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HomeMy WebLinkAbout008-91 Winchester Reg. Airport (Extended Runway) Site Plan - Backfile (2)l i * STAFF SITE PLAN CHECKLIST 'k This application is not complete if the following are not included: One set of comment sheets from the following agencies along with any marked copies of the plan; VDOT City of Winchester Sanitation Authority Town of Stephens City Inspections Dept. Town of Middletown Fire Marshal Health Dept. County Engineer Parks & Recreation Airport Authority Soil & Water Conservation Dist. /2. One copy of the Site Plan application. Orsz, 3. -Vi!pe copies of the Site Plan. 4. One reproducible copy of the Site Plan (if required). 5. One 35mm. slide of the Site Plan (if required). TRACKING Date -z5 9 Application received. All necessary agency comments received. Fee Paid (amount $ 1, (Q 9 5. d ) • (P9$ 4 crew j e- Site Plan to Planning Commission via bi-monthly. Site Plan heard by Planning Commission (if required). Revisions received (if required). I Date of approval. Info added to annual report diskette. ECEIPT FrEDEP:CK COUNTY E`'PT. OF PIANWNG AND DEVELOPW7NT P. 0. COX 601, 9 COURT SQUARE r� ~ WINCHESTER, VIRGINIA 22 a 023�.�1 601 oc)j -91__— AMQUNT DUE $•/ &9-5 ,F� CASH n OTHER �a y vod /,o RECEIVED FROM ! /a Ad 'Ik -- .5 ;,Ir"o&e^f ': vw w� v4"546 ADDRESS THE SUM OF DOLLARS :I .5l- FOR ! . /Y �V ✓ 7� / IC D �I " C S -- G / /,% A 6 9 5- er DAYTIMERSRE ORDER N. 3221 -- P—Wd n USA t•lA`r' — 2EA—'=+ 1 T U E W I N C H E S T E R A Ilk 0 R T P _ 0 2 WINCHESTER REGIO SERVINU THE TOR QF V11?31`IA May 23, 1991 ORT AUTHOR �'WONCHLS;LH REGIONAL AIRPORT ROUTE 1, Box 441 NCHESTER, :;RGINIA 22601 1103) 662,2422 Mr. Evan A. Wyatt Department of Planninq and Development County of Frederick Font Cffice Box 601 Winchester, Virginia 22601 Re: Ruud Relocation SP728 (Victory Lane) Deter Even: E MAY 2 8 The purpose of this letter is to inform you of recent developments concerning airport construction that will effect bh 728 in Frederick County and request that I be permitted to brief the Transportation Committee of our plans during its next meeting. As you know, construction of our 1,000' runway extension is scheduled to begin June 1, 1991. This extension will require the construction of a 1,000' sod "safety area" at both ends of the, runway. The safety area for the newly extended end of the runway is part of the extension project. However, the safety area at the other end of the runway must be addressed as a separate project which enjoys a high priority for federal and state funding support. The funds are being requested and it is my understanding that they may be made available this year (Federal FY91). That means we would most likely be under construction next Spring. Due to its length, the new safety area will require the relocation of SR 728 as depicted in the enclosed photo copy of our current Airport Layout Plan (ALP). This relocation is eligible for 90 percent federal funding (and 5 percent Commonwealth Airport F'unda). We believe it is a good project that will enhance airport safety and future growth and development. We seek your concurrence and support to nee the project through. If you ahould have questions, please do not hesitate to contact me. Sincerely yours, raA_ ____ -- _ Kenneth F. Wiegand !--:xecutive Director Enclosure a& I ..51s,. . S P �oc�Qj —y 6 delta associatep-e-, inc. consulting engineers - planners 7333 whitepine road richmond, virginia 23237 February 7, 1991 Mr. Paul Bernard Donahue & Associates 11240 Waples Mill Road Fairfax, Virginia 22030 Dear Mr. Bernard: phone (804) 275-8301 fax (804)275-8371 RE: Drainage and Sediment and Erosion Control Runway Extension Winchester Regional Airport Winchester, Virginia AIP 3-51-0059-05 Delta Project No. VA 9103 Our firm is designing a runway extension and - related improvements at the Winchester Regional Airport. We have enclosed, for your review, the following: 1. Drainage Area Map 2. Grading and Drainage Plans 3. Sediment and Erosion Control Plans & Details 4. Rational Method Calculation for Storm Sewer System Between Structures DI, D2, and D3. 5. TR-55 Calculations for Detention Basin Design 6. VDOT Culvert Design Calculations 7. VDOT Open Channel Calculations Please review at your earliest convenience. Our timetable for this project includes advertisement for bid in March, 1991 with construction beginning in April, 1991. I 0 0 Mr. Paul Bernard February 7, 1991 Page Two If you should have any questions with regard to this matter, please do not hesitate to contact our office. Sincerely, Kenneth W. Brammer, P.E. Enclosures cc: Ken Wiegand, Winchester Regional Airport wo/encl Joe Delia, FAA, WADO wo/encl ✓Evan Wyatt, Frederick County Planning wo/encl VA 9103 C 033 • • LAND DISTURBING PERMIT ISSUED TO: L. F. Ptankei,n 9 Sons, Inc. who has met all requirements of the Frederick County Erosion and Sedimentation Control Ordinance as certified by the Frederick County Department of Planning and Development. AGREEMENT This agreement, made this 10th day of June 19 91, by and between L. F. Ftankti.n 9 Saws, Inc. party(s) of the first part, and the County of Frederick , Virginia, party of the second part. Whereas, in consideration of the approval by the party of the second part of this Virginia land disturbance plan and permit for the Ptd-iminaw excavation of 11.5 (actual disturbed acres) and the party of the second part requiring the following work to be completed during the land disturbance construction and before final occupancy, the party(s) of the first part or his heirs/assigns agree to do the following work: 1. Provide for the adequate control of erosion and sedimentation by temporary and permanent control practices and measures which will be implemented during all phases of clearing, grading and construction and to provide for conformity with the Virginia Erosion and Sediment Control Law, Title 21, Chapter 1, Article 6.1 of the Code of Virginia and local code laws. 2. To provide Erosion and Sediment Control as per the Erosion and Sedimentation Control Plan. • -2- The party (s) of the first part does further agree that an agent of Frederick County shall be permitted entry to the site of the land disturbing activity to inspect the control measures shown in the approved plan. In testimony whereof, the party of the first part has hereunto caused its corporate names and seals to be hereunto affixed, for and in its behalf, by Ezten 0. Rudotph, III and caused this agreement to be acknowledged and delivered for and in its behalf. L. P. FhankUn S Sovws, Inc. CO `ORATION B Y : -� In testimony whereof, the party of the second part has hereunto caused its body corporate names and seal to be hereunto affixed, for and in its behalf by Evan A. Wyatt, PtanneA II County of Frederick, Virginia BY: &_", a_ Ljm�— Frede ick Cqjinty Department of Planning and Development NOTE: Issuance of this permit does not constitute approval of a site plan. This permit is for land disturbance only. -3- STATE OF VIRGINIA COUNTY OF FREDERICK I, Debi. D. Swimtey , a Notary Public in and for the State and County aforesaid, do hereby certify that this day personally appeared before me in my said County, (name) F,sten 0. Rudotph, IN of (company) L. F. FnankUn 9 Sows, Inc. and Evan A. Wyatt, Ptannen II' of the Frederick County Department and Development, whose names are signed to the foregoing agreement dated June 21991 did personally appear before me and acknowledged the same. Given under my hand this 10,-h day of June , 1991 'L.L' L! �� " 1'. No ary Public My Commission expires on SeptembeA 30, 1993 SITE PLAN APPLICATION DATE Z ^ 2S-`j I APPLICATION # 6U8 — 9 Complete the following application: 1. Development Name: W1Nc4c-S` E:r, �CEs1o►JI(L �cjRt'oKT hu►�u)Ay �XTE�S,o� 2 . Location of Property: A Lo►j & NORTH S ME QV 'Rr 645' (by street name) nn I � m �I•[�5'� S1DE OF Rs-- %ZS 3. Property Owner: VIFJ *Lzsllz C: . I.E 10'a AL. Aipuoin- Ao-metT, Address: 12-r 1 Qox `� 4 1 VA- z Z Lo, Telephone: �7b33 G6-Z —Z4Z.Z 4. Applicant/Agent:` M� • �ENr�GTH WICG�r-+T� Address: Telephone: 5. Designer: ^DELTA Assoe►r+--izs a.e.. wc- Address: -7$69 Wt41Tt:,-' ROE- �b�> RICtAKOPD VA 23 z a 7 Telephone: (004) 7-75 -- 830i Contact: !�pJ 13,eAvgKs--c 6. Is this an or} ginal or revised Site Plan? Original ✓ Revised 7. Total area of parcel to be developed: II. S 8. Property Information: a) Tax Map: 0 b) Parcel Number: c) Tax ID #: (ol-A-11 d) Current Zoning: AP- I e) Present Use: A iP mp--T f ) Proposed Use: of -RuOw#,,Y g) Adjoining Property Zoning: RA M--1 h) Adjoining Property Use: 1/A. AI-Yr- i) Magisterial District: SRp .3►3e:C I have read the material included in this package and understand what is required by the Frederick County Planning Department. I also understand that all required material will be complete prior to the submission of my site plan. Applicant's Signature: 0-" VJ, t��aj -ram 6 4340 r G /' Sena oah •.,�'� �� \��. °.` �► \�I �.� .. ''a0 686� , 10, r ory 137T' .. 'i r-�ti J ' `��t, '� }. ` �!(p � ./ � '/� J �„ • .. � fib 4338 /\ � r� J -ice_. • , -� • 6�, 'rr � ` ,( 1' .� ` ZZ QC GAS �i • / l r, l (Pairs alTa �C� `\. - •• 'Golf C > j�' �• /� �5 m QB733 y� n t! `c� I ;. �l � j\ ��� �, ✓y • i�.` `%'" V�;.. � `ice 4337 i cP Qi o �' �ct -� -td 1NinchesterNNiunitipal irp6rt v� 4336 B. fop iC! / �l j ' Ir'/ �( �✓!'f - !%/ Jc/) \7N yr _ �- N� l / I �� • - I • • V i• .. % �, 723 is ` - � �'^ �:. /,^-� ~l, �/ � � �lnr� \AJl r �iL �� Shenandoah - —�•� (� n� /// ���`� S .: •J emori I'Park -39e07'30" 10' 745 FRONT ROYAL 1 M/ • INTERIOR --GEOLOGICAL SURVEY, RESTON, VIRGINIA-1987 78 ed7'3�" 747 748000' E - 0 0 &� I MILE ROAD CLASSIFICATION?oc Hc:r;: duly Light -duty 0 0 COUNTY of FREDERICK Department of Planning and Development 703/665-5651 FAX 703/678-0682 July 23, 1991 Winchester Regional Airport Authority Attn: Mr. Kenneth F. Wiegand Route 1, Box 441 Winchester, VA 22601 RE: Winchester Regional Airport Authority Site Plan Dear Mr. Wiegand: The Frederick County Planning Department administratively approved Site Plan #008-91 of the Winchester Regional Airport on June 3, 1991. This site plan calls for the addition of 1,000 feet to the existing runway at the airport. All information submitted by Delta Associates was reviewed and approved by Mr. Paul Bernard of Donohue Associates in Fairfax, Virginia. Our department received only one copy of the approved plan which is in our site plan file. If you need a copy of an approved plan for your file, please obtain one from Delta Associates, and submit it to our department for approval. If you do not feel this is necessary, please keep a copy of this letter in your files as proof of our department's position regarding this project. Please contact me if I may answer any questions regarding this letter, or if I may be of any assistance. Sincerely, Evan A. Wyatt' Planner II EAW cc: Mr. W. Harrington Smith, Jr., Shawnee District Supervisor Mr. Kenneth W. Brammer, P.E., Delta Associates THE COURTHOUSE COMMONS 9 N. Loudoun Street - P.O. Box 601 - Winchester, Virginia - 22601 r • E April 1, 1991 Evan Wyatt, Planner Frederick County Planning Department 9 court Square, P.O. Box 601 Winchester, VA 22601 Re: Winchester Airport Second Submission 17555.127 Dear Evan, ENGINEERS ARCHITECTS SCIENTISTS I have reviewed the revised and completed submission of the above referenced project. Based on my review it appears that the plans address all my previous concerns and adequately provide for stormwater management and erosion and sedimentation control. I can recommend approval for those areas at this time. Sincerely, DONOHUE & ASSOCIATES, INC. Project Manager PAB : j la cc: Kenneth W. Brammer, P.E. Delta Associates P.E., Inc. R/F/AI3 ■ 11240 Wiples Mill Road, Suite 100, Fairfax, Virginia 22030 ■ 703.385.3566 - 2 1991 ■ Fax 703.385.8319 Pruu�tl.at rrr�tlr,!�o-,, 9 11240 Waples Mill Road ENGINEERS Suite 100 ARCHITECTS Fairfax, Virginia 22030 SCIENTISTS 703.385.3566 Evan Wyatt, Planner Frederick County Planning Department 9 Court Square, Box 601 Winchwster, VA 22601 Your Authorization: Signed Agreement Winchester Airport Revised Submission Project Manager 4.0 hrs @33.25 Admin Assist .5 hrs @14.50 Total Direct Total Indirect TOTAL DUE THIS INVOICE D ate : Apr. 1, 1991 Please Reference: Project No. 17555.127 Invoice No. 9102342 Client No. 07534 133.00 7.25 140.25 210.38 $ 350.63 � ss� II II V • • DkO�(jrO�Jj�U ENGINEERS ARCHITECTS SCIENTISTS February 18, 1991 Mr. Evan Wyatt, Planner Frederick County Department of Planning and Development 9 Court Square P.O. Box 601 Winchester, VA 22601 Re: Winchester Airport #17555.127 Dear Evan: We have reviewed the above site plan as submitted by Delta Associates. Based on our review and site visit, I offer the following: A. GENERAL: 1. Some minor final information needs to be completed on the plans and calculations which include signing and sealing by a professional engineer. B. ACCESS ISSUES: 1. This plan does not include modifications to the existing site access. Several minor unpaved access roads will be abandoned and filled over with this plan. It would appear desirable to block off those access roads which are to be abandoned, remove the stone or surface treatment and seed with a natural cover those portions of the driveways not under the proposed fill. C. DRAINAGE: 1. The drainage calculations and the proposed storm sewer systems appear to be adequate. (Note the 30" RCP is not shown on the bottom left of Sheet 8.) 2. In review of the County soils maps and the wetland inventory maps, it does not appear that the fill will have any impact on wetlands. ® 11240 Waples Mill Road, Suite 100, Faitfax, Virginia 22030 ■ 703.385.3566 ■ Fax 703.385.8319 a� Printed on ga WCveled paper 0 D 0 Jll.,�11.1_U _ ENGINEERS ARCHITECTS SCIENTISTS 3. The proposed project does not lie within a FEMA Mapped Floodplain. D. STORMWATER MANAGEMENT: 1. The two existing stormwater management ponds are to be abandoned and replaced with one larger pond as a part of this proposed plan. 2. The pond design appears consistent with the new state regulations for both quality and quantity of runoff. The area of interception of runoff to the pond covers the majority of the proposed improvements under this plan. E. EROSION AND SEDIMENTATION: 1. An E&S plan was provided with this submission which appears adequate. Based on the above, I see no reason that the plans cannot be approved when the plans are finalized, and the plans and design calculations are submitted with an Engineer's seal and signature. If you have any questions, please let me know. Sincerely, DONOHbE & A SOCIA S, INC. 6U/i A. Bernard, P.E. Project Manager PAB:mb cc: Mr. Kenneth Brammer, P.E. Delta Associates, Inc. 7333 Whitepine Road Richmond, VA 23237 T/L/AP2 40 Waples Mill Road ENGINEERS Suite 100 ARCHITECTS Fairfax, Virginia 22030 SCIENTISTS 703.385.3566 Mr. Evan Wyatt, Planner Frederick County Planning Department 9 Court Square, Box 601 Winchester, VA 22601 Your Authorization: Signed Agreement Feb. 18, 1991 Date: Please Reference: Project No. Invoice No. Client No. 17555.127 07534 Principal .5 hr. @ $48.00 = $ 24.00 Project Manager 3.0 hrs. @ $33.25 = 99.75 Senior Engineer 9.0 hrs. @ $33.25 = 299.25 Admin. Assistant 1.0 hr. @ $14.50 = 14.50 Direct = 437.50 Indirect = 656.25 Mileage 40 miles @ $.275/mile = 11.00 TOTAL=$1,104.75 Copy To: mil' �- Ol I �O-9ivision I w- Pl I RmeT" S P 1 delta consulting 7333 whitepine road richmond, virginia 23237 March 20, 1991 Mr. Paul A. Bernard, P.E. Donohue & Associates, Inc. 11240 Waples Mill Road Suite 100 Fairfax, Virginia 22030 Dear Mr. Bernard: associate engineers - 0 s p.e., inc. planners phone (804) 275-8301 fax (804)275-8371 RE: Drainage and Sediment and Erosion Control Extend Runway 14/32 Winchester Regional Airport Winchester, Virginia AIP Project No. 3-51-0059-05 Delta Project No. VA 9103 Enclosed, please find two (2) sets of sealed plans and calculations containing the following information: 1. Grading and Drainage Plans, Details & Profiles 2. Sediment and Erosion Control Plans & Details 3. Drainage Calculations These plan sheets have been pulled from a larger set of plans. Access to the site has been addressed in the following manner: 1. A new 10, gravel road connecting the taxiway with the extended runway safety area will be installed with this project. 2. Other gravel roads in the extended runway safety area will be obliterated and seeded. 3. Gravel roads coming into the site will end at gates in a fence (to be installed). These roads will provide secondary access for Airport maintenance equipment. Mr. Paul A. Bernard, P.E. March 20, 1991 Page Two The 30" RCP has been shown on all necessary sheets. If you should have any questions concerning this matter, please do not hesitate to contact our office. Sincerely, Kenneth W. Brammer, P.E. KWB:dsh Enclosures cc: Ken Wiegand, Winchester Regional Airport wo/encl. Joe Delia, FAA/WADO wo/encl. Evan Wyatt, Frederick Co. Planning wo/encl. VA 9103 C068 �l R 9 103 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET (with and without an emergency spillway) Project `c I ► N c N�� ��� [a L4�e �olzT — �vNwd ycT�i� St�1 Basin # ( Locationy`IE I FU2 t L;�/\AFOP_Ap l SEDIMEMT T3A S1r4 Total area draining to basin acres. BASIN VOLUME DESIGN 1. Min. req'd vol. = 67 cu. yds. x Total Drainage Area (acres) 67 cu. yds. x 4- acres = z304, cu. yds. — (0 z23o 2. Available basin volume = Z >5 2 cu. yds. at elevation (From Storage - Elevation Curve) 3. Excavate D cu. yds. to obtain req'd volume*. *(Elevation corresponding to req'd volume = Crest of riser elevation) 4. Available volume before cleanout req'd. 40 cu. yds. x acres = 13-7(o cu. yds. = 3�1►5Z C,F 5. Elevation corresponding to cleanout level (From Storage - Elevation Curve) 6. Distance from top of riser to cleanout level = -L ft. (Min. = 1.0') DY 4,S, ,�ove 01 �e��ora�e� 0,1ve PRELIMINARY DESIGN ELEVATIONS 7. Crest of Riser = 6o9 S• S Top of Dam = -7OO Design High Water = (o9 16 Upstream Toe of Dam = (og9 PA4ZTM IZunvF 8. Length of Flow ( L) Effective Width We 14 0 If 2, Baffles not req'd N,fz If 2, Baffles are req'd N. III-87 RUNOFF eJevc4kc)✓� 2 f erlc� 9. Q10 = 9 5 cfs a, (From Chapter 5) PRINCIPAL SPILLWAY DESIGN ,2 x34.4= 10. Req'd spillway capacity Qp = Q10 fs. (Riser and Barrel) ��cg—l0c) 1�.5 11. Assumed available Head (h) _ --Z.5 ft. (Assumed design high water elevation - Crest of riser elevation = h) 12. Riser Diameter (D ) = 2 ( in. Actual Head (h) ft. ( From Plate 136h, page III-73) � � S �+ . C7 Note: Avoid orifice flow conditions 13. Barrel length (1) ft. 3 D- 3 �+ 42_ " p� Pe - Head (H) on barrel through embankment = 2.55 ft. (4:�)lO.05 (See Plate 1.26g, page III-72) 14. Barre l l Diameter = 3 O i n . �, 42. +O ca" (oA-:t /X- �1c-o o�ns (From Plate 1.26a, page III-74) jQgrrmga1adMetal Pipe (From Plate 1.26b, page III-75) Concrete Pipe s�,t 15. Trash Rack and Anti -Vortex Device -SO in. Height in. U`���e, Diameter = = ( From Tabled, Page III-80T- W0 t `� zf\c ANTI -SEEP COLLAR DESIGN 16. Depth of water at principal spillway crest (Y) = ft.� Slope of upstream face of embankment (Z) _ :1 �Z�\\1V), Slope of principal spillway barrel (SB) _ % Length of barrel in saturated zone (Ls) = ft. A , G, (From Plate 1.26k, page III-81) 17, Number of collars req d = dimensions = (From Plate 1.261, page III-8 I. Lr o o� -,"0 J`zc- ( oo,� rovv,q 0 c7* I ova J 1` FINAL DESIGN ELEVATIONS 18. Top of Dam = 700.s . Des i gn Hi gh Water oo Principal Spillway Crest(005.5 ar""efc. I III-88 C N Cn C") C/f Table 1.26b PIPE FLOW CHART n = 0.013 FOR REINFORCED CONCRETE PIPE INLET Km - Ke + r, - 0.65 AND 70 FEET OF REINFORCED CONCRETE PIPE CONDUIT (full flow assumed) Note correction factors for pipe lengths other than 70 feet - x � S _ oj'7. 9 diameter of pipe in inches " H, in feet 12" 15" 18" 21" 24" 30" 36" 42" 48" 54" 60" 66" 72" 78" 84" 90" 96" 102" 1 3.22 5.44 8.29 11.8 15.9 26.0 38.6 53.8 71.4 91.5 114 139 167 197 229 264 302 342 2 4.55 7.69 11.7 16.7 22.5 36.8 54.6 76.0 101 129 161 197 236 278 324 374 427 483 3 5.57 9.42 14.4 20.4 27.5 45.0 66.9 93.1 124 159 198 241 289 341 397 458 523 592 4 6.43 10.9 16.6 23.5 31.8 52.0 77.3 108 143 183 228 278 334 394 459 529 604 683 5 7.19 12.2 18.5 26.3 35.5 58.1 86.4 120 160 205 255 311 373 440 513 591 675 764 6 7.88 13.3 20.3 28:8 38.9 63.7 94.6 132 175 224 280 341 409 482 5A2 647 739 837 7 8.51 14.4 21.9 31.1 42.0 68.8 102 142 189 242 302 368 441 521 607 699 798 904 8 9.10 15.4 23.5 33.3 44.9 73.5 109 152 202 259 323 394 472 557 685 748 854 966 9 9.65 16.3 24.9 35.3. 47.7 73.0 116 161 214 275 342 418 S00 590 688 793 905 1025. 10 10.2 17.2 26.2 37.2 50.2 82.2 122 170 226 289 361 440 527 622 725 836 954 1080 11 10.7 18.0 27.5 39.0 52.7 86.2 128 178 237 304 379 462 553 653 761 877 1001 1133 12 11.1 18.9 28.7 40.8 55.0 134 186 247 317 395 482 578 692 794 916 1045 1184 13 11.6 19.6 29.9 42.4 57.3 93.7 139 194 257 330 411 502 601 710 827 953 1088 1232 14 12.0 20.4 31.0 44.1 59.4 145 201 267 342 427 521 624 736 858 989 1129 1278 15 12.5 21.1 32.1 45.6 61.5 101 ISO 208 277 354 442 539 646 762 888 1024 1169 1323 16 12.9 21.8 33.2 47.1 63.5 104 155 215 286 366 457 557 667 787 917 1057 1207 - 1367 17 13.3 22.4 34.2 48.5 65.5 107 159 222 294 377 471 574 688 812 946 1090 1244 1409 -10 13.7 23.1 35.2 49.9 67.4 110 164 228 303 388 484 591 708 835 973 1121 1280 1450 19 14.0 23.7 36.1 51.3 69.2 113 168 234 311 399 497 607 727 858 1000 1152 1315 1489 20 14.4 ,24.3 37.1 52.6 71.0 116 173 240 319 409 SID 623 746 880 1026 1182 1350 1528 21 14.7 24.9 38.0 53.9 72.8 119 177 246 327 419 523 638 764 902 1051 1211 -1383 1566 22 15.1 25.5 38.9 55.2 74.5 122 181 252 335 429 535 653 782 923 1076 1240 1415 1603 23 15.4 26.1 39.8 56.5 76.2 125 186 258 342 439 547 668 800 944 1100 1268 1447 1639 24 15.8 26.7 40.6 57.7 77.8 127 189 263 350 448 559 682 817 964 1123 1295 1478 1674 25 16.1 27.2 41.5 58.9 79.4 130 193 269 357 458 571 696 834 984 1147 1322 1509 1708 26 16.4 27.7 42.3 60.0 81.0 133 197 274 164 467 582 710 850 1004 1169 1348 1539 ° 1742 27 16.7 28.3 43.1 61.2 82.5 135 201 279 371 476 593 723 867 1023 1192 1373 1568 1775 28 17.0 28.8 43.9 62.3 84.1 138 204 285 378 484 604 737 883 1041 1214 1399 1597 1808 29 17.3 29.3 44.7 63.4 85.5 140 208 290 384 493 615 750 898 1060 1235 1423 1625 1840 30 17.6 29.8 45.4 64.5 87.0 142 212 294 391 501 625 763 913 1078 1256 1448 1653 1871 L, in feet Correction Factors For Other Pipe Lengths 20 1.30 1.24 1.21 1.18 1.15 1.12 1.10 1.08 1.07 1.06 1.05 1.05 1.04 1.04 1.03 1.003 30 1.22 1.18 1.15 1.13 1.12 1.09 1.08 1.06 1.05 1.05 1.04 1.04 1.03 1.03 1.03 1.01 1.02 1.02 40 1.15 1.13 1.11 1.10 1.08 1.07 1.05 1.05 1.04 1.03 1.03 1.03 1.02 1.02 1.02 1.02 1.02 1.02 50 1.09 1.08 1.07 1.06 1.05 1.04 1.04 1.03 1.03 1.02 1.02 1.02 1.02 1.01 1.01 1.01 1.01 1.01 60 1.04 1.04 1.03 1.03 1.03 1.02 1.02 1.02 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 70 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 80 .96 .97 .97 .97 .98 .98 .98 .99 .99 .99 .99 .99 .99 .99 .99 .99 .99 .99 90 .93 .94 .94 .95 .95 .96 .97 .97 .98 .98 .98 .98 .98 .99 .99 .99 .99 .99 100 .90 .91 .92 .93 .93 .95 .95 .96 .97 .97 .97 .98 .98 .98 .98 .98 .98 .99 120 .84 .86 .87 .89 .90 .91 .93 .94 .94 .95 .96 .96 .96 .97 .97 .97 .97 .98 140 .80 .82 .83 .85 .86 .88 .90 .91 .92 .93 .94 .94 .95 .95 .96 .96 .96 .97 160 .76 .78 .80 .82 .83 .86 .88 .89 .90 .91 .92 .93 .94 .94 .95 .95 .95 .96 • 1980 Table 1.26d CONCENTRIC TRASH RACK AND ANTI -VORTEX DEVICE DESIGN TABLE 1.26 Cylinder Riser Diam. Thick., Minimum Size Minimum Top Diam., in. in. gage H, in. Support Bar _Thickness Stiffener 12 18 16 6 #6 Rebar 16 ga. - 15 21 16 7 " It- 18 27 16.____..._ _8__._....__._.-.__��..__..-----..---_ It - 21 _:: 30 16 11 24 36 16 13 14 ga. - 27 42 16 15 " - 36 54 14 17 #8 Rebar 12 ga. - 42 60 14 19- 48 72 12 21 1-1/4" pipe or 10 ga.. - 1-1/41-1/41/4 angle (54 �778 12 �25 - 60 90 12 29 1-1/2" pipe or 8 ga. - 1-1/2xl-1/2xl/4 angle 66 96 10 33 2" pipe or 8 ga., 2x2x1/4 2x2x3/16 angle w/stiffener angle 72 102 10 36 2-1/2x2-1/2x 1/4 angle 78 114 10 39 2-1/2" pipe or " " 2x2x1/4 angle 84 120 10 42 2-1/2" pipe or 2-1/2x2-1/2x 2-1/2x2-1/2xl/4 5/16 angle angle Note: The criterion for sizing the cylinder is that the area between the inside of the cylinder and the outside -of -the riser is equal to or greater than the area inside the riser. Therefore, the above table is invalid for use with concrete pipe risers. Source: USDA-SCS III-80 POND-2 Version: 5.13 • SIN: 1220510270 DETENTION BASIN NO. 1 CALCULATED 01-30-1991 11:58:35 DISK FILE: A:9103DET1.VOL Planimeter scale: 1 inch = 30 ft. * Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum (ft) -------------------------------------------------------------- (sq.in.) (sq.ft) (sq.ft) (cubic-ft) ------------ (cubic-ft) 688.00 0.00 0 0 0 0 689.00 4.72 4,248 4,248 1,416 1,416 690.00 7.02 6,318 15,747 5,249 -6,665 691:00 8.40 7,560 20,789 6,930 13,595 692.00 10.07 9,063 24,900 8,300 21,895 693.00 11.82 10,638 29,520 9,840' 31,735 694.00 13.62 12,258 34,315 11,438 43,173 695.00 15.55 13,995 39,351 13,117 56,290 695.50 *I* 14,921 43,366 7,228 63,518 696.00 17.64 15,876 44,777 14,926 71,216 697.00 21.56 19,404 52,832 17,611 88,826 698.00 25.61 23,049 63,601 21,200 110,027 699.00 29.62 26,658 74,495 24,832 134,858 699.50 *I* 28,521 82,753 13,792 148,650 700.00 33.83 30,447 85,595 28,532 163,390 Interpolated area from closest two planimeter readings. * Incremental volume computed by the Conic Method for Reservoir Volumes. I I I � T_,_ I s" � I Ij _—r—_�._ I ly � ...�. _, � ��._i__a•..— -.-,-.— DN—G—lip.;_.-_-�— CTI : , I I ; p , I delta associates p.p., inc. airport consultants POND-2 Version: 5.13 S/Ni.0220510270 Plotted: 01-31-1991 U Flow (cfs) .0 7.0 14:0 21.0 28.0 35.-0 42.0 49.0 56.0 63.0 70.0 77.0 *X *X * X * x * x * x * x * X * X * X * X X X X X X X X X X X X X X X X X X X X X X X X X X X X * ` X X X X x X X X X * * * * * * * * 9e * * * * * * (min) * File: A:10DETI .HYD Qmax = x File: A:10POSV .HYD Qmax = 68.4 cfs 14.0 cfs t r 0 • POND-2 Version: 5.13 SIN: 1220510270 Plotted: 01-31-1991 Flow (cfs) 0.0 8.0 16.0 24.0 32.0 40.0 48.0 56.0 64.0 72.0 80.0 88.0 702.0- * 708.0- * 714.0- * 720.0- * »A_n- * * * * * * * * * * * * * * * * * * * * 4E Ln) Lle: A:10POS * * * * * * * * * * * * .HYD Qmax = 74.4 cfs POND-2 Version: 5.13 SIN: 1220510270 Page 1 of 7 Executed 01-31-1991 11:31:17 Data directory: A:*.HYD File Summary for Composite Hydrograph Time 10DET1 10POSV 1OPOS (min) -------- (cfs) (cfs) ---------------- (Total) -------- 660.00 0.3 0.0 0.3 663.00 0.3 0.0 0.3 666.00 0.3 0.0 0.3 669.00 0.3 0.0 0.3 672.00 0.3 0.0 0.3 675.00 0.4 0.0 0.4 678.00 0.4 0.0 0.4 681.00 0.4 0.0 0.4 684.00 0.4 0.0 0.4 687.00 0.4 0.5 0.9 690.00 0.4 1.0 1.4 693.00 0.4 1.0 1.4 696.00 0.4 1.0 1.5 699.00 0.5 1.0 1.5 702.00 0.5 1.0 1.5 705.00 0.5 1.5 2.0 708.00 0.5 2.0 2.5 711.00 0.5 2.0 2.5 714.00 0.5 2.0 2.5 717.00 0.5 3.0 3.5 720.00 0.5 4.0 4.5 723.00 0.6 6.0 6.6 726.00 0.6 8.0 8.6 729.00 0.6 11.0 11.6 732.00 0.7 14.0 14.7 735.00 19.4 14.0 33.4 738.00 38.0 14.0 52.0 741.00 50.8. 12.0 62.8 744.00 63.6 10.0 73.6 747.00 66.0 8.0 74.0 750.00 68.4 6.0 74.4 753.00 67.0 5.0 72.0 756.00 65.6- 4.0 69.6 759.00 62.2- 3.5 65.7 762.00 58.7 3.0 61.7 765.00 51.6 3.0 54.6 768.00 44.5 3.0 47.5 771.00 38.1 2.5 40.6 774.00 31.6 2.0 33.7 777.00 27.8 2.0 29.8 POND-2 Version: 5.13 SIN: 1220510270 Executed 01-31-1991 11:31:17 Data directory: A:*.HYD File Summary for Composite Hydrograph Time 10DET1 10POSV 10POS (min) -------- (cfs) -------- (cfs) -------- (Total) -------- 903.00 5.1 1.0 6.1 906.00 5.1 1.0 6.1 909.00 5.0 1.0 6.0 912.00 5.0 1.0 6.0 915.00 5.0 1.0 6.0 918.00 5.0 1.0 6.0 921.00 5.0 1.0 6.0 924.00 5.0 1.0 6.0 927.00 5.0 1.0 6.0 930.00 5.0 1.0 6.0 933.00 5.0 1.0 6.0 936.00 5.0 1.0 6.0 939.00 5.0 1.0 6.0 942.00 5.0 1.0 6.0 945.00 4.9 1.0 5.9 948.00 4.8 1.0 5.8 951.00 4.6 1.0 5.6 954.00 4.5 1.0 5.5 957.00 4.4 1.0 5.4 960.00 4.3 1.0 5.3 963.00 4.2 1.0 5.2 966.00 4.2 1.0 5.2 969.00 4.1 1.0 5.1 972.00 4.1 1.0 5.1 975.00 4.1 1.0 5.1 978.00 4.1 1.0 5.1 981.00 4.1 1.0 5.1 984.00 4.0 .1.0 5.0 987.00 4..0 1.0 5.0 990.00 4.0 1.0 5.0 993.00 4.0 1.0 5.0 996.00 4.0 1.0 5.0 99900 4:0 1.0 5.0 %1002.00 4.0 1.0 5.0 %1005.00 3.9 1.0 4.9 %1008.00 3.8 1.0 4.8 %1011.00 3.7 1.0 4.7 %1014.00 3.5 1.0 4.5 %1017.00 3.4 1.0 4.4 %1020.00 3.3 1.0 4.3 %1023.00 3.2 1.0 4.2 Page 3 of 7 POND-2 Version: 5.13 -SIN: 1220510270 Executed 01-31-1991 11:31:17 Data directory: A:*.HYD File Summary for Composite Hydrograph Time 10DET1 10POSV 10PO5 (min) -------- (cfs) (cfs) ---------------- (Total) %1149.00 3.0 0.0 -------- 3.0 %1152.00 3.0 0.0 3.0 %1155.00 3.0 0.0 3.0 %1158.00 3.0 0.0 3.0 %1161.00 3.0 0.0 3.0 %1164.00 3.0 0.0 3.0 %1167.00 2.9 0.0 .2.9 %1170.00 2.8 0.0 2.8 %1173.00 -2.6 0.0 2.6 %1176.00 2.5 0.0 2.5 %1179.00 2.4 0.0 2.4 %1182.00 2.3 0.0 2.3 %1185.00 2.2 0.0 2.2 %1188.00 2.2 0.0 2.2 %1191.00 2.1 0.0 2.1 %1194.00 2.1 0.0 2.1 %1197.00 2.1 0.0 2.1 %1200.00 2.1 0.0 2.1 %1203.00 2.0 0.0 2.0 %1206.00 2.0 0.0 2.0 %1209.00 2.0 0.0 2.0 %1212.00 2.0 0.0 2.0 %1215.00 2.0 0.0 2.0 %1218.00 2.0 0.0 2.0 %1221.00 2.0 0.0 2.0 %1224.00 2.0 0.0 2.0 %1227.00 2.0 0.0 2.0 %1230.00 2.0 0.0 2.0 %1233.-00 2.0 0.0 2.0 %1236.00 2.0 0.0 2.0 %1239.00 -2.0 0.0 2.0 %1242.00 2.0 0.0 2.0 %1245.00 2.0 0.0 2.0 ` %1248.00 2.0 0.0 2.0 %1251.00 2.0 0.0 2.0 %1254.00 2.0 0.0 2.0 %1257.00 2.0 0.0 2.0 %1260.00 2.0 0.0 2.0 %1263.00 2.0 0.0 2.0 %1266.00 2.0 0.0 2.0 %1269.00 2.0 0.0 2.0 Page 5 of 7 I L POND-2 Version: 5.13 SIN: 1220510270 Page 7 of 7 Executed 01-31=1991 11:31:17 Data directory: A:*.HYD File Summary for Composite Hydrograph Time 10DET1 10POSV 10POS (min) -------- (cfs) -------- (cfs) -------- (Total) -------- %1395.00 1.4 0'.0 1.4 %1398.00 1.3 0.0 1.3 %1401.00 1.2 0.0 1.2 %1404.00 1.2 0.0 1.2 %1407.00 1.1 0.0 1.1 %1410.00 1.1 G.0 1.1 %1413.00 1.1 0.0 1.1 %1416.00 1.1 0.0 1.1 %1419.00 1.0 0.0 1.0 %1422.00 1.0 0.0 1.0 %1425.00 1.0 0.0 1.0 %1428.00 1.0 0.0 1.0 %1431.00 1.0 0.0 1.0 %1434.00 1.0 0.0 1.0 %1437.00 1.0 0.0 1.0 %1440.00 1.0 0.0 1.0 %1443.00 1.0 0.0 1.0 %1446.00 1.0 0.0 1.0 %1449.00 1.0 0.0 1.0 %1452.00 1.0 0.0 1.0 %1455.00 1.0 0.0 1.0 %1458.00 1.0 0.0 1.0 %1461.00 1.0 0.0 1.0 %1464.00 1.0 0.0 1.0 %1467.00 1.0 0.0 1.0 %1470.00 1.0 0.0 1.0 %1473.00 1.0 0.0 1.0 %1476.00 1.0 0.0 1.0 %1479.00 1.0 0.0 1.0 %1482.00 1.0 0.0 1.0 %1485.00 1.0 0.0 1.0 %1488.00 1.0 0.0 1.0 %1491.00 1.0 0.0 1.0 %1494.00 1.0 0.0 1.0 %1497'.00 0.9 0.0 0.9 %1500.00 0.8 0.0 0.8 r� LD-?^7 HYDRAb. C GRADE LINE PROJECT INLET STATION Outlet liter Surface Elev. D ° Qo Lo Sf o Hf JUNCTION LOSS Final H Inlet Water Elev. Rim Elev. Vo Ho Q i Vi QiVi 2 2 Hi Angle Ho Ht 1.3 Ht 0.5 Ht (1 (2) (3) (4) 5 6 7 8 0 10 11 12 13 14 15 16 18 20 21 5 +opppe 7 4Z Iz8,2 �3 I °l0 93 12 .15 -754 a 3s7. 5.03 1."7� — — 2 3z 3.c�2 s D (a 144 ?� " 4- 5°/0 . 1 2 2 V• 2 FINAL H=H + H H i �-0. 35 V Ho=0. 25 Vo Ho K f t 2g 2g 2g Ht= Hot Hi*Ho SEE I.D-72(D)67 90o K - 0.70 800 K - 0. 66 700 K = 0.61 . -0 ,, - 11 500 K 0.47 200 K = 0.16 400 K = 0. 38 150 K = 0. 10 300 K = 0. 28 -)r0 v - n -)-) OL • t / 24 Outlet Structure File: 9103DET1.STR POND-2 Version: 5.13 SIN: 1220510270 Date Executed: Time Executed: ********************* DETENTION BASIN NO. 1 STRUCTURES ********************* ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) Q (cfs) Contributing Structures 689.00 0.3 1 ..690.00 0.4 1 691.00 0.5 1 692.00 0.5 1 693.00 0.6 1 694.00 0.6 1 695.00 0.7 1 695.50 0.7 1 +4 696.00 11.3 1 +4 697.00 55.9 1 +4 698.00 75.4 5 +9 699.00 115.3 5 +9 700.00 164.8 10 Outlet Structure File: 9103DETl.STR POND-2 Version: 5.13 SIN: 1220510270 Date Executed: Time Executed: ********************* DETENTION BASIN NO. 1 STRUCTURES ********************* »»» Structure No. 1 ««« (Input Data) ORIFICE Orifice - Based on Area and Datum Elevation E1 .elev. (ft)? 687 E2 elev.(ft)? 700.001 Orifice coeff.? 0.61 Invert elev.(ft)? 687 Datum elev.(ft) ? 687 Orifice area (sq'ft)? .0500 r • SrZ� Outlet Structure File: 9103DET1.STR POND-2 Version: 5.13 SIN: 1220510270 Date Executed: Time Executed: ********************* DETENTION BASIN NO. 1 STRUCTURES ********************* »»» Structure No. 3 ««« (Input Data) STAND PIPE Stand Pipe with weir or orifice flow E1 elev.(ft)? 695.5 E2 elev.(ft)? 7-00. 001 Crest elev.(ft)? 695.5 Diameter (ft)? 4 Weir coefficient? 3 Orifice coefficient? .8 Start transition elev.(ft) @ ? Transition height (ft)? 0 r Outlet Structure File: 9103DET1.STR POND-2 Version: 5.13 SIN: 1220510270 Date Executed: Time Executed: ********************* DETENTION BASIN NO. 1 STRUCTURES »»» Structure No. 5 ««« (Input Data) CULVERT-CR Circular Culvert (With Inlet Control) E1 elev.(ft)? 687 E2 elev.(ft)? 700.001 Diam. (ft)? 2.5 Inv. el.(ft)? 687 Slope (ft/ft)? .05 Ti ratio? T2 ratio? K Coeff.? .0098 M Coeff.? 2 c Coeff.? .0398 Y Coeff.? .67 Form 1 or 2? 1 Slope factor? -0.5 -7/24 9/24 Outlet Structure File: 9103DET1.STR POND-2 Version: 5.13 SIN: 1220510270 Date Executed: Time Executed: ********************* DETENTION BASIN NO. 1 STRUCTURES ********************* »»» Structure No. 8 ««« (Input Data) STAND PIPE Stand Pipe with weir or orifice flow E1 elev.(ft)? 698 E2 elev.(ft)? 700.001 Crest elev.(ft)? 698 Diameter (ft)? 5 Weir coefficient? 3 Orifice coefficient? .8 Start transition elev.(ft) @ ? Transition height (ft)? Outlet Structure File: 9103DET1;STR POND-2 Version: 5.13 0/N: 1220510270 Date Executed: Time Executed: ********************* DETENTION BASIN NO. 1 STRUCTURES »»» Structure No. 10 ««« (Input Data) CULVERT-CR Circular Culvert (With Inlet Control) E1 elev. (ft)? 686 E2 elev.(ft)? 700.001 Diam. (ft)? 3.5 Inv. el.(ft)? 686 Slope (ft/ft)? .01 Ti ratio? T2 ratio? K Coeff.? .0098 M Coeff.? 2 c Coeff.? .0398 Y Coeff.? .67 Form 1 or A 1 Slope factor? -0.5 Outlet Structure File: 9103DET1::STR POND-2 Version: 5.13 -SIN: 1220510270 Date Executed: Time Executed: ********************* DETENTION BASIN NO. 1 STRUCTURES ********************* Outflow Rating Table for Structure #2 INLET BOX Weir & Orifice defined by length and area ***** INLET CONTROL ASSUMED ***** Elevation (ft) -------------- Q (cfs) ------- Computation Messages ------------------------ 689.00 0.0 E < Inv.E1.= 695.5 690.00 0.0 E < E1=695.50 691.00 0.0 E < E1=695.50 692.00 0.0 E < E1=695.50 693.00 0.0 E < E1=695.50 694.00 0.0 E < E1=695.50 695.00 0.0 E < E1=695.50 695.50 0.0 Weir: H =0.0 696.00 10.6 Weir: H =.5 697.00 55.1 Weir: H =1.5 698.00 77.4 Orifice: H =2.5 699.00 91.6 Orifice: H =3.5 700.00 103.8 Orifice: H =4.5 Weir Cw = 3 Weir length = 10 ft Orifice Co = .61 Orifice area = 10 sq.ft. Q (cfs) = (Cw * L * H**1.5) or (Co * A * sgr(2*g*H)) No transition used, transition height = 0.0 Weir equation = Orifice equation @ elev.= 697.1317 ft Outlet Structure File: 9103DET1.STR POND-2 Version: 5.13 Date Executed: SIN: 1220510270 Time Executed: ********************* DETENTION BASIN NO. 1 STRUCTURES ********************* Outflow Rating Table for Structure #5 CULVERT-CR Circular Culvert (With Inlet Control) ***** INLET CONTROL ASSUMED ***** Elevation (ft) -------------- Q (cfs) ------- Computation ----=------------------- Messages 689.00 16.8 Equ.1: HW =2.0 do=1.385 690.00 28.9 Transition: HW =3.0 691.00 38.0 Submerged: HW =4.0 692.00 45.3 Submerged: HW =5.0 693.00 51.5 Submerged: HW =6.0 694.00 57.1 Submerged: HW =7.0 695.00 62.2 Submerged: HW =8.0 695.50 64.6 Submerged: HW =8.5 696.00 66.9 Submerged: HW =9.0 697.00 71.2 Submerged: HW =10.0 698.00 75.4 Submerged: HW =11.0 699.00 79.3 Submerged: HW =12.0 700.00 83.1 Submerged: HW =13.0 Ac=2.791 Used Unsubmerged Equ. Form (1) for elev. less than 689.84 ft Used Submerged Equation for elevations greater than 690.2 ft HW=Headwater (ft) dc=Critical depth (ft) Ac=Area (sq.ft) at do Transition flows interpolated from the following values: E1=689.84 ft; Q1=27.16 cfs; Dc=1.78 ft; E2=690.2 ft; Q2=31.05 cfs -71.z4- Outlet Structure File: 9103DET1.STR POND-2 Version: 5.13 SIN: 1220510270 Date Executed: Time Executed: ********************* DETENTION BASIN NO. 1 STRUCTURES ********************* Outflow Rating Table for Structure #8 STAND PIPE Stand Pipe with weir or orifice flow ***** INLET CONTROL ASSUMED ***** Elevation (ft) -------------- Q (cfs) ------- Computation ------==---------------- Messages 689.00 0.0 E < Inv.E1.= 698 690.00 0.0 E <_E1=698 691.00 0.0 E < E1=698 692.00 0.0 E < E1=698 693.00 0.0 E <-E1=698 -694.00 0.0 E < E1=698 695.00 0.0 E < E1=698 695.50 0.0 E < E1=698 696.00 0.0 E < E1=698 697.00 0.0 E < E1=698 698.00 0.0 Weir: H =0.0 699.00 47.1 Weir: H =1.0 700.06 133.3 Weir: H =2.0 Weir Cw = 3 Weir length = 15.70796 ft Orifice Co = .8 Orifice area = 19.63496 sq.ft. Q (cfs) _ (Cw * L * H**1.5) or (Co * A * sgr(2*g*H)) No transition used, transition height = 0.0 Weir equation = Orifice equation @ elev.= 700.675 ft 19I2-4 Outlet Structure File: 9103DET1.STR POND-2 Version: 5.13 SIN: 1220510270 Date Executed: Time Executed: ********************* DETENTION_BASIN NO. 1 STRUCTURES ********************* Outflow Rating Table 4 Table 4 = 2 ? 3 Elevation (ft) Q (cfs) Contributing Structures 689.00 0.0 - 690.00 0.0 - 691.00 0.0 - 692.00 0.0 - 693.00 0.0 - 694.00 0.0 - 695.00 0.0 - 695.50 0.0 2 696.00 10.6 2 697.00 55.1 2 698.00 77.4 2 699.00 91.6 2 700.00 103.8 2 z k 121- Outlet Structure File: 9103DET1.STR POND-2 Version: 5.13 SIN: 1220510270 Date Executed: Time Executed: ********************* DETENTION BASIN NO. 1 STRUCTURES Outflow Rating Table 6 Table 6 = 12 ? 5 Elevation (ft) -Q (cfs) Contributing Structures 689.00 0.3 1 690.00 0.4 1 691.00 0.5 1 692.00 0.5 1 693.00 0.6 1 694.00 0.6 1 695.00 0.7 1 695.50 0.7 1 +4 696.00 11.3 1 +4 697.00 55.9 1 +4 698.00 75.4 5 699.00 79.3 5 700.00 83.1 5 2.312_4- Outlet Structure File: 9103DET1.STR POND-2 Version: 5.13 SIN: 1220510270 Date Executed: Time Executed: ********************* DETENTION BASIN NO. 1 STRUCTURES ********************* Outflow Rating Table 13 Table 13 = 6 + 9 Elevation (ft) Q (cfs) Contributing Structures 689.00 0.3 1 690.00 0.4 1 691.00 0.5 1 692.00 0.5 1 693.00 0.6 1 694.00 0.6 1 695.00 0.7 1 695.50 0.7 1 +4 696.00 11.3 1 +4 697.00 55.9 1 +4 698.00 75.4 5 +9 699.00 115.3 5 +9 700.00 166.1 5 +9 • POND-2 Version: 5.13 SIN: 1220510270 EXECUTED: 01-31-1991 11:22:29 ************************ * * * DETENTION BASIN #1 * * * * * * ************************ Inflow Hydrograph: A:10POS2 .HYD Rating Table file: A:9103DET1.PND ----INITIAL CONDITIONS ---- Elevation = 689.00 ft Outflow = 0.30 cfs Storage = 1,416 cu-ft GIVEN POND DATA ELEVATION OUTFLOW I STORAGE (ft) (cfs) (cu-ft) 689.00 0.3 1,416 690.00 0.4 6,665 691.00 0.5 13,595 692.00 0.5 21,895 693.00 0.6 31,735 694.00 0.6 43,173 695.00 0.7 56,290 695.50 0.7 63,518 696.00 11.3 71,216 697.00 55.9 88,826 698.00 75.4 110,026 699.00 115.3 134,858 700.00 ------------------------------ 164.8 163,390 Page 1/-7 Return Freq: 10 years INTERMEDIATE ROUTING COMPUTATIONS 2S/t 2S/t + 0 (cfs) ------------ (cfs) ------------- 7.9 8.2 37.0 37.4 75.5 76.0 121.6 122.1 176.3 176.9 239.9 240.5 312.7 313.4 352.9 353.6 395.6 406.9 493.5 549.4 611.'3 686.7 749.2 864.5 907.3 -------------------------- 1072.5 Time increment (t) = 6.0 min. Ll POND-2 Version: 5.13.S/N: 1220510270 EXECUTED: 01-31-1991- 11:22:29 Pond File: A:9103DET1.PND Inflow Hydrograph: A:10POS2 .HYD Outflow Hydrogr-aph: A:10DET1 .HYD INFLOW HYDROGRAPH Page 3 17 Return Freq: 10 years ROUTING COMPUTATIONS ------------------------------------------------ TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION (min) -------- (cfs) --------- (cfs) --------- (cfs) ------------ (cfs) ----------- (cfs) --------- (ft) --------- 930.0 5.00 10.0 365.2 375.3 5.01 695.70 936.0 5.00 10.0 365.2 375.2 5.00 695.70 942.0 5.00 10.0 365.2 375.2 5.00 695.70 948.0 4.00 9.0 364.6 374.2 4.80 695.69 954.0 4.00 8.0 363.7 372.6 4.48 695.68 960.0 4..00 8.0 363.1 371.7 4.29 695.67 966.0 4.00 8.0 362.7 371.1 4.18 695.66 972.0 4.00 8.0 362.5 370.7 4.11 695.66 978.0 4.00 8.0 362.4 370.5 4.06 695.66 984.0 4.00 8.0 362.3 370.4 4.04 695.66 990.0 4.00 8.0 362.3 370.3 4.02 695.66 996.0 4.00 8.0 362.2 370.3 4.01 695.66 1002.0 4.00 8.0 362.2 370.2 4.01 695.66 1008.0 3.00 7.0 361.6 369.2 3.81 695.65 1014.0 3.00 6.0 360.6 367.6 3.49 695.63 1020.0 3.00 6.0 360.0 366.6 3.29 695.62 1026.0 3.00 6.0 359.7 366.0 3.18 695.62 1032.0 3.00 6.0 359.5 365.7 3.11 695.61 1038.0 3.00 6.0 359.4 365.5 3.06 695.61• 1044.0 3.00 6.0 359.3 365.4 3.04 695.61 1050.0 3.00 6.0 359.2 365.3 3.02 695.61 1056.0 3.00 6.0 359.2 365.2 3.01 695.61 1062.0 3.00 6.0 359.2 365.2 3.01 695.61 1068.0 3.00 6.0 359.2 365.2 3.01 695.61 1074.0 3.00 6.0 359.2 365.2 3.00 695.61 1080.0 3.00 6.0 359.2 365.2 3.00 695.61 1086.0 3..00 6.0 359.2 365.2 3.00 695.61 1092.0 3.00 6.0 359.2 365.2 3.00 695.61 1098.0 3.00 6.0 359.2 365.2 3.00 695.61 1104.0 3.00 6.0 359.2 365.2 3.00 695.61 1110.0 3.00 6.0 359.2 365.2 3.00 695.61 1116.0 3.00 6.0 359.2 365.2 3.00 695.61 1122.0 3.00 6.0 359.2 365.2 3.00 695.61 1128.0 3.00 6.0 359.2 365.2 3.00 695.61 1134.0 3.00 6.0 359.2 365.2 3.00 695.61 1140.0 3.00 6.0 359.2 365.2 3.00 695.61 1146.0 3.00 6.0 359.2 365.2 3.00 695.61 1152.0 3.00 6.0 359.2 365.2 3.00 695.61 1158.0 3.00 6.0 359.2 365.2 3.00 695.61 1164.0 3.00 6.0 359.2 365.2 3.00 695.61 1170.0 2.00 5.0 358.6 364.2 2.80 695.60 1176.0 2.00 4.0 357.6 362.6 2.48 695.58 1182.0 2.00 4.0 357.0 361.6 2.29 695.58 1188.0 2.00 4.0 356.7 361.0 2.18 695.57 1194.0 2.00 4.0 356.4 360.7 2.11 695.57 1200.0 2-.00 4.0 356.3 360.4 2.06 695.56 POND-2 Version: 5.13 SIN: 1220510270 EXECUTED: 01-31-1991 11:22:29 Pond File: . A:9103DET1.PND Inflow Hydrograph: A:10POS2 .HYD Outflow Hydrograph: A:10DET1 .HYD INFLOW HYDROGRAPH TIME INFLOW (min) -------- (cfs) --------- 1482.0 1.00 1488.0 1.00 1494.0 1.00 1500.0 0.00 1506.0 0.00 1512.0 0.00 1518.0 0.00 1524.0 0.00 1530.0 0.00 1536.0 0.00 1542.0 0.00 1548.0 0.00 1554.0 0.00 Page 5 1-7 Return Freq: 10 years ROUTING COMPUTATIONS I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (cfs) --------- (cfs) ------------ (cfs) ----------- (cfs) --------- (ft) --------- 2.0 353.1 355.1 1.00 695.51 2.0 353.1 355.1 1.00 695.51 2.0 353.1 355.1 1.00 695.51 1.0 352.5 354.1 0.80 695.50 0.0 351.1 352.5 0.70 695.49 0.0 349.7 351.1 0.70 695.47 0.0 348.3 349.7 0.70 695.45 0.0 346.9 348.3 0.70 695.43 0.0 345.5 346.9 0.70 695.42 0.0 344.1 345.5 0.70 695.40 0.0 342.7 344.1 0.70 695.38 0.0 341.3 342.7 0.70 695.36 0.0 339.9 341.3 0.70 695.35 POND-2 Version: 5.13 SIN: 1220510270 Pond File: A:9103DET1.PND Inflow Hydrograph: A:10POS2 .HYD .Outflow Hydrograph: A:10DET1 .HYD Peak Inflow = 95.00 cfs Peak Outflow = 68.37 cfs Peak Elevation = 697.64 ft Page 7 )`7 Return Freq:- 10 years EXECUTED: 01-31-1991 11:22:29 Flow (cfs) 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 ------ I ----- I ----- I ----- I ----- I ----- I ----- I ----- I ----- I ----- I ----- I- 690.0- x x 696.0- x x 702'.0- x x 708.0- x x 714.0- x x 720.0- x x 726.0- x x 732.0- x x 738.0- x x 744.0- x x 750.0- x * x 756.0= * x * x 762.0- * x * x 768.0- * x * x 774.0- * x * x 780.0- * x * x 786.0- * x * x 792.0- * x *x 798.0- *x *x 804.0- *x TIME (min) *, File: A:10POS2 .HYD Qmax = 95.0 cfs x File: A:10DET1 .HYD Qmax = 68.4 cfs POND-2 Version: 5.13 SIN: 1220510270 EXECUTED:-01-31-1991 11:22:29 ************************ * * * DETENTION BASIN #1 * * * * * * * * ************************ Inflow Hydrograph: A:100POS2 .HYD Rating Table file: A:9103DET1.PND ----INITIAL CONDITIONS ---- Elevation = 689.00 ft Outflow = 0.30 cfs Storage = 1,416 cu-ft GIVEN POND DATA ----------------------------- ELEVATIONI OUTFLOW I STORAGE (ft) I (cfs) I (cu-ft) 689.00 0.3 1,416 690.00 0.4 6,665 691.00 0.5 13,595 692.00 0.5 21,895 693.00 0.6 31,735 694.00 0.6 43,173 695.00 0.7 56,290 695.50 0.7 63,518 696.00 11.3 71,216 697.00 55.9 88,826 698.00 75.4 110,026 699.00 115.3 134,858 700.00 ------------------------------ 164.8 163,390 Page 117 Return Freq: 100 years INTERMEDIATE ROUTING COMPUTATIONS 2S/t 2S/t + 0 (cfs) ------------ (cfs) ------------- 7.9 8.2 37.0 37.4 75.5 76.0 121.6 122.1 176.3 176.9 239.9 240.5 312.7 313.4 352.9 353.6 395.6 406.9 493.5 549.4 611.3 686.7 749.2 864.5 907.7 -------------------------- 1072.5 Time increment (t) = 6.0 min. POND-2 Version:-5.13 SIN: 1220510270 EXECUTED: 01-31-1991 11:22:29 Pond File: A:9103DET1.PND Inflow Hydrograph: A:100POS2 .HYD Outflow Hydrograph: A:100DET1 .HYD INFLOW HYDROGRAPH ------------------ Page 3 / -] Return Freq: 100 years ROUTING COMPUTATIONS -----=------------------------------------------------ TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION (min) -------- (cfs) --------- (cfs) --------- (cfs) ------------ (cfs) ----------- (cfs) --------- (ft) --------- 930.0 8.00 16.0 375.2 391.8 8.30 695.86 936.0 8.00 16.0 374.9 391.2 8.18 695.85 942.0 8.00 16.0 374.7 390.9 8.11 695.85 948.0 7.00 15.0 373.9 389.7 7.87 695.84 954.0 7.00 14.0 372.9 387.9 7.52 695.82 960.0 7.00 14.0 372.3. 386.9 7.31 695.81 966.0 7.00 14.0 371.9 386.3 7.19 695.81 972.0 7.00 14.0 371.6 385.9 7.11 695.80 978.0 6.00 13.0 370.9 384.6 6.87 695.79 984.0 6.00 12.0 369.9 382.9 6.52 695.77 990.0 6.00 12.0 369.2 381.9 6.32 695.76 996.0 6.00 12.0 368.8 381.2 6.19 695.76 1002.0 6.00 12.0 368.6 380.8 6.11 695.76 1008.0 6.00 12.0 368.5 380.6 6.07 695.75 1014.0 6.00 12.0 368.4 380.5 6.04 695.75 1020.0 6.00 12.0 368.3 380.4 6.03 695.75 1026.0 6.00 12.0 368.3 380.3 6.02 695.75 1032.0 6.00 12.0 368.3 380.3 6.01 695.75 1038.0 5.00 11.0 367.7 379.3 5.81 695.74 1044.0 5.00 10.0 366.7 377.7 5.49 695.73 1050.0 5.00 10.0 366.1 376.7 5.29 695.72 1056.0 5.00 10.0 365.8 376.1 5.18 695.71 1062.0 5.00 10.0 365.5 375.8 5.11 695.71 1068.0 5.00 10.0 365.4 375.5 5.06 695.71 1074.0 5.00 10.0 365.3 375.4 5.04 695.70 1080.0 5.00 10.0 365.3 375.3 5.02 695.70 1086.0 5.00 10.0 365.3. 375.3 5.01 695.70 1092.0 5.00 10.0 365.3 375.3 5.01 695.70 1098.0 5.00 10.0 365.2 375.3 5.01 695.70 1104.0 5.00 10.0 365.2 375.2 5.00 695.70 1110.0 4.00 9.0 364.6 374.2 4.80 695.69 1116.0 4.00 8.0 363.7 372.6 4.48 695.68 1122.0 4'.00 8.0 363.1 371.7 4.29 695.67 1128.0 4.00 8.0 362.7 371.1 4.18 695.66 1134.0 4.00 8.0 362.5 370.7 4.11 695.66 1140.0 4.00 8.0 362.4 370.5 4.06 695.66 1146.0 4.00 8.0 362.3 370.4 4.04 695.66 1152.0 4.00 8.0 362.3 370.3 4.02 695.66 1158.0 4.00 8.0 362.2 370.3 4.01 695.66 1164.0 4.00 8.0 362.2 370.2 4.01 695.66 1170.0 4.00 8.0 362.2_ 370.2 4.01 695.66 1176.0 4.00 8.0 362.2 370.2 4.00 695.66 1182.0 4.00 8.0 362.2 370.2 4.00 695.66 1188.0 4.00 8.0 362.2 370.2 4.00 695.66 1194.0 4.00 8.0 362.2 370.2 4.00 695.66 1200.0 4.00 8.0 362.2 370.2 4.00 695.66 POND-2 Version: 5.13 SIN: 1220510270 EXECUTED: 01-31-1991 11:22:29 Pond File: A:9103DET1.PND Inflow Hydrograph: A:100POS2 .HYD Outflow Hydrograph: A:100DET1 .HYD INFLOW HYDROGRAPH TIME INFLOW (min) -------- (cfs) --------- 1482.0 1.00 1488.0 1.00 1494.0 1.00 1500.0 1.00 1506.0 1.00 1512.0 1.00 1518.0 1.00 1524.0 0.00 1530.0 0.00 1536.0 0.00 1542.0 0.00 1548.0 0.00 1554.0 ----------------- 0.00 Page 5 1� Return Freq: 100 y ars ROUTING COMPUTATIONS I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (cfs) --------- (cfs) ------------ (cfs) ----------- (cfs) --------- (ft) --------- 2.0 353.2 355.3 1.04 695.52 2.0 353.2 355.2 1.02 695.52 2.0 353.1 355.2 1.01 695.51 2.0. 353.1 355.1 1.01 695.51 2.0 353.1 355.1 1.01 695.51 2.0 353:1 355.1 1.00 695.51 2.0 353.1 355.1 1.00 695.51 1.0 352.5 354.1 0.80 695.50 0.0 351.1 352.5 0.70 695.49 0.0 349.7 351.1 0.70 695.47 0.0 348.3 349.7 0.70 695.45 0.0 346.9 348.3 0.70 695.43 0.0 ------------------------------------------------------ 1 345.5 346.9 0.70 695.42 POND-2 Version. 5.13 SIN: 1220510270 Pond File: A:9103DET1.PND Inflow Hydrograph: A:100POS2 .HYD Outflow Hydrograph: A:100DET1 .HYD Page 7/7 Return Freq: 100 years EXECUTED: 01-31-1991 Peak Inflow = 162.00 cfs 11:22:29 Peak Outflow = 127.95 cfs Peak Elevation = 699.26 ft Flow (cfs) 0 20 40 60 80 100 120 140 160 180 200 220 ------I-----I-----I-----I-----I-----I-----I-----I-----I-----I-----I- X x x x x x x x x x x X X X 732.0- x x 738.0- x x 744.0- x x 750.0- * x * x 756.0- * x * x 762.0- * x * x 768.0- * x * x 774.0- * x * X 780.0- * x * x 786.0- * x * x 792.0- * x * x 798.0- *x *x 804.0- *x TIME (min) * File: A:100POS2 .HYD Qmax = 162.0 cfs x File: A:100DET1 .HYD Qmax = 127.9 cfs Quick TR-55 Version: 5.44 SIN: 1315460020 Page 1 - Return Frequency: 100 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr..Duration Storm) Executed: 01-30-1991 10:32:54 Watershed file: --> A:9103VIPO.MOP Hydrograph file: --> A:100POSVI.HYD DRAINAGE AREA VI - ULTIMATE DEVELOPMENT (POST) »» -Input Parameters Used to Compute Hydrograph «« ------------------------------------------------------------------------------- Subarea AREA. CN Tc * Tt Precip. Runoff Ia/p Description (acres) (hrs) (hrs) (in) I (in) input/used ------------------------------------------------------------------------------- 122.00 91.0 0.75 0.00 7.20 I 6.14 I.03 .10 --------------------------------=---------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 122.00 acres or 0.1906 sq.mi Peak discharge = 496 cfs »» Computer Modifications of Input Parameters ««< ------------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages --------------=---------------------------------------------------------------- 0.79 0.00 0.75 0.00 No Computed Ia/p < .1 ------------------.------------------_------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. Quick TR-55 Version: 5.44 SIN: 1315460020 Page 1 - Return Frequency: 25 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr-. Duration Storm) Executed: 01-30-1991 10:32:54 Watershed file: --> A:9103VIPO.MOP Hydrograph file: --> A:25POSVI.HYD DRAINAGE AREA VI - ULTIMATE DEVELOPMENT (POST) »» Input Parameters.Used to Compute Hydrograph «« ------------------------------------------------------------------------------- Subarea AREA CN Tc. * Tt Precip. Runoff Ia/p Description (acres) (hrs) (hrs) (in) (in) input/used ------------------------------------------------------------------------------- 122.00 91.0 0.75 0.00 6.00 I 4.96 I.03 .10 ------------------------------------------------------- ---------------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 122.00 acres or 0..1906 sq.mi Peak discharge = 401 cfs »» Computer Modifications of Input Parameters ««< -------------------------------------------------------------------------_------ Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------------- . 0.79 0.00 0.75 0.00 No Computed Ia/p < .1 ------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. Quick TR-55 Version: 5.44 SIN: 13/5460020 Page 1 Return Frequency: 2 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 01-30-1991 10:32:54 Watershed file: --> A:9103VIPO.MOP Hydrograph file: --> A:2POSVI.HYD DRAINAGE AREA VI - ULTIMATE DEVELOPMENT (POST) »» Input Parameters Used to Compute Hydrograph «« ------------------------------------------------------------------------_------- Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres) -:(hrs) (hrs) (in) (in) input/used ------------------------------------ 91.0 . 0.75 0.00 3.00 I 2.07 I.07 .10 ---------------------------------------------------------- ------------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 122.00 acres or 0.1906 sq.mi Peak discharge = 167 cfs »» Computer Modifications of Input Parameters ««< ------------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------------- 0.79 0.00 0:.75 0.00 No Computed Ia/p < .1 -------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. Quick TR-55 Version: 5.44 SIN: 1315460020 Page 1 Return Frequency: 50 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution- (24 hr. Duration Storm) Executed: 01-30-1991 10:29:01 Watershed file: --> A:9103VIPR.MOP Hydrograph file: --> A:50PREVI.HYD DRAINAGE AREA VI - CURRENT DEVELOPMENT (PRE) »» Input Parameters Used to Compute Hydrograph «« ------------------------------------------- ----- ------------------------------- Subarea AREA CN Tc * Tt 'Precip. Runoff Ia/p Description (acres) (hrs) (hrs)-:. (in) I (in) input/used ------------------------------------------------------------------------------- 122.00 76.0 0.75 0.00 6.80 I 4.08 I.09 .10 --------------------------------------------------------- ---------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 122.00 acres -or 0.1906 sq.mi- Peak discharge =. 330 cfs »» Computer Modifications of Input Parameters ««< ------------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------------- 0.79 0.00 0.75 0.00 No Computed Ia/p < .1 ------------------------------------------------------------=------------------- * Travel time from subarea outfall to composite watershed outfall point. Quick TR-55 Version: 5.44 SIN: 1315460020 Page 1 Return Frequency: 10 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm). Executed:. 01-30-1991 10:29:01 Watershed file: --> A:9103VIPR.MOP Hydrograph file: --> A:10PREVI.HYD DRAINAGE AREA VI - CURRENT DEVELOPMENT (PRE) -»»XInput Parameters Used to Compute Hydrograph «« ------------------------------------------------------------------------------- Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres) (hrs) (hrs) (in) (in) input/used ------------------------------------------------------------------------------- 122.00 76.0 0.75 0.00 4.90 2.45 I.13 .13 ------------------------------------------------------- ---------------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 122.00 acres or .0.1906 sq.mi Peak discharge = 191 cfs »» Computer Modifications of Input Parameters ««< -----------------------------------------------------------------------_-------- Input Values_ Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ----------------------------- * 0.00 0.75 0.00 Yes -- ---------------------------------.---------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. 06 , Quick TR-55 Ver.5.40 S/N:1240540029 Executed: 15:50:02 01-04-1991 c:9103VIPO.TCT drainage area VI, ultimate development (post) Tc COMPUTATIONS FOR: d.a. VI SHEET FLOW (Applicable to Tc only) Segment ID Surface description short grass Manning's roughness coeff., n 0.1500 Flow length, L (total < or = 300) ft 200_.0 Two-yr 24-hr rainfall, P2 in 3.000 Land slope, s ft/ft 0.0150 0.8 .007 * (n*L) T =-------------- hrs 0.33 0.5 0.4 P2 * s 0.33 SHALLOW CONCENTRATED FLOW Segment ID Surface (paved or unpaved)? Unpaved Flow length, L ft 3600.0 Watercourse slope, s ft/ft 0.0180 0.5 Avg.V = Csf * (s) ft/s 2.1647 where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T = L / (3600*V) hrs 0._46 = .0.46 CHANNEL FLOW Segment ID Cross Sectional- Flow Area; a sq.ft 0.00 Wetted perimeter, Pw ft 0.00 Hydraulic radius, r = a/Pw ft 0.000 Channel slope, s ft/ft 0.0000 Manning's roughness coeff., n 0.0000 2/3 1/2 1.49 * r * s V =-------------------- ft/s 0.0000 n Flow length, L- ft 0 T = L / (3600*V) hrs 0.100 = 0.00 TOTAL TIME (hrs)••.••.0.79•• • r� U Quick TR-55 Ver.5.40 S/N:1240540029 Executed: 15:51:11 01-04-1991 drainage area VI, ultimate development (post) RUNOFF CURVE NUMBER DATA Composite Area: AREA CN SURFACE DESCRIPTION (acres) -------------------------------- --------- ---- .meadow 6.00 71 commercial - 116.00 92 COMPOSITE AREA ---> 122.00 91.0 ( 91 ) Quick TR-55 Version: 5.44 SIN: 1315460020 Page 1 Return Frequency: 100 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 01-31-1991 09:11:22 Watershed file: --> A:9103VPO .MOP Hydrograph file: --> A:100POSV.HYD DRAINAGE AREA NO. 5 POST -DEVELOPED »» Input Parameters Used to Compute Hydrograph"«« ------------------- ---------------------------------------------------- Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres) (hrs) (hrs) (in) I (in) input/used --------------- ------------------------------------------------ 6.50 72.0 0.30 0.00 7.20 I 4.00 I.11 .11 -------------- -------------- --------------------------- ------------------------ * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 6.50 acres or 0.01016 sq.mi Peak discharge = 27 cfs »» Computer Modifications of Input Parameters ««< ------------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages- -------------------------------------------------------------------------,------ 0.32 0.00 0.30 0.00 Yes -- ------------------------------------------------------------------------------- - * Travel time from subarea outfall to composite watershed outfall point. Quick TR-55 Version: 5.44 SIN: 1315460020 Page 1 Return Frequency: 50 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 01-31-1991 09:11:22 Watershed file: --> A:9103VPO .MOP Hydrograph file: --> A:50POSV.HYD DRAINAGE AREA NO. 5 POST -DEVELOPED »» Input Parameters Used to Compute Hydrograph «« - ---------=--------------------------------------------------------------------- Subarea AREA CN Tc * Tt - Precip. Runoff Ia/p Description_ (acres) (hrs) (hrs) (in) I (in) input/used ------------ m 72.0 0.30 0.00 6.80 I 3.66 I.11 .11 --------- ---------------------------------------------- ------------------------ * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 6.50 acres or 0.01016 sq.mi Peak discharge = 25 cfs »» Computer Modifications of Input Parameters ««< ------------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) -Messages ------------------------------------------------------------------------------- 0.32 0.00 0.30 0.00 Yes -- ------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. v •y Quick TR-55 Version: 5.44 SIN: 1315460020 Page 1 Return Frequency: 10 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 01-31-1991 09:11:22 Watershed file: --> A:9103VPO .MOP Hydrograph file:-->,A:10POSV.HYD DRAINAGE AREA NO. 5 POST -DEVELOPED »» Input Parameters Used to Compute Hydrograph «« ------------------------------------------------------------------------------- Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres) (hrs) (hrs) (in) (in). input/used ---------------------------------- --- 6.50 72.0 0.30 0.00 4.90 I 2.12 I.16 .16 ------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall_point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 6.50 acres or 0.01016 sq.mi- Peak discharge = 14 cfs »» Computer Modifications of Input Parameters ««< ------------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------------- . 0.32 0.00 0.30 0.00 Yes -- -----------------------------------------------------------------------------=- * Travel time from subarea outfall to composite watershed outfall point. Quick TR-55 Ver.5.40 S/N:1240540029 Executed: 15:41:42 01-04-1991 c:9103VPO.TCT drainage area V, ultimate development (post) Tc COMPUTATIONS FOR: d.a. V SHEET FLOW (Applicable to Tc only) Segment ID Surface description short grass Manning's roughness coeff., n 0.1500 Flow length, L (total < or = 300) ft 200.0 Two-yr 24-hr rainfall, P2 in 3.000 Land slope,.s ft/ft 0.0250 0.8 .007 * (n*L) T =-------------- hrs 0.27 0.5 0.4 P2 * s 0.27 SHALLOW CONCENTRATED FLOW Segment ID Surface (paved or unpaved)? Unpaved Flow length, L ft 650.0 Watercourse slope, s ft/ft 0.0570 0.5 Avg.V = Csf * (s) ft/s 3.8521 where: Unpaved Csf = 16.1345 Paved- Csf = 20.3282 T = L / (3600*V) hrs 0.05 = 0.05 CHANNEL FLOW Segment ID Cross Sectional Flow Area, a sq.ft 0.00 Wetted perimeter, Pw ft 0.00 Hydraulic radius, r = a/Pw ft 0.000 Channel slope, s ft/ft 0.0000 Manning's roughness coeff., n 0.0000 2/3 1/2 1.49 * r * s V =-------------------- ft/s 0.0000 n Flow length, L ft 0 T = L / (3600*V) hrs 0.00 = 0.00 TOTAL TIME •(hrs)••.•.•0.32• Quick TR-55 Ver.5.40 S/N:1240540029 Executed: 15:38:28 01-04-1991 drainage area V, ultimate development (post) RUNOFF CURVE NUMBER DATA .......................... ... ........ .......................... ............. .. ........ .......................... Composite Area: AREA CN SURFACE DESCRIPTION (acres) -------------------------------- --------- ---- grass (meadow) 6.20 71 paved 0.30 98 COMPOSITE AREA ---> 6.50 72.2 ( 72 ) ..................................................... ..................................................... Quick TR-55 Version: 5.44 SIN: 1315460020 Page 1 Return Frequency: 100 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) -Executed: 02-06-1991 16:40:27 Watershed file: --> A:91034PO .MOP Hydrograph file: --> A:100POS4.HYD DRAINAGE AREA IV - POST DEVELOPMENT AREA ABOVE DRAINAGE STRUCTURE D3 »» Input Parameters Used to Compute Hydrograph «« ------------------------------------------------------------------------------- Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres) (hrs) (hrs) (in) I (in) input/used ------------------------------------------------ -------------------- 5.50 78.0 0.30 0.00 7.20 4.66 I.08 .10 --------------------------------------------- --------------------------------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 5.50 acres or 0.00859 sq.mi Peak discharge = 27 cfs »» Computer Modifications of Input Parameters ««< ---------------------------------------------------------=--------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No)% Messages ------------------- ------------------------------------------------------------ 0.31 0.00 0.30 0.00 No Computed.Ia/p < .1 ---------------------------- =--------- -------=--------------------------------- * Travel time from:.subarea outfall.to composite watershed outfall point. Quick TR=55 Version: 5.44 SIN: 1315460020 Page 1 Return Frequency: 50 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 02-06-1991 16:40:27 Watershed file: --> A:91034PO .MOP Hydrograph file: --> A:50POS4.HYD DRAINAGE AREA IV - POST DEVELOPMENT AREA ABOVE DRAINAGE STRUCTURE D3 »» Input Parameters Used to Compute Hydrograph «« ------------------------------------------------------------------------------- Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres) (hrs) (hrs) (in) (in) input/used --------------------------------------------------------- -------------------- 5.50 78.0 0.30 0.00 6.80 4.29 I.08 .10 ------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 5.50 acres or 0.00859 sq.mi Peak discharge = 25 cfs »» Computer Modifications of Input Parameters ««< ------------------------------------------------=------------------------------ Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------------- 0.31 0.00 0.30 0.00 No Computed Ia/p < .1 ------------------------------------ =------------- ------------------------------ *-Travel time from subarea outfall to composite watershed outfall point. Quick TR-55 Version: 5.44 SIN: 1315460020 Page 1 Return Frequency: .10 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 02-06-1991 16:40:27 Watershed file: --> A:91034PO .MOP Hydrograph file: --> A:10POS4.HYD DRAINAGE AREA IV - POST DEVELOPMENT AREA ABOVE DRAINAGE STRUCTURE D3 »» Input Parameters Used to Compute Hydrograph «« - -----------------------------=------------------------------------------------- Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres.) (hrs) (hrs) .(in) ( (in) input/used ------------------------------- 78.0 0.30 0.00 4.90 I 2.63 I.12 .12 ------------------------------------------------------------------------------- * Travel time from subarea out -fall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 5.50 acres or 0.00859 sq.mi Peak discharge = 15 cfs »» Computer Modifications of Input Parameters ««< -----------------=---------------=--------------------------------------------- Input Values: Rounded Values Ia/p - Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------------- 0.31 0.00 0.30 0.00 Yes -- ------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. Quick TR-55 Ver.5.44 S/N:1315460020 - Executed: 16:42:58 02-06-1991 a:91034PO.TCT DRAINAGE AREA IV - POST DEVELOPMENT - AREA ABOVE END WALL D3 Tc COMPUTATIONS FOR: SHEET FLOW (Applicable to Tc only) Segment ID Surface description SHORT GRASS Manning's roughness coeff., n 0.1500 Flow length, L (total < or =-300) ft 200.0 Two-yr 24-hr rainfall, P2 in 3.000 Land slope, s ft/ft 0.0300 0.8 .007 * (n*L) T =-------------- hrs 0.25 = 0.25 0.5 0.4 P2 * s SHALLOW CONCENTRATED FLOW Segment ID Surface (paved or unpaved)? Unpaved Flow length, L ft 520.0 Watercourse slope, s - ft/ft 0.0200 0.5 Avg.V = Csf * (s) ft/s 2.2818 where: Unpaved Csf = 16.1345 Paved Csf 20.3282 T = L / (3600*V) hrs 0-.06 =. 0.06 CHANNEL FLOW Segment ID Cross Sectional Flow Area, a- sq.ft 0.00 Wetted perimeter, Pw ft 0.00 Hydraulic radius, r = a/Pw ft 0.000 Channel slope, s ft/ft 0.0000 Manning's roughness coeff., n 0.0000 .2/3 1/2 1.49 * r * s V =-------------------- ft/s 0.0000 n Flow length, L ft 0 T = L / (3600*V) hrs 0.00 = 0.00 TOTAL. TIME .(hrs)••••••0.31•• 0, 0 Quick TR-55 Ver.5.44 S/N:1315460020 Executed: 15:00:37 01-29-1991 a:9103IVPO.TCT drainage area IV, ultimate development (post) ? COMPUTATIONS FOR: SHEET FLOW (Applicable to Tc only) Segment ID Surface description Manning's roughness coeff., n 0.0000 Flow length, L (total < or = 300) ft 0.0 Two-yr 24-hr rainfall, P2 in 0.000 Land slope., s . ft/ft 0.0000 0.8 .007 * (n*L) T =-------------- hrs 0.00 = 0.00 0.5 0.4 P2 * s SHALLOW CONCENTRATED FLOW Segment ID Surface (paved or unpaved)? Unpaved Flow length, L ft 120.0 Watercourse slope, s ft/ft 0.0083 0.5 Avg.V = Csf * (s) ft/s 1.4699 where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T = L / (3600*V) hrs 0.02 = 0.02 CHANNEL FLOW Segment ID Cross Sectional Flow Area, a sq.ft 0.00 Wetted perimeter, Pw ft 0.00 Hydraulic radius, r = a/Pw ft .0.000 Channel slope, s ft/ft 0.0000 Manning's roughness coeff., n 0.0000 2/3 1/2 1.49 * r * s V =-------------------- ft/s 0.0000 n Flow length, L ft - 0 T = L / (3600*V) hrs 0.00 = 0.00 •••..•.••.•....•••......-•.-TOTAL.TIME•(hrs)•0.02 • Quick TR-55 Ver.5.44 S_/N:1315460020 Executed: 14:59:31 01=29-1991 DRAINAGE AREA IV, ULTIMATE DEVELOPMENT (POST) Tc or Tt DATA Subarea: D.A. IV DESCRIPTION 200' OVERLAND GRASS SHALLOW CHANNELIZED GRASS SHALLOW CHANNELIZED GRASS BOTTOM DETENTION BASIN GRASS LENGTH VELOCITY TIME (feet) --------- (ft/sec) --------- minutes hours 200 0.22 ------- 15.2 ----- = 0.25 875 .2.10 -6.9 = 0.12 330 3.00 1.8 = 0.03 120 1.50 1.3 = 0.02 minutes hours TOTAL Tc ---> ................................. 25.3 = 0.42 • Quick TR-55 Ver.5.40 S/N:1240540029 Executed: 15:37:13 01-04-1991 drainage area IV, ultimate development (post) RUNOFF CURVE NUMBER DATA Composite Area: AREA CN SURFACE DESCRIPTION (acres) -------------------------------- --------- ---- paved 1.20 98 grass (meadow) 19.80 78 COMPOSITE AREA ---> 21.00 79.1 ..................................................... ..................................................... ( 79 ) Quick TR-55 Ver.5.44 S/N:1315460020 Executed: 10:54:29 01-30-1991 DRAINAGE AREA III POST DEV. RUNOFF CURVE NUMBER DATA Composite Area: DA III AREA CN SURFACE DESCRIPTION (acres) -------------------------------- --------- ---- PAVED 1.70 98 MEADOW 5.06 78 COMPOSITE AREA ---> 6.76 83.0 (.83 ) • Quick TR-55 Ver.5.44 - S/N:1315460020 Executed: 10:53:40 01-30-1991 �1 DRAINAGE AREA I&II POST DEVELOPMENT RUNOFF CURVE NUMBER DATA -Composite Area:-DA I&II AREA CN SURFACE DESCRIPTION (acres) -------------------------------- --------- ---- PAVED 2.31 98 MEADOW 3.00 78 COMMERCIAL 1.37 95 COMPOSITE AREA ---> 6.68 88.4 ( 88 ) rF� • � i- I 1i/-. ---20 7 2 - --- - - ---- IN 1900 800 700 600 500 Paved 9 400 z 0- . b 300cr .7 Bare. a 200 S61 - Poor w \ Gross Q oce w Average - Q u. Grass .4 100 Surface z — 90 a- 80 Dense - a_ 70 Gross t \ v~i 60 \ J 0 50 40 = y ►— 30 z w J a- 20 rel 0.5 w 5.0 z 10 w 0 a 201 nw. OVERLAND FLOW TIME 35- 30 25 cn 20 w z �!i 0 N w 0 z 10 v 9 w J z 7 0 RtP'RWTtD WITH ftRMtSS40N FROM 'DATA 600K MR CML [H44i£i!RS' YOL. Z - Desm" to@ 904TIOM (19t) tY L c MILYt 1.11lE CS U o a c� m O n CA iD 0 57 O O r••1. U) ■ ■ ! RI r t t• r , �. r wr . , Rw, • ONE M MEN IS me NOON■■■ ■ ■ ■■ ■■■ No ■ •�W'��i�1�i'ii` ■�■■ ■■■ NOONOMEN ■■■■■■■■i■ii■■■■■■■■ MEN ■■�■■■ii■_M■■I ■■■■i�i� �iil�ii'iii�ili�l'`i■■■■■■■NOON■�'� as i�Fiiirii�■MMOMMMENN GWBN }oafoad "ON 13e1oad ON '14S-gnS 3�a 'P)f3 Y:'. , 1.13e1gnS�) . area A8 By' -Date 4 LD bject D21ic i.rA +� Sht. of Ckd. Date Sub-Sht. No. Project No. 03 Project Name �N b D I ' � al i C- I = i-4 _ .9 G_ - -r l z _ ff -r ! -j- • ' i i i i 'dy ALI kj_(dj.,.5�0 I�arie,l t-CalS'��' g� =� 2__� M4v�-.C,�' 53.E-a(n o 8 eIYY. ! I ; u i . V =; - Ls 7 - �z i ; (�' 3, 2 a< ' Z6- 3p S s� •?- _.QZ _x _1 _ foo _tIN C1ci_..reSlP�a�_ ` GtV= _.�jl.c�c .� N-_+ i 1 CP �G_CpiSS—r A-C m �-m2fCJ0 �N-�'n"caGl �C = �� 1 / c�s�► Z ! i Gjee_a�{aclnEi �OCC�nP��u�_i n _ _ ' !_--'- _ _-C�ee aAo- f ne .La�Gor _ I L. V C Q .O N CO • • .. - ----. \-- A 2`(�R -- - FIG. /. 5. /. / 900 800 700 j 600 500 U Paved .9 400 z :D .5 0 300 w Bare 0 200 Soil Poor Grass w U-.5 \ ace w Average a .4 U. Grass 100 Surface z \ o- 80 Dense 70 Grass z \ I— \ 60 J 0 50 V 40 I— 30 Z W J 20 _ w z 0.5 w ~0 1.0 0 2.0 v7 CL 5.0 Z 10 w cr_ 20. w o- 10 OVERLAND FLOW TIME 35 30 25 v7 20 w z z 9- w J z X, 7 I REPRINTED WITH PERMISSION FROM "DATA BOOK FOR CIVIL ENGINEERS* VOL. I -DESIGN two EDITION (1951) BY E. E. SEELYE 1-I3 E jmC'bject D"#Kimde s By - Date. u ht.- of Ckd. Date Sub-Sht. No. Project No. 9to3 Project Name I J UTIA MEV2: ad 1 b t k-- + -C 41 C- A s 0 7- i 17 12- 3 T F- IL -T T Ti -4-iL IZI 7L4 1-7 LVA4 a 919 13,4 sA' -70- I- - -1 - --+--- - -71 J- r fd: J"i d C 9 . 0 t4tL__ r -- _.. :... W LL 9 • FIG. 1000 900 800 700 j 600 500 Paved .9 400 z Z) , a O 300 7 w.. Bare O 200 Soil Poor w Grass U-.5 a \ r ace- Average Q_ .4 Grass 100 Surface 90 80 Dense 70 Grass z \ \ 60 \- J 50 i 40 30 20 10 35 30 25 U) 20 w z w z z 0.57 w �- 1.0 0 15 O _1 / F' 2.0 N z a 5.0 z �— 10 w � a Cr / 20 W . a_ w U z 10 O U - 9 w J z OVERLAND FLOW TIME 8 -1 . 7 R REPRINTED WITH PERMISSION FROM "DATA BOOK FOR CIVIL ENGINEERS" VOL. I - DESIGN 2Mo EDITION (1951) BY E. E. SEELYE 1-13 E By Date IL4�_"-u bject Sht. of Ckd. Date Sub-Sht. No. Project No. Project Name i r _17 _Gv +'',�s`�'_ v��-'''-r--� - i) j ,- � — - i _ ��.-c, Imo. cv� C)I _ }.i '•4��'Il� f va, JA _4 0 12. A_� c- C- L cl� 9 3-) L 9 t(- -?J C 7 f-2 _e_ 3 .300 St I'vi +ram-7 10 15,S M_ 1 7 -Z jig -2JZ_ r 4- lit ZJ� I 4,P -sl 7, vop-J LV' C) c IT r_1A1:s1Li _T_ ex el I vyp t C C C C s C C C V 1-2 ,z (c - -- . .......... -- .... ---- ... NO S- ll-- - - - - -- - - - - -- _ - - - - - 44 - 2-` r_ - — -- - -- - — - _ . -- . .... -III rZATi • Ivvv 900 35 800 700 600 30 500 Pctved - .9 400 z 25 0 300 Bare u- 0 2 0 cn w 20 Soil 6 Poor w z Grass q_ \Surface Z z w Aver = .4 -� 0.5 w �' u 1/S rass urface . U ~0 0 a- 0 Z I N/ _ 90 2:0 z s 80 De nse 7 0 Grass ,Z 5.0 \� a cn 60 /� 10 ct a 50 20 w = 40 z 0 = U Z,j 1— U 30 � 9 w9 Z J z W — J 8 20 7 10 6 OVERLAND FLOW TIME REPRINTED WITH PERMISSION FROM "DATA BOOK FOR CIVIL ENGINEERS' VOL. I- DESIG 2xo EDITION (1951) BY E. E_ SEELYE 1-13 E \ By. J PC Date /Z-:2f--A/skoubject S h t. of Ckd. Date -DP-,klqA6E AR Sub-Sht. No. Project No. V4 21d � Project Name 4 F59 7, x�w 414E 7 v o 40 =,eAl /--T —7 - <'C- rl An. I 5s N, 01 G'//4 AIIAV,;C 0, I F U 1- -- !Aa 9 -.J _Q40- L —T F-4 C 0 0 CL L- L. r1 LJ J r (- V rr I*. '. �2 z�'- 90 7i0-) -,.- NMI a Dui kill Emmim mom No ENE FIG. /. 5. 1000 900 8.00 700 600 500 V Paved .9 400 z 0 300 Bare w O 200 Soil 6 Poor w ass U-.5 �Surfa a w Avera e 4 LL_ Grass U z 1 00 Surface 0- g0 Dense 0 70 Grass :z 60 J 0 50 -� 40 _ = 1— 30 0 Z. w J 20 w _z J a. 35 30 25 cn 20 w z_ z 0.5 w w 1.0 0 1 5 2:0 / z t-z5 O 5.0 a _ w .10 20 Ui a- w ' U z 10 C) 9 w z 8 7 N OVERLAND FLOW TIME REPRINTED WITH PERMISSION FROM "DATA BOOK FOR CIVIL ENGINEERS" VOL. I -DESIGN 2No EDITION (1951) BY E. E. SEELYE 1-13 E By i PC Date z lT ubject .L✓� D .v Sht. ' of Ckd. Date' Dli��.LaE At_S Z+U_Sub-Sht. No. Project No.V/v 9/03 Project, Name - I -- -� i / T G! f pl 3 i I � i I i 100 _ I i 1 E i i I L14 + Yk : r ! i Cf T -tom I i , =+ld I t I + CU c V �J L O Q. L. 1 /z-� 1c) F- L r L LD-?^7 HYDRAU. C GRADE LINE D/tl lrv�(AI PROJECT INLET STATION Outlet Surface EIev.(2) Do D o ( Q0 L° S H f JUNCTION LOSS Final H Inlet Water Elev SurfaceElev. Rim V%o Qi Vi QiVi g Hi AngleJHHt 1Ht 0Hi (3) (4) (5 6 7 8 10 11 12 13 14 18 20 2l D 2 43 . 4 S .2Z Zl . ► 11 3Z 35° �OZ l •50 5 .99 - f , I b 14,11, 24 2-1,1 l 3 oz4z 3.3 I I 47 _ _ _ _ 4-i (o I l .09 115, 00 areA. 2 2 V•2 FINAL H=H + H Hi-0.35 V( Ho=0.25 V° Ho K ( f t 2g 2g 2g Ht= Ho* H i+Ho c-7 90° K = 0.70 80° K - 0.66 700 K = 0.61 500 K = 0.47 '400 K = 0. 38 30° K = 0. 28 200 K =0.16 15° K = 0. 10 O!C O �IL • • DITCH CAPACITIES USING MANNING EQUATION: Q = (1.486/N) * A * R^(2/3) * S^(1/2) PROJECT: WINCHESTER REG. AIRPORT RW EXTENSION, VA 9103 DATE: 2/5/91 DITCH: STA -1+00 TO 3+50, RIGHT DRAINAGE AREA: VII POST 10 YR Q (CFS): 136 (PRE 10 YR Q = 98 CFS) POST 2 YR Q (CFS): 65 (PRE 2 YR Q = 38 CFS) R = A / P P = WETTED PERIMETER A = CROSS SECTION AREA OF FLOW S = CHANNEL SLOPE N = MANNING COEFFICIENT Q = VOLUME OF FLOW V = VELOCITY OF FLOW COMMENTS DEPTH SIDE BOTTOM P A SLOPE N Q V SLOPE (FT) (FT/FT) (FT) (FT) (SF) (FT/FT) (CFS) (FPS) 10 YR, GRASS, 4:1 2.44 0.25 0 20.12 23.81 0.03 0.05 137.17 5.76 10 YR, GRASS, 4:1 l 00.25 0 24.74 36.00 0.01 0.05 137.39 3.82 2 YR, GRASS, 4:1 1.85 0.25 0 15.26 13.69 0.03 0.05 65.56 4.79 G 5 } S 10 YR, EARTH, 4:1 2.01 - 0.25 0 16.57 16.16 0.03 0.03 136.33 8.44 2-YR, EARTH, 4:1 1.53 0.25 0 12.62 9.36 0.03 0.03 65.85 7.03 PRE 10, EARTH, 4:1 1.78 0.25 0 14.68 12.67 0.03 0.03 98.59 7.78 PRE 2, EARTH, 4:1 1.25 0.25 0 10.31 6.25 0.03 0.03 38.41 6.15 PRE 10, GRASS, 4:1 2.16 0.25 0 17.81 18.66 0.03 0.05 99.10 5.31 a^y fie' PRE 2, GRASS, 4:1 1.55 0.25 0 12.78 9:61 0.03 0.05 40.90 4.26 use ,J� P-^ e'h � �,�,���1 A�AOn, 4' (� is e �Io�C z ./ �P_eP, �.�� e v- ene - I koU 4� 3Hv� ock aTQ a4- • Ll DITCH CAPACITIES USING MANNING EQUATION: Q = (1.486/N) * A * R^(2/3) * S^(1/2) PROJECT: WINCHESTER REG. AIRPORT RW EXTENSION, VA 9103 DATE: 2/5/91 DITCH: STA 4+00 TO 10+00, RIGHT DRAINAGE AREA: V POST 10 YR Q (CFS): 14 POST 2 YR Q (CFS): 5 R = A / P P = WETTED PERIMETER A = CROSS SECTION AREA OF FLOW S = CHANNEL SLOPE N = MANNING COEFFICIENT Q = VOLUME OF FLOW V = VELOCITY OF FLOW COMMENTS DEPTH SIDE BOTTOM P A SLOPE N Q V SLOPE (FT) (FT/FT) (FT) (FT) (SF) (FT/FT) (CFS) (FPS) 10 YR, EARTH, 4:1 0.857 0.25 0 7.07 2.94 0.03 0.03 14.04 4.78 10 YR, GRASS, 4:1 1.04 0.25 0 8.58 4.33 0.03 0.05 14.11 3.26 10 YR, EARTH, 4:1 0.78 0.25 0 6.43 2.43 0.05 0.03 _ 14.10 5.79 10 YR, GRASS, 4:1 0.94 0.25 0 7.79 3.57 0.05 0.05 14.11 3..95 10 YR, PAVED, PG-5 0.695 1 1 2.97 1.18 0.05 0.015 14.10 11.97 2 YR, EARTH, 4:1 0.585 0.25 0 4.82 1.37 0.03 0.03 5.07 3.70 2 YR, EARTH, 4:1 0.53 0.25 0 4.37 1.12 0.05 0.03 5.03 4.48 2 YR, GRASS, 4:1 0.645 0.25 0 5.32 1.66 0.05 0.05 5.10(�0-6-� 4 s.Ide skope5, o are aJjo 'w)56Jt jJcln 4 (Sid2 �lo��es�.l' , J��Q 4-t--00 +0 Co E UO• DITCH CAPACITIES USING MANNING EQUATION: Q = (1.486/N) * A * R^(2/3) * S^(1/2) PROJECT: WINCHESTER REG. AIRPORT RW EXTENSION, VA 9103 DATE: 2/5/91 DITCH: STA 6+10 TO 12+00, LEFT DRAINAGE AREA: I, II, I11, IV POST 10 YR Q (CFS): 95 POST 2 YR Q (CFS): 42 R = A / P P = WETTED PERIMETER A = CROSS SECTION AREA OF FLOW S = CHANNEL SLOPE N = MANNING COEFFICIENT Q = VOLUME OF FLOW V = VELOCITY OF FLOW COMMENTS DEPTH SIDE BOTTOM P A SLOPE N Q V SLOPE (FT) (FT/FT) (FT) (FT) (SF) (FT/FT) (CFS) (FPS) 10 YR, EARTH, 4:1 1.9 0.25 0 15.67 14.44 0.02 0.03 95.80 6.63 10 YR, GRASS, 4:1 2.3 0.25 0 18.97 21.16 0.02 /0.0055 95.67 4.52 2 YR, EARTH, 4:1 1.4 0.25 0 11.54 7.84 0.02 �0.431 42.43 5.41 2 YR, GRASS, 4:1 1.7 0.25 0 14.02 11.56 0..02 0.0 42.73 3.70 L t � � 1�5�o' ����-r_i��, Q �ic_l� ti �jle.r_ ��� 2_ +n( e-cUa� U • LO-269 R.v J-e3 Project 'R\/Q L=�xT \1l (� � \ 03 Plan Sheol No. Designer ILI - 72 8 - c_vL-v CTZT TO CJ> RRv i> . A . +� Rev Dale Dais Sheet of 4-- HYDROLOGICAL D _ A. • AC. DATA: _ ._ .. _ . - - - - - - - - - -- - - _ — — - — -- _ - — AHW Controls STATION: IOOyr. Flood plain elev. Design AH W depth olev. Structures olev. •. fr V W•lov. • -7,99' l7-( e.dc� of ■ e, .� olev. � olev. Slow 'Cover — — — — DISCHARGES USED 01a:rr 0 z . Z z5 CFS 0 10 . 435 CFS 0 •?`S • 5�0 CFS 0 50 • (aSZ CFS O. CFS RISK ASSESSMENT ADT Detours Available @Length Overtopping Stags Flood Plain Manogement Crlterlo and Slgnif icons knpml Inv. El, , 008 Inv E1. Og.Gr.Elv. L?`Orig.Gr. EI•v. CLLVERT TYPE 8SIZE 0 0/8 HEADWATER COMPUTATIONS CONT. HW. ELEV. OUTLET VELOCITY End Treo1, COMMENTS• INLET CONT. OUTLET CONTROL HW/D HW Ks do ho H LSo HW CM. Srnoolh �Z LP fz i oo yr 349 1.475 -85 .5 5.1 S.SS 5,5 (-_a 4.Sa 7,-77 65446 oic SUMMARYS, RECOMMENDATIONS: Design Flood Exceed Prob E I•v. Overtop Flood Exceed.Prob. _ Elev. Fuse Flood 1%EKceed.Prob __ Elev _ 0 CHART 4 3 2 i .36 .93 3. dc CANNOT EXCEED TOP OF PIPE I 2. 0 0 10 20 30 40 50 60 70 80 90 100 DISCHARGE-Q-CFS 6 w w Div 4 v a 3 w O J Q U 2 8 7 Ir- 6 w tl U 5 ~ n. w O J Q 0 100 200 300 400 500 600 700 800 900 1000 U DISCHARGE-Q-CFS ~ L) cr U U 14 I 12 10 I ` 8 I 6 I I I d CANNOT EXCEED TOP OF PIPE I I' 4 0 1000 2000 3000 4000 DISCHARGE- 0-CFS BUREAU OF PUBLIC ROADS JAN.1964 CRITICAL DEPTH CIRCULAR PIPE 184 NONE NOS ,w piclo PA I M. I Film I Pap i0o, 10 0 000O!%a0 01 �Ca��� Quick TR-55 Ver.5.40 S/N.:1240540029 Executed: 16:26:26 01-04-1991 drainage areas V + VI + VII current development (pre) RUNOFF CURVE NUMBER DATA .........................:........................................ ................................................................ Composite Area: AREA CN SURFACE DESCRIPTION -----------=-------------------- (acres) --------- grass (meadow) 3.10 ---- 71 brush (fair) 3.40 70 grass (meadow) 56.00 71 residential (1 acre) 60.00 79 commercial 6.00 92 residential (1 acre) 5.00 79 grass (meadow) 22.00 71 brush (fair) 11.00 70 industrial 12.00 91 COMPOSITE AREA ---> 178.50 75.9 ( 76 ) • Quick TR-55 Version: 5.40 SIN: 1240540029 Page 1 Return Frequency:. 2 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 01-04-1991 16:29:09 Watershed file:- --> C:9103D5 .MOP Hydrograph file: --> C:D52PRE.HYD drainage areas V + VI + VII current development (pre) »» Input Parameters Used to Compute Hydrograph «« ------------------------------------------------------------------------------- Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres) _ (hrs) (hrs) (in) I (in) input/used ------------------------------------------------------------------------------- 178.50 76.0 0.75 0.00 3.00 I 1.02 I.21 .21 ------------------------------------------------------------------------------- * Travel time from'subar-ea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 178.50 acres or 0.2789 sq.mi Peak discharge = 107 cfs »» Computer Modifications of Input Parameters ««< -----------------------------------------_-------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------------- 0.79 0.00 0.75 0.00 Yes -- --------------------------------------------------------------------------=---- * Travel time from subarea outfall to composite watershed outfall point. Quick TR-55 Version: 5.40 SIN: 1240540029 Page 1 Return Frequency: 25 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 01-04-1991 16:29:09 Watershed file: --> C:9103D5 .MOP Hydrograph file: --> C:D525PRE.HYD drainage areas V + VI + VII current development (pre) »» Input Parameters Used to Compute Hydrograph «« ------------------------------------------------------------------------------- Subarea AREA _ CN Tc * Tt Precip. Runoff Ia/p Description (acres) (hrs) (hrs) (in) ( (in) input/used --------------------------------------------------------- --------- 178.50 76.0 0.75 0.00 6.00 3.38 I.11 .11 ----------------------- --------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user -.specified interpolation between Ia/p tables. Total area = 178.50 acres or 0.2789 sq.mi Peak discharge = 395 cfs »» Computer Modifications of Input Parameters ««< ------------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------------- 0.79 0.00 0.75 0.00 Yes -- ------------------------------------------------------------------------------- * Travel time from subarea-outfall to composite watershed outfall point. + 0 Quick TR-55 Version: 5.40 SIN: 1240540029 Page 1 Return Frequency: 100 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 01-04-1991 16:29:09 Watershed file: --> C:9103D5 .MOP Hydrograph file: --> C:D5100PRE.HYD drainage areas V + VI + VII current development (pre) »» Input Parameters Used to Compute Hydrograph «« ----------------------------------------------------------- ------------------- Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres) (hrs) (hrs) (in) (in) input/used ------------------------------------------------------------------------------- 178.50 76.0 0.75 0.00 7.20 4.44 I.09 .10 --------------------------------------------------------- ------------- * Travel time from subarea'outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 178.50 acres or 0.2789 sq.mi Peak discharge = 525 cfs »» Computer Modifications of Input Parameters. ««< ------------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p '.Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------------- 0.79 0.00 0.75 0.00 No Computed Ia/p < .1 =---------- ------------------------------------- -------------------------------- * Travel time from subarea outfall to composite watershed outfall point. • • Quick TR-55 Ver.5.40 S/N:1240540029 Executed: 16:39:01 01-04-1991' drainage areas V + VI + VII ultimate development (post) RUNOFF CURVE NUMBER DATA .............................::................................... ............................................................ Composite Area: AREA CN SURFACE DESCRIPTION -------------------------------- (acres) --------- grass (meadow) 6.20 ---- 71 paved 0.30 98 grass (meadow) 6.00 71 commercial 116.00 92 grass (meadow) 17.00 71 commercial 33.00 92 COMPOSITE AREA ---> 178.50 88.6 ( 89 ) Quick TR-55 Version: 5.40 SIN-: 1240540029 Page 1 Return Frequency: 2 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 01-04-1991 16:42:08 Watershed file: --> C:9105D5PO.MOP Hydrograph file: --> C:D52POS.HYD drainage areas V +.VI + VII ultimate -development (post) »» Input Parameters Used to Compute Hydrograph «« ------------------------------------------------------------------------------- Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres) (hrs) (hrs) (in) I (in) input/used ---------------------------------------------------------- -------- ------------- 178.50 89.0 0.75 0.00 3.00 I 1.90 I.08 .10 --------------------------------------- ; Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 178.50 acres or 0.2789 sq.mi Peak discharge = 225 cfs »» Computer Modifications of Input Parameters ««< ------------------------------------=------------------------------------------ Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages -----------------------------------------------------------------------------=- 0.79 0.00 0.75 0.00 No Computed Ia/p < .1 ------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall.-point. • • Quick TR-55 Version:- 5.40 SIN: 1240540029 Page 1 Return Frequency: 25 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 01-04-1991 16:42:08 Watershed file: --> C:9105D5PO.MOP Hydrograph file: --> C:D525POS.HYD drainage .areas V + VI + VII ultimate development (post) »» Input Parameters Used to Compute Hydrograph «« ------------------------------------------------------------------------------ Subarea AREA CN Tc * Tt Precip. I Runoff Ia/p Description (acres). (hrs) (hrs) (in) (in) input/used ------------------------.----------------------------------------------- 178.50 89.0 0.75 0.00 6.00 1 4.74 I.04 .10 ------------------------------------------------------------------- * Travel time from subarea--outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 178.50 acres or 0.2789 sq.mi Peak discharge = 561 cfs »» Computer Modifications of Input Parameters ««< --------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc *-Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ---------------------------------------------------------------------------- 0.79 0.00 0.75 0.00 No Computed Ia/p < .-1 --------------------------------------------------------------------------- * Travel time from subarea.outfall - to composite watershed outfall point. Quick TR-55 Version: 5.40 SIN: 1240540029 Page 1 Return Frequency: 100 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 01-04-1991 16:42:08 Watershed file: --> C:9105D5PO.MOP Hydrograph file: --> C:D5100POS.HYD drainage .areas V + VI + VII ultimate development (post) »» Input Parameters Used to Compute Hydrograph «« ------- ----------------------------------------------------------------------- Subarea AREA CN Tc * Tt Precip. Runoff - Ia/p Description (acres) (hrs) (hrs) (in) I (in)_ input/used ---------------------------------------------------------- -------------------- 178.50 89.0 0.75 0.00 7.20 1 5.90 I.03 .10 -------------------------------------------------------------------=----------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 178.50 acres or 0.2789 sq.mi Peak discharge = 698 cfs »» Computer Modifications of Input Parameters ««< -----------------------------------------------------------------=------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------------- 0.79 0.00 0.75 0.00 No Computed Ia/p < .1 ----------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall. point.- Quick TR-55 Version: 5.44 S � 1315460020 Page 1 / g Return Frequency:- 2 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 01-23-1991 09:38:07 Watershed file: --> A:91032PO .MOP Hydrograph file: --> A:2POS2.HYD DRAINAGE AREA NO. 2 - POST DEVELOPMENT D. A 2 = -C> -N • i. -t 1-1 + -rl—k I »» Input Parameters Used to Compute Hydrograph <<<< ------------------------------------------------------------------------------ Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description` (acres) (hrs) (hrs) (in) I (in) input/used --------------------------------------------------------- ------ --------------- NO. 2 34.44 82.0 0.40 0.00 3.00 I 1.38 I.15 .15 ------------------------------------------------------------------------------ * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 34.44 acres or 0.05381 sq.mi Peak discharge = 42 cfs »» Computer Modifications of.Input Parameters ««< -------------------------------------------------------------------------_----- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------------ 'O. 2 0.38 0.00 0.40 0.00 Yes -- •------------------------------------------------------------------------------ * Travel time from subarea outfall to composite watershed outfall point. Quick TR-55 Version: 5.44 SIN: 1315460020 Page 1 Return Frequency: 25 years TR-55 TABULAR HYDROGRAPH METHOD Type II.. Distribution (24 hr. Duration Storm) Executed: 01-23-1991 09:38:07 Watershed file: --> A:91032PO .MOP Hydrograph file: --> A:25POS2.HYD DRAINAGE AREA NO. 2 - POST DEVELOPMENT »» Input Parameters Used to.Compute Hydrograph «« ------------------------------------------------------------------------------- Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres) (hrs) (hrs) (in) I (in) input/used ------------------------------------------------------------------------------- NO. 2 34.44 82.0 0.40 0.00 6.00 1 3.99 I.07 .10 ------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 34.44 acres or 0.05381 sq.mi Peak discharge = 127 cfs »» Computer Modifications of Input Parameters ««< -------------------------------------------------------=----------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ----------------- --------------------------------------------------------------- .40. 2 0.38 0.00 0.40 0.00 No Computed Ia/p < .1 ------------------------- =----------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. r 0- Quick TR-55 Version: 5.44 SIN: 1315460020 Page 1 Return Frequency: 100 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 01-23-1991 09:38:07 Watershed file: --> A:91032PO .MOP Hydrograph file: --> A:100POS2.HYD DRAINAGE AREA NO. 2 - POST DEVELOPMENT »» Input Parameters Used to Compute Hydrograph «« ------------------------------------------------------------------------------- Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres) (hrs) (hrs) (in) I (in) input/used ---------------------------------------------------------- ------- -------------- NO. 2 34.44 82.0 0.40 0.00 7.20 I 5.10 I.06 .10 ------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 34.44 acres or 0.05381 sq.mi Peak discharge = 162 cfs »» Computer_ Modifications of Input Parameters ««< ------------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ---------_---------------------------------------------------------------------- .40. 2 0.38 0.00 0.40 0.00 No Computed Ia/p < .1 ----------------------------------=-------------------------------------------- * Travel. time from subarea outfall to composite watershed outfall point. 1] Quick TR-55 Ver.5.40 S/N:1240540029 Executed: 15:57:43 01-04-1991 drainage area VII, current development (pre) RUNOFF CURVE NUMBER DATA ................................................................... ................................................................... Composite Area: AREA CN SURFACE DESCRIPTION (acres) -------------------------------- residential (1 acre) --------- 5.00 ---- 79 grass (meadow) 22.00 71 brush (fair) 11.00 70 industrial 12.00 91 COMPOSITE AREA ---> ..................................................... 50.00 76.4 ( 76 ) Quick TR-55 Ver.5.40 S/N:1240540029 Executed: 15:53:44 01-04-1991 c:9103VIIC.TCT drainage area VII, current development (pre) Tc COMPUTATIONS FOR: d.a. VII SHEET FLOW (Applicable to Tc only) Segment ID Surface description short grass Manning's roughness coeff., n 0.1500 Flow length, L (total < or = 300) ft 200.0 Two-yr 24-hr rainfall, P2 in 3.000 Land slope, s- ft/ft. 0.0250 0.8 .007 * (n*L) T =-------------- hrs 0.27 = 0.27 0.5 0.4 P2 * s SHALLOW CONCENTRATED FLOW Segment ID Surface (paved or unpaved)? Unpaved Flow length, L ft 2900.0 Watercourse slope, s ft/ft 0.0224 0.5 Avg.V = Csf * (s) _ ft/s 2.4148 where: Unpaved Csf = 16.1345- Paved Csf = 20.3282 T = L ./ (3600*V) hrs 0.33 = 0.33 CHANNEL FLOW Segment ID Cross Sectional Flow Area, a sq.ft 0.00- Wetted perimeter, Pw ft 0.00 Hydraulic radius, r = a/Pw ft 0.000 Channel slope, s ft/ft 0.0000 Manning's roughness coeff., n 0.0000 2/3 1/2 1.49 * r * s V =-------------------- ft/s 0.0000 n Flow length, L ft 0 T = L / (3600*V) hrs 0.00 = 0.00 TOTAL. TIME •(hrs)•••.•.0.60•. Quick TR-55 Version: 5.44 So 1315460020 Page 1 Return Frequency: 2 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 01-30-1991 10:11:02 Watershed file: --> A:9103VIIU.MOP Hydrograph file: --> A:2POSVII.HYD DRAINAGE AREA VII, CURRENT DEVELOPMENT (PRE) »» Input Parameters Used to Compute Hydrograph «« Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres) ------------------------------------------------- (hrs) (hrs) (in) (in) input/used ------ 50.00 85.0 0.50 0.00 3.00 1 1.59 I.12 .12 * Travel time from subarea outfall to composite watershed:outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 50.00 acres or 0.07813 sq.mi Peak discharge = 65 cfs »» Computer Modifications of Input Parameters ««< • --------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages •----------------------------------------------------- _------------------------- 0.60 0.00 0.50 0.00 Yes -- •------------------------------------------------------------------------------ * Travel time from subarea outfall to composite watershed outfall point. • Quick TR-55 Version: 5.44 SIN: 1315460020' Page 1 Return Frequency: 25 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 01-30-1991 10:11:02 Watershed file: --> A:9103VIIU.MOP Hydrograph file: --> A:25POSVII.HYD DRAINAGE AREA VII, CURRENT DEVELOPMENT (PRE) »» Input Parameters Used to Compute.Hydrograph «« ------------------------------------------------------------------------------- Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres) (hrs) (hrs) (-in) I (in) input/used ------------------------------------------------------------------------------- 50.00 85.0 0.50 0.00 . 6.00 4.30 I.06 .10 ---------------------------------------------------------- --------------------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 50.00 acres or -0.07813 sq.mi Peak discharge = 178 cfs »» Computer Modifications of Input Parameters ««< ---------------_---------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------------- 0.60 0.00 0.50 0.00 No - Computed Ia/p < .1 ---------------------------------------------------------------=--------------- * Travel time from subarea outfall to composite watershed outfall point. Quick TR-55 Version: 5.44 S/N:-'1315460020 Page 1 Return Frequency: 100 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 01-30-1991 10:11:02 Watershed file: --> A:9103VIIU.MOP Hydrograph file: --> A:100PSVII.HYD DRAINAGE AREA VII, CURRENT DEVELOPMENT (PRE) »» Input Parameters Used to Compute Hydrograph «« ------------------------------------------------------------------------------- Subarea AREA CN Tc * Tt Precip.. Runoff - Ia/p Description (acres) (hrs) (hrs) (in) I (in).. input/used ------------------------------------------------------------------------------- 50.00 85.0 0.50 0.00 7.20 5.44. I.05 .10 ------------------------------------------------------------------------------ * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 50.00 acres or 0.07813 sq.mi Peak discharge = 225 cfs »» Computer Modifications of Input Parameters ««< ------------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) ' (Yes/No) Messages ------------------------------------------------=------------------------------ 0.60 0.00 0.50 0.00 No Computed Ia/p < .1. ---------------------------------------------------- ------------------ --------- * Travel time from subarea outfall to composite watershed outfall point. 4 .. Quick TR-55 Version: 5.44 SIN: 1315460020- Page 1 - Return Frequency: 10 years TR-55 TABULAR'HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 01-30-1991 10:12:42 Watershed file: --> A:9103VIIC.MOP Hydrograph file: --> A:10PREVII.HYD DRAINAGE AREA VII - ULTIMATE DEVELOPMENT (POST) »»-Input Parameters Used to Compute Hydrograph «« ------------------------------------------------------------------------------- Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres) (hrs) (hrs) .(in) I (in) input/used ------------------------------------------------------------------------------- 50.00 76.0 0.50 0.00 4.90 I 2.45 I.13 .13 ------------------------------------------------------- ---------------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 50.00 acres or 0.078.13 sq.mi Peak discharge = 98 cfs »» Computer Modifications of Input Parameters ««< ------------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ---------------------------------=--------------------------------------------- 0.60 0.00 0.50 0.00 Yes -- ------------------------------------- ------------------ ------------------------ * Travel time from subarea outfall to composite watershed outfall point. Quick TR-55 Version: 5.44 SIN: 1315460020 Page 1 Return Frequency: 50 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 01-30-1991 10:12:42 Watershed file: --> A:9103VIIC.MOP Hydrograph file: --> A:50PREVII.HYD DRAINAGE AREA VII - ULTIMATE DEVELOPMENT (POST) »» Input Parameters Used to Compute-Hydrograph «« ------------------------------------------------------ ------------------------- Subarea AREA CN Tc * Tt Precip'. Runoff Ia/p Description (acres) (hrs) (hrs) (in) (in) input/used ------------------------------------------------------------------------------- 50.00 76.0 0.50 0.00 6.80 I 4.08 I.09 .10 ------------------------------------------------------- ------------------------ * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 50.00 acres or 0.07813 sq.mi Peak discharge = 169 cfs »» Computer Modifications of Input Parameters ««< ------------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------------- 0.60 0.00 0.50 0.00 No Computed Ia/p < .1 -------------------------------------------------------------------=----------- * Travel time from subarea outfall to composite watershed outfall point. Quick TR-55 Ver.5.44 S/N:1315460020 Executed: 15:46:28 01-29-1991 DRAINAGE AREAS NO. 1 & NO. 2 PRE -DEVELOPMENT DRAINAGE AREA NO. 1 = D.A I + II + III + V DRAINAGE AREA NO. 2 = D.A. IV RUNOFF CURVE NUMBER DATA Composite Area: NO. 1 AREA CN SURFACE DESCRIPTION (acres) -------------------------------- --------- ---- MEADOW 10.29 78 MEADOW 3.10 71 BRUSH 3.40 70 PAVED 0.08 98 RESIDENTIAL (1 ACRE LOTS) 3.07 79 COMPOSITE AREA ---> 19.94 75.8 ( 76 ) ..................................................... ..................................................... Composite Area: NO. 2 AREA CN SURFACE DESCRIPTION (acres) -------------------------------- --------- ---- MEADOW 12.00 78 BRUSH (FAIR) 9.00 77 COMPOSITE AREA ---> 21.00 77.6 ( 78 ) ............:........,..:............................ ..................................................... Quick TR-55 Ver.5.44 S/N:1315460020 Executed: 15:31:57 01-29-1991 a:910312PR.TCT DRAINAGE AREA NO. 1 & NO. 2 PRE -DEVELOPMENT DRAINAGE AREA NO. 1 = D.A. I + II + III + V DRAINAGE AREA NO. 2 = D.A. IV Tc COMPUTATIONS FOR: NO. 1 SHEET FLOW (Applicable to Tc only) Segment ID Surface description SHORT GRASS Manning's roughness coeff., n 0.1500 Flow length, L (total < or = 300) ft 200.0 Two-yr 24-hr rainfall, P2 in 3.000 Land slope, s ft/ft 0.0105 0.8 .007 * (n*L) T =------ -------- hrs 0.38 0.5 0.4 P2 * s SHALLOW CONCENTRATED FLOW Segment ID Surface (paved or unpaved)? Flow length,. L Watercourse slope, s 0.5 Avg.V = Csf * (s) where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T = L / (3600*V) CHANNEL FLOW Segment ID Cross Sectional Flow Area, a Wetted perimeter, Pw Hydraulic radius, r = a/Pw Channel slope, s Manning's roughness coeff., n 2/3 1/2 . 1.49 * r * s V= -------------------- n Unpaved ft 1680.0 ft/ft 0.0225 ft/s 2.4202 hrs 0.19 sq.ft 0.00 ft 0.00 ft 0.000 ft/ft 0.0000 0.0000 ft/s 0.0000 = 0.38 = 0.19 Flow length, L ft 0 T = L / (3600*V) hrs 0.00 = 0.00 .........................................TOTAL �TIME �(hrs)......0.57.. Quick TR-55 Ver.5.44 S/N:1315460020 Executed: 15:35:27 01-29-1991 DRAINAGE AREA NO. 1 & NO. 2 . PRE -DEVELOPED Tc or Tt DATA Subarea: NO. 1 LENGTH VELOCITY TIME DESCRIPTION (feet) (ft/sec) minutes hours --------------------------------------------------=---=-- ----- CREEK 450 1.61 4.7 = 0.08 minutes hours TOTAL Tt ---> 4.7 = 0.08 ................................. .................................. Subarea: NO.2 LENGTH VELOCITY TIME DESCRIPTION (feet) (ft/sec) minutes hours -------------------=------------ -------------------------- ----- CREEK 0 0.00 0.0 = 0.00 minutes hours TOTAL Tt ---> 0.0 = 0.00 ................................. Quick TR-55 Version: 5.44 SIN: 1315.460020 Page 1 Return Frequency: 2 years TR-55 TABULAR HYDROGRAPH METHOD Type II:. Distribution (24 hr. Duration Storm) Executed: 01-29-1991 16:00:13 Watershed file: --> A:910312PR.MOP Hydrograph file: --> A:2PRE12.HYD DRAINAGE AREAS NO. 1 & NO. 2 - PRE DEVELOPED DRAINAGE AREA NO. 1 = D.A. I + II + III + V DRAINAGE AREA NO. 2 = D.A. IV »» Input Parameters Used to Compute Hydrog.raph «« Subarea AREA CN 'Tc * Tt Precip. Runoff Ia/p Description ------------------------------------------------------------------------------- (acres) (hrs) (hrs) (in) I (in) input/used NO. 1 19.94 76.0 0.50 0.10 3.00 1.02 I.21 .21 NO. 2 ------------------------------------------------------------------------------- 21.00 78.0 0.40 0.00 3.00 I 1.13 I.19 .19 * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 40.94 acres or 0.06397 sq.mi Peak discharge = 31 cfs »» Computer Modifications ------------------------------------------------------------------------------- of Input Parameters ««< Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description --------------------------------------------------------- (hr) (hr) (hr) (hr) (Yes/No) Messages ---------------------- L\10. 1 0.57 0.08 0.50 0.10 Yes.. -- 90. 2 ------------------------------------=------------------------------------------ 0.44 0.00 0.40 0.00 Yes -- * Travel time from subarea outfall to composite watershed outfall point. Quick TR-55 Version: 5.44 SIN: 1315460020 Page 1 Return Frequency: 25 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 01-29-1991 16:00:13 Watershed file: --> A:910312PR.MOP Hydrograph file: --> A:25PRE12:HYD DRAINAGE AREAS NO. 1 & NO. 2 - PRE DEVELOPED DRAINAGE AREA NO. 1 = D.A. I + II + III + V DRAINAGE AREA NO. 2 = D.A. IV »» Input Parameters Used to Compute Hydrograph «« Subarea AREA CN Tc * Tt Precip. Runoff Ia/p . Description ------------------------------------------------------------------------------- (acres) (hrs) (hrs) (in) I (in) input/used NO. 1 19.94 76.0 0.50 0.10 6.00 3.38 I.11 ..11 NO. 2 ---------------------------------------------------------- 21.00 78.0 0.40 0.00 6.00 I 3.58 I.09 .10 * Travel time from subarea outfall to composite ------- -------------- watershed outfall point. I --.Subarea where user specified interpolation between Ia/p tables. Total area = 40.94 acres or 0.06397 sq.mi Peak discharge = 117 cfs »» Computer Modifications ------------------------------------------------------------------------------- of Input Parameters ««< Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description -------------------------- (hr) (hr) ---------------------------------------------------- (hr) (hr) (Yes/No) Messages 40. 1 01.57 0.08 0.50 0.10 Yes -- .40. 2 ------------------------------------------------------------------------------- 0.44 0.00 0.40 0.00 No Computed Ia/p < .1 * Travel time from subarea outfall to composite watershed outfall point. Quick TR-55 Version: 5.44 SIN: 1315460020 Page 1 Return Frequency: 100 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 01-29-1991 16:00:13 Watershed file: --> A:910312PR.MOP Hydrograph file: --> A:100PRE12.HYD DRAINAGE AREAS NO. 1 & NO'. 2 - PRE DEVELOPED DRAINAGE AREA NO. 1 = D.A. I + II + III + V DRAINAGE AREA NO. 2 = D.A..IV »» Input Parameters Used to Compute Hydrograph «« Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description ------------------------------------------------------------------------------- (acres) (hrs) (hrs) (in) I (in) input/used NO. 1 19.94 76.0 0.50 0.10 7.20 4.44 I.09 .10 NO. 2 ------------------------------------------------------------------------------- 21.00 78.0 0.40 0.00. 7.20 I 4.66 I.08 .10 * Travel time from subarea outfall.to composite watershed outfall point. I -- Subarea where user specified interpolation.between Ia/p tables. Total area = 40.94 acres or 0.06397 sq.mi Peak discharge = 155 cfs »» Computer Modifications -----------------------_-------------------------------------------------------- of Input Parameters ««< Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description ------------------------------------------------------ (hr) (hr) (hr) (hr) (Yes/No) ------------------------ Messages 90. 1 0.57 0.08 0.50 0.10 No Computed Ia/p < .1 NO. 2 ------------------------------------------------------------------------------- 0.44 0.00 0.40 0.00 No Computed Ia/p < .1 * Travel time from subarea outfall to composite watershed outfall point. Quick TR-55 Version: 5.44 SIN: 1315460020 Page 1 Return Frequency: 10 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 01-29-1991 15:57:02 Watershed file: =-> A:910312PO.MOP Hydrograph file: --> A:10POS12.HYD DRAINAGE AREAS NO. 1 & NO. 2 - POST DEVELOPMENT DRAINAGE AREA NO. 1 = D.A. V DRAINAGE AREA NO. 2 = D.A. I + II + III + IV »» Input Parameters Used to Compute Hydrograph «« Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description ----------- --------------------------------- (acres) (hrs) (hrs) (in) (in) input/used NO. 1 6.50 72.0 0.30 0.00 4.90 2.12 I.16 .16 NO. 2 -------------------------------------------------------- 34.44 82.0 0.40 0.00 4.90 I 2.99 I.09 .10 * Travel time from subarea outfall to composite ------- ---------------- watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 40.94 acres or 0.06397 sq.mi Peak discharge = 109 cfs WARNING: Drainage areas of two or more subareas differ by a factor of 5 or greater. »» Computer Modifications ------ ------------------------------------------------------- of Input Parameters ««< Input Values Rounded Values. ------------ ------ Ia/p _ Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description -----------------------------------------------------------------_-------------- (hr) (hr) (hr) (hr) (Yes/No) Messages NO. 1 0.33 0.00 0:30 0.00 Yes NO. 2 ---------------=--------------------------------------------------------------- .. 0:42 0..00 0.40 0_.00 No Computed Ia/p < .1 * Travel time from subarea outfall to composite watershed outfall point. Quick TR-55 Version: 5.44 SIN: 1315460020 Page 1 - Return Frequency: 50 years TR-55*TABULAR HYDROGRAPH-METHOD Type II. Distribution (Z4 hr. Duration Storm) Executed: 01-29-1991 15:57:02 Watershed file: --> A:910312PO.MOP Hydrograph file: --> A:50POS12.HYD DRAINAGE AREAS NO. 1 & NO. 2 - POST DEVELOPMENT DRAINAGE AREA NO. 1 = D.A. V DRAINAGE AREA NO. 2 = D.A. I +.II + III + IV »» Input Parameters Used to Compute Hydrograph «« Subarea AREA CN Tc *-Tt . Precip. Runoff Ia/p Description ------------------------------------------------------------------------------- (acres) (hrs) (hrs) (in) I (in) input/used NO. 1 6.50 72.0 0.30 0.00 6.80 3.66 I.11 .11 NO. 2 ---------------------------------------------------------- 34.44 82.0 0.40 0.00 6.80 I 4.73 I.06 .10 * Travel time from subarea outfall.to composite -------------------- watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 40.94 acres or 0.06397 sq.mi Peak discharge = 176 cfs WARNING: Drainage areas of two or more subareas differ by a factor of 5 or greater. »» Computer Modifications of Input Parameters ««< Input Values_. Rounded Values : -------- Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description -------------------------------------------------------------------------------- (hr) (hr) (hr) (hr) (Yes/No) Messages NO. 1 0:33 0.00 0:.30 0.00 Yes -- K0. 2 ------------------------------------------------------------------------------- 0.42 0..00_ 0.40 0.00 No Computed Ia/p < .1 * Travel time from subarea outfall to composite watershed.outfall point.