following items must be submitted by an established tiling deadline date for P & Z Commissions consideration . MINIMUM SUBMTITAL REQUIREMENTS _../_Filing Fee of$200.00 NIA_ Development Permit Application Fee of$l00.00 (if applicable) (Pd wl Site Plan) _../_Infrastructure Inspection Fee of$300.00 (if any public infrastructure is being constructed.) _../_Application completed in full. . _../_Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review.) NI A_ One (1) copy of the approved Preliminary Plat and/or one (I) Master Plan (if applicable). _../_Paid tax certificates from City of College Station, Brazos County and College Station I.S.D. _../_A copy of the attached checklist with all items checked off or a brief explanation as to why they are not. NI A_ Two (2) copies of public infrastructure plans associated with this plat (if applicable). (included wlSite Plan APPLICATION DATA NAME OF SUBDIVISION W.C. Boyett Estate Subdivision SPECIFIED LOCATION OF PROPOSED SUBDMSION ADDRESS 301 Church Ave . College Station, Texas 77840 LEGAL DESCRIPTION W.C. Boyett Estate Subdivision . Lot 1, Block 6-7 . APPLICANT/PROJECT MANAGER 'S INFORMATION (Primary Contact for the Project): Name The Tradition at Northgate, LTD Street Address 7502 Greenville Ave . Suite 500 City Dallas State Texas Zip Code 75231 E-Mail Address NIA Phone Number (214) 890-92 25 PROPERTY OWNER'S INFORMATION: Fax Number (2 14) 890-1 355 Nam e The Tra dition at North gat e. LT D Street Address 7502 Greenville Av e . Suite 500 City Dallas State Texas Zip Code 75 23 1 E-Ma il Address NI A Phone Number (214) 890-9225 Fax Number (2 14) 890 -1 355 ARCHITECT OR ENGINEER'S INFORMATION : Nam e Urban Design Group constmction Street Address 909 Southwest Parkwa y Ea st. Suite E City College Station St ate Tex as Zip Code 77 840 Phone Number (40 9) 696 -9653 Fax Number FINAL PLAT APPLICATION FNLPAPP .DOC 3/2 5/99 E-Mail Address ud gcs @tx cybcr .com (409) 696 -975 2 I of2 ... FROM :MRIL BOXES ETC ~2062 214 503 1160 2"'2J(Zl,04-06 Lt<:tiAN Vt~IGN .GROl.JP 17:05 ~508 P.01 /01 PAGE 0 1 U~/UOJ~UCJ(J LD .V• SUPPLEMENTAL DEVELOPMENT PERMIT JNFORMATION • Affllimim LI~.-ktbc f6wUlg .._..~ lpKiljcwaaauw&) dllmtiml: Constrnctjon of site imprmrements for 2 5-story 'buildings for priyate residential housi~g proie~t : ACIJ!9"''PfiMp!D; L Thomas Kirkland DI .... -.. a~ OOIMll_, ta tbo 11bcM plaal ud ~clcamenll ~Mdt the QlmDt ftllluiRmcnll of die ~ af'Ccllkti= 8atiiad. Tcm1 ~Code, ClllipCm' lJ aad iCs 1llOCiaW ~Polk)'• Daip Siudatdl. Ma 11tm ~ ~ #16.tllU pcnmil mpplimdon, I a,.u ID ~ UIC impvwllllcall p...,...t in Wt app&.tJoa ICClOl'dmg to tlac .......... Pd ~CMptcr-lJ altbc cauc,e 5'ldon OCJ Q,dc, ~O/~VI'.' f, CD Henderson C.1m1D' Q!IUIC\'DQllli (1111' pnpwd allawliau withill cbipated load --...a) A I. mtifJ Ibis S11Y llOlll'alidmli•I llnlCCuie Oil Of ......,....S 10"' oa thil lite u part ~llliis~ i1dc:wipatodto~ damace cou.e IUuctllle or illi malmnllu a~f1iftoodiai1Ivm tk IOO)'Caf 1tan11 . 8 . I, ccsUfy that the 6ai1i.d looc' dcY86oa oldie iOM:lt floor, ioc:Juding 1111y .... ......,_ of_,-raidclltial llrWfW'e, ~ u put af W& ~liC\lioa ii • oc lbcM: Ce bue flood elevatWa mbbliahed in I.ht- .... ftlkml Inswuce A4miailUlldcll Flood HaDrd SCIMty ud DP' .. amanded. I!...... o.c C.. (, • ~that the altaatiau ar ~ ~ "7-U\il pcnnit lhall not dUaimh the~ gp&'ity of lbc "Mtcrway adjofni11g ac cnlllini lhil permitted ate aad l1'at IUCh ~leridio"' or *"doplsoe eni onnsi"Cfit ..uk nqlliwotl of~ Cily ul College S&aJio&l City Code. c.hapcc.r l:J concwUJ:tg c~nu o( llwdn19 uid vi~ friqcs.. D. I. da eenify that the prupuml altuatioGI do Bat rm the lad ()f the 100 year Dml llbM ckvllioa eQbliOod iD di&! W Fail:nl llllurucio AdminicnUoa F1oo4 Hulld Sludy. &lei .... ~or"'O'M'elll MputolapsnYll: _______________________ _ k~ with~ ll Clflhc Cack: aCOrdinucx:s of'lhe City of'<Allop: Si.rion, IDCUllRa dla1I be 1.1.k.eA ~ tNure U\al debris m-~a. CC'Olioa. _. mlllOlltllioa lhaU '*be depoait.t •city 1tn1eC1. oc exUtiac dninqc oolitia _ • kla.y ~ &Ilia pmmiI a. dcwlopccut. All lkvdopmcac 1halJ be ia ~~ will die plus and ~Qnl 1R1bminc-f lo ... 1pp11owd by die City E.,u-r lbr the ~ umod P"J~ All a( tbc lfJPlicltl\e a>dcas and o~ ol tht City oC Collete Slltioa IUJI IPPlY. THE TRADITION AT NORTHGATE Drainage Report JOB # 98-352 THE TRADITION AT NORTHGATE Drainage Report Prepared By : Urban Design Group 909 Southwest Parkway East , Suite E College Station , Texas 77840 (409) 696-9653 ph (409) 696-9752 fax udgcs@txcyber.com Prepa red for : Tom Kirkland The Tradition at Northgate 7502 Greenville Avenue , Suite 500 Dallas , Texas 75231 page I 05 /11 /2000 15:52 6959752 URBAN DESIGN GROUP BOX CULVERT •NALYSIS COMPUTATION or CULVtRT PERFORMANCE CURVE Hay 11, 2000 ~~==~=:==~~----------------------------------------------------------------;~~--c1.11vert Span (ft J ........................................... 1 .0 VALUE Culvert Rise (ft).····•······ .. ····"·····"······"·······' 8 FHWA Chart Number.·····•••···••••···•···· .. ''' ..... '.'.• ... ' l FHWA scale Number <Type of Culvert Entrance ) ............... . Manning's Roughness Coefficient (n-valueJ :·················· 0.0 1 2 Entrance Loss Coefficient of Culvert Opening ................ 0.5 140 .0 Culvert Length (ftJ. · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · · 346 . 2 9 Invert Elevation at Oownstre4l!l end of Culvert (ft ) ......... . Invert Elevation at Upstream end of Culvert (ft )············ 34~:~;6 Cu l vert Sl ope (ft/ft) ........ · .. ·.·························· St arting Flow !late <cfs l ................... · · .... · · · · ·. · · · ·. Incremental Flow Rate {cfsJ ................................ . Ending Flow Rate (cfs ) ................. · · · · · · · · · · · · · · · · · · · · · Starting Tailwater Depth (ft) .............................. . Incremental Tailwater Depth (ft) ........................... . Ending Tail water Depth (ft l ............... · · · ·. · · · · · .. · · · · · · COMPUTATION RESULTS Flow Tail water Headwater (ft) Normal Critical Rai:e Depth Inlet Outlet Depth Depth (Cf5) (ft) Control Control <ft) (ft) Depth at Outlet (ft) 1 .0 1. 0 22 .0 349 .39 0 .0 349 .39 Outlet Velocity Cfp3 l --------------------------------------------------------------------------------1. 0 349 .39 0.23 348.56 0 .1 4 0.15 1.0 0.33 2 .0 349 .39 0 .37 348.58 0.21 0 .24 1. 0 0.67 3.0 349.39 0. 49 348 .61 0 .28 0 .31 l. 0 1.0 4.0 349 .39 0 .6 348.65 0.33 0 .38 1.0 l. 3 3 5.0 349.39 0 .7 348 . 71 0.38 0.44 1. 0 1. 67 2> 6.0 349.39 0.8 348.78 0 .43 0.5 1. 0 2.0 7.0 349.39 0 .89 348.86 0 .46 0.55 1. 0 2 .33 8 .0 349.39 0 .97 348 .96 0.52 0.6 LO 2.67 9 .0 349.39 1.06 349.06 0 .57 0.65 1.0 3 .0 10 .0 349.39 1 -14 349.18 0.61 0.7 1. 0 3.33 11. 0 34 9 . 3 9 1.26 349 .32 0 .65 0.75 1.0 3 .67 12.0 349.39 1. 42 349 .46 0 .69 0. 79 1. 0 4. 0 13. 0 349.39 l. 53 349 .62 0.73 0.84 1. 0 4.)3 14.0 349.39 1. 65 349 .79 o. 77 o.ea 1 .0 4 . 67 15.0 349 .39 1. 77 349.98 0.8 0.92 1. 0 5 .0 16 .0 349 .39 l. 9 350.17 0 .84 0.96 1.0 5 .33 17.0 349 .39 2.04 350 .38 0.88 1. 0 1.0 5.67 18 .0 349 .39 2.19 350 .6 0.91 1. 0 1. 0 6 .0 19 .0 349.39 2.35 350 .64 0 .95 1. 0 l. 0 6.33 20.0 349.39 2 .52 351. 09 0.98 1.0 l. 0 6 .6 7 21. 0 349.39 2 .69 351. 35 1. 0 1. 0 1. 0 7.0 22.0 349 .39 2.88 3 51.62 1 .0 1.0 1.0 7.33 ==============•m••••••••~-----------•••=:===============================:==~--~~ HYDROCALC Hydraulics !or Wi n do"ls, Version l.2a Copyright (c l 1996 Dodson & As.sociate.s, I nc., 5629 FM 1960 West, Sui t e 314, Houston , TX 770 6 9 Phone: C2B ll 440-3787, Fax : (281) 440-4742 , Ema i l:soft waree dodson-hydro.com All Rights Re.served. Fax# Fax t PAGE 01 DESCRIPTION BOX CULVERT ANALYSIS COMP UTATION OF CULVERT PERFORMANCE CURVE May 11, 2000 PROGRAM INPUT DATA Culvert Span (ft) .......................................... . Culvert Rise (ft) .......................................... . FHWA Chart Number .......................................... . FHWA Scale Number (Type of Culvert Entrance) ............... . Manning's Roughness Coefficient (n-value) .................. . Entrance Loss Coefficient of Culvert Opening ............... . Culvert Length (ft) ........................................ . Invert Elevation at Downstream e n d of Culvert (ft) ......... . Invert Elevation at Upst ream end of Cu lvert (ft ) ........... . Culvert Slope (ft/ft) ...................................... . Starting Flow Rate (cfs) ................................... . Incremental Flow Rate (c fs) ................................ . Ending Flow Rate (cfs) ..................................... . Starting Tail water Depth (ft) .............................. . Incremental Tailwater Depth (ft) ........................... . Ending Tailwater Depth (ft) ................................ . Flow Tailwater Rate Depth (c f s ) (ft) 1.0 349 .39 2.0 350 .39 3 .0 351. 39 4 .0 352.39 COMPUTATION RESULTS Headwater (ft) Normal Depth (ft) Inlet Outlet Control 0 .24 0.38 0.5 0 .61 Control 349.39 0.57 350 .41 0.9 2 351.44 35 Critical Depth (ft) Depth at Outlet (ft) 1. 0 1. 0 1. 0 VALUE 3.0 1. 0 8 1 0.012 0.5 140.0 346.29 346.3 0.0001 1. 0 1. 0 22.0 349.39,/ _ l.~ 370 .39 Outlet Velocity (fps) 0.33 0 .67 1. 0 ()<.Je,(/" 1. 0 1. 67 FP 0 .5 1. 0 2.0 0.55 1. 0 2 .33 0.6 1. 0 2.67 >5.0 353 .39 0. 71 6 .0 354.39 0.8 7.0 355.39 0.89 8.0 356.39 9.0 357.39 10.0 358.39 11. 0 359 .39 12.0 360.39 13.0 361. 39 14.0 362.39 15.0 363 .39 16.0 364 .39 17 .0 365 .39 18.0 366 .39 19.0 367.39 20.0 368.39 21. 0 369.39 22.0 370 .39 0.98 1. 06 1.14 1.28 1. 43 1. 53 1. 65 1. 77 1. 91 2 .05 2 .2 2 .35 2.52 2.7 2 .88 1. 0 1. 0 1. 0 1. 0 1. 0 1. 0 1. 0 1. 0 367. 21 1. 0 368.43 1.0 369 .67 1.0 370 .92 1.0 372. 18 1. 0 373.45 1.0 0.65 1. 0 3 .0 0.7 1. 0 3.33 0.75 1. 0 3 .67 0.7 9 1. 0 4.0 0.84 1. 0 4 .33 0.88 1. 0 4.67 0.92 1. 0 5.0 0.96 1. 0 5.33 1. 0 1. 0 5.67 1. 0 1. 0 6.0 1. 0 1. 0 6.33 1. 0 1. 0 6 .67 1. 0 1. 0 7.0 1. 0 1. 0 7.3 3 ================================================================================ HYDROCALC Hydraulics for Windows, Version l .2a Copyright (c) 19 96 Dodson & Associates, Inc ., 5629 FM 1960 West, Suite 314 , Houston, TX 77069 Phone: (281)440-3787, Fax: (28 1)440-474 2 , Email:software@dodson-hydro.com All Rights Reserved. / (, C?C> ,, . 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 # 98-352 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 provisions of the City of College Station Drainage Policy and Design Standards , for the owners thereof. Registered Professional Engineer State of Texas No . 68243 JOB # 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 # 98-352 THE TRADITION MAPLE LOUISE ..... FIGURE 1: LOCATION MAP © NORTHGATE / CHURCH AVE. PATR!ClA UNIVERSITY DR. SCALE : 1" = 200' n ?! r-,., t;) ,., CAO 909 SOUT HWEST PARKWAY E SUI TE E LID COLLEGE STATION, TEXAS 77840 PHONE ' 1409) 696-9653 FAX ' <409> 696-9752 E-MAIL : udgcsOhcyber , com www .udg.com Urban Design Group ZONEX Refer to the Flood Insurance Rate Map Effective date shown on this map to determine when aduarial rates apply to strudures in the zones where elevations or depths have been established . To determine if flood insura nce is available in this community, contad your insurance agent or call the National Flood Insurance Program at (800) 638-6620. .- APPROXIMATE SCALE 500 0 .5QOFEET 0 NATIONAL FLOOD INSURANCE PROGRAll 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 NUMBER PANEL SUFFIX 480082 0143 480083 0143 481195 0143 Notice to User: The MAP NUMBER shown below should be used when placing map orders ; the COMMUNITY NUMBER shown abo" 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 ~ ZONE X ZONEX I _\ I L L J l T ,--- I I I r I I I L [ ) I \ l J t ..• / I SCALE · 1" . = 100' I __)-i L ~-i ) J I ~r r EXISTING AREA D~fpNAGE FIGURE 5 _______,_____ y'.._ I I I I r I I I I I l __!' J [~ I ~ I I 5 T 0 I i [ __ j 0 [] ii ' I LJ._J I L \ /- //I i' I ~r \....-.. I I I I I L l ~ l r .J I l -------,---T L I ,----/ I I I I I l I :1l 1 [ SCALE : 1 ,, _ -----i -100' I r l ~r- : l '/ _J --r- r - I I Lr c= v l C_ ,J I --- I I I I I I 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# 48041C0143C , 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 existing 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 Primary 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 this 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 were estimated using Table 111-3 of the DPDS . A minimum time of concentration of ten minutes was used in the JO B # 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 # 98 -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 facility 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 open ings 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, spill ing 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 w ith 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/prooosed easements o r 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) COCS 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 previously in this report Hydrographs at critical points Attached Hydraulic computations Attached Culvert capacities Attached JOB # 98 -35 2 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 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 1 9 :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 1 9 :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:i5 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 ~ c.+r 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 ~~ 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 15:4 0 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 16:4 0 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 15:5 2 0.3 16:46 0 .3 17:4 0 0 .2 18:34 0.1 15:55 0 .3 16:49 0 .3 17:43 0.2 18:37 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 :0 4 0 .3 16:58 0 .3 17:52 0.2 18:46 0 .1 16:0 7 0 .3 17:01 0 .3 17:55 0.2 18:49 0 .0 16:1 0 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 18:5 8 0 .1 16:19 0 .3 17:13 0 .2 18:0 7 0 .2 19:01 0.0 16:22 0 .3 17:16 0 .2 18:1 0 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 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 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 0.1 0.2 0.2 0.2 0.2 0.2 Time hr:min 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 10:09 12:27 12:30 12:33 12:36 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 ~ ~ 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 Jti; 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 Continued 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 Freq. 100.0 yrs CN 77 Len 24 hrs Precip. 11.00 --------------------------------------------------------------------------------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 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 ct3.1fS 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 Co ntinued 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 14:0 6 0 .6 15:0 0 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 16:0 0 0.5 16:54 0.4 14:15 0 .6 15:0 9 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. 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 ~ 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 n ext 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. ------------------------------------------------------------------------------- Client kirkland Date 03/20/00 Job 98-352 File Name -tradition Proj. Leader keating 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 Freq. 5.0 yrs CN 85 Len 24 hrs Precip. 6.20 ------------------------------------------------------------------------------- Time hr:min Flow cf s Time hr:min Flow cf s Time hr:min Flow cf s Time hr:min Flow cf s -------------------------------------------------------------------------------- 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 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 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 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 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 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 0.2 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 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 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 ontinued from previous page 14:00 0.6 14:54 0.5 15:48 0.4 16:42 0.4 14:03 0.6 14:57 0.5 15:51 0.4 16:45 0.2 14:06 0.6 15:00 0.5 15:54 0.4 16:48 0.2 14:09 0.6 15:03 0.5 15:57 0.4 16:51 0.1 14:12 0.5 15:06 0.5 16:00 0.4 16:54 0.3 14:15 0.5 15:09 0.5 16:03 0.4 16:57 0.2 14:18 0.5 15:12 0.5 16:06 0.4 17:00 0.1 14:21 0.5 15:15 0.5 16:09 0.4 17:03 0.1 14:24 0.5 15:18 0.5 16:12 0.4 17:06 0.3 14:27 0.5 15:21 0.5 16:15 0.4 17:09 0.2 14:30 0.5 15:24 0.5 16:18 0.4 17:12 0.1 14:33 0.5 15:27 0.5 16:21 0.4 17:15 0.0 14:36 0.5 15:30 0.5 16:24 0.4 17:18 0.3 14:39 0.5 15:33 0.4 16:27 0.4 17:21 0.2 14:42 0.5 15:36 0.4 16:30 0.4 17:24 0.1 14:45 0.5 15:39 0.4 16:33 0.4 17:27 0.0 14:48 0.5 15:42 0.4 16:36 0.4 14:51 0.5 15:45 0.4 16:39 0.4 Volume of runoff = 0.71 ac. ft. Depth of runoff = 4.18 in. --------------------------------------------------------------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 5:21 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 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 7:36 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 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 8:36 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 11:39 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 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 Continued on next page 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' -rT.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 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 ~ 2 2 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 (~,19~, ~-o 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 8:2 1 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 9:5 1 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 :2 1 11:24 11:27 11:30 11:33 11:36 11:39 11:42 11:45 11:48 11:51 11:54 11 :5 7 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 ~ 19.3 13.3 8.4 6.0 ontinued 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. 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 11:3 0 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 ontinued 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 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 of 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 cf s 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 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 0.3 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 5 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 3:33 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 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 8:21 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 0.3 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 ~ 12:54 0.3 10:15 0.6 11:09 1.1 12:03 5.0 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 12:1 8 3.2 Volume o f 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 11:33 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 ~ 12:57 0.6 10:18 0.6 11:12 1. 3 12:06 2J: 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 10:15 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 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 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 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 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 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 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 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 0.3 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 ~ 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 runoff = 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:b0 12.8 12:54 0.8 10:15 0.5 11:09 1. 0 12:03 (.i-3-:3? 12:57 0.5 10:18 0.5 11:12 1. 0 12:06 r 2.-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 l.!2 . 4 12:54 0.3 10:15 0.6 11:09 1. 2 12:03 Qg-1 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 run off = 0.88 ac. ft. Depth of runoff 6 .24 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 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 0.3 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 dtb 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 11:03 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 (19~b 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. -----------------" HYDROLIC COMPUTATIONS *** ROUTI NG OF HYDROGRAPH # 14 *** File Name -garage pond2 Pro j. Leader keating Client kirkland Date 03/21/00 Job 98-352 Misc. Note -drainage calculat ions 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 13 348.2 0 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 .7 8 16 348.80 6 346.80 0.040 1.11 17 349.00 7 347.00 0.055 1.35 18 349.2 0 8 347.20 0 .071 1 .57 19 349.40 9 347.40 0.087 1.81 20 349 .60 10 34 7.60 0.102 2 .50 21 349 .80 11 347.80 0.118 3.23 22 350.00 Routing of Hydrograph # 14 File Name -tradition Proj. Leader keat ing Client kirkland 18 15 1 1 Storage Outflow 0.133 4.03 0 .149 4.90 0.164 5.93 0 .1 80 7.32 0 .195 8.79 0 .211 10.31 0.226 11.86 0 .242 13.40 0.257 14.89 0.2 7 3 16.29 0.288 17.60 Date 03/21/00 Job 98-352 Mi sc . Note -drainage calculations 14 Type SCS Desc. 2 yr dev Al Area 1.5 ac. Time of Concent. 10 mi n. Freq. 2.0 yrs CN 98 Len 24 hrs Precip. 4.50 Storm Dist Type II Date 03/2 1/00 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 Outf low cfs (Part) 0.00 0 .00 0 .0 0 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:min cf s ac ft feet cf s (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 0.0000 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 3:27 0.0 0.0000 345.94 0.00 0.00 3:30 0.1 0.0002 345.97 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 03 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) ----------------------------------------------------------------------------- 3:48 0.1 0.0011 346.10 0.09 0.09 3:51 0.1 0.0011 346.10 0.09 0.09 3:54 0.1 0.0012 346.11 0.09 0.09 3:57 0.1 0.0012 346.11 0.09 0.09 4:00 0.1 0.0013 346.11 0.09 0.09 4:03 0.1 0.0013 346.11 0.09 0.09 4:06 0.1 0.0013 346.11 0.09 0.09 4:09 0.1 0.0014 346.11 0.09 0.09 4:12 0.1 0.0014 346.11 0.09 0.09 4:15 0.1 0.0014 346.11 0.09 0.09 4:18 0.1 0.0015 346.12 0.09 0.09 4:21 0.1 0.0015 346.12 0.09 0.09 4:24 0.1 0.0015 346.12 0.09 0.09 4:27 0.1 0.0015 346.12 0.09 0.09 4:30 0.1 0.0016 346.12 0.10 0.10 4:33 0.1 0.0016 346.12 0.10 0.10 4:36 0.1 0.0016 346.12 0.10 0.10 4:39 0.1 0.0016 346.12 0.10 o ·.10 4:42 0.1 0.0016 346.12 0.10 0.10 4:45 0.1 0.0016 346.12 0.10 0.10 4:48 0.1 0.0017 346.12 0.10 0.10 4:51 0.1 0.0017 346.12 0.10 0.10 4:54 0.1 0.0017 346.12 0.10 0.10 4:57 0.1 0 .0017 346.12 0.10 0.10 5:00 0.1 0.0017 346.12 0.10 0.10 5:03 0.1 0.0017 346.12 0.10 0.10 5:06 0.1 0.0017 346.12 0.10 0.10 5:09 0.1 0.0017 346.12 0.10 0.10 5:12 0.1 0.0017 346.12 0.10 0.10 5:15 0.1 0.0017 346.12 0.10 0.10 5:18 0.1 0.0017 346.12 0.10 0.10 5:21 0.1 0.0017 346.12 0.10 0.10 5:24 0.1 0.0017 346.12 0.10 0.10 5:27 0.1 0.0017 346.12 0.10 0.10 5:30 0.1 0.0017 346.12 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 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 0.0221 ac.ft. have entered the pond. 0.0203 ac.ft. (91.99%) have exited. Date 03/21/00 Page 04 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) ----------------------------------------------------------------------------- 6:12 0.1 0.0018 346.13 0.10 0.10 6:15 0.1 0.0018 346.13 0.10 0.10 6:18 0.1 0.0018 346.13 0.10 0.10 6:21 0.1 0.0018 346.13 0.10 0.10 6:24 0.1 0.0018 346.13 0.10 0.10 6:27 0.1 0.0018 346.13 0.10 0.10 6:30 0.1 0.0018 346.13 0.10 0.10 6:33 0.1 0.0018 346.13 0.10 0.10 6:36 0.1 0.0018 346.13 0.10 0.10 6:39 0.1 0.0018 346.13 0 .10 0.10 6:42 0.1 0.0018 346.13 0.10 0.10 6:45 0.1 0 .0018 346.13 0.10 0.10 6:48 0.1 0.0018 346.13 0.10 0.10 6:51 0.1 0.0018 346.13 0.10 0.10 6:54 0.1 0.0018 346.13 0.10 0.10 6:57 0.1 0.0018 346.13 0.10 0.10 7:00 0.1 0.0018 346 .13 0 .10 0.10 7:03 0.1 0.0018 346.1 3 0.10 0.10 7:06 0.1 0.0018 346.13 0.10 0.10 7:09 0.1 0.0018 346.13 0.10 0 .10 7:12 0.1 0.0018 346.13 0.10 0.10 7:15 0.1 0.0018 346.13 0.10 0.10 7:18 0.1 0.0018 346.13 0.10 0.10 7:21 0.1 0.0018 346.13 0.10 0.10 7:24 0.1 0.0018 346.13 0 .1 0 0.10 7:27 0.1 0.0018 346.13 0.10 0.10 7:30 0.1 0 .0018 346.13 0.10 0.10 7:33 0.1 0 .0018 346.13 0.10 0.10 7:36 0.1 0.0018 346.13 0.10 0.10 7:39 0.1 0.0018 346.13 0.10 0.10 7:42 0.1 0.0018 346.13 0.10 0.10 7:45 0.1 0.0018 346.13 0.10 0.10 7:48 0.1 0.0018 346.13 0.10 0.10 7:51 0.1 0.0018 346.13 0.10 0.10 7:54 0.1 0.0018 346.13 0.10 0.10 7:57 0.1 0.0018 346.13 0.10 0.10 8:00 0.1 0.0018 346.13 0.10 0.10 8:03 0.1 0.0018 346.13 0.10 0.10 8:06 0.1 0.0018 346.13 0.10 0.10 8:09 0.1 0.0018 346.13 0.10 0.10 8:12 0.1 0.0018 346.13 0.10 0.10 8:15 0.1 0.0018 346.13 0.10 0.10 8:18 0.1 0.0018 346.13 0 .10 0.10 8:21 0.1 0.0018 346.13 0.10 0.10 8:24 0.2 0.0020 346.13 0.10 0.10 8:27 0.2 0.0024 346.15 0.11 0.11 8:30 0.2 0.0027 346.16 0.12 0.12 8:33 0.2 0.0030 346.17 0.13 0.13 0.0433 ac.ft. have entered the pond. 0.0403 ac.ft. (92.98%) have exited . Date 03/21/00 Page 05 Inf low H'graph: 2 yr dev Al Time Inf low Storage Elevation Outflow OutOutf low 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 .0 035 346.18 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 346.2 0 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 346.2 3 0.19 0.19 9:24 0.2 0.0052 346.23 0.19 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 :3 6 0.2 0.0053 346.23 0.19 0.19 9:39 0.2 0 .005 3 346.23 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 9:5 7 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 346.2 4 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 346.2 7 0.24 0.24 10:30 0.3 0.0069 346.2 7 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 346.3 2 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 ctib 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 03/2 1/0 0 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 0.0010 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 13 348.2 0 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 0:54 0.0 0.0000 0:57 0.0 0.0000 1:00 0.0 0.0000 1:03 0.0 0.0000 1:06 0.0 0.0000 0.0000 ac.fe. 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 0 1 Outflow cfs (Part) 0.00 0.00 0.00 0.00 0.00 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 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 0.1 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 03 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) cfs (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 346.13 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 0.1 0.0018 34 0.10 4:33 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 0.1 0 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 03/21/0 0 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 34 6 .21 0.17 0.17 6:48 0.2 0.0046 34 6 .22 346.2 2 0.17 6:54 0.2 0.0048 346 .22 0.18 0.18 6:57 0.2 0.0049 34 6 .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 34 6 .23 0.19 0.19 7:12 0.2 0.0052 34 6 .23 0.19 0.19 7:15 0.2 0 .0052 34 6 .23 0.1 9 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 8:57 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 0.0069 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 0.011 4 346.38 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 .01 33 346.42 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 11:2 7 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 .043 7 346.85 1.18 1.18 11:48 3.7 0.0532 346.98 1. 33 1 .33 11:5 1 4 .8 0 .0649 347 .1 2 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 .1 290 347.95 3.82 2.19 12 :03 9 .5 0.1502 348.22 4 .7 3 2 .35 12:06 8.2 0.1646 348.41 ~ 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 347.6 7 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 0.0 7 64 347.27 1.37 1.64 12:51 0.6 0 .0734 347 .23 1.25 1. 61 12:54 0 .6 0.070 1 347.19 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. h ave e nte red the pond. 0.4 852 ac.ft. (90.06%) have exi ted. Date 03/21/00 Page 07 Inf low 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 i 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 cf s (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 Sto r ag e El evation Outflow Outflow hr:min cf s ac ft feet cf s (Tot) cf s (P art ) ----------------------------------------------------------------------------- 3:27 0.1 0.0018 346.13 0 .1 0 0.10 3:30 0.1 0 .001 8 346.13 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 3:5 7 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 4:2 7 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 .1 3 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 .00 39 346.20 0 .16 0 .16 4:57 0.2 0.0041 346.20 0.16 0.16 5:00 0.2 0 .004 2 346.21 0 .1 7 0.17 5:03 0.2 0.0044 346.2 1 0 .1 7 0.17 5:06 0.2 0.0045 346.21 0 .1 7 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 5:2 1 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 5:3 0 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 ent ered the pond. 0.0417 ac.f t. (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:rnin 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 0.29 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 346.3 1 0.29 0.29 9 :1 8 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 346.3 1 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 346.3 1 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 346.3 7 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 o.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 11:12 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 ~ 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 l 0.12 l 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 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 # 8 File Name -tradition Proj. Leader keating Client kirkland 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 cfs (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) cfs (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 0.0 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 346.1 1 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 346.1 1 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 0.0016 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 0.1 0 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 Inf low H'graph: 25 yr Dev Al Time Inf low Storage Elevation Outflow Outflow hr:min cfs ac ft feet cf s (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 0.0018 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 0.0030 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 04 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 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 0.2 0.0055 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 0.3 0.0057 346.24 0.21 0.21 8:06 0.3 0.0061 346.25 0.22 0.22 0.0935 ac.ft. have entered the pond. 0.0874 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 0.24 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 0.0090 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 .0100 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 0.0109 346.37 0.39 0.39 9:30 0.4 0.0109 346.37 0.39 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 0.0123 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 .1 212 347.84 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 1 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 * 0.60 * 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 0.0113 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 i 0.25 i 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 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 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 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 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 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 0:39 0.0 0.0000 0:42 0.0 0.0000 0:45 0.0 0.0000 0:48 0.0 0.0000 0:51 0.0 0.0000 0.0000 ac.ft. have entered the pond. Len 24 hrs Precip. 9.80 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: 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 Inflow 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) ----------------------------------------------------------------------------- 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:min 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 ~8~ 2.87 12:09 8.9 0.2225 349.15 .5b 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 0.10 3 4 347 .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:min cf s ac ft feet cf s (Tot) cf s (Part) ----------------------------------------------------------------------------- 12:54 0.3 0.0750 347.25 1. 31 1. 63 12:57 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 i 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 Proj. Leader keating Client kirkland Date 03/21/00 Job 98-352 Misc. Note -drainage calculat i ons 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 St o rage 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 34 7.0 0 0 .055 8 347.20 0.071 9 347.40 0.087 10 347.60 0.102 11 347.80 0.118 Routing o f Hydrograph # 3 File Name -traditi o n Proj. Leader keating 12 10 Outflow No. Elev 0.00 12 348.00 0.08 1 3 348.20 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 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 17.60 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: 10 0 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 0:4 5 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%) 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: 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 Inf low 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 Inf low 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 Inf low H'graph: 100 yea r 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 ~ 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 l 0.54 l 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 * Rectangular Channel Analysis & Design Open Channel -Uniform flow Worksheet Name: The Tradition @NG Cormnent: 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 Vl ft 0 .. 9 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 I/ Rectangular Channel Analysis & Design Open Channel -Uniform flow Worksheet Name: The Tradition @NG Cormnent : 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 ... . I 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 cfs 11.30 cfs 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 Comment : 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 Number .... . 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