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Drainage Reports - 10/19/1998
COV k%40 Mr Final Approved ReW Date Final Drainage and Erosion Control Study Buffalo Run Apartments Fort Collins, Colorado September, 1998 THE SEAR -BROWN GROUP Standards in Eicellence THE SEAR -BROWN GROUP FULL -SERVICE DESIGN PROFESSIONALS FORMERLY RBD, INC. 209 SOUTH MELDRUM FORT COLLINS, COLORADO 80521-2603 ' 970-482-5922 FAX:970-482-6368 September 21, 1998 Mr. Basil Hamdan ' City of Fort Collins Utility Services, Stormwater 235 Matthews ' Fort Collins, Colorado 80522 RE: Final Drainage and Erosion Control Study for the Buffalo Run Apartments P.U.D. ' Project #769-001 1 Dear Basil: We are pleased to re -submit to you, for your re -review, this Final Drainage and Erosion Control Study for the Buffalo Run Apartments P.U.D. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, The Sear -Brown Group Prepared by: Debbie D. Haferman, EIT Water Resource Engineer Reviewed by: Kevin W. Ginge E. Engineering Manager NEW YORK • PENNSYLVANIA ' COLORADO•UTAH STANDARDS IN EXCELLENCE EQUAL OPPORTUNITY EMPLOYER TABLE OF CONTENTS I. GENERAL LOCATION AND DESCRIPTION A. LOCATION I B. DESCRIPTION OF PROPERTY I II. DRAINAGE BASINS AND SUB -BASINS A. MAJOR BASIN DESCRIPTION I B. SUB -BASIN DESCRIPTION I III. DRAINAGE DESIGN CRITERIA A. REGULATIONS 2 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 2 C. HYDROLOGIC CRITERIA 3 D. HYDRAULIC CRITERIA 3 E. VARIANCES FROM CRITERIA 3 IV. DRAINAGE FACILITY DESIGN A. GENERAL CONCEPT 4 B. SPECIFIC DETAILS 4 V. STORM WATER QUALITY A. GENERAL CONCEPT 5 VI. EROSION CONTROL A. GENERAL CONCEPT 5 B. SPECIFIC CONCEPT 5 VII. CONCLUSIONS A. COMPLIANCE WITH STANDARDS 6 B. DRAINAGE CONCEPT 6 C. EROSION CONTROL CONCEPT 6 REFERENCES 7 1 APPENDIX ' VICINITY MAP HYDROLOGY SWMM EXHIBITS ' DETENTION POND STORM DRAIN 1 STORM DRAIN IA ' POND EQUALIZING PIPE POND OUTFALL PIPE AND OUTFALL SWALE TEMPORARY SWALE B ' EROSION CONTROL REFERENCE LETTERS TABLES AND FIGURES DRAINAGE & EROSION CONTROL PLAN 1 I r h I 3 49 65 73 80 86 95 98 104 107 back pocket I] L ' FINAL DRAINAGE STUDY FOR BUFFALO RUN APARTMENTS P.U.D. ' FORT COLLINS, COLORADO GENERAL LOCATION AND DESCRIPTION A. Location The proposed development is located in the Southeast quadrant of the intersection ' of South Lemay Avenue and East Lincoln Avenue in northeast Fort Collins. The project is bounded to the north by Lincoln Avenue, to the west by South Lemay Avenue, to the east the East Mulberry Subdivision and to the south by undeveloped land. More precisely the proposed development is located in the Southwest Quarter of ' Section 7, Township 7 North, Range 68 West of the 6th Principal Meridian, City of Fort Collins, Larimer County, Colorado. The project site is shown on the Vicinity Map in the Appendix. B. Description of Property The area of interest consists of the Buffalo Run Apartments P.U.D., the south '/z- street width of Lincoln Avenue, the east 'h-street width of Lemay Avenue, full ' street width of the proposed 12th Street and the north 'h-street width of the proposed access drive to the south. This area contains a total of approximately 10.88 acres and, with the exception of Lincoln and Lemay, is generally ' undeveloped at the present. The existing site is presently open ground covered with crops. The site has a very flat grade, sloping from west to east. ' II. DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description The project site is located in the Dry Creek Basin and is described in the report entitled "Proposed Hydrologic Model Update for the Dry Creek Master Drainage Plan", prepared by Lidstone & Anderson, 1996. B. Sub -Basin Description This site is included as a portion of Basin 446 of the Master Plan Update. A SWMM exhibit of the Lower Dry Creek Basin, Developed Conditions with ' Detention is included in the Appendix of this report. 1 �J IrI LJI .1 7 �I 7 I 1 Ll J DRAINAGE DESIGN CRITERIA A. B. Regulations The City of Fort Collins Storm Drainage Design Criteria is being used for the subject site. Development Criteria Reference and Constraints The criteria set forth by the City of Fort Collins and information gathered from Lidstone & Anderson regarding the "Proposed Hydrologic Model Update for the Dry Creek Master Drainage Plan" was used for this site. With this development, we are proposing that Basin 446 of the Dry Creek Basin be modified. As it exists now, Basin 446 is defined by Lincoln and Lemay Avenues on the north and west, by an existing irrigation ditch to the south, and by natural grades to the east. As can be seen from the site plan, there is a proposed 30' wide access drive (by others) dividing the southern retail site and Buffalo Run Apartments. This drive redefines the southern boundary of Basin 446. Revisions to the Developed Conditions SWMM Basins 446 and 447 are presented in the following table: Basin # Area (acres) Tributary Width (ft) Percent Impervious 446 25.3(Ex) to 2200(Ex) to 90(Ex) to 62(Dev)* 10.88(Dev) 675(Dev)* 447 32.9(Ex) to No Change No Change 47.55 (Dev) *Developed values are consistent with Rational Method calculations. Conveyance element 799 was added in order to reflect runoff conditions for Basin 446 into Pond 870. In the revised model, Basin 446 is designed to drain entirely to the south through SWMM element 765. The historical path to the east will be eliminated and is replaced by discharging to an existing swale along the eastern edge of Basin 446 where water will flow south across Basin 447 through existing culverts under Highway 14, and south to the Poudre River. If the retail site to the south is developed, discharge from the pond will be piped within the right-of-way of 12th Avenue to the existing culverts. 2 The culvert carrying only irrigations flows to the site from the northwest corner will be plugged and abandoned as irrigation flows will no longer be necessary once ' this site is developed. A letter from the developer regarding this issue is included in the Appendix. Irrigation water will remain in the Coy ditch (west of Lemay Avenue) and will be diverted at an existing structure further south in order to ' irrigate Basin 447. C. Hydrological Criteria The Rational Method and SWMM were used for determining surface runoff for the project site. The 2-year and 100-year storm event criteria, obtained by the City of Fort Collins, were used in calculating runoff values. These calculations and criteria are included in the Appendix. ' The allowable release rate from the detention pond was determined from the most current version of the "Proposed Hydrologic Model Update for the Dry Creek Master Drainage Plan". The 2-yr historical release for Basin 446 is 0.158cfs/acre ' (4 cfs for 25.3 acres). For 10.88 acres, the allowable release rate is 1.72cfs. ' D. Hydraulic Criteria All hydraulic calculations within this report have been prepared in accordance with ' the City of Fort Collins Storm Drainage Criteria and are included in the Appendix. E. Variances from Criteria ' A variance for the pond freeboard is being requested. Due to site constraints, ' attainable pond storage is 2.06 acre-feet. In order to release at the historic 2-year rate of 0.158cfs/acre, a condition favored by City Stormwater, the 1 foot of freeboard condition will not be met. As a result of an October 15, 1997 meeting between the client, SBG and City Stormwater, City Stormwater approved the drainage concept which included freeboard of approximately 3 inches. The freeboard associated with this proposed design is 7.68 inches. The lowest finished floor elevation is 22.68 inches above the 100 year WSEL. A variance for pond side slope is being requested. In order to maximize pond ' volume, the pond side slopes are graded at 3:1 instead of 4:1. A variance is being requested to allow, during the 100 year storm event, 0.48 cfs ' of undetained flow in Lincoln Avenue, including 0.09 cfs contributed from 12th Street. A variance for minimum slope is being requested. Due to the extremely flat ' 3 topography of Basin 446 and 447, slopes for the pond outlet pipe and the conveyance swale (SWMM #765) are 0.19 percent and 0.2 percent respectively. ' The velocity in the outlet pipe is 2.41 fps, while the velocity in the outfall swale is 0.61 fps. IV. DRAINAGE FACILITY DESIGN A. General Concept The on -site runoff produced by the Buffalo Run Apartments P.U.D. will flow via ' curb & gutter and sidewalk chases through the site to the detention pond located in the southeast portion of the property. Flow from the 'h-street widths of Lemay Avenue, Lincoln Avenue, the proposed access drive, and the full width of 12th ' Street will be diverted off the street at curb returns along the streets. Lincoln Avenue will be built out to arterial width as a part of this project, while Lemay Avenue will be built out to arterial width in the future; both streets ultimately will ' be drained by Storm Drain 1. In the interim, a swale along the western edge of the site will carry flow from Lemay Avenue south and off -site, following the historic drainage pattern. When Lemay Avenue is built out to arterial width, a high point ' will be located at the basin line as shown on the drainage and erosion control plan and flow from Lemay Avenue will travel via curb and gutter north to Lincoln Avenue and then east to Storm Drain 1. The built out condition for both streets has been used to design the detention pond and related drainage structures. B. Specific Details Rational Basin #1, comprising most, of the site, will flow via the parking lots to ' curb cuts and chases into the detention pond. The 'h street widths of Lincoln and Lemay Avenues make up the majority of Rational Basin #2. Runoff from this basin will flow via curb and gutter into inlets 1 and 2 (Storm Drain 1) and into the detention pond. The proposed 12th Street, also part of basin #2, will be fully ' paved and drain via curb and gutter to Storm Drain 1A. During interim conditions and until the south access drive (by others) is built, Rational Basin #3 will continue to drain to the south and east until it is intercepted by the irrigation return swale. Ultimately, basin #3, consisting of the access drive '/z width and a small portion of the site, will drain via the proposed 30' wide south access drive curb and gutter to ' the detention pond. The detained release from the detention pond will flow through a 15" RCP with a 6.4 inch orifice plate into an existing irrigation return swale that parallels the eastern border of Basin 446 and 447. From there it will enter existing culverts under Highway 14 and flow to the Poudre River. As a part of this drainage option, ' the entire length of the irrigation return swale will be improved and the existing 4 culverts under Highway 14 will be cleared of accumulated silt and debris. Proposed improvements to the irrigation return swale are included in the Appendix. The necessary easements have been obtained for this release option. V. STORM WATER QUALITY ' A. General Concept ' Runoff from the proposed development will be routed through a grass -lined detention pond, thus providing the opportunity for pollutants to filter out of the ' storm water runoff. The historic release rate for this site has been determined to be 1.72 cfs and will be controlled by a 6.4 inch orifice plate on the outfall pipe. All construction activities must comply with the State of Colorado permitting process for Storm Water .Discharges Associated with Construction Activity. A Colorado Department of Health NPDES Permit will be required before any construction grading can begin. ' VI. EROSION CONTROL ' A. General Concept All construction activities must comply with the State of Colorado permitting process for Stormwater Discharges Associated with Construction Activity. Per the City of Fort Collins Erosion Control Reference Manual for Construction Sites and related calculations in the Appendix, the erosion control performance standard (PS) for the subject site during construction is 72.9 and after construction is 85.8. From calculations in the Appendix, the effectiveness (EFF) of the proposed erosion ' control plan is 90.37 during construction and 88.56 after construction. A copy of the erosion control calculations is included in the Appendix. ' B. Specific Concept The Buffalo Run Apartments P.U.D. lies within the Moderate Rainfall and Wind ' Erodibility Zone per the City of Fort Collins zone maps. The potential exists for silt movement during construction of the parking lots, buildings, detention pond and landscaped areas until the disturbed ground is paved or revegetated. ' The property's east and south border will be protected by a silt fence which will be installed before any grading or trenching begins. The inlets will be protected ' by gravel filters, while the curb cuts, equalizing pipe and the outlet from the pond will be protected by straw bale barriers. During construction, the detention pond shall act as a sedimentation basin. Once construction is complete, the detention pond will be cleared of accumulated sediment and the oulet pipe will be installed. 5 ' The escrow for the site has been determined to be $8160.00. The erosion control cost worksheet is in the appendix. ' VII. CONCLUSIONS ' A. Compliance with Standards ' All computations that have been completed within this report are in compliance with the City of Fort Collins Erosion Control Reference Manual for construction Sites and the Storm Drainage Design Criteria Manual. ' B. Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provide for the conveyance and release of developed on -site flows into revised conveyance element #765 shown in SWMM. The combination of on - site pond capacities and storm drain system will provide for the 2 and 100 year developed flows to reach the Poudre River in a detain and release fashion. If groundwater is encountered at the time of construction, a Colorado Department of Health Construction Dewatering Permit will be required. C. Erosion Control Concept The proposed erosion control plan adequately provides for the control of wind and rainfall erosion from the study site. The proposed erosion control concepts presented in this report and shown on the Erosion Control Plan are in compliance ' with the City of Fort Collins erosion control criteria. 6 REFERENCES 1 2 3 Storm Drainage Design Criteria and Construction Standards, by the City of Fort Collins, Colorado, May 1984, revised January 1997. Erosion Control Reference Manual for Construction Sites, by the City of Fort Collins, Colorado, January 1991. "Proposed Hydrologic Model Update for the Dry Creek Master Drainage Plan", Lidstone & Anderson, Inc. March 1997 7 APPENDIX I 1 i 1 1 1 1 1 1 i 1 1 1 i 1 1 1 VICWTY MAP 1 No rl-0 VICINITY MAP NOT TO SCALE PROJECT SITE I q I I wl � a� m }I QI LiI �I NI L- - - - - - - - - - - - - E. T-1 — J - - - - - - MUNICIPAL BOUNDARY LINE w z g Y z HYDROLOGY 1 1 1 1 t 1 00 rn v 000 0 L N m c 0 m N L O N N _7 O6 U CL C 41 0 Cj a U (U U E n. � � c�6 o O O Q O U c 7 Q C6 3 cl: co C 0 m a) N m S _ V C U) O d m H m 0,0 c v v V- cm 00 cN°•�M a EV Ooo 0= ti rn c0 C 7 V 0 ITM000 NN CL a CV) e- co CV 00 OM to UC a to CC) ll ) N E 0-1 mOT7 O N Cl) O O C.0 v co CC) O to lr 0 O v co LO U') U') O N N N Ooo _0 Z= IL y Cn U') to O O OA O O O O O `U E N CO m CC a) Q 1- o M O � r U x CD U T7 J_ OR + II I O O r I I U Z O H ZLU N rn (� Z ` v O U LL O LU Tf w c O ci CL = C a) cl � } � Z Q U ❑ o C 4� co r O J O' J U) t m CD D 7 Q F r` cn m U L `4 Cn Y 04 � > QN E a r J N W c N D U Cn J cc O r*-: O —� Z U. C r O M N N N N +J E r _ LL O M r ^ J ,C O N Ll� M r r r ++ E r } M 0) 0) H U ^ r r OJ � CA W .� W H � J W 000 LO I' v Q O o co O O O o-' I— Vi ca a<ma m v v Ur '� O N CA r Z W J 00MIt LLJ:.' ^ CO 00Cfl6 Z W 0 0 0 . d ^ L() r N N �0o .. LLI > Cn O= U')00 0) CM I- Q~ r I—Z� Z w _ J r- cM U (.,) o00 <Q^ CDlqt00 Q WvN N to40 Q Z m m r Dp W Cn rNM T a3 m a ui a) 0 Cl) a) ` (0 � U I>>I cc >, 0 0 c > N J o06 a) N Cl :3 N c6 C 11 t0 J L a U a) c m Q ma a U > m r a 0 II Q :3 d. 0 U �i 0 Z m S 11 r I I li 1 M 1 a I I a Ln o COO � U < x Cn U co + In N 11 U Z _O g� LPL Z W A U om Z v O GO U IL O g 0 Q coo d y = o C N o E} N m Z Q O W C H U r- conm L CO Y � j Q N E; 'C cn cn C) C U f/) J fUCi OCDLO —I ^ Q 'E CO O � CNN Z w L v O C M ^ J F O Er v N f -� M r (� M U n rn W —i _gW H i W W �IrtIV > 0 -cc) 0 6 6 J .. U) r CL a. d CD'T It Z � ONCA W J O N CM W C CO cM 00 P 0 W QZ J O O O N O o L N wJ�' 0E- LO 0)00 a�v H Z �-- Z W J CD r- M U M o o C; Q QIX CD IT 00 ��h0 f^UON . Z Q m mW ii m 7 �4dvo �n /� MH /; «; !; F # o mo- OZ k 2%o #_, z 0 WHLLJ !!/ �k § »k— )� 2 I §{� !I�Ir ! — /k §[q ®t` _;& > K \ !8 @ ■ `# k ki®° �! , k| / ;;2 }\ 2 2 ! — EE __ 00 / t� k§ k �� ; I N I I I I I I 0 I I I J I, I SWMM EXHIBITS L' IIII� I. 40 .00 me do ,�' on .go .III W m 1 I LOWER DRY CREEK BASIN DEVELOPED CONDITIONS W/ DETENTION (EXISTING DRY CREEK CHANNEL) STREETS 424 803 425 434 431 531 432 722 723 866 732 . 864 � VAN WORKS 604 433 427 426 766 733 865 804 724 861 428 535 534 862 � 725 536 435 526 NW CORNER OF LEMAY do LINCOLN 605 606 429 863 727 446 447 728 537 441 870 a430729 i 746 i 765 769 730 442) 1747 751 753 NW CORNER OF 607 LINCOLN do AIRPARK 448 748 552 436 738 LEGEND i 444 453 SUBBASIN 609 449 ` 450 739+ uNK LANE E a 559'.'.CONVEYANCE'�r• `n ' t ELEMENT 754 555 .. 756 608 451 601 NODE , I ' OLD DRY CREEK ,x AT MULBERRY 612 557 O MATCH NODE 613 - - OND/ :. - - -- DETENTION P ►� 80 ON -SITE DciE"TION "{ `+. ' 'Y.• 758 452t�y, , � 1{''• Y%; 11 . it. • �..•��•.• .•n• n.• .11• .4". �� ' �1 A +Li 1! A N e fF33 A y L (�`� p •: Y+.. fir I t y, ;F, ' ! , 'I 4 a, .,�' N... 1 s Aa l.,F O V .3• 1 F/ toi-; A ' .• lO' . O 56 co or" I 1 'n L S t1, t' r r""� '•�y i '.r, t r •. 91J a Fr Lk yty 1Z 1+" iv'FT .�,n1}�•,� � 'S rrN i �✓ �f 1, °'a;}t J�i� aN .�ri�, �, r. :tF �f'1i tp� , Vttt rA`�t,{}?'f: dA tt t ✓,:L �;t r . 1 • H ry t n ✓♦ „ •r i!' rt J , ,FBI ��' , W ., t !i Ji I , ,: r ,i SG 1 71 r'.r� •� y r a. rrl r r� , f f ill 11J ! 1 - i l+,lyApy 3 15l for Yl G n .. � tWA?r 1{Ajh�. 11 tA.�ya.,ytj�;t,,��"y ; ,I�a 'Jf'y;,j`'' i• i��r ' Gb1,�sr1 b•IM, rtl ' t''1 1 I ., � tl lit iI r 446 LOWER DRY CREEK BASIN DEVELOPED CONDITIONS W/ DETENTION (EXISTING /DRY CREE/K/CHANNEL) STREETS 424 03 722' VAN WORKS • 604 427 804 724 725 NW CORNER OF LEMAY & LINCOLN 605 42� F9 R E72 447 ( 4728 81 71 I �30 729 425 6011 1-- 723 426 M 428 862 � 526 537 431 434) 1 531 766 535 536 441 -- 746 d�w�1 765 730 442 747 ezc111G/L 751 NW CORNER 607 ` Il LINCOLN & AIRIRPARK r 432 r732 864 433 733 865 534 435 defrss N' 448 748 _ • ; 552 436 738 LEGEND . :; 444 453 SUBBASIN ID • i)� " A. `>> . r � '' •. �S.' ''0 .' is . ,+r , j •( ',5,�)�.; . t � �•Ctiti., ^ =ij' t::i 609 449 450 739 LINK LANE ,�c .y , 559 '.CONVEYANCE xr�M !gn ,• ;hi: .; ,.'„ ELEMENT ; firAA-A .fit t ;,�'f r?' �t a 754 555 756 608 : r; �)�+ ya!• ;�}jryG 'dries , t� ,f :;: • " •.I: 11 • 1 r + 1 ii'•j MN. h, r \''A`1 -a ,•. '� IIMMM111 �. . ., 451 601 NODE 'r ';!I'i '�/ i<< f1• yr,' 7V9 OLD DRY CREEK AT MULBERRY 612 • , ' . �•�'. Fes'! VI •� �'i � ! Pt1: ywI ,. , trio'. (� f .::. .; n � Ot.�k I {,•!. 'r'� it •rf�.AJ{• i IY 1',�1. QQ �. O'�'•(T% 1 Yrii'rVj.t'6�j� •11, •ahtr „O:+ O 557 O MATCH NODE 613 Fr I DETENTION POND/ �. 804 ON -SITE DETENTION is •'i<{'"'J' 'i 758 452 3 i' ;''f•: i:'.la}Gb ei,� A1�,,i iR rl l: le WEtXISl�TP,IlONtUO,',C'AONFILCONFLUENCE; i'"ER 1i'DRE Ri. '1 , 5 j' ! •' �' l` �'IOt•.�'j^xl arK NJ+�'��(1+��{�tr•1''/1 Il•!Y I'�I •r !•'� 'A�JI ) `,, i,l 1 `l ,rp!'1a .i��wti r' njVyI�( `!�r{{!{r� y ,� ,,,,a .i,,r .',!�°I 1 w„ r Ir :tl'1 , 1 ' �' y tyy, lYjj \' La n^.4•r. ' ,{ ! 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I - J i ------ MUNICIPAL BOUNDARY LINE PijA W z Y z 13 SWMM input file DT100-10.DAT: 2 1 1 2 3 4 0 tATERSHED LOWER DRY CREEK BASIN (BELOW LARIMER 8 WELD CANAL) FILES: DT100-10.DAT 8 .OUT -100-YR DEVELOPED CONDITION W/ 10-YR RELEASE -- REVISED August, 1997 by SBG 400 0000 5. 1 1. 24 5. .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 -2 .016 .25 .1 .3 .51 .50 .0018 1 401 872 2060 14.2 68..0024 1 402 501 1480 10.2 55..0092 1 403 703 4790 33.0 60..0100 1 404 504 3370 17.0 95..0200 1 1 405 406 705 1330 23.2 850 8260 56.9 78..0034 95..0100 1 407 708 1400 12.9 85..0100 1 408 851 2080 19.1 85..0100 * GREENBRIAR/EVERGREEN WEST AREA BEGIN 1 105 3542900.33.00 61.2 .030 .016 .035 .1 .50 2.19 .05 .0071 1 106 3161200.10.07 42.7 .030 .016 .035 .1 .50 2.19 .05 .0071 1 107 3151600.21.83 44.4 .025 .016 .035 .1 .50 2.19 .05 .0071 1 129 3142050.23.53 41.6 .015 .016 .035 .1 .50 2.19 .05 .0071 1 101 3013750.42.91 61.1 .025 .016 .035 .1 .50 2.19 .05 .0071 1 102 3563200.36.34 74.9 .012 .016 .035 .1 .50 2.19 .05 .0071 1 103 204 600.19.29 90.0 .005 .016 .035 .1 .50 2.19 .05 .0071 1 104 2535600.58.24 63.2 .008 .016 .035 .1 .50 2.19 .05 .0071 1 124 322700.25.06 97.4 .005 .016 .035 .1 .50 2.19 .05 .0071 1 125 253900.36.11 90.0 .005 .016 .035 .1 .50 2.19 .05 .0071 1 126 261090.12.55 90.0 .004 .016 .035 .1 .50 2.19 .05 .0071 C GREENBRIAR/EVERGREEN WEST AREA END 1 409 709 2660 48.8 95..0057 1 410 852 6620 45.6 85..0100 GREENBRIAR/EVERGREEN WEST AREA BEGIN 1 127 271800.30.82 90.0 .006 .016 .035 .1 .50 2.19 .05 .0071 * GREENBRIAR/EVERGREEN WEST AREA END 1 413 716 4400 10.1 88..0100 1 414 602 3090 14.2 60..0080 GREENBRIAR/EVERGREEN SOUTHEAST AREA BEGIN 1 115 3116000.69.30 40.0 .004 .016 .035 .1 .50 2.19 .05 .0071 * GREENBRIAR/EVERGREEN SOUTHEAST AREA END 1 411 713 3530 24.3 80..0100 1 412 714 5230 30.0 88..0150 GREENBRIAR/EVERGREEN SOUTHEAST AREA BEGIN rim 1 122 23 700. 4.3 0.0 .010 .016 .035 .1 .50 2.19 .05 .0071 1 128 231000. 16.0 5.0 .012 .016 .035 .1 .50 2.19 .05 .0071 1 119 202200. 9.77 40.0 .025 .016 .035 .1 .50 2.19 .05 .0071 1 120 201240.13.97 40.9 .037 .016 .035 .1 .50 2.19 .05 .0071 1 121 20 440. 9.70 0.0 .016 .016 .040 .1 .50 2.19 .05 .0071 1 123 20 750 5.10 40.0 .010 .016 .035 .1 .50 2.19 .05 .0071 1 118 22 850. 1.20 40.0 .010 .016 .035 .1 .50 2.19 .05 .0071 1 112 374300.51.33 49.5 .008 .016 .035 .1 .50 2.19 .05 .0071 1 113 3094200.48.46 45.0 .004 .016 .035 .1 .50 2.19 .05 .0071 1 114 3104900.49.41 40.0 .005 .016 .035 .1 .50 2.19 .05 .0071 * GREENBRIAR/EVERGREEN SOUTHEAST AREA END GREENBRIAR/EVERGREEN NORTHEAST AREA BEGIN 1 130 1582500.40.10 40.0 .020 .016 .035 .1 .50 2.19 .05 .0071 1 116 3122000.23.00 40.0 .032 .016 .035 .1 .50 2.19 .05 .0071 1 117 3552550.43.93 30.0 .021 .016 .036 .1 .47 2.19 .05 .0071 1 110 313 450. 4.76 40.0 .035 .016 .035 .1 .50 2.19 .05 .0071 1 108 2571000.11.48 40.0 .048 .016 .035 .1 .50 2.19 .05 .0071 1 109 3051210.13.85 10.1 .042 .016 .035 .1 .50 2.19 .05 .0071 1 111 2613800. 32.7 40.0 .008 .016 .035 .1 .50 2.19 .05 .0071 * GREENBRIAR/EVERGREEN NORTHEAST AREA END 1 415 518 7240 66.5 30..0070 1 416 85310110 69.6 50..0200 1 417 85411910 82.0 50..0200 1 418 603 4730 16.3 50..0200 1 419 85515680108.0 50..0200 1 420 85614580100.4 50..0200 1 421 857 7580 43.5 50..0200 1 422 85821770149.9 49..0200 1 423 115912850 88.5 50..0200 August 14, 1998 f v,?d 8-20 -L17 �v f 4 �v n 14 2 1 437 867 7870 54.2 90- 0100 1 438 868 6100 42.0 50- 0100 1 439 543 2860 19.7 90- 0060 1 453 55912690 87.4 60- 0130 1 440 86928420195.7 74..0100 1 443 549 1600 66.2 80- 0040 1 456 874 2690 24.7 50- 0060 1 455 875 2300 52.8 45..0060 1 454 873 4800 44.1 80- 0150 1 445 611 2690 18.5 90- 0050 * STREETS DEPARTMENT DEVELOPMENT 1 424 803 800 23.9 90- 0100 1 425 860 9470 65.2 90- 0100 426 861 1660 7.6 90- 0100 t1 VAN WORKS DEVELOPMENT 1 427 804 1030 14.2 40- 0060 1 428 862 3890 35.7 90- 0050 1 1 429 430 863 2840 730 840 16.3 90- 0100 2.9 90- 0050 1 431 531 1380 14.1 55- 0040 1 432 864 3760 22.9 70- 0100 1 433 865 3620 24.9 90- 0100 434 86612430 85.6 90- 0100 t1 1 435 606 5510 63.3 90- 0080 1 436 739 1420 14.7 90- 0060 1 441 746 1680 15.4 65- 0050 1 442 748 1240 7.1 80..0050 1 444 608 1070 13.5 90- 0080 1 A0 799 67510.88 62- 0050 4 1 447 871 287047.55 90- 00504 1 448 609 2260 41.5 90- 0040 1 449 555 3940 54.3 85- 0050 1 450 756 1970 18.1 90- 0040 1 451 55710980 12.6 65- 0030 1 452 614 670 7.7 75- 0100 0 � 0 872 501 2 2 1. 0. 0. 1.0 35.6 501 702 1 10. 920. .0050 20. 702 703 1 4. 1500. .0040 4. 703 600 1 6. 1240. .0040 4. 504 600 1 15. 1260. .0012 5. I� 705 706 1 4. 1670. .0040 4. 850 706 2 2 1. 0. 0. 3.5 280.4 ' 706 600 1 10. 880. .0040 4. EXISTING DRY CREEK AT COLLEGE AVE. AND HICKORY ST. 600 707 3 1. 707 708 1 30. 1200. .0030 4. 708 711 1 30. 800. .0030 4. 851 711 2 2 1. 0. 0. 3.4 7.3 711 712 1 30. 510. .0030 4. GREENBRIAR/EVERGREEN WEST AREA BEGIN 316 354 2 2_ 1. 0. 0. 1.4 10.1 354 356 3 1. 315 203 2 2 1. 0. 0. 3.55 10.0 203 356 2 2.0 1350. 0.004 314 250 2 2 1. 0. 0. 0. 3.7 12.0 301 250 2 2 1. 0. 0. 7.5 16. 250 201 3 1. 201 356 2 2.5 1350. 0.004 356 302 3 1. 302 202 11 2 1. 0.0 0.0 4.28 2.0 6.49 10.25 7.0 11.46 9.0 13.02 15.86 14.0 24.56 16.0 33.20 202 252 1 12.0 978. 0.0045 4. 204 252 5 2.5 923. 0.003 0.001 923. 0.004 37.7 3. .060 2.5 4. .035 2.5 4. .035 3.5 5. .050 3.0 4. .035 2.5 4. .035 4.0 4. .035 4.0 4. .035 4.0 4. .035 4.0 0.013 2.0 0.013 2.5 4.0 8.48 5.0 11.0 14.37 13.0 17.0 4. 0.060 5.5 0.013 2.5 37.7 0.016 4.0 u ,s 3 252 205 3 1, 205 253 1 30. 423. 0.0025 4. 253 303 3 1. 303 206 11 2 1, I 0.0 0.0 3.14 3.0 4.90 7.62 13.0 9.04 16.0 10.73 15.11 26.0 18.22 29.0 21.67 206 255 1 7. 845. 0.0019 4. 25 32 2 2 1. 0. 0. 0. 6.4 17. 32 207 3 1. 207 255 5 2.0 520. 0.004 0.001 520. 0.004 41. 26 255 2 2 1. 0. 0. 2.3 5. 255 28 3 1. 28 712 11 2 1. 0.0 0.0 0.56 0.0 0.65 0.77 28.0 1.11 37.0 1.44 2.27 65.0 2.83 74.0 3.18 IGREENBRIAR/EVERGREEN WEST AREA END 712 601 1 30. 1250, .0030 4. 709 710 1 6. 1770. .0040 4. 852 710 2 2 1. 0. 0. 8.2 17.5 710 601 1 10. 1220. .0040 4. CROSSING OF EXISTING DRY CREEK AND LAKE CANAL 601 715 3 1. ,GREENBRIAR/EVERGREEN WEST AREA BEGIN 27 601 2 2 1. 0. 0. 5.6 11. GREENBRIAR/EVERGREEN WEST AREA END 715 716 1 40. 1560. .0030 4. 716 602 1 40. 1080. .0030 4. 713 714 1 4. 2290. .0040 4. 714 602 1 6. 1330. .0040 4. GREENBRIAR/EVERGREEN SOUTHEAST AREA BEGIN 311 602 2 2 1. 0. 0. 12.2 13.0 * GREENBRIAR/EVERGREEN SOUTHEAST AREA END EXISTING DRY CREEK AT LEMAY 602 717 3 1. 1GREENBRIAR/EVERGREEN SOUTHEAST AREA BEGIN 23 20 4 2 1. 0. 0. 1.43 1.23 3.77 20 21 3 1. 21 22 11 2 1. 0. 0. 1.75 0.5 2.61 3.96 2.0- 4.58 2.5 5.15 6.35 4.0 6.87 4.5 7.23 22 37 1 2.0 850. 0.0040 3. 37 308 3 1. 308 211 10 2 1. 0. 0. 0.06 2. 0.33 0.67 7. 1.48 9. 2.89 6.75 15. 9.33 17. 211 265 1 5.0 1560. 0.0025 4. 30265 2 2 1, 0.. 0. 8.3 13.0 265 267 3 1. 310 267 12 2 1. 0. 0. 1.88 0. 2.57 3.52 7. 4.13 9. 4.74 6.36 15. 7.33 18. 8.48 267 262 3 1. GREENBRIAR/EVERGREEN SOUTHEAST AREA END GREENBRIAR/EVERGREEN NORTHEAST AREA BEGIN 158 355 1 0.0 1825. 0.021 60 312 355 2 2 1. 0. 0. 3.7 11. 355 258 3 1. ' 313 257 2 2 1. 0. 0. 0.8 3. 257 258 3 1. 258 305 3 1. 305 209 8 2 1. 4. 0.060 2.3 6.0 6.32 10.0 19.0 12.76 22.0 32.0 4. 0.060 5.0 0.013 2.0 41. 0.016 4.0 9.0 0.71 19.0 47.0 1.64 52.0 79.0 4. .035 4.0 4. .035 3.5 4. .035 4.0 4. .035 4.0 4. .035 4.0 4. .035 3.0 4. .035 3.5 2.42 7.23 3.20 1.0 3.39 1.5 3.0 5.72 3.5 4.68 3. 0.060 4.0 3. 0.54 5. 12. 4.72 14. 4. 0.035 2.8 2. 2.91 4. 11. 5.55 13. 20. 9.4 21.3 60 0.035 3. 11 to 4 0. 0. 0.97 7.0 1.68 8.9 8.29 14.3 13.40 16.3 18.50 18.1 209 261 2 3.0 1452. 0.002 261 307 3 1, 307 262 9 2 1. 0. 0. 0.03 3.0 0.31 7.0 1.61 11.0 3.04 13.0 4.03 14.0 8.68 17.0 262 269 3 �GREENBRIAR/EVERGREEN 1. NORTHEAST AREA END COMBINE AND ROUTE NE AND SE AREAS TO DRY CREEK 269 717 1 12.0 2200. 0.0020 4. 4. 717 603 1 55. 2010. .0030 4. 4. 518 719 1 10. 1450. .0029 2. 2. 853 719 2 2 1. 0. 0. 9.4 45.7 719 603 1 10. 2680. .0040 4. 4. 855 0. 0. 760 2 2 0. 14.8 1. 67.0 760 761 1 10. 2980. .0040 4. 4. 857 761 2 2 1. 0. 0. 5.9 31.2 761 720 1 15. 810. .0040 4. 4. 856 762 2 2 1. 0. 0. 14.8 43.8 762 720 1 15. 820. .0040 4. 4. 858 0. 0. 763 2 2 0. 23.1 1. 46.8 763 720 1 30. 2150. .0030 4. 4. 720 721 1 55. 2410. .0030 4. 4. 859 764 2 2 1. 0. 0. 51.6 764 721 1 10.0. 700. .0040 4. 4. 721 603 1 70. 1090. .0030 4. 4. CULVERT AT VINE FOR DRY CREEK jE 854 0. 603 2 2 0. 12.6 1. 26.6 XISTING DRY CREEK AT VINE 603 740 3 1. 740 741 1 135. 3970. .0030 4. 4. 867 741 2 2 1. 0. 0. 0. 10.4 14.7 741 745 1 135. 3190. .0030 4. 4. 868 742 2 2 1. 0. 0. 6.3 13.2 ' 742 744 1 4. 2140. .0040 4. 4. 559 767 1 10 2080. .0009 2. 2. 543 744 1 15. 1380. .0014 3. 3. 869 744 2 2 1. 0. 0. 34.4 60.0 744 745 1 55. 1600. .0030 4. 4. 745 768 1 155. 400. .0030 4. 4. 767 768 1 6. 1900. .0040 4. 4. 768 610 1 155. 650. .0030 4. 4. 549 610 4 0. 2030. .0034 50. 50. 50. 2030. .0034 60. 60. 874 875 2 2 1. 0. 0. 2.7 20.1 875 770 14 2 1. 0 0 1.77 0 2.44 20 3.14 60 3.42 80 3.62 100 4.03 140 4.16 160 4.30 180 4,78 250 5,12 300 770 610 1 10. 1400. .0040 4. 4. 873 610 2 2 1. 0. 0. 5.7 64.2 " PROPOSED DRY CREEK AT MULBERRY 610 750 3 1. 750 611 1 170. 1470. .0030 4. 4. CONFLUENCE OF PROPOSED DRY CREEK CHANNEL AND POUDRE RIVER 611 615 3 1. 803 722 6 2 1. 0 0 3.77 10.5 4.43 20.5 5.09 40.5 5.37 50.5 722 604 1 3. 900. .0040 4. 4. 860 723 2 2 1. 4.99 11.9 24.90 19.7 0.013 3. 0.72 9.0 7.04 16.0 0.035 3.0 .035 4.0 .035 10.0 .035 4.0 .035 4.0 .035 4.0 .035 4.0 .035 4.0 .035 4.0 .035 4.0 .035 4.0 .035 3.5 .035 3.5 .035 3.0 .035 6.0 .060 5.0 .035 4.0 .035 3.5 .035 3.5 .035 3.5 .016 0.5 .040 6.0 2.80 40 3.82 120 4.50 200 .035 4.0 .035 3.5 4.80 30.5 .035 2.0 [l 11 5 0. 0. 11.0 42.1 723 604 1 10. 1790. .0040 4. 4. .035 604 724 3 1. 724 725 1 10. 770. .0040 4. 4. .035 804 725 7 2 1. 0 0 0.17 0.89 0.33 1.53 0.95 1.49 2.19 1.68 3.66 1.91 6.98 861 725 2 2 1. 0. 0. 1.4 3.1 72525 605 1 10. 490. .0040 4. 4. .035 862 526 2 2 1. 0. 0. 3.5 90.2 526 605 1 10. 1080. .0037 5. 5. .050 NNW CORNER OF LINCOLN AND LEMAY 605 727 3 1. i 727 728 1 15. 1200. .0040 4. 4. .035 863 728 2 2 1. 0. 0. 1.7 43.2 728 729 1 15. 1140. .0040 4. 4. .035 729 730 1 15. 840. .0040 4. 4. .035 730 607 1 15. 1280. .0040 4. 4. .035 531 732 4 0. 590. .0036 50. 50. .016 50. 590. .0036 60. 60. .040 732 733 1 3. 870. .0040 4. 4. .035 864 733 2 2 1. 0. 0. 3.8 8.9 733 534 1 4. 1620. .0040 4. 4. .035 865 534 2 2 1. I 0. 0. 2.6 65.8 534 606 4 0. 2510. .0036 50. 50. .016 50. 2510. .0036 60. 60. .040 866 766 2 2 1. 0. 0. 5.3 405.8 766 535 1 15. 850. .0040 4. 4. .035 535 536 4 0. 1620. .0033 50. 50. .016 50. 1620. .0033 60. 60. .040 536 606 4 0. 1050. .0017 50. 50. .016 50. 1050. .0017 60. 60. .040 606 537 3 1. 537 607 4 0. 1120. .0017 50. 50. .016 50. 1120. .0017 60. 60. .040 NW CORNER OF LINCOLN AND AIRPARK 607 738 3 1. 738 739 1 55. 570. .0030 4. 4. .035 739 608 1 55. 830. .0030 4. 4. .035 746 747 1 3. 1670. .0040 4. 4. .035 747 748 1 3. 1130. .0040 4. 4. .035 748 608 1 4. 670. .0040 4. 4. .035 * EXISTING DRY CREEK AT LINCOLN JUST NORTH OF THE MULBERRY CROSSING 608 612 3 1. 799 870 1 3. 550. .0050 10. 10. .020 --l870 765 8 2 1. 0. 0. 0.10 0.42 0.31 0.85 0.52 0.83 1.50 1.14 1.75 1.60 1.96 2.06 765 751 1 1. 2100. .0015 4. 4. .035 751 552 2 2.8 450. .0020 0. 0. .013 552 769 4 0. 500. .0020 50. 50. .035 50. 1190. .0032 60. 60. .040 871 751 2 2 1. 0. 0. 6.0 11.5 769 615 3 1. * NW CORNER OF LINK LN. AND MULBERRY ' 53 1. 754 5 754 55 1 10. 1660. .0040 4. 4. .035 555 756 4 0. 530. .0057 50. 50. .016 50. 530. .0057 60. 60. .040 756 612 1 30. 1120. .0030 4. 4. .035 �XISTING DRY CREEK AT MULBERRY 612 613 3 1. 557 613 1 10. 2450. .0017 6. 20. .035 613 758 3 1. 758 614 1 85. 510. .0030 4. 4. .035 CONFLUENCE OF EXISTING DRY CREEK CHANNEL AND POUDRE RIVER 614 615 3 1. * TOTAL DRY CREEK INFLOW INTO POUDRE RIVER 615 3 1. 4.0 4.0 1.97 4.0 4.0 4.0 4.0 4.0 4.0 0.5 6.0 2.0 3.0 0.5 6.0 4.0 0.5 6.0 0.5 6.0 0.5 6.0 4.0 4.0 2.0 2.0 2.5 5.0 1.22 2.8 0.5 6.0 4.0 0.5 6.0 4.0 2.0 4.0 I 0 ' 0 1 s 870 �DPROGRAM 1 1 1 I I 1 1 SWMM output file DT100-10.OUT: August 14, 1998 Iq ' ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 ' DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) 1 UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) LTERSHED PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** MOWER DRY CREEK BASIN (BELOW LARIMER 8& WELD CANAL) FILES: DT100-10.DAT & .OUT 100-YR DEVELOPED CONDITION W/ 10-YR RELEASE -- REVISED August, 1997 by SBG ,UMBER OF TIME STEPS 400 NTEGRATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH ,OR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES OR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 ' 1.20 .84 .60 .48 .36 .36 .24 .24 24 .24 .12 .12 'OWER DRY CREEK BASIN (BELOW LARIMER & WELD CANAL) FILES: DT100-10.DAT & .OUT 00-YR DEVELOPED CONDITION W/ 10-YR RELEASE -- REVISED August, 1997 by SBG 2.16 1.56 .24 .24 GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO 0 .0 .0 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 872 2060.0 14.2 68.0 .0024 .016 .250 .100 .300 .51 .50 .00180 1 501 1480.0 10.2 55.0 .0092 .016 .250 .100 .300 .51 .50 .00180 1 703 4790.0 33.0 60.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 504 3370.0 17.0 95.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 705 1330.0 23.2 78.0 .0034 .016 .250 .100 .300 .51 .50 .00180 1 850 8260.0 56.9 95.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 708 1400.0 12.9 85.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 851 2080.0 19.1 85.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 354 2900.0 33.0 61.2 .0300 .016 .035 .100 .500 2.19 .05 .00710 1 316 1200.0 10.1 42.7 .0300 .016 .035 .100 .500 2.19 .05 .00710 1 315 1600.0 21.8 44.4 .0250 .016 .035 .100 .500 2.19 .05 .00710 1 314 2050.0 23.5 41.6 .0150 .016 .035 .100 .500 2.19 .05 .00710 1 301 3750.0 42.9 61.1 .0250 .016 .035 .100 .500 2.19 .05 .00710 1 356 3200.0 36.3 74.9 .0120 .016 .035 .100 .500 2.19 .05 .00710 1 204 600.0 19.3 90.0 .0050 .016 .035 .100 .500 2.19 .05 .00710 1 253 5600.0 58.2 63.2 .0080 .016 .035 .100 .500 2.19 .05 .00710 1 32 2700.0 25.1 97.4 .0050 .016 .035 .100 .500 2.19 .05 .00710 1 25 3900.0 36.1 90.0 .0050 .016 .035 .100 .500 2.19 .05 .00710 1 26 1090.0 12.6 90.0 .0040 .016 .035 .100 .500 2.19 .05 .00710 1 709 2660.0 48.8 95.0 .0057 .016 .250 .100 .300 .51 .50 .00180 1 852 6620.0 45.6 85.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 27 1800.0 30.8 90.0 .0060 .016 .035 .100 .500 2.19 .05 .00710 1 716 4400.0 10.1 88.0 .0100 .016 .250 .100 .300 .51 .50 .00180 1 414 602 3090.0 14.2 60.0 .0080 .016 .250 .100 .300 .51 .50 .00180 115 311 6000.0 69.3 40.0 .0040 .016 .035 .100 .500 2.19 .05 .00710 411 412 713 714 3530.0 5230.0 24.3 30.0 80.0 88.0 .0100 .0150 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 122 23 700.0 4.3 .0 .0100 .016 .035 .100 .500 2.19 .05 .00710 128 23 1000.0 16.0 5.0 .0120 .016 .035 .100 .500 2.19 .05 .00710 119 20 2200.0 9.8 40.0 .0250 .016 .035 .100 .500 2.19 .05 .00710 120 20 1240.0 14.0 40.9 .0370 .016 .035 .100 .500 2.19 .05 .00710 121 20 440.0 9.7 .0 .0160 .016 .040 .100 .500 2.19 .05 .00710 123 20 750.0 5.1 40.0 .0100 .016 .035 .100 .500 2.19 .05 .00710 118 22 850.0 1.2 40.0 .0100 .016 .035 .100 .500 2.19 .05 .00710 112 113 37 309 4300.0 4200.0 51.3 48.5 49.5 45.0 .0080 .0040 .016 .016 .035 .035 .100 .100 .500 .500 2.19 2.19 .05 .05 .00710 .00710 114 310 4900.0 49.4 40.0 .0050 .016 .035 .100 .500 2.19 .05 .00710 130 158 2500.0 40.1 40.0 .0200 .016 .035 .100 .500 2.19 .05 .00710 116 312 2000.0 23.0 40.0 .0320 .016 .035 .100 .500 2.19 .05 .00710 355 2550.0 43.9 30.0 .0210 .016 .036 .100 .470 2.19 .05 .00710 '117 110 313 450.0 4.8 40.0 .0350 .016 .035 .100 .500 2.19 .05 .00710 108 257 1000.0 11.5 40.0 .0480 .016 .035 .100 .500 2.19 .05 .00710 109 305 1210.0 13.9 10.1 .0420 .016 .035 .100 .500 2.19 .05 .00710 111 415 261 518 3800.0 7240.0 32.7 66.5 40.0 30.0 .0080 .0070 .016 .016 .035 .250 .100 .100 .500 .300 2.19 .51 .05 .50 .00710 .00180 416 853 10110.0 69.6 50.0 .0200 .016 .250 .100 .300 .51 .50 .00180 417 854 11910.0 82.0 50.0 .0200 .016 .250 .100 .300 .51 .50 .00180 418 603 4730.0 16.3 50.0 .0200 .016 .250 .100 .300 .51 .50 .00180 419 855 15680.0 108.0 50.0 .0200 .016 .250 .100 .300 .51 .50 .00180 420 856 14580.0 100.4 50.0 .0200 .016 .250 .100 .300 .51 .50 .00180 421 857 7580.0 43.5 50.0 .0200 .016 .250 .100 .300 .51 .50 .00180 422 858 21770.0 149.9 49.0 .0200 .016 .250 .100 .300 .51 .50 .00180 423 437 859 867 12850.0 7870.0 88.5 54.2 50.0 90.0 .0200 .0100 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 438 868 6100.0 42.0 50.0 .0100 .016 .250 .100 .300 .51 .50 .00180 439 543 2860.0 19.7 90.0 .0060 .016 .250 .100 .300 .51 .50 .00180 453 559 12690.0 87.4 60.0 .0130 .016 .250 .100 .300 .51 .50 .00180 440 869 28420.0 195.7 74.0 .0100 .016 .250 .100 .300 .51 .50 .00180 443 549 1600.0 66.2 80.0 .0040 .016 .250 .100 .300 .51 .50 .00180 456 874 2690.0 24.7 50.0 .0060 .016 .250 .100 .300 .51 .50 .00180 455 875 2300.0 52.8 45.0 .0060 .016 .250 .100 .300 .51 .50 .00180 454 445 873 611 4800.0 2690.0 44.1 18.5 80.0 90.0 .0150 .0050 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 424 803 800.0 23.9 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 425 860 9470.0 65.2 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 426 861 1660.0 7.6 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 804 1030.0 14.2 40.0 .0060 .016 .250 .100 .300 .51 .50 .00180 '427 428 862 3890.0 35.7 90.0 .0050 .016 .250 .100 .300 .51 .50 .00180 429 863 2840.0 16.3 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 430 730 840.0 2.9 90.0 .0050 .016 .250 .100 .300 .51 .50 .00180 '431 432 531 864 1380.0 3760.0 14.1 22.9 55.0 70.0 .0040 .0100 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 433 865 3620.0 24.9 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 434 866 12430.0 85.6 90.0 .0100 .016 .250 .100 .300 .51 .50 .00180 435 606 5510.0 63.3 90.0 .0080 .016 .250 .100 .300 .51 .50 .00180 739 1420.0 14.7 90.0 .0060 .016 .250 .100 .300 .51 .50 .00180 '436 441 746 1680.0 15.4 65.0 .0050 .016 .250 .100 .300 .51 .50 .00180 442 748 1240.0 7.1 80.0 .0050 .016 .250 .100 .300 .51 .50 .00180 444 608 1070.0 13.5 90.0 .0080 .016 .250 .100 .300 .51 .50 .00180 '446 447 799 871 675.0 2870.0 10.9 47.5 62.0 90.0 .0050 .0050 .016 .016 .250 .250 .100 .100 .300 .300 .51 .51 .50 .50 .00180 .00180 448 609 2260.0 41.5 90.0 .0040 .016 .250 .100 .300 .51 .50 .00180 449 555 3940.0 54.3 85.0 .0050 .016 .250 .100 .300 .51 .50 .00180 450 756 1970.0 18.1 90.0 .0040 .016 .250 .100 .300 .51 .50 .00180 557 10980.0 12.6 65.0 .0030 .016 .250 .100 .300 .51 .50 .00180 I451 452 614 670.0 7.7 75.0 .0100 .016 .250 .100 .300 .51 .50 .00180 OTAL NUMBER OF SUBCATCHMENTS, 86 TOTAL TRIBUTARY AREA (ACRES), 3107.54 LOWER DRY CREEK BASIN (BELOW LARIMER & WELD CANAL) FILES: DT100-10.DAT & .OUT 100-YR DEVELOPED CONDITION W/ 10-YR RELEASE -- REVISED August, 1997 by SBG *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** LTERSHED AREA (ACRES) 3107.540 P �OTAL RAINFALL (INCHES) 2.890 �f OTAL INFILTRATION (INCHES) .293 OTAL WATERSHED OUTFLOW (INCHES) 2.479 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .117 1RROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 �OWER DRY CREEK BASIN (BELOW LARIMER 8 WELD CANAL) FILES: DT100-10.DAT 8 .OUT 00-YR DEVELOPED CONDITION W/ 10-YR RELEASE -- REVISED August, 1997 by SBG WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER NDP NP OR DIAM LENGTH SLOPE HORI2 TO VERT MANNING DEPTH JK CONNECTION (FT) (FT) (FT/FT) L R N (FT) 501 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.0 35.6 702 0 1 CHANNEL 10.0 920. .0050 20.0 3.0 .060 2.50 0 703 0 1 CHANNEL 4.0 1500. .0040 4.0 4.0 .035 2.50 0 600 0 1 CHANNEL 6.0 1240. .0040 4.0 4.0 .035 3.50 0 600 0 1 CHANNEL 15.0 1260. .0012 5.0 5.0 .050 3.00 0 706 0 1 CHANNEL 4.0 1670. .0040 4.0 4.0 .035 2.50 0 706 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.5 280.4 600 0 1 CHANNEL 10.0 880. .0040 4.0 4.0 .035 4.00 0 707 0 3 .0 1. .0010 .0 .0 .001 10.00 0 708 0 1 CHANNEL 30.0 1200. .0030 4.0 4.0 .035 4.00 0 711 0 1 CHANNEL 30.0 800. .0030 4.0 4.0 .035 4.00 0 711 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.4 7.3 712 0 1 CHANNEL 30.0 510. .0030 4.0 4.0 .035 4.00 0 354 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.4 10.1 356 0 3 .0 1. .0010 .0 .0 .001 10.00 0 203 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.5 10.0 356 0 2 PIPE 2.0 1350. .0040 .0 .0 .013 2.00 0 250 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.7 12.0 250 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 7.5 16.0 201 0 3 .0 1. .0010 .0 .0 .001 10.00 0 356 0 2 PIPE 2.5 1350. .0040 .0 .0 .013 2.50 0 302 0 3 .0 1. .0010 .0 .0 .001 10.00 0 202 11 2 PIPE .0 1. .0010 .0 .0 .001 ..00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 4.3 2.0 6.5 4.0 8.5 5.0 10.3 7.0 11.5 9.0 13.0 11.0 14.4 13.0 15.9 14.0 24.6 16.0 33.2 17.0 252 0 1 CHANNEL 12.0 978. .0045 4.0 4.0 .060 5.50 0 252 0 5 PIPE 2.5 923. .0030 .0 .0 .013 2.50 0 OVERFLOW .0 923. .0030 37.7 37.7 .016 4.00 205 0 3 .0 1. .0010 .0 .0 .001 10.00 0 253 0 1 CHANNEL 30.0 423. .0025 4.0 4.0 .060 2.30 0 303 0 3 .0 1. .0010 .0 .0 .001 10.00 0 206 11 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.1 3.0 4.9 6.0 6.3 10.0 7.6 13.0 9.0 16.0 10.7 19.0 12.8 22.0 15.1 26.0 18.2 29.0 21.7 32.0 255 0 1 CHANNEL 7.0 845. .0019 4.0 4.0 .060 5.00 0 32 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 6.4 17.0 207 0 3 .0 1. .0010 .0 .0 .001 10.00 0 255 0 5 PIPE 2.0 520. .0040 .0 .0 .013 2.00 0 OVERFLOW .0 520. .0040 41.0 41.0 .016 4.00 z2 255 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.3 5.0 28 0 3 .0 1. .0010 .0 .0 .001 10.00 0 712 11 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 .0 .7 9.0 .7 19.0 .8 28.0 1.1 37.0 1.4 47.0 1.6 52.0 2.3 65.0 2.8 74.0 3.2 79.0 601 0 1 CHANNEL 30.0 1250. .0030 4.0 4.0 .035 4.00 0 710 0 1 CHANNEL 6.0 1770. .0040 4.0 4.0 .035 3.50 0 710 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 8.2 17.5 601 0 1 CHANNEL 10.0 1220. .0040 4.0 4.0 .035 4.00 0 715 0 3 .0 1. .0010 .0 .0 .001 10.00 0 601 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.6 11.0 716 0 1 CHANNEL 40.0 1560. .0030 4.0 4.0 .035 4.00 0 602 0 1 CHANNEL 40.0 1080. .0030 4.0 4.0 .035 4.00 0 714 0 1 CHANNEL 4.0 2290. .0040 4.0 4.0 .035 3.00 0 602 0 1 CHANNEL 6.0 1330. .0040 4.0 4.0 .035 3.50 0 602 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 12.2 13.0 717 0 3 .0 1. .0010 .0 .0 .001 10.00 0 20 4 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.4 1.2 3.8 2.4 7.2 3.2 21 0 3 .0 1. .0010 .0 .0 .001 10.00 0 22 11 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.8 .5 2.6 1.0 3.4 1.5 4.0 2.0 4.6 2.5 5.2 3.0 5.7 3.5 6.3 4.0 6.9 4.5 7.2 4.7 37 0 1 CHANNEL 2.0 850. .0040 3.0 3.0 .060 4.00 0 308 0 3 .0 1. .0010 .0 .0 .001 10.00 0 211 10 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 2.0 .3 3.0 .5 5.0 .7 7.0 1.5 9.0 - 2.9 12.0 4.7 14.0 6.8 15.0 9.3 17.0 265 0 1 CHANNEL 5.0 1560. .0025 4.0 4.0 .035 2.80 0 265 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 8.3 13.0 267 0 3 .0 1. .0010 .0 .0 .001 10.00 0 267 12 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.9 .0 2.6 2.0 2.9 4.0 3.5 7.0 4.1 9.0 4.7 11.0 5.5 13.0 6.4 15.0 7.3 18.0 8.5 20.0 9.4 21.3 262 0 3 .0 1. .0010 .0 .0 .001 10.00 0 355 0 1 CHANNEL .0 1825. .0210 60.0 60.0 .035 3.00 0 355 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.7 11.0 258 0 3 .0 1. .0010 .0 .0 .001 10.00 0 257 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .8 3.0 258 0 3 .0 1. .0010 .0 .0 .001 10.00 0 305 0 3 .0 1. .0010 .0 .0 .001 10.00 0 209 8 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.0 7.0 1.7 8.9 5.0 11.9 8.3 14.3 13.4 16.3 18.5 18.1 24.9 19.7 261 0 2 PIPE 3.0 1452. .0020 .0 .0 .013 3.00 0 307 0 3 .0 1. .0010 .0 .0 .001 10.00 0 262 9 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 3.0 .3 7.0 .7 9.0 1.6 11.0 3.0 13.0 4.0 14.0 7.0 16.0 8.7 17.0 269 0 3 .0 1. .0010 .0 .0 .001 10.00 0 717 0 1 CHANNEL 12.0 2200. .0020 4.0 4.0 .035 3.00 0 603 0 1 CHANNEL 55.0 2010. .0030 4.0 4.0 .035 4.00 0 719 0 1 CHANNEL 10.0 1450. .0029 2.0 2.0 .035 10.00 0 719 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 9.4 45.7 603 0 1 CHANNEL 10.0 2680. .0040 4.0 4.0 .035 4.00 0 ' 855 760 857 761 856 762 858 763 '720 859 859 724 721 854 603 740 740 867 741 868 742 559 543 869 ' 744 745 767 768 549 874 ' 875 770 873 610 750 611 803 722 860 723 604 724 804 861 760 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 14.8 67.0 761 0 1 CHANNEL 10.0 2980. .0040 4.0 4.0 .035 4.00 0 761 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.9 31.2 720 0 1 CHANNEL 15.0 810. .0040 4.0 4.0 .035 4.00 0 762 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 14.8 43.8 720 0 1 CHANNEL 15.0 820. .0040 4.0 4.0 .035 4.00 0 763 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 23.1 46.8 720 0 1 CHANNEL 30.0 2150. .0030 4.0 4.0 .035 4.00 0 721 0 1 CHANNEL 55.0 2410. .0030 4.0 4.0 .035 4.00 0 764 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 12.3 51.6 721 0 1 CHANNEL 10.0 700. .0040 4.0 4.0 .035 4.00 0 603 0 1 CHANNEL 70.0 1090. .0030 4.0 4.0 .035 4.60 0 603 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 12.6 26.6 740 0 3 .0 1. .0010 .0 .0 .001 10.00 0 741 0 1 CHANNEL 135.0 3970. .0030 4.0 4.0 .035 3.50 0 741 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 10.4 14.7 745 0 1 CHANNEL 135.0 3190. .0030 4.0 4.0 .035 3.50 0 742 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 6.3 13.2 744 0 1 CHANNEL 4.0 2140. .0040 4.0 4.0 .035 3.00 0 767 0 1 CHANNEL 10.0 2080. .0009 2.0 2.0 .035 6.00 0 744 0 1 CHANNEL 15.0 1380. .0014 3.0 3.0 .060 5.00 0 744 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 34.4 60.0 745 0 1 CHANNEL 55.0 1600. .0030 4.0 4.0 .035 4.00 0 768 0 1 CHANNEL 155.0 400. .0030 4.0 4.0 .035 3.50 0 768 0 1 CHANNEL 6.0 1900. .0040 4.0 4.0 .035 3.50 0 610 0 1 CHANNEL 155.0 650. .0030 4.0 4.0 .035 3.50 0 610 0 4 CHANNEL .0 2030. .0034 50.0 50.0 .016 .50 0 OVERFLOW 50.0 2030. .0034 60.0 60.0 .040 6.00 875 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.7 20.1 770 14 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.8 .0 2.4 20.0 2.8 40.0 3.1 60.0 3.4 80.0 3.6 100.0 3.8 120.0 4.0 140.0 4.2 160.0 4.3 180.0 4.5 200.0 4.8 250.0 5.1 300.0 610 0 1 CHANNEL 10.0 1400. .0040 4.0 4.0 .035 4.00 0 610 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.7 64.2 750 0 3 .0 1. .0010 .0 .0 .001 10.00 0 611 0 1 CHANNEL 170.0 1470. .0030 4.0 4.0 .035 3.50 0 615 0 3 .0 1. .0010 .0 .0 .001 10.00 0 722 6 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.8 10.5 4.4 20.5 4.8 30.5 5.1 40.5 5.4 50.5 604 0 1 CHANNEL 3.0 900. .0040 4.0 4.0 .035 2.00 0 723 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 11.0 42.1 604 0 1 CHANNEL 10.0 1790. .0040 4.0 4.0 .035 4.00 0 724 0 3 .0 1. .0010 .0 .0 .001 10.00 0 725 0 1 CHANNEL 10.0 770. .0040 4.0 4.0 .035 4.00 0 725 7 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 .9 .3 1.5 .9 2.0 1.5 2.2 1.7 3.7 1.9 7.0 725 2 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.4 3.1 725 605 0 1 CHANNEL 10.0 490. 862 526 2 2 PIPE .0 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 3.5 90.2 526 605 0 1 CHANNEL 10.0 1080. 605 727 0 3 .0 1. 727 728 0 1 CHANNEL 15.0 1200. 863 728 2 2 PIPE .0 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.7 43.2 728 729 0 1 CHANNEL 15.0 1140. 729 730 0 1 CHANNEL 15.0 840. 730 607 0 1 CHANNEL 15.0 1280. 531 732 0 4 CHANNEL .0 590. OVERFLOW 50.0 590. 732 733 0 1 CHANNEL 3.0 870. 864 733 2 2 PIPE .0 1. ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 3.8 8.9 733 534 0 1 CHANNEL 4.0 1620. 865 534 2 2 PIPE .0 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 2.6 65.8 534 606 0 4 CHANNEL .0 2510. OVERFLOW 50.0 2510. 866 766 2 2 PIPE .0 1. ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 5.3 405.8 766 535 0 1 CHANNEL 15.0 850. 535 536 0 4 CHANNEL OVERFLOW .0 50.0 1620. 1620. 536 606 0 4 CHANNEL .0 1050. OVERFLOW 50.0 1050. 606 537 0 3 .0 1. 537 607 0 4 CHANNEL .0 1120. OVERFLOW 50.0 1120. 607 738 0 3 .0 1. 738 739 0 1 CHANNEL 55.0 570. '739 746 608 747 0 0 1 1 CHANNEL CHANNEL 55.0 3.0 830. 1670. 747 748 0 1 CHANNEL 3.0 1130. 748 608 0 1 CHANNEL 4.0 670. 608 612 0 3 .0 1. 870 0 1 CHANNEL 3.0 550. '799 870. 765 8 2 PIPE .0 1. ---- RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .4 .3 .8 1.6 2.0 2.1 2.2 ' 765 751 0 1 CHANNEL 1.0 2100. 751 552 0 2 PIPE 2.8 450. 552 769 0 4 CHANNEL .0 500. OVERFLOW 50.0 1190. 871 751 2 2 PIPE .0 1. RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 6.0 11.5 769 615 0 3 .0 1. 609 754 0 3 .0 1. 754 555 0 1 CHANNEL 10.0 1660. 555 756 0 4 CHANNEL .0 530. OVERFLOW 50.0 530. 756 612 0 1 CHANNEL 30.0 1120. 612 613 0 3 .0 1. 557 613 0 1 CHANNEL 10.0 2450. 613 758 0 3 .0 1. 758 614 0 1 CHANNEL 85.0 510. 614 615 0 3 .0 1. 615 0 0 3 .0 1. TOTAL NUMBER OF GUTTERS/PIPES, 162 A .0040 4.0 4.0 .035 4.00 0 .0010 .0 .0 .001 .00 0 .0037 5.0 5.0 .050 4.00 0 .0010 .0 .0 .001 10.00 0 .0040 4.0 4.0 .035 4.00 0 .0010 .0 .0 .001 .00 0 .0040 4.0 4.0 .035 4.00 0 .0040 4.0 4.0 .035 4.00 0 .0040 4.0 4.0 .035 4.00 0 .0036 50.0 50.0 .016 .50 0 .0036 60.0 60.0 .040 6.00 .0040 4.0 4.0 .035 2.00 0 .0010 .0 .0 .001 .00 0 .0040 4.0 4.0 .035 3.00 0 .0010 .0 .0 .001 .00 0 .0036 50.0 50.0 .016 .50 0 .0036 60.0 60.0 .040 6.00 .0010 .0 .0 .001 .00 0 .0040 4.0 4.0 .035 4.00 0 .0033 50.0 50.0 .016 .50 0 .0033 60.0 60.0 .040 6.00 .0017 50.0 50.0 .016 .50 0 .0017 60.0 60.0 .040 6.00 .0010 .0 .0 .001 10.00 0 .0017 50.0 50.0 .016 .50 0 .0017 60.0 60.0 .040 6.00 .0010 .0 .0 .001 10.00 0 .0030 4.0 4.0 .035 4.00 0 .0030 4.0 4.0 .035 4.00 0 .0040 4.0 4.0 .035 2.00 0 .0040 4.0 4.0 .035 2.00 6 .0040 4.0 4.0 .035 2.50 0 .0010 .0 .0 .001 10.00 0 .0050 10.0 10.0 .020 5.00 0 .0010 .0 .0 .001 .00 0 .5 1.2 .8 1.5 1.1 1.8 .0015 4.0 4.0 .035 3.00 0 .0020 .0 .0 .013 2.80 0 .0020 50.0 50.0 .035 .50 0 .0008 60.0 60.0 .040 6.00 .0010 .0 .0 .001 .00 0 .0010 .0 .0 .001 10.00 0 .0010 .0 .0 .001 10.00 0 .0040 4.0 4.0 .035 4.00 0 .0057 50.0 50.0 .016 .50 0 .0057 60.0 60.0 .040 6.00 .0030 4.0 4.0 .035 4.00 0 .0010 .0 .0 .001 10.00 0 .0017 6.0 20.0 .035 2.00 0 .0010 .0 .0 .001 10.00 0 .0030 4.0 4.0 .035 4.00 0 .0010 .0 .0 .001 10.00 0 .0010 .0 .0 .001 10.00 0 ' LOWER DRY CREEK BASIN (BELOW LARIMER & WELD CANAL) FILES: DT100-IO.DAT & .OUT . 100-YR DEVELOPED CONDITION W/ 10-YR RELEASE -- REVISED August, 1997 by SBG ' ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES ' GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 20 23 0 0 0 0 0 0 0 0 0 119 120 121 123 0 0 0 0 0 0 58.8 21 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 58.8 ' 22 21 0 0 0 0 0 0 0 0 0 118 0 0 0 0 0 0 0 0 0 60.0 23 0 0 0 0 0 0 0 0 0 0 122 128 0 0 0 0 0 0 0 0 20.3 25 0 0 0 0 0 0 0 0 0 0 125 0 0 0 0 0 0 0 0 0 36.1 26 0 0 0 0 0 0 0 0 0 0 126 0 0 0 0 0 0 0 0 0 12.6 ' 27 0 0 0 0 0 0 0 0 0 0 127 0 0 0 0 0 0 0 0 0 30.8 28 255 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 318.9 32 25 0 0 0 0 0 0 0 0 0 124 0 0 0 0 0 0 0 0 0 61.2 37 22 0 0 0 0 0 0 0 0 0 112 0 0 0 0 0 0 0 0 0 111.4 158 0 0 0 0 0 0 0 0 0 0 130 0 0 0 0 0 0 0 0 0 40.1 201 250 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 66.4 202 302 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 167.7 203 315 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21.8 204 0 0 0 0 0 0 0 0 0 0 103 0 0 0 0 0 0 0 0 0 19.3 205 252 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 187.0 ' 206 303 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 245.2 207 32 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.2 209 305 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 137.1 211 250 308 314 0 301 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 111.4 66.4 252 202 204 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 187.0 253 205 0 0 0 0 0 0 0 0 0 104 0 0 0 0 0 0 0 0 0 245.2 255 206 207 26 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 318.9 257 313 0 0 0 0 0 0 0 0 0 108 0 0 0 0 0 0 0 0 0 16.2 ' 258 355 257 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 123.3 261 209 0 0 0 0 0 0 0 0 0 111 0 0 0 0 0 0 0 0 0 169.8 262 267 307 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 379.1 ' 265 267 211 265 309 310 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 159.8 209.2 269 262 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 379.1 301 0 0 0 0 0 0 0 0 0 0 101 0 0 0 0 0 0 0 0 0 42.9 302 356 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 167.7 303 253 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 245.2 305 258 0 0 0 0 0 0 0 0 0 109 0 0 0 0 0 0 0 0 0 137.1 307 261 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 169.8 308 37 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 111.4 309 0 0 0 0 0 0 0 0 0 0 113 0 0 0 0 0 0 0 0 0 48.5 ' 310 0 0 0 0 0 0 0 0 0 0 114 0 0 0 0 0 0 0 0 0 49.4 311 0 0 0 0 0 0 0 0 0 0 115 0 0 0 0 0 0 0 0 0 69.3 312 0 0 0 0 0 0 0 0 0 0 116 0 0 0 0 0 0 0 0 0 23.0 313 0 0 0 0 0 0 0 0 0 0 110 0 0 0 0 0 0 0 0 0 4.8 314 0 0 0 0 0 0 0 0 0 0 129 0 0 0 0 0 0 0 0 0 23.5 ' 315 0 0 0 0 0 0 0 0 0 0 107 0 0 0 0 0 0 0 0 0 21.8 316 0 0 0 0 0 0 0 0 0 0 106 0 0 0 0 0 0 0 0 0 10.1 354 316 0 0 0 0 0 0 0 0 0 105 0 0 0 0 0 0 0 0 0 43.1 355 158 312 0 0 0 0 0 0 0 0 117 0 0 0 0 0 0 0 0 0 107.0 ' 356 354 203 201 0 0 0 0 0 0 0 102 0 0 0 0 0 0 0 0 0 167.7 501 872 0 0 0 0 0 0 0 0 0 402 0 0 0 0 0 0 0 0 0 24.4 504 0 0 0 0 0 0 0 0 0 0 404 0 0 0 0 0 0 0 0 0 17.0 518 0 0 0 0 0 0 0 0 0 0 415 0 0 0 0 0 0 0 0 0 66.5 526 862 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 35.7 ' 531 0 0 0 0 0 0 0 0 0 0 431 0 0 0 0 0 0 0 0 0 14.1 534 733 865 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61.9 535 766 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 85.6 536 535 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 85.6 ' 537 606 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 210.8 543 0 0 0 0 0 0 0 0 0 0 439 0 0 0 0 0 0 0 0 0 19.7 549 0 0 0 0 0 0 0 0 0 0 443 0 0 0 0 0 0 0 0 0 66.2 552 751 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 58.4 555 754 0 0 0 0 0 0 0 0 0 449 0 0 0 0 0 0 0 0 0 95.8 557 0 0 0 0 0 0 0 0 0 0 451 0 0 0 0 0 0 0 0 0 12.6 559 0 0 0 0 0 0 0 0 0 0 453 0 0 0 0 0 0 0 0 0 87.4 600 703 504 706 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 154.5 601 712 710 27 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 630.7 ' 602 716 714 311 0 0 0 0 0 0 0 414 0 0 0 0 0 0 0 0 0 778.6 603 717 719 721 854 0 0 0 0 0 0 418 0 0 0 0 0 0 0 0 0 1882.3 604 722 723 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 89.1 605 725 526 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 146.6 606 534 536 0 0 0 0 0 0 0 0 435 0 0 0 0 0 0 0 0 0 210.8 ' 607 730 537 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 376.6 608 739 748 0 0 0 0 0 0 0 0 444 0 0 0 0 0 0 0 0 0 427.3 609 0 0 0 0 0 0 0 0 0 0 448 0 0 0 0 0 0 0 0 0 41.5 610 768 549 770 873 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2469.1 ' 611 750 0 0 0 0 0 0 0 0 0 445 0 0 0 0 0 0 0 0 0 2487.6 612 608 756 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 541.2 613 612 557 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 553.8 at 614 758 0 0 0 0 0 0 0 0 0 452 0 0 0 0 0 0 0 0 0 561.5 615 611 769 614 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3107.5 702 501 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.4 ' 703 702 0 0 0 0 0 0 0 0 0 403 0 0 0 0 0 0 0 0 0 57.4 705 0 0 0 0 0 0 0 0 0 0 405 0 0 0 0 0 0 0 0 0 23.2 706 705 850 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 80.1 707 600 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 154.5 708 707 0 0 0 0 0 0 0 0 0 407 0 0 0 0 0 0 0 0 0 167.4 709 0 0 0 0 0 0 0 0 0 0 409 0 0 0 0 0 0 0 0 0 48.8 710 709 852 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 94.4 711 708 851 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 186.5 712 711 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 505.4 713 0 0 0 0 0 0 0 0 0 0 411 0 0 0 0 0 0 0 0 0 24.3 714 713 0 0 0 0 0 0 0 0 0 412 0 0 0 0 0 0 0 0 0 54.3 715 601 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 630.7 716 715 0 0 0 0 0 0 0 0 0 413 0 0 0 0 0 0 0 0 0 640.8 717 602 269 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1157.6 719 518 853 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 136.1 720 761 762 763 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 401.8 721 720 764 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 490.3 722 723 803 860 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23.9 65.2 724 604 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 89.1 725 724 804 861 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 110.9 727 605 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 146.6 728 727 863 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 162.9 729 728 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 162.9 730 729 0 0 0 0 0 0 0 0 0 430 0 0 0 0 0 0 0 0 0 165.8 732 531 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14.1 733 738 732 607 864 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 37.0 376.6 739 738 0 0 0 0 0 0 0 0 0 436 0 0 0 0 0 0 0 0 0 391.3 740 603 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1882.3 741 740 867 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1936.5 742 868 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 42.0 744 742 543 869 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 257.4 745 741 744 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2193.9 746 0 0 0 0 0 0 0 0 0 0 441 0 0 0 0 0 0 0 0 0 15.4 ' 747 748 746 747 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 442 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15.4 22.5 750 610 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2469.1 751 765 871 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 58.4 754 609 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 41.5 756 555 0 0 0 0 0 0 0 0 0 450 0 0 0 0 0 0 0 0 0 113.9 ' 758 613 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 553.8 760 855 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 108.0 761 760 857 0 0 0 0 0 0 0 0 0 0, 0 0 0 0 0 0 0 0 151.5 762 856 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 100.4 763 858 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 149.9 764 859 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 88.5 765 870 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10.9 766 866 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 85.6 767 559 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 87.4 768 745 767 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2281.3 769 552 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 58.4 770 875 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 77.5 799 0 0 0 0 0 0 0 0 0 0 446 0 0 0 0 0 0 0 0 0 10.9 803 0 0 0 0 0 0 0 0 0 0 424 0 0 0 0 0 0 0 0 0 23.9 804 0 0 0 0 0 0 0 0 0 0 427 0 0 0 0 0 0 0 0 0 14.2 850 0 0 0 0 0 0 0 0 0 0 406 0 0 0 0 0 0 0 0 0 56.9 851 0 0 0 0 0 0 0 0 0 0 408 0 0 0 0 0 0 0 0 0 19.1 852 0 0 0 0 0 0 0 0 0 0 410 0 0 0 0 0 0 0 0 0 45.6 853 0 0 0 0 0 0 0 0 0 0 416 0 0 0 0 0 0 0 0 0 69.6 854 0 0 0 0 0 0 0 0 0 0 417 0 0 0 0 0 0 0 0 0 82.0 855 0 0 0 0 0 0 0 0 0 0 419 0 0 0 0 0 0 0 0 0 108.0 856 0 0 0 0 0 0 0 0 0 0 420 0 0 0 0 0 0 0 0 0 100.4 857 0 0 0 0 0 0 0 0 0 0 421 0 0 0 0 0 0 0 0 0 43.5 858 0 0 0 0 0 0 0 0 0 0 422 0 0 0 0 0 0 0 0 0 149.9 859 0 0 0 0 0 0 0 0 '0 0 423 0 0 0 0 0 0 0 0 0 88.5 860 0 0 0 0 0 0 0 0 0 0 425 0 0 0 0 0 0 0 0 0 65.2 861 0 0 0 0 0 0 0 0 0 0 426 0 0 0 0 0 0 0 0 0 7.6 862 0 0 0 0 0 0 0 0 0 0 428 0 0 0 0 0 0 0 0 0 35.7 863 0 0 0 0 0 0 0 0 0 0 429 0 0 0 0 0 0 0 0 0 16.3 864 0 0 0 0 0 0 0 0 0 0 432 0 0 0 0 0 0 0 0 0 22.9 865 0 0 0 0 0 0 0 0 0 0 433 0 0 0 0 0 0 0 0 0 24.9 ' 866 0 0 0 0 0 0 0 0 0 0 434 0 0 0 0 0 0 0 0 0 85.6 867 0 0 0 0 0 0 0 0 0 0 437 0 0 0 0 0 0 0 0 0 54.2 868 0 0 0 0 0 0 0 0 0 0 438 0 0 0 0 0 0 0 0 0 42.0 ' 869 0 0 0 0 0 0 0 0 0 0 440 0 0 0 0 0 0 0 0 0 19-5.7 870 799 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0' 0 0 0 10.9 871 0 0 0 0 0 0 0 0 0 0 447 0 0 0 0 0 0 0 0 0 47.5 872 0 0 0 0 0 0 0 0 0 0 401 0 0 0 0 0 0 0 0 0 14.2 873 0 0 0 0 0 0 0 0 0 0 454 0 0 0 0 0 0 0 0 0 44.1 874 0 0 0 0 0 0 0 0 0 0 456 0 0 0 0 0 0 0 0 0 24.7 875 874 0 0 0 0 0 0 0 0 0 455 0 0 0 0 0 0 0 0 0 77.5 LOWER DRY CREEK BASIN (BELOW LARIMER & WELD CANAL) FILES: DT100-10.DAT & .OUT 100-YR DEVELOPED CONDITION W/ 10-YR RELEASE -- REVISED August, 1997 by SBG HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 1 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER TIME(HR/MIN) 870 0 5. .00 ) 0 30. .51 .15(S) 0 55. 1.80 1.25(S) 1 20. 1.96 1.59(S) 1 45. 2.01 1.70(S) 2 10. 2.03 1.74(S) 2 35. 2.02 1.72(S) 3 0. 2.00 ',.68(S) 3 25. 1.98 1.63(S) 3 50. 1.95 1.58(S) 4 15. 1.92 1.52(S) 4 40. 1.90 1.46(S) 5 5. 1.87 1 .40(S) 5 30. 1.84 1.34(S) 5 55. 1.81 1.28(5) 6 20. 1.79 1.22(S) 6 45. 1.76 ,.16(S) 7 10. 1.72 1.10(S) 7 35. 1.67 1.04(S) 8 0. 1.63 .99(S) 8 25. 1.58 .93(S) 8 50. 1.54 .88(S) 9 15. 1.50 .83(S) 9 40. 1.45 .78(S) 10 5. 1.41 .73(S) 10 30. 1.36 .68(S) 10 55. 1.32 .6 .63(S) 11 20. 1.28 .59(S) 11 45. 1.24 .54(S) 12 10. 1.19 .50(S) 12 35. 1.12 46(S) 13 0. 1.05 .43(S) 13 25. .99 .39(S) 13 50. .93 .36(S) 14 15. .88 .33(S) 14 40. .3 .30(S) 15 5. .77 .27(S) 15 30. .72 24(S) 15 55. .67 .22(S) 16 20. .62 20(S) 16 45. .58 .18(S) 17 10. .54 .16(S) 17 35. 50 1 . .14(S) 18 0. .47 .12(S) ' 18 25. 44 1 . .11(S) 18 50. .39 .09(S) 19 15. .34 ' 0acs> 19 40. .30 .07(S) 20 5. .26 .06(S) 20 30. 22 .05(S) 20 55. .19 .05(S) 21 20. 17 . 04(S) 21 45. .14 .03(S) 22 10. 12 .03(S) 22 35. .11 .03(S) 23 0. .09 .02(S) 23 25. .08 .02(S) 23 50. .07 .02(S) 24 15. 06 .01(S) 24 40. .05 .01(S) 25 5. .0 .01(S) 25 30. .04 .01(S) 25 55. 03 .01(S) 26 20. .03 .01(S) 26 45. .03 .01(S) 27 10. 02 .01(S) 27 35. .02 .00(S) 28 0. .02 .00(S) 28 25. .01 .00(S) 28 50. .01 .00(S) 29 15. 01 .00(S) 29 40. .01 .00(S) 30 5. .00(S) 30 30. .01 .00(S) 30 55. .01 .00(S) 31 20. .01 .00(S) 31 45. .00 .00(S) 32 10. .00 .00(S) 32 35. .00 .00(S) 33 0. 00 .00(S) THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC SCILLLATIONS DURING THE SIMULATION. 21 23 25 26 27 28 207 301 302 303 305 307 308 309 310 311 312 313 314 315 316 555 711 745 751 758 799 803 804 850 851 852 853 854 855 856 857 858 859 860 861 862 863 864 865 866 867 868 869 870 871 872 873 874 875 OWER DRY CREEK BASIN (BELOW LARIMER & WELD CANAL) FILES: DT100-10.DAT & .OUT 00-YR DEVELOPED CONDITION W/ 10-YR RELEASE -- REVISED August, 1997 by SBG `** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 20 311.8 (DIRECT FLOW) 0 35. 21 4.7 .0 7.3 2 15. 22 6.3 1.1 0 40. 23 2.2 .0 3.4 2 15. 25 17.1 .0 6.4 1 20. 26 4.9 .0 2.3 1 30. 27 11.0 .0 5.6 1 35. 28 74.7 .0 2.9 1 0. 32 200.8 (DIRECT FLOW) 0 35. 37 406.0 (DIRECT FLOW) 0 35. 158 190.2 .9 0 40. 201 27.9 2.3 1 30. 202 15.6 .8 6 20. 203 10.0 1.2 1 20. 204 80.1 3.2 0 40. 205 76.9 1.5 0 45. 206 25.3 1.6 2 20. 207 166.3 3.0 0 40. 209 18.7 1.7 2 30. 211 16.7 1.1 2 0. '250 28.0 (DIRECT FLOW) 1 15. 252 81.2 (DIRECT FLOW) 0 40. 253 525.3 (DIRECT FLOW) 0 35. 255 171.7 (DIRECT FLOW) 0 40. 5 257 110.9 (DIRECT FLOW) 0 35. 258 556.0 (DIRECT FLOW) 0 35. ' 261 262 276.7 64.3 (DIRECT (DIRECT FLOW) FLOW) 0 1 35. 50. 265 29.7 (DIRECT FLOW) 1 55. 267 48.7 (DIRECT FLOW) 1 40. 269 64.0 1.6 2 5. 301 16.1 .0 7.5 1 20. 302 15.6 .0 22.8 6 10. 303 25.4 .0 14.7 2 10. 305 18.7 .0 20.8 2 25. ' 307 308 16.5 16.8 .0 .0 7.8 9.0 9 1 35. 50. 309 13.0 .0 8.3 1 45. 310 19.2 .0 8.0 1 25. 311 13.1 .0 12.3 2 0. 312 11.0 .0 3.7 1 15. 313 2.8 .0 .7 1 10. 314 12.0 .0 3.7 1 15. 315 10.0 .0 3.5 1 15. 316 354 10.1 320.1 .0 (DIRECT 1.4 FLOW) 1 0 0. 35. 355 445.2 (DIRECT FLOW) 0 35. 356 650.9 (DIRECT FLOW) 0 35. 501 61.7 1.4 0 45. 504 74.8 2.2 0 40. 518 182.0 3.0 0 40. 526 85.1 2.0 0 55. 531 57.5 .6 0 40. 534 535 83.6 321.8 .7 1.2 1 0 5. 50. 536 282.1 1.3 1 0. 537 431.1 1.5 1 0. 543 74.5 2.4 0 40. 549 167.6 .9 0 50. 552 17.7 .6 2 15. 555 465.4 1.2 0 40. 557 31.1 1.0 0 45. 559 600 332.0 581.2 5.5 (DIRECT FLOW) 0 0 40. 40. 601 805.6 (DIRECT FLOW) 0 55. 602 881.3 (DIRECT FLOW) 1 0. 603 1165.3 (DIRECT FLOW) 1 5. 604 54.2 (DIRECT FLOW) 1 25. ' 605 128.9 (DIRECT FLOW) 1 5. 606 524.3 (DIRECT FLOW) 0 35. 607 548.2 (DIRECT FLOW) 1 5. 608 609 601.2 237.1 (DIRECT (DIRECT FLOW) FLOW) 1 0 10. 35. 610 1240.6 (DIRECT FLOW) 1 35. 611 1235.4 (DIRECT FLOW) 1 40. 612 1007.8 (DIRECT FLOW) 0 45. 613 1038.9 (DIRECT FLOW) 0 45. 614 1060.9 (DIRECT FLOW) 0 45. 615 1739.7 (DIRECT FLOW) 1 30 702 55.8 1.8 0 55. 703 705 178.8 84.3 2.8 2.2 0 0 40. 45. 706 352.4 3.4 0 45. 707 548.4 3.1 0 45. 708 567.1 3.2 0 50. 709 225.3 3.1 0 40. 710 215.3 2.7 0 45. 711 572.7 3.2 0 50. 712 619.5 3.3 0 55. '713 714 110.8 268.8 2.4 3.3 0 0 40. 40. 715 764.5 3.3 1 0. 716 757.7 3.3 1 0. 717 867.0 3.0 1 5. 719 158.7 2.3 0 55. 720 177.8 1.2 1 50. 721 224.9 1.2 1 50. 722 13.0 1.0 1 30. 723 724 41.4 54.1 1.2 1.3 1 1 20. 30. 725 61.6 1.4 1 35. 727 127.2 1.8 1 10. P 728 155.3 2.0 1 10. 729 154.6 2.0 1 15. 730 153.6 2.0 1 20. 732 49.5 1.8 0 45. 733 44.8 1.6 0 55. 738 544.7 2.3 1 10. 739 555.8 2.3 1 10. 740 1006.6 2.0 1 25. 741 947.3 1.9 1 40. 742 13.1 .9 1 55. 744 107.4 .9 1 0. 745 1036.1 1.9 1 40. ' 746 59.6 1.9 0 40. 747 49.7 1.8 0 45. 748 68.5 2.0 0 40. 750 1229.6 2.0 1 40. 751 17.9 1.8 1 55. 754 176.7 2.4 0 40. 756 488.1 2.9 0 45. 758 1040.7 2.6 0 45. 760 761 64.0 93.0 1.5 1.5 1 1 30. 30. 762 43.7 1.0 1 20. 763 46.0 .8 1 50. 764 51.6 1.3 1 15. 765 2.0 .7 3 15. 766 394.1 3.2 0 45. 767 273.0 3.4 0 50. 768 1088.4 1.9 1 40. 769 770 17.7 90.2 (DIRECT 1.7 FLOW) 2 1 15. 0. 799 48.7 1.0 0 40. 803 13.1 .0 3.9 1 25. 804 4.8 .0 1.8 1 50. 850 291.4 .0 3.6 0 40. 851 7.3 .0 3.4 1 20. 852 17.5 .0 8.2 1 20. 853 45.8 .0 9.4 1 10. 854 855 26.7 67.1 .0 .0 12.6 14.8 1 1 25. 10. 856 43.7 .0 14.8 1 20. 857 31.1 .0 5.9 1 5. 858 46.8 .0 23.1 1 25. 859 51.6 .0 12.3 1 10. 860 42.2 .0 11.0 1 10. 861 3.1 .0 1.4 1 15. 862 90.8 .0 3.5 0 45. 863 44.1 .0 1.7 0 45. 864 9.0 .0 3.8 1 20. 865 66.6 .0 2.6 0 45. 866 424.5 .0 5.5 0 40. 867 14.7 .0 10.4 1 30. 868 13.3. .0 6.3 1 30. 869 60.1 .0 34.5. 1 25. 870 2.0 .0 1.7 2 10. 871 16.3 .0 8.5 1 40. 872 36.9 .0 1.0 0 45. 873 64.1 .0 5.7 0 55. 874 20.3 .0 2.7 1 10. 875 98.5 .0 3.6 0 50. INDPROGRAM PROGRAM CALLED ?rnae, )I I ISWMM input file DT100-10.DAT: August 14, 1998 A z t t z 3 4 ATERSHED 0 LOWER DRY CREEK BASIN (BELOW LARIMER & WELD CANAL) FILES: DT100-10.DAT & .OUT I 0-YR DEVELOPED CONDITION W/ 10-YR RELEASE -- REVISED FEBRUARY 1997 BY LA, INC. 600 0000 1. 1 1. 1 24 5. .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.20 .84 .60 .411 .36 .36 .24 .24 .24 24 .24 .12 .12 -2 .016 .25 1 401 872 2060 14.2 68..0024 1 402 501 1480 10.2 55- 0092 1 403 703 4790 33.0 60- 0100 1 404 504 3370 17.0 95- 0200 1 405 705 1330 23.2 78..0034 1 406 850 8260 56.9 95- 0100 1 407 708 1400 12.9 85- 0100 1 408 851 2080 19.1 85..0100 GREENBRIAR/EVERGREEN WEST AREA BEGIN 1 105 3542900.33.00 61.2 .030 .016 .035 1 106 3161200.10.07 42.7 .030 .016 .035 1 107 3151600.21.83 44.4 .025 .016 .035 1 129 3142050.23.53 41.6 .015 .016 .035 1 101 3013750.42.91 61.1 .025 .016 .035 1 102 3563200.36.34 74.9 .012 .016 .035 1 103 204 600.19.29 90.0 .005 .016 .035 1 104 2535600.58.24 63.2 .008 .016 .035 1 124 322700.25.06 97.4 .005 .016 .035 1 125 253900.36.11 90.0 .005 .016 .035 1 126 261090.12.55 90.0 .004 .016 .035 GREENBRIAR/EVERGREEN WEST AREA END 1 409 709 2660 48.8 95..0057 1 410 852 6620 45.6 85- 0100 * GREENBRIAR/EVERGREEN WEST AREA BEGIN 1 127 271800.30.82 90.0 .006 .016 .035 GREENBRIAR/EVERGREEN WEST AREA END 1 413 716 4400 10.1 88- 0100 1 414 602 3090 14.2 60- 0080 * GREENBRIAR/EVERGREEN SOUTHEAST AREA BEGIN 1 115 3116000.69.30 40.0 .004 .016 .035 GREENBRIAR/EVERGREEN SOUTHEAST AREA END 1 411 713 3530 24.3 80- 0100 1 412 714 5230 30.0 88..0150 * GREENBRIAR/EVERGREEN SOUTHEAST AREA BEGIN 1 122 23 700. 4.3 0.0 .010 .016 .035 1 128 231000. 16.0 5.0 .012 .016 .035 1 119 202200. 9.77 40.0 .025 .016 .035 1 120 201240.13.97 40.9 .037 .016 .035 1 121 20 440. 9.70 0.0 .016 .016 .040 1 123 20 750 5.10 40.0 .010 .016 .035 1 118 22 850. 1.20 40.0 .010 .016 .035 1 112 374300.51.33 49.5 .008 .016 .035 1 113 3094200.48.46 45.0 .004 .016 .035 1 114 3104900.49.41 40.0 .005 .016 .035 GREENBRIAR/EVERGREEN SOUTHEAST AREA END GREENBRIAR/EVERGREEN NORTHEAST AREA BEGIN 1 130 1582500.40.10 40.0 .020 .016 .035 1 116 3122000.23.00 40.0 .032 .016 .035 1 117 3552550.43.93 30.0 .021 .016 .036 1 110 313 450. 4.76 40.0 .035 .016 .035 1 108 2571000.11.48 40.0 .048 .016 .035 1 109 3051210.13.85 10.1 .042 .016 .035 1 111 2613800. 32.7 40.0 .008 .016 .035 GREENBRIAR/EVERGREEN NORTHEAST AREA END 1 415 518 7240 66.5 30..0070 1 416 85310110 69.6 50..0200 '1 417 85411910 82.0 50- 0200 1 418 603 4730 16.3 50- 0200 1 419 85515680108.0 50- 0200 1 420 85614580100.4 50- 0200 1 421 857 7580 43.5 50- 0200 1 422 85821770149.9 49- 0200 1 423 85912850 88.5 50..0200 1 437 867 7870 54.2 90- 0100 1 438 868 6100 42.0 50..0100 56 24 3 .51 .50 .0018 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 1 .50 2.19 .05 .0071 1 .50 2.19 .05 .0071 1 .50 2.19 .05 .0071 1 .50 2.19 .05 .0071 1 .50 2.19 .05 .0071 1 .50 2.19 .05 .0071 1 .50 2.19 .05 .0071 1 .50 2.19 .05 .0071 1 .50 2.19 .05 .0071 1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .47 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 .1 .50 2.19 .05 .0071 I ' 1 439 543 2860 19.7 90..0060 1 453 55912690 87.4 60..0130 25 1 440 86928420195.7 74..0100 1 443 549 1600 66.2 80..0040 1 456 874 2690 24.7 50..0060 1 455 875 2300 52.8 45..0060 1 454 873 4800 44.1 80..0150 1 445 611 2690 18.5 90..0050 STREETS DEPARTMENT DEVELOPMENT 1 424 803 800 23.9 90..0100 1 425 860 9470 65.2 90..0100 1 426 861 1660 7.6 90..0100 VAN WORKS DEVELOPMENT 1 427 804 1030 14.2 40..0060 1 428 862 3890 35.7 90..0050 1 429 863 2840 16.3 90..0100 '1 430 730 840 2.9 90..0050 1 431 531 1380 14.1 55..0040 1 432 864 3760 22.9 70..0100 1 433 865 3620 24.9 90..0100 1 434 86612430 85.6 90..0100 1 435 606 5510 63.3 90..0080 1 436 739 1420 14.7 90..0060 1 441 746 1680 15.4 65..0050 1 442 748 1240 7.1 80..0050 1 444 608 1070 13.5 90..0080 1 446 870 2200 25.3 90..0050 1 447 871 2870 32.9 90..0050 1 448 609 2260 41.5 90..0040 1 449 555 3940 54.3 85..0050 1 450 756 1970 18.1 90..0040 1 451 55710980 12.6 65..0030 1 452 614 670 7.7 75..0100 0 86 2 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 401 402 403 404 405 406 407 408 409 410 411 412 413 414 415 416 417 418 419 420 421 422 423 424 425 426 427 428 429 430 431 432 433 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 450 451 452 453 454 455 456 872 501 2 2 1. 0. 0. 1.0 35.6 501 702 1 10. 920. .0050 20. 3. .060 2.5 702 703 1 4. 1500. .0040 4. 4. .035 2.5 703 600 1 6. 1240. .0040 4. 4. .035 3.5 504 600 1 15. 1260. .0012 5. 5. .050 3.0 705 706 1 4. 1670. .0040 4. 4. .035 2.5 850 706 2 2 1. 0. 0. 3.5 280.4 706 600 1 10. 880. .0040 4. 4. .035 4.0 EXISTING DRY CREEK AT COLLEGE AVE. AND HICKORY ST. 600 707 3 1. 707 708 1 30. 1200. .0030 4. 4. .035 4.0 708 711 1 30. 800. .0030 4. 4. .035 4.0 851 711 2 2 1. L 0. 0. 0. 3.4 7.3 711 712 1 30. 510. .0030 4. 4. .035 4.0 * GREENBRIAR/EVERGREEN WEST AREA BEGIN 316 354 2 2 1. 0. 0. 1.4 10.1 354 356 3 1. 315 203 2 2 1. 0. 0. 3.55 10.0 203 356 2 2.0 1350. 0.004 0.013 2.0 314 250 2 2 1. 0. 0. 3.7 12.0 301 250 2 2 1. 0. 0. 7.5 16. 250 201 3 1. 201 356 2 2.5 1350. 0.004 0.013 2.5 356 302 3 1. 302 202 11 2 1. 0.0 0.0 4.28 2.0 6.49 4.0 8.48 5.0 10.25 7.0 11.46 9.0 13.02 11.0 14.37 13.0 15.86 14.0 24.56 16.0 33.20 17.0 202 252 1 12.0 978. 0.0045 4. 4. 0.060 5.5 1 204 252 5 2.5 923. 0.003 0.001 923, 0.004 37.7 252 201 3 1. 205 25353 1 30. 423. 0.0025 4. 253 303 3 1. 303 206 11 2 1. 0.0 0.0 3.14 3.0 4.90 7.62 13.0 9.04 16.0 10.73 15.11 26.0 18.22 29.0 21.67 206 255 1 7. 845. 0.0019 4. 25 32 2 2 1. 0. 0. 6.4 17. 32 207 3 1. 207 255 5 2.0 520. 0.004 0.001 520. 0.004 41. 26 255 2 2 1. 0. 0. 2.3 5. 25555 28 3 1. 28 712 11 2 1. 0.0 0.0 0.56 0.0 0.65 0.77 28.0 1.11 37.0 1.44 2.27 65.0 2.83 74.0 3.18 GREENBRIAR/EVERGREEN WEST AREA END 712 601 1 30. 1250. .0030 4. 709 710 1 6. 1770. .0040 4. 852 710 2 2 1. 0. 0. 8.2 17.5 710 601 1 10. 1220. .0040 4. * CROSSING Of EXISTING DRY CREEK AND LAKE CANAL 601 715 3 1. ,,GREENBRIAR/EVERGREEN WEST AREA BEGIN 27 601 2 2 1. 0. 0. 5.6 11. * GREENBRIAR/EVERGREEN WEST AREA END 715 716 1 40. 1560. .0030 4. 716 602 1 40. 1080. .0030 4. 713 714 1 4. 2290. .0040 4. 714 602 1 6. 1330. .0040 4. * GREENBRIAR/EVERGREEN SOUTHEAST AREA BEGIN 311 602 2 2 1. 0. 0. 12.2 13.0 GREENBRIAR/EVERGREEN SOUTHEAST AREA END * EXISTING DRY CREEK AT LEMAY 602 717 3 1. GREENBRIAR/EVERGREEN SOUTHEAST AREA BEGIN 23 20 4 2 1. 0. 0. 1.43 1.23 3.77 20 21 3 1. 21 22 11 2 1. 0. 0. 1.75 0.5 2.61 3.96 2.0 4.58 2.5 5.15 6.35 4.0 6.87 4.5 7.23 22 37 1 2.0 850. 0.0040 3. 37 308 3 1. 308 211 10 2 1. 0. 0. 0.06 2. 0.33 0.67 7. 1.48 9. 2.89 6.75 15. 9.33 17. 211 265 1 5.0 1560. 0.0025 4. 309 265 2 2 1. 0. 0. 8.3 13.0 265 267 3 1. 310 267 12 2 1. 0. 0. 1.88 0. 2.57 3.52 7. 4.13 9. 4.74 6.36 15. 7.33 18. 8.48 267 262 3 1. r GREENBRIAR/EVERGREEN SOUTHEAST AREA END * GREENBRIAR/EVERGREEN NORTHEAST AREA BEGIN 158 355 1 0.0 1825. 0.021 60 312 355 2 2 1. 0. 0. 3.7 11. -- 355 258 3 1. 313 257 2 2 1. 0. 0. 0.8 3. 257 258 3 1. 258 305 3 1. 305 209 8 2 1. 0.013 2.5 34 37.7 0.016 4.0' 4. 0.060 2.3 6.0 6.32 10.0 19.0 12.76 22.0 32.0 4. 0.060 5.0 0.013 2.0 41. 0.016 4.0 9.0 0.71 19.0 47.0 1.64 52.0 79.0 4. .035 4.0 4. .035 3.5 4. .035 4.0 4. 4. 4. 4. .035 4.0 .035 4.0 .035 3.0 .035 3.5 2.42 7.23 3.20 1.0 3.39 1.5 3.0 5.72 3.5 4.68 3. 0.060 4.0 3. 0.54 5. 12. 4.72 14. 4. 0.035 2.8 2. 2.91 4. 11. 5.55 13. 20. 9.4 21.3 60 0.035 3. r I 0. 0. 0.97 7.0 1.68 8.9 4.99 11.9 8.29 14.3 13.40 16.3 18.50 18.1 24.90 19.7 209 261 2 3.0 1452. 0.002 0.013 3. 261 307 3 1. 307 262 9 2 1. 0. 0. 0.03 3.0 0.31 7.0 0.72 9.0 1.61 11.0 3.04 13.0 4.03 14.0 7.04 16.0 8.68 17.0 262 269 3 1. GREENBRIAR/EVERGREEN NORTHEAST AREA END * COMBINE AND ROUTE NE AND SE AREAS TO DRY CREEK 269 717 1 12.0 2200. 0.0020 4. 4. 0.035 3.0 717 603 1 55. 2010. .0030 4. 4. .035 4.0 518 719 1 10. 1450. .0029 2. 2. .035 10.0 853 719 2 2 1. 0. 0. 9.4 45.7 719 603 1 10. 2680. .0040 4. 4. .035 4.0 855 760 2 2 1. 0. 0. 14.8 67.0 760 761 1 10. 2980. .0040 4. 4. .035 4.0 857 0. 0. 761 2 2 0. 5.9 1. 31.2 761 720 1 15. 810. .0040 4. 4. .035 4.0 856 762 2 2 1. 0. 0. 14.8 43.8 762 720 1 15. 820. .0040 4. 4. .035 4.0 858 763 2 2 1. _. 0. 0. 23.1 46.8 763 720 1 30. 2150. .0030 4. 4. .035 4.0 720 859 721 764 1 2 2 55. 2410. .0030 1. 4. 4. .035 4.0 0. 0. 12.3 51.6 ' 764 721 1 10. 700. .0040 4. 4. .035 4.0 721 603 1 70. 1090. .0030 4. 4. .035 4.0 CULVERT AT VINE FOR DRY CREEK 854 603 2 2 1. 0. 0. 12.6 26.6 * EXISTING DRY CREEK AT VINE 603 740 740 74 7411 3 1 135. 1. 3970. .0030 4. 4. .035 3.5 867 741 2 2 1. 0. 0. 10.4 14.7 741 745 1 135. 3190. .0030 4. 4. .035 3.5 868 742 2 2 1. 0. 0. 6.3 13.2 742 744 1 4. 2140. .0040 4. 4. .035 3.0 559 767 1 10 2080. .0009 2. 2. .035 6.0 543 744 1 15. 1380. .0014 3. 3. .060 5.0 869 744 2 2 1. 0. 0. 34.4 60.0 744 745 1 55. 1600. .0030 4. 4. .035 4.0 745 768 1 155. 400. .0030 4. 4. .035 3.5 767 768 1 6. 1900. .0040 4. 4. .035 3.5 768 610 1 155. 650. .0030 4. 4. .035 3.5 549 610 4 0. 2030. .0034 50. 50. .016 0.5 50. 2030. .0034 60. 60. .040 6.0 874 875 2 2 1. 0. 0. 2.7 20.1 875 770 14 2 1. 0 0 1.77 0 2.44 20 2.80 40 3.14 60 3.42 80 3.62 100 3.82 120 4.03 140 4.16 160 4.30 180 4.50 200 4.78 250 5.12 300 770 610 1 10. 1400. .0040 4. 4. .035 4.0 873 610 2 2 1. 0. 0. 5.7 64.2 PROPOSED DRY CREEK AT MULBERRY 610 750 3 1. 750 611 1 170. 1470. .0030 4. 4. .035 3.5 * CONFLUENCE OF PROPOSED DRY CREEK CHANNEL AND POUDRE RIVER 611 615 3 1. 803 722 722 6 2 1. 0 0 3.77 10.5 4.43 20.5 4.80 30.5 5.09 40.5 5.37 50.5 722 604 1 3. 900. .0040 4. 4. .035 2.0 860 723 2 2 1. 0. 0. 11.0 42.1 723 604 1 10. 1790. .0040 4. 4. .035 4.0 13110 604 724 3 1. 724 725 1 10. 770. .0040 4. 4. .035 4.0 804 725 7 2 1. 0 0 0 0.17 0.89 0.33 1.53 0.95 1.97 1.49 2.19 1.68 3.66 1.91 6.98 861 725 2 2 1. 0. 0. 1.4 3.1 725 605 1 10. 490. .0040 4. 4. .035 4.0 862 526 2 2 1. 0. 0. 3.5 90.2 526 605 1 10. 1080. .0037 5. 5. .050 4.0 NW CORNER OF LINCOLN AND LEMAY 605 727 3 1. 727 728 1 15. 1200. .0040 4. 4. .035 4.0 863 728 2 2 1. 0. 0. 1.7 43.2 728 729 1 15. 1140. .0040 4. 4. .035 4.0 729 730 1 15. 840. .0040 4. 4. .035 4.0 730 607 1 15. 1280. .0040 4. 4. .035 4.0 531 732 4 0. 590. .0036 50. 50. .016 0.5 50. 590. .0036 60. 60. .040 6.0 732 733 1 3. 870. .0040 4. 4. .035 2.0 864 733 2 2 1. 0. 0. 3.8 8.9 733 534 1 4. 1620. .0040 4. 4. .035 3.0 865 534 2 2 1. 0. 0. 2.6 65.8 534 606 4 0. 2510. .0036 50. 50. .016 0.5 50. 2510. .0036 60. 60. .040 6.0 866 766 2 2 1. 0. 0. 5.3 405.8 766 535 1 15. 850. .0040 4. 4. .035 4.0 535 536 4 0. 1620. .0033 50. 50. .016 0.5 50. 1620. .0033 60. 60. .040 6.0 536 606 4 0. 1050. .0017 50. 50. .016 0.5 50. 1050. .0017 60. 60. .040 6.0 606 537 3 1. 537 607 4 0. 1120. .0017 50. 50. .016 0.5 50. 1120. .0017 60. 60. .040 6.0 ,NW CORNER OF LINCOLN AND AIRPARK 607 738 3 1. 738 739 1 55. 570. .0030 4. 4. .035 4.0 739 608 1 55. 830. .0030 4. 4. .035 4.0 746 747 1 3. 1670. .0040 4. 4. .035 2.0 747 748 1 3. 1130. .0040 4. 4. .035 2.0 748 608 1 4. 670. .0040 4. 4. .035 2.5 * EXISTING DRY CREEK AT LINCOLN JUST NORTH OF THE MULBERRY CROSSING 612 3 1. 870 765 870 765 2 2 1. 0. 0. 4.6 8.8 765 751 1 4. 650. .0040 4. 4. .035 3.0 751 552 1 4. 860. .0040 4. 4. .035 3.0 552 609 4 0. 1190. .0032 50. 50. .016 0.5 50. 1190. .0032 60. 60. .040 6.0 871 769 2 2 1. 0. 0. 6.0 11.5 769 753 1 6. 700. .0040 4. 4. .035 3.5 753 609 1 4. 990. .0040 4. 4. .035 3.0 tW CORNER OF LINK LN. AND MULBERRY 609 754 3 1. 754 555 1 10. 1660. .0040 4. 4. .035 4.0 555 756 4 0. 530. .0057 50. 50. .016 0.5 50. 530. .0057 60. 60. .040 6.0 756 612 1 30. 1120. .0030 4. 4. .035 4.0 * EXISTING DRY CREEK AT MULBERRY 612 613 3 1. 557 557 613 1 10. 2450. .0017 6. 20. .035 2.0 613 758 3 1. 758 614 1 85. 510. .0030 4. 4. .035 4.0 * CONFLUENCE OF EXISTING DRY CREEK CHANNEL AND POUDRE RIVER 614 615 3 1. TOTAL DRY CREEK INFLOW INTO POUDRE RIVER 615 3 1. 0 �162 2 20 21 22 23 25 26 27 28 32 37 158 201 202 203 204 205 206 207 209 211 250 252 253 255 257 258 261 262 265 267 269 301 1 1302 303 305 307 308 309 310 311 312 313 314 315 316 354 355 356 501 504 518 526 531 534 535 536 537 543 549 552 555 557 559 600 37 �601 602 603 604 605 606 607 608 609 610 611 612 613 614 615 702 703 705 706 707 708 709 710 711 712 713 714 715 716 717 719 720 721 722 723 724 725 727 728 729 730 732 733 738 739 740 741 742 744 745 746 747 748 750 751 753 754 756 758 760 761 762 763 764 765 766 767 768 769 770 803 804 850 851 852 853 854 855 856 857 �858 859 860 861 862 863 864 865 866 867 868 869 870 871 872 873 874 875 DPROGRAM I I I l� I I 1 1 I PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE ELEMENT (CFS) (FT) STORAGE TIME (AC -FT) (HR/MIN) 278.9 (DIRECT FLOW) 0 35. 4.7 .0 7.3 2 17. 5.9 1.0 0 41. 2.2 .0 3.4 2 16. 17.1 .0 6.4 1 20. 4.9 .0 2.3 1 28. 11.0 .0 5.6 1 35. 74.3 .0 2.8 0 59. 197.1 (DIRECT FLOW) 0 35. 386.6 (DIRECT FLOW) 0 35. 179.4 .9 0 40. 27.9 2.3 1 33. 15.6 .8 6 12. 10.0 1.2 1 21. 78.7 3.2 0 41. 75.2 1.5 0 46. 25.3 1.6 2 18. 176.3 3.0 0 36. 18.7 1.7 2 29. 16.7 1.1 2 2. 28.1 (DIRECT FLOW) 1 18. 80.2 (DIRECT FLOW) 0 42. 496.2 (DIRECT FLOW) 0 35. 179.3 (DIRECT FLOW) 0 36. 98.3 (DIRECT FLOW) 0 35. 540.9 (DIRECT FLOW) 0 35. 258.2 (DIRECT FLOW) 0 35. 64.3 (DIRECT FLOW) 1 48. 29.7 (DIRECT FLOW) 1 53. 48.7 (DIRECT FLOW) 1 41. 64.0 1.6 2 5. 16.1 .0 7.5 1 21. 15.6 .0 22.8 6 12. 25.4 .0 14.7 2 8. 18.7 .0 20.8 2 25. 16.5 .0 7.8 9 34. 16.8 .0 9.0 1 51. 13.0 .0 8.3 1 46. 19.2 .0 8.0 1 25. 13.1 .0 12.3 2 0. 11.0 .0 3.7 1 14. 2.8 .0 .7 1 10. 12.0 .0 3.7 1 15. 10.0 .0 3.5 1 17. 10.1 .0 1.4 0 59. 290.2 (DIRECT FLOW) 0 35. 442.6 (DIRECT FLOW) 0 35. 600.7 (DIRECT FLOW) 0 35. 61.2 1.4 0 46. 70.8 2.1 0 40. 170.0 2.9 0 38. 84.5 2.0 0 56. 54.9 .6 0 38. 83.3 .7 1 7. 315.0 1.2 0 50. 279.6 1.3 0 58. 432.3 1.5 1 0. 73.3 2.4 0 42. 165.9 .9 0 50. 8.7 .3 2 0. 437.0 1.2 0 38. 31.0 1.0 0 44. 316.8 5.4 0 41. 571.5 (DIRECT FLOW) 0 41. 797.6 (DIRECT FLOW) 0 52. 871.6 (DIRECT FLOW) 1 0. 1156.6 (DIRECT FLOW) 1 7. 54.1 (DIRECT FLOW) 1 27. 3fq 605 128.1 (DIRECT FLOW) 1 5. 606 512.3 (DIRECT FLOW) 0 35. 607 608 547.0 602.4 (DIRECT (DIRECT FLOW) FLOW) 1 1 5. 6. 609 238.5 (DIRECT FLOW) 0 35. 610 1236.7 (DIRECT FLOW) 1 36. 611 1230.5 (DIRECT FLOW) 1 40. 612 983.8 (DIRECT FLOW) 0 44. 613 1014.8 (DIRECT FLOW) 0 44. 614 1030.2 (DIRECT FLOW) 0 45. 615 1738.7 (DIRECT FLOW) 1 32. 702 55.4 1.8 0 55. rL_ 703 167.9 2.7 0 38. cud 705 84.2 2.1 0 42. 1wu�P 706 344.8 3.4 0 43. 707 535.3 3.1 0 46. 708 557.7 3.1 0 48. 709 219.5 3.1 0 41. 710 211.2 2.7 0 46. 711 559.3 3.2 0 49. 712 713 604.9 105.3 3.3 2.4 0 0 54. 40. 714 256.8 3.3 0 38. 715 753.7 3.3 0 58. 716 746.0 3.2 1 1. 717 861.1 3.0 1 6. 719 157.7 2.3 0 54. 720 177.6 1.2 1 49. 721 224.7 1.2 1 50. 722 723 12. 41.4 1. 1.22 1 1 . 22 22. 724 54.0 1.3 1 31. 725 61.6 1.4 1 35. 727 126.4 1.8 1 11. -M 154.5 2.4 1 11_ 729 153.6 2.0 1 15. 730 152.6 2.0 1 20. 732 48.2 1.8 0 43. 733 44.3 1.6 0 53. 1 738 545.6 2.3 1 7. 739 554.9 2.3 1 9. 740 1001.3 2.0 1 23. 741 742 9. 13 13.1 1.9 .9 1 1 . 56 56. 744 106.9 .9 1 2. 745 1032.1 1.9 1 38. 746 57.1 1.9 0 41. 747 49.4 1.8 0 47. 748 68.0 2.0 0 45. 750 1225.7 2.0 1 41. ' 751 8.8 .7 1 44. 753 .4 .8 1 4. 754 17474.9 2.4 0 42. 756 489.5 2.9 0 42. 758 1008.4 2.6 0 45. 760 63.9 1.5 1 32. 761 92.9 1.5 1 30. 762 43.7 1.0 1 23. 763 46.0 .8 1 52. 764 51.5 1.3 1 15. 765 8.8 .7 1 766 391.E 3.2 0 . 42 42. 767 271.2 3.4 0 48. 768 1084.5 1.9 1 38. 769 11.4 .7 1 36. 770 89.4 1.7 1 0. 803 13.1 .0 3.9 1 25. 804 4.8 .0 1.8 1 50. 850 279.0 .0 3.5 0 39. 851 7.3 .0 3.4 1 22. t852 17.5 .0 8.2 1 20. , 853 45.8 .0 9.4 1 9. 854 26.7 .0 12.6 1 25. 855 67.0 .0 14.8 1 10. 856 43.7 .0 14.8 1 18. 857 31.1 .0 5.9 1 6. 858 46.8 .0 23.1 1 26. 859 51.6 .0 12.3 1 11. 39 860 42.2 .0 11.0 1 8. 861 3.1 .0 1.4 1 16. 862 863 90.5 43.6 .0 .0 3.5 1.7 0 0 47. 44. 864 9.0 .0 3.8 1 20. 865 65.8 .0 2.6 0 45. 866 406.1 .0 5.3 0 39. 867 14.7 .0 10.4 1 31. 868 13.3 .0 6.3 1 31. 869 60.1 .0 34.4 1 26. 870 8.8 .0 4.6 1 31. 871 11.4 .0 6.0 1 31. 872 36.5 .0 1.0 0 46. 873 64.0 .0 5.7 0 55. 874 20.3 .0 2.7 1 9. 875 97.8 .0 3.6 0 51. NDPROGRAM PROGRAM CALLED 40 ISWMM input file EXIDAT: August 13, 1998 41 ITz 1 t z 3 4 ERSHED 0 LONER DRY CREEK BASIN (BELOW LARIMER & WELD CANAL) FILES: EX2.DAT & .OUT YR EXISTING CONDITION -- REVISED FEBRUARY 1997 BY LA, INC. 600 0000 1. 1 1. 24 5. .12 .36 .48 .60 .84 1.80 3.24 1.08 .84 t36 .36 .36 .24 .24 .24 .24 .12 .12 12 .12 .12 .12 -2 .016 .25 1 401 501 940 14.2 30..0024 1 402 501 1480 10.2 55..0092 1 403 503 4790 33.0 60..0060 1 404 504 1100 17.0 10..0079 1 405 505 1330 23.2 65..0034 1 406 506 4130 56.9 35..0057 1 407 508 1400 12.9 85..0080 1 408 511 830 19.1 5..0061 GREENBRIAR/EVERGREEN WEST AREA BEGIN 1 102 3561410.36.34 13.3 .012 .016 .040 1 105 3562200.42.95 33.7 .030 .016 .038 1 107 280 950.21.95 10.1 .025 .016 .038 1 103 204 600.19.29 18.8 .005 .016 .040 1 104 2536700.69.16 26.1 .008 .016 .040 1 101 2821260.42.91 4.4 .025 .016 .040 1 129 2811000.23.53 14.3 .015 .016 .037 1 124 322700.25.06 97.4 .005 .016 .035 1 125 323900.36.11 0.0 .005 .016 .040 1 126 2551090.12.55 0.0 .004 .016 .040 * GREENBRIAR/EVERGREEN WEST AREA END 1 409 509 1970 48.8 55..0057 1 410 510 2210 45.6 5..0050 GREENBRIAR/EVERGREEN WEST AREA BEGIN 1 127 6011800.30.82 4.7 .006 .016 .040 * GREENBRIAR/EVERGREEN WEST AREA END 1 413 516 4400 10.1 5..0100 1 414 602 3090 14.2 55..0080 .,,GREENBRIAR/EVERGREEN SOUTHEAST AREA BEGIN 1 115 6021740.69.30 0.0 .004 .016 .040 GREENBRIAR/EVERGREEN SOUTHEAST AREA END 1 411 513 3530 24.3 70..0100 1 412 514 4360 30.0 60..0150 * GREENBRIAR/EVERGREEN SOUTHEAST AREA BEGIN 1 121 20 440.14.05 0.0 .016 .016 .040 1 120 201240.13.97 22.2 .037 .016 .040 1 122 20 700. 8.02 0.0 .012 .016 .040 1 123 20 360. 3.01 49.8 .006 .016 .040 1 112 371660.49.14 9.3 .008 .016 .040 1 113 2651020.48.46 10.3 .004 .016 .040 1 114 3104900.51.10 23.2 .005 .016 .036 GREENBRIAR/EVERGREEN SOUTHEAST AREA END *GREENBRIAR/EVERGREEN NORTHEAST AREA BEGIN 1 108 258 630,11.411 0.0 .048 .016 .040 1 110 258 475. 4.76 0.0 .035 .016 .040 1 116 258 830.23.00 5.6 .032 .016 .040 1 130 1582500.40.10 40.0 .020 .016 .035 1 117 2581050.43.93 16.0 .021 .016 .040 V1 109 2591210.13.85 0.0 .042 .016 .040 1 111 3073800.43.33 19.9 .008 .016 .038 GREENBRIAR/EVERGREEN NORTHEAST AREA END 1 415 518 7240 66.5 30..0070 1 416 519 2530 69.6 10..0100 1 417 603 2230 82.0 5..0040 1 418 603 1420 16.3 25..0070 1 419 801 2480108.0 10..0150 1 420 801 3640100.4 5..0200 1 421 520 1890 43.5 10..0150 1 422 520 2420149.9 5..0080 1 423 802 2970 88.5 10..0040 1 437 541 740 54.2 5..0032 1 438 542 1200 42.0 5..0027 1 439 543 2450 19.7 75..0060 1 453 55912690 87.4 50..0130 1 440 544 3700195.7 5..0049 1 443 549 1600 66.2 55..0040 .48 .12 .3 .51 .50 .0018 1 .40 2.19 .05 .0071 1 .44 2.19 .05 .0071 1 .43 2.19 .05 .0071 1 .40 2.19 .05 .0071 1 .40 2.19 .05 .0071 1 .40 2.19 .05 .0071 1 .43 2.19 .05 .0071 1 .50 2.19 .05 .0071 1 .40 2.19 .05 .0071 1 .40 2.19 .05 .0071 1 .40 2.19 .05 .0071 1 .40 2.19 .05 .0071 40 2.19 .05 .0071 40 2.19 .05 .0071 40 2.19 .05 .0071 40 2.19 .05 .0071 40 2.19 .05 .0071 40 2.19 .05 .0071 48 2.19 .05 .0071 40 2.19 .05 .0071 50 2.19 .05 .0071 40 2.19 .05 .0071 40 2.19 .05 .0071 40 2.19 .05 .0071 40 2.19 .05 .0071 44 2.19 .05 .0071 L jolt tyl �t I v'lz 1j f 4y 1 455 875 2600 77.5 20..0060 1 454 610 1920 44.1 25..0150 1 445 611 2690 18.5 35..0040 TREETS DEPARTMENT DEVELOPMENT 1 424 803 800 23.9 70..0100 1 425 523 2840 65.2 10..0060 1 426 525 470 7.6 5..0050 AN WORKS DEVELOPMENT 1 427 804 1030 14.2 40..0060 1 428 526 1810 35.7 35..0050 1 429 528 2030 16.3 40..0050 1 430 530 840 2.9 90..0050 1 431 531 1380 14.1 50..0040 1 432 533 1130 22.9 5..0050 1 433 534 1500 24.9 20..0040 1 434 535 2070 85.6 40..0040 1 435 606 5510 63.3 80..0080 1 436 539 1420 14.7 85..0060 1 441 546 1680 15.4 65..0050 1 442 548 1240 7.1 60..0050 1 444 608 1070 13.5 55..0080 �1 446 551 1000 7 5..0035 - 1 Ur553 1100 3 9 5..0050 1 448 609 2260 41.5 80..0040 1 449 555 2960 54.3 80..0050 1 450 556 1970 18.1 40..0040 1 451 55710980 12.6 65..0030 1 452 614 670 7.7 50..0080 0 81 2 101 102 103 104 105 107 108 109 110 111 112 113 114 115 116 117 120 121 122 123 124 125. 126 127 129 130 401 402 403 404 405 406 407 408 409 410 411 412 413 414 415 416 417 418 419 420 421 422 1423 424 425 426 427 428 429' 430 431 432 433 434 435 436 437 438 439 440 441 442 443 444 445 446 447 448 449 450 451 452 453 454 455 501 502 1 10. 920. .0050 20. 3. .060 2.5 502 503 1 5. 1500. .0037 4. 5. .060 2.0 1 503 600 4 5. 1240. .0004 80. 50. .060 1.0 135. 1240. .0004 0. 0. 060 3.0 504 600 1 15. 1260. .0012 5. 5. .050 3.0 505 506 1 5. 1670. .0036 30. 100. .080 1.5 506 600 1 5. 880. .0023 30. 100. .080 1.5 EXISTING DRY CREEK AT COLLEGE AVE AND HICKORY ST. 600 507 3 1. 507 508 4 5. 1200. .0017 3. 3. .050 1.0 11. 1200. .0017 100. 100. .080 3.0 508 511 4 5. 800. .0023 3. 3. .050 1.0 �i 11. 800. .0023 100. 100. .080 3.0 511 512 4 5. 510. .0023 3. 3. .050 1.0 11. 510. .0023 100. 100. .080 3.0 GREENBRIAR/EVERGREEN WEST AREA BEGIN 356 302 3 1. 280 356 1 10.0 1200. 0.025 60. 60. 0.060 6.0 302 202 11 2 1. 0.0 0.0 4.28 2.0 6.49 4.0 8.48 5.0 10.25 7.0 11.46 9.0 13.02 11.0 14.37 13.0 15.86 14.0 24.56 16.0 33.20 17.0 202 252 1 12.0 978. 0.0045 4. 4. 0.060 5.5 204 252 5 2.5 923. 0.003 0.013 2.5 0.001 923. 0.004 37.7 37.7 0.016 4.0 252 205 3 1. 205 253 1 30. 423. 0.0025 4. 4. 0.060 2.3 281 282 1 10. 1400. 0.035 60. 60. 0.060 6.0 282 253 1 10. 1600. 0.010 60. 60. 0.060 6.0 253 303 3 1. 303 206 11 2 1. 0.0 0.0 3.14 3.0 4.90 6.0 6.32 10.0 7.62 13.0 9.04 16.0 10.73 19.0 12.76 22.0 15.11 26.0 17.5 327. 21.6 1520. 206 255 1 7. 845. 0.0019 4. 4. 0.060 5.0 32 207 3 1. 207 255 5 2.0 520. 0.004 0.013 2.0 0.001 520. 0.004 41. 41. 0.016 4.0 255 512 1 16. 1100. 0.002 4. 4. 0.035 5.0 1GREENBRIAR/EVERGREEN WEST AREA END 512 601 1 10. 1250. .0032 20. 7. .040 3.5 t ' 509 510 1 15. 1770. .0012 2.5 2.5 .035 5.0 510 601 1 10. 1220. .0009 2. 2. .035 5.0 CROSSING OF EXISTING DRY CREEK AND LAKE CANAL 601 515 3 1. 515 516 1 5. 1560. .0018 8. 15. .040 7.0 516 602 4 6. 1080. .0019 3. 3. .040 3.0 24. 1080. .0019 100. 100. .080 6.0 513 514 1 5. 2290. .0030 40. 30. .060 5.0 514 602 1 5. 1330. .0015 25. 15. .060 5.0 .EXISTING DRY CREEK AT LEMAY 602 517 3 1. ,jkGREENBRIAR/EVERGREEN SOUTHEAST AREA BEGIN 20 22 3 1. 22 37 4 2.0 850. 0.0040 50. 50. 0.016 0.5 ` 52.0 850. 0.0040 10. 10. 0.020 3.0 37 308 3 1, 308 211 13 2 1. 0. 0. 0.06 2. 0.33 3. 0.54 5. 0.67 7. 1.48 9. 2.89 12. 4.72 14. 6.75 15. 9.33 17. 11.2 85. 15.0 240. 18.7 679. 211 265 1 5.0 1560. 0.0025 4. 4. 0.035 2.8 265 267 3 1. 310 267 12 2 1. 0. 0. 1.88 0. 2.57 2. 2.91 4. 3.52 7. 4.13 9. 4.74 11. 5.55 13. 6.36 15. 7.33 18. 8.48 20. 9.4 21.3 267 262 3 1. GREENBRIAR/EVERGREEN SOUTHEAST AREA END ,GREENBRIAR/EVERGREEN NORTHEAST AREA BEGIN 158 258 1 0.0 1825. 0.021 60 60 0.035 3. 258 259 3 1. 259 209 3 1. 209 307 1 10.0 1600. 0.006 60 60 0.060 3. 307 262 13 2 1. 0. 0. 0.03 3.0 0.31 7.0 0.72 9.0 1.61 11.0 3.04 13.0 4.03 14.0 7.04 16.0 8.68 17.0 10.09 17.8 11.2 92. 13.5 260. 15.7 735. 262 269 3 1. GREENBRIAR/EVERGREEN NORTHEAST AREA END COMBINE AND ROUTE HE AND SE AREAS TO DRY CREEK 269 517 1 10.0 2200. 0.0020 60. 60. 0.060 3.0 517 603 4 10. 2010. .0032 4. 5. .040 4.0 46. 2010. .0032 100. 100. .080 6.0 518 519 1 10. 1450. .0029 2. 2. .035 10.0 519 603 4 20. 2680. .0014 3. 3. .035 3.0 38. 2680. .0014 100. 100. .080 3.0 801 520 4 2 1. 0 0 11.6 0 34.25 0 34.26 1000 520 802 1 5. 2410. .0014 17. 100. .035 5.0 802 521 5 2 1. 0 0 3.71 0 40.21 0 140.15 0 11 140.16 1000 521 603 1 5. 1090. .0009 4. 100. .035 2.0 * EXISTING DRY CREEK AT VINE 603 540 3 1. 540 541 4 10. 3970. .0019 5. 5. .050 3.0 40. 3970. .0019 100. 100. .080 6.0 541 545 1 0. 3190. .0038 100. 100. .080 3.0 542 544 1 0. 2140. .0043 15. 100. .080 3.0 559 543 1 10 2080. .0009 2. 2. .035 6.0 543 544 1 15. 1380. .0014 3. 3. 060 5.0 544 545 1 0. 1600. .0054 10. 100. .080 3.0 545 610 1 0. 1050. .0038 100. 100. .080 3.0 549 610 4 0. 2030. .0034 50. 50. .016 0.5 50. 2030. .0034 60. 60. .040 6.0 875 560 14 2 1. 0 0 1.77 0 2.44 20 2.80 40 3.14 60 3.42 80 3.62 100 3.82 120 4.03 140 4.16 160 4.30 180 4.50 200 4.78 250 5.12 300 560 610 4 0. 1400. .0058 50. 50. .016 0.5 50. 1400. .0058 60. 60. .040 6.0 PROPOSED DRY CREEK AT MULBERRY 610 550 3 1. 550 611 1 0. 1470. .0041 100. 100. .080 3.0 * CONFLUENCE OF PROPOSED DRY CREEK CHANNEL AND POUDRE RIVER 43 611 615 3 1. 803 522 6 2 1. 0 0 3.77 10.5 4.43 20.5 4.80 30.5 5.09 40.5 5.37 50.5 522 604 4 0. 900. .0023 2. 2. .060 1.0 4. 900. .0023 2. 100. .080 3.0 523 604 4 5. 1790. .0035 5. 10. .060 1.0 20. 1790. .0035 100. 100. .080 3.0 604 524 3 1. 524 525 4 0. 770. .0043 2. 2. .060 1.0 4. 770. .0043 2. 100. .080 3.0 804 525 7 2 1. 0 0 0 0.17 0.89 0.33 1.53 0.95 1.97 1.49 2.19 1.68 3.66 1.91 6.98 525 605 4 0. 490. .0038 2. 2. .060 2.0 8. 490. .0038 2. 100. .080 4.0 526 605 1 10. 1080. .0037 5. 5. .050 4.0 �NW CORNER OF LINCOLN AND LEMAY 605 527 3 1. 527 528 1 10. 1200. .0027 3. 3. .040 5.0 528 529 4 10. 1140. .0021 3. 3. .040 3.0 28. 1140. .0021 100. 100. .060 3.0 529 530 4 10. 840. .0035 3. 3. .040 5.0 40. 840. .0035 100. 100. .060 3.0 530 607 4 10. 1280. .0020 4. 4. .050 4.0 42. 1280. .0020 100. 100. .060 3.0 531 532 4 0. 590. .0036 50. 50. .016 0.5 50. 590. .0036 60. 60. .040 6.0 532 533 1 0. 870. .0014 100. 100. .080 3.0 533 534 1 0. 1620. .0036 100. 100. .080 3.0 534 606 4 0. 2510. .0036 50. 50. .016 0.5 50. 2510. .0036 60. 60. .040 6.0 535 536 4 0. 1620. .0033 50. 50. .016 0.5 50. 1620. .0033 60. 60. .040 6.0 536 606 4 0. 1050. .0017 50. 50. .016 0.5 50. 1050. .0017 60. 60. .040 6.0 606 537 3 1. 537 607 4 0, 1120. 0017 50. 50. .016 0.5 50. 1120. .0017 60. 60. .040 6.0 NW CORNER OF LINCOLN AND AIRPARK 607 538 3 1. 538 539 4 5. 570. .0020 3. 3. .050 4.0 29. 570. .0020 100. 100. .060 5.0 539 608 4 5. 830. .0020 9. 5. .050 5.0 75. 830. .0020 100. 100. .060 6.0 546 547 4 5. 1670. .0032 4. 4. .050 5.0 45. 1670. .0032 100. 100. .080 3.0 547 548 4 5. 1130. .0032 4. 4. .040 5.0 45. 1130. .0032 100. 100. .080 3.0 548 608 4 5. 670. .0032 3. 3. .050 4.0 29. 670. .0032 100. 100. .080 3.0 * EXISTING DRY CREEK AT LINCOLN JUST NORTH OF THE MULBERRY CROSSING 608 612 3 1. 551 552 1 0. 860. .0029 100. 100. .040 3.0 552 609 4 0. 1190. .0032 50. 50. .016 0.5 50. 1190. .0032 60. 60. .040 6.0 553 609 1 0. 990. .0020 100. 100. .060 3.0 NW CORNER OF LINK LN. AND MULBERRY 609 554 3 1. 554 555 1 0. 1660. .0018 100. 100. .060 3.0 555 556 4 0. 530. .0057 50. 50. .016 0.5 50. 530. .0057 60. 60. .040 6.0 556 612 1 15. 1120. .0009 3. 2. .035 7.0 EXISTING DRY CREEK AT MULBERRY 612 613 3 1. 557 613 1 10. 2450. 0017 6. 20. .035 2.0 613 558 3 1. 558 614 1 10. 510. .0059 3. 3. .040 6.0 CONFLUENCE OF EXISTING DRY CREEK CHANNEL AND POUDRE RIVER 614 615 3 1. TOTAL DRY CREEK INFLOW INTO POUDRE RIVER 615 3 1. 0 111 2 20 22 32 37 158 202 204 205 206 207 209 211 252 253 255 258 259 262 265 267 269 280 281 282 302 303 307 308 310 356 501 502 503 504 505 506 507 508 509 510 511 512 513 514 515 516 517 518 44 1 519 520 521 522 523 524 525 526 527 528 529 530 531 532 533 534 535 536 537 538 539 540 541 542 543 544 545 546 547 548 549 550 551 552 553 554 555 556 557 558 559 560 600 601 602 603 604 605 606 607 608 609 610 611 612 613 614 615 801 802 803 804 875 NDPROGRAM I r f` HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 SUBCATCHMENTS AVERAGE VALUES WITHIN TIME INTERVALS �1TIME(HR/MIN) 445 446 447 448 449 450 451 452 453 454 0 1. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 0 3. 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 7. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 9. .0 .0 .0 .0 .0 .0. .0 .0 .1 .0 0 11. .0 .0 .0 .0 .0 .0 .0 .0 .1 .0 0 13. .0 .0 .0 .0 .0 .0 .0 .0 .1 .0 0 15. .0 .0 .0 .0 .0 .0 .0 .0 .1 .0 0 17. .0 .0 .0 .0 .1 .0 .0 .0 .2 .0 0 19. .2 .1 .1 .2 .3 .2 .8 .1 2.0 .3 0 21. 9 .3 .4 .9 1.3 .7 2.6 7.5 1.3 0 23. 2.0 .6 .7 2.2 3.1 1.6 4.7 .3 .8 15.9 2.9 0 25. 3.0 .8 1.0 3.7 5.4 2.5 5.9 1.3 23.0 4.5 0 27. 5.5 1.4 1.8 7.5 10.9 4.8 10.4 2.4 41.7 8.4 0 29. 8.0 1.9 2.5 12.7 18.3 7.3 13.4 3.7 58.8 12.4 0 31. 10.8 2.5 3.2 19.8 28.2 10.3 17.1 5.2 78.3 17.1 0 0 33. 35. 15.9 18.7 3 4.6 5.2 32.2 44.7 45.8 63.0 15.4 19.0 24.4 26.6 7.9 9.8 113.5 131.5 25.4 30.5 "v 0 37. 14.4 3.5 46.3 64.5 15.9 16.5 8.4 96.6 24.5 0 0 39, 41. 11.2 9.4 2:0 1.7 2.6 2.2 44.7 43.0 61.4 58.5 12.9 11.0 12.2 10.6 6.9 5.9 73.1 61.5 19.4 16.4 0 43. 8.0 1.5 2.0 40.7 54.8 9.5 9.2 5.1 52.5 14.1 0 45. 7.3 1.4 1.8 38.7 51.8 8.5 8.6 4.6 48.0 12.7 0 47. 6.1 1.2 1.5 35.7 47.4 7.3 6.9 3.9 40.1 10.8 0 49. 5.3 1.0 1.3 32.7 43.1 6.3 5.8 3.4 34.3 9.2 0 51. 4.7 .9 1.2 30.1 39.5 5.5 5.1 3.0 30.3 8.2 0 53. 4.1 .8 1.1 27.6 35.9 4.8 4.4 2.6 26.5 7.2 0 55. 3.7 .8 1.0 25.4 33.0 4.4 4.0 2.3 24.1 6.5 0 57. 3.5 .7 1.0 23.7 30.6 4.0 3.8 2.2 22.5 6.0 0 59. 3.3 .7 .9 22.2 28.6 3.8 3.6 2.0 21.4 5.7 1 1. 3.2 .7 .9 20.9 26.9 3.6 3.5 1.9 20.7 5.5 1 3. 3.1 .7 .9 19.8 25.4 3.5 3.4 1.8 20.1 5.3 1 5. 3.0 .7 .9 18.9 24.2 3.3 3.4 1.8 19.7 5.2 1 7. 2.8 .6 .8 17.7 22.7 3.1 3.0 1.6 18.1 4.8 1 9. 2.6 .6 .8 16.6 21.2 2.9 2.7 1.5 16.7 4.5 1 11. 2.4 .6 .8 15.6 19.9 2.7 2.5 1.4 15.6 4.2 1 13. 2.3 .6 .7 14.8 18.9 2.6 2.4 1.4 14.9 4.0 1 15. 2.3 .5 .7 14.1 17.9 2.5 2.3 1.3 14.4 3.9 1 17. 2.2 .5 .7 13.5 17.1 2.4 2.3 1.3 14.0 3.8 1 19. 2.1 .5 .7 12.9 16.4 2.3 2.2 1.2 13.7 3.7 1 21. 2.1 .5 .7 12.4 15.8 2.3 2.2 1.2 13.4 3.6 1 23. 2.1 .5 .7 12.0 15.3 2.2 2.2 1.2 13.2 3.6 1 25. 2.1 .5 .7 11.6 14.8 2.2 2.2 1.2 13.1 3.5 1 27. 1.9 .5 .6 11.0 13.9 2.1 1.8 1.1 11.8 3.3 1 29. 1.7 .4 .6 10.3 13.1 1.9 1.6 1.0 10.6 3.0 1 31. 1.6 .4 .6 9.7 12.3 1.8 1.4 .9 9.7 2.8 1 1 1 33. 35. 1.5 1.4 .4 .4 .5 .5 9.2 8.7 11.6 11.0 1.7 1.6 1.3 1.2 .9 .8 9.1 8.6 2.7 2.5 1 37. 1.4 .4 .5 8.3 10.5 1.5 1.2 .8 8.2 2.4 1 39. 1.3 .4 .5 8.0 10.1 1.4 1.2 .7 7.9 2.4 1 41. 1.3 .4 .5 7.6 9.6 1.4 1.1 .7 7.7 2.3 1 43. 1.3 .4 .5 7.3 9.3 1.4 1.1 .7 7.5 2.2 t r 'I 4� Al I I I DETENTION POND I r I I I I �J I I i i The Sear -Brown Group Buffalo Run #769-001 Detention Pond Area -Capacity Rating Curve CCumulative Elev (ft) Area (ft2) Area (ac) Storage (ac-ft) -- ----------- V = d/3*(A+(AB)A.5+B) 32.0 33.0 0 853 0.00 0.02 0.00 0.01 34.0 1,902 0.03 0.03 35.0 1,821 0.04 0.07 36.0 2,397 0.06 0.12 Small Pond 32.0 0 0.00 0.00 33.0 11,808 0.27 0.09 34.0 23,386 0.54 0.49 35.0 27,695 0.64 1.07 36.0 49,024 1.13 1.94 Large Pond 32.0 0 0.00 0.00 33.0 12,661 0.29 0.10 34.0 24,688 0.57 0.52 35.0 29,516 0.68 1.14 36.0 51,421 1.18 2.06 Both Ponds 0.06 0.05 U 0.02 N 0.01 0* 32 3334 36 3s Stage (ft elevation) t Area - Capacity 0.1 0.08 f6 0.06 �U OS 0.04 C U L 19-Mar-98 The Sear -Brown Group ~� Buffalo Run #769-001 _Detention Pond Capacity -Discharge Rating Curve Elevation Storage Outflow Q ' (ft) -------------------------------- (ac-ft) (cfs) :' 32.50 33.00 ----------------- 0.00 0.00 0.10 0.42 33.50 34.00 0.31 0.85 '�% ' 34.50 0.52 1.22 0.83 1.50 35.00 1.14 1.75 ' 35.50 1.60 1.96 �Mr � �, f _ 7 Q 36.00 2.06 218 'Storage: Outflow Q ' 2 ' 1.5 y d OI 1 t0 U N O 0.5 ' 0 32.5 1 See stage -storage curve Per UDSEWER analysis 33 33.5 34 34.5 35 Stage (ft el) —n— Discharge — Capacity i c 14-Aug-98 ' The Sear -Brown Group 50 Buffalo Run #769-00 Detention Pond Discharge Rating Curve ' (from UDSEWER) WSEL Discharge (ft) (cfs) t32.50 -------------- ------=--------- 0.00 33.68 1.00 t 34.05 34.50 1.25 1.50 35.01 1.75 ' 35.58 2.00 r 1 r 14-Aug-98 c �,,, Pig / Z3 i . & ; /.7Z aA' CrS 12. - 3 z -.S 2. cQ�l•7ZG� 7a C-(3 3'3 S7- STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Civil Eng. Dept, U. of Colorado at Denver ' Metro Denver Cities/Counties & UDFCD Pool Fund Study USER:RDB-Fort Collins -Colorado ................. ON DATA 08-14-1998 AT TIME 10:29:58 VERSION=01-17-1997. •. *** PROJECT TITLE :Buffalo Run *** RETURN PERIOD OF FLOOD IS 100 YEARS (Design flow hydrology not calculated using UDSEWER) -***-SUMMARY OF HYDRAULICS AT MANHOLES --------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ' ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION -_ MINUTES INCH/HR CFS FEET FEET ------- ----------------------- ---------------------------- 1.00 1.00 32.50 32.98 NO 2.00 1.00 33.00 33.07 NO ' 3.00 1.00 33.00 33.37 NO OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS ' NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 1 --------------------------------------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ' - -- ---- ID NO. ID NO. (IN)_(FT)-(IN) (FT) (IN) (FT) (FT) 12.00 2.00 1.00 ROUND 10.18 18.00 15.00 0.00 23.00 3.00 2.00 ROUND 10.18 18.00 6.40 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED ------------------------------- ' SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW 0 FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS - 12.0 1.0 2.8 0.51 2.10 0.42 2.80 0.81 0.60 V-LOW ' 23.0 1.0 0.3 0.53 4.48 0.48 4.75 4.48 0.00 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS - ' SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM % (FT) (FT) (FT) (FT) ------- 12.00 0.19 32.50 32.24 -0.75 -0.99 NO 23.00 0.19 32.47 32.47 -0.00 0.00 NO OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET -------------------- 12.00 138.00 0.00 33.75 33.49 33.07 32.98 SUBCR 23.00 0.10 0.10 33.00 33.00 33.37 33.07 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW 1 L 4 53 ' *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ' NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT --ID --'----- --- ----- -----------'------- ----- 12.0 2.00 33.12 0.14 0.00 ----------- '---- ---'-------------- 0.00 0.00 0.00 1.00 32.98 23.0 3.00 33.68 0.00 1.78 00.55 0.00 0.00 2.00 f lot3 33.12 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. Q LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE ' NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. 11 11 1 54 ' STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties 8 UDFCD Pool Fund Study USER:RDB-Fort Collins -Colorado ............................................... ON DATA 08-14-1998 AT TIME 10:32:42 VERSION=01-17-1997 ' *** PROJECT TITLE :Buffalo Run *** RETURN PERIOD OF FLOOD IS 100 YEARS (Design flow hydrology not calculated using UDSEWER) ' *** SUMMARY OF HYDRAULICS AT MANHOLES ---- '------- -------------- ----------------'--'--'----'----------'-'--'------'-' MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET --- ----' ----- ---- 1.00 1.25 32.50 32.98 NO OTZy 2.00 1.25 33.00 33.12 3.00 1.25 33.00 33.57 NO NO 7 ' OK MEANS WATER ELEVATION 1S LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE_ THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 1 SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ' --- ID NO. ID NO. (IN) -(FT) (IN) (FT) (IN) (FT) (FT) -- - 12.00 2.00 1.00 ROUND 11.06 18.00 15.00 0.00 23.00 3.00 2.00 ROUND 11.06 18.00 6.40 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED ------------------------------------------------------------------------------- ' SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS ------------------------------------------------------------------------------- 12.0 1.3 2.8 0.58 2.23 0.45 3.13 1.02 0.59 V-LOW ' 23.0 1.3 0.3 0.53 5.60 0.50 5.74 5.60 0.00 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM % - (FT) . (FT) (FT) (FT) ---------------------------------------------------------------------- 12.00 0.19 32.50 32.24 -0.75 -0.99 NO 23.00 0.19 32.47 32.47 -0.00 0.00 NO OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET ------------------------------------------------------------ 12.00 138.00 0.00 33.75 33.49 33.12 32.98 SUBCR 23.00 0.10 0.10 33.00 33.00 33.57 33.12 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW 2 55 ' *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF -------- --- ----- -------'------- LOSS FT K COEF LOSS FT ID FT ---- ----- 12.0 2.00 33.18 0.20 0.00 '---------- ----- '----'------'-----' 0.00 0.00 0.00 1.00 32.98 23.0 3.00 j4.05_ 0.00 1.78 0.87 0.00 0.00 2.00 33.18 ' BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. I C I I 1 S1P STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties 8 UDFCD Pool Fund Study - ---------------------------------------------------------------------------- USER:RDB-Fort Collins -Colorado ............................................... ON DATA 08-14-1998 AT TIME 10:34:07 VERSION=01-17-1997 *** PROJECT TITLE :Buffalo Run *** RETURN PERIOD OF FLOOD IS 100 YEARS (Design flow hydrology not calculated using UDSEWER) *** SUMMARY OF HYDRAULICS AT MANHOLES MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCHAR CFS FEET FEET ----- ----------------------------------------------------- 1.00 1.50 32.50 32.98 NO 2.00 1.50 33.00 33.17 No 3.00 1.50 33.00 33.80 NO OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: -THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 1 SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ' ID NO. ID NO. --- (IN) (FT) (IN) (FT) (IN) (FT) (FT) 12.00 2.00 1.00 ROUND 11.85 18.00 15.00 0.00 23.00 3.00 2.00 ROUND 11.85 18.00 6.40 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. ' FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED ------------------------------ ' SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW 0 FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS ------------------------------------------------------------------------------- 12.0 1.5 2.8 0.65 2.34 0.50 3.25 1.22 0.57 V-LOW 23.0 1.5 0.3 0.53 6.71 0.51 6.80 6.71 0.00 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ---------------------------------------------------------------------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM % (FT) (FT) (FT) (FT) ---------------------------------------------------------------------- 12.00 0.19 32.50 32.24 -0.75 -0.99 NO 23.00 0.19 32.47 32.47 -0.00 0.00 NO OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET ' *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ' ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET 12.00 138.00 0.00 33.75 33.49 33.17 32.98 SUBCR 23.00 0.10 0.10 33.00 33.00 33.80 33.17 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW 2 S/ *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT ------------------------------------------------------------------------------- 12.0 2.00 33.25 0.27 0.00 0.00 0.00 0.00 1.00 32.98 23.0 3.00 34.50 0.01 1.78 1.25 0.00 0.00 2.00 33.25 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. ' STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties & UDFCD Pool Fund Study USER:RDB Fort Collins -Colorado ............................................... ON DATA 08-14-1998 AT TIME 10:35:28 VERSION=01-17-1997 ' *** PROJECT TITLE :Buffalo Run *** RETURN PERIOD OF FLOOD IS 100 YEARS (Design flow hydrology not calculated using UDSEWER) *** SUMMARY OF HYDRAULICS AT MANHOLES MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET ---------------------------------------------------- 1.00 1.75 32.50 32.98 NO 2.00 1.75 33.00 33.22 NO 3.00 1.75 33.00 34.06 NO OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RAT10= 1 -------"'-----------------------------------------------' SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) D1A(RISE) DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT) (1N) (FT) (IN) (FT) (FT) 12.00 2.00 1.00 ROUND 12.55 18.00 15.00 0.00 23.00 3.00 2.00 ROUND 12.55 18.00 6.40 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED ---------------------------- SEWER DESIGN FLOW NORMAL NORAAL CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS ------------------------------------------------------------------------------- 12.0 1.8 2.8 0.71 2.42 0.53 3.50 1.43 0.56 V-LOW 23.0 1.8 0.3 0.53 7.83 0.52 7.88 7.83 0.00 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS -ID-NUMBER UPSTREAM--DNSTREAM--UPSTREAM--DNSTREAM % (FT) (FT) (FT) (FT) ---------------------------------------------------------------------- 12.00 0.19 32.50 32.24 -0.75 -0.99 NO 23.00 0.19 32.47 32.47 -0.00 0.00 NO OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ' ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION --_---------FEET FEET FEET FEET FEET FEET ----------'-------------"----------------------------'---'- 12.00 138.00 0.00 33.75 33.49 33.22 32.98 SUBCR 23.00 0.10 0.10 33.00 33.00 34.06 33.22 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW Cu r1e- 1 1 2 59 ' *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT ------- FT K COEF LOSS FT K COEF LOSS FT ID FT -------------------- 12.0 2.00 33.31 ---------------------------------------------" 0.33 0.00 0.00 0.00 0.00 1.00 - 32.98 23.0 3.00 35.01 0.01 1.78 1.70 0.00 0.00 2.00 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. 33.31 LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE , NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. I L L_J I I I I I ka ' STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties & UDFCD Pool Fund Study USER:RDB-Fort Collins -Colorado ............................................... ON DATA 08-14-1998 AT TIME 10:37:02 VERSION=01-17-1997 *** PROJECT TITLE :Buffalo Run *** RETURN PERIOD OF FLOOD IS 100 YEARS (Design flow hydrology not calculated using UDSEWER) *** SUMMARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET ------------------------------------------------------------------------------- 1.00 2.00 32.50 32.98 NO 2.00 2.00 33.00 33.26 NO 3.00 2.00 33.00 34.34 NO OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 1 --- - ------------"'--------------------------------------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ' ID NO. ID NO. (IN) (FT) (1N) (FT) (IN) (FT) (FT) ------------------------------- ------------------ 12.00 2.00 1.00 ROUND 13.20 18.00 15.00 0.00 23.00 3.00 2.00 ROUND 13.20 18.00 6.40 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED ------------------------------------------------------------------------------- SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS ------------------------------------------------------------------------------- 12.0 2.0 2.8 0.78 2.50 0.57 3.70 1.63 0.54 V-LOW 23.0 2.0 0.3 0.53 8.95 0.52 8.98 8.95 0.00 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ---------------------------------------------------------------------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM % (FT) (FT) (FT) (FT) 12.00 0.19 32.50 32.24 -0.75 -0.99 NO 23.00 0.19 32.47 32.47 -0.00 0.00 NO OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ' ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET_ ------------------------------------------------------------ 12.00 138.00 0.00 33.75 33.49 33.26 32.98 SUBCR 23.00 0.10 0.10 33.00 33.00 34.34 33.26 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW a1��kte, 1 I 2 *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF --7------------------------------------------------------------------------ LOSS FT K COEF LOSS FT ID FT 12.0 2.00 33.36 0.38 0.00 0.00 0.00 0.00 1.00 32.98 23.0 3.00 35.58 0.01 1.78 2.22 0.00 0.00 2.00 33.36 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP, FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. I u r I I I 1 i I I I I THE SEAR -BROWN GROUP Project: A , a Project No. 76, 9-00/ By: Checked: Date: /`7. /x"9B Sheet of %2 0 .454(z (3z.2)(.so O % l a SSUY+(cS no B1g -J q Q, ,,_.s c.-* �fl I : a 3. 6 cfs So /a . 73 �F5 �,u ,�s 6regIA 4 1 1 1 i 1 0 RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA Buffalo Pond Parking Lot into Pond WEIR COEF. 3.000 STA ELEV 0.0 36.00 50.0 35.50 100.0 35.75 150.0 35.50 200.0 35.75 250.0 35.50 275.0 36.00 ELEVATION DISCHARGE (feet) (cfs) --------- 35.50 --------- 0.0 35.60 3.2 35.70 18.0 fs 35.80 51.8 35.90 102.6 36.00 165.9 l�� RESULTS Discharge Peak Rol Velocity Area Hydraulic Normal 23.8 2.0 2.09 1 11.41 0.04 1 0.04 LINER RESULTS L_ gg 3.0 Wi V255.00 ft 3.0 Notto Scale Reach Mg 1 Soil Type Manning's Permissible Calculated Safely Remarks Straight C350 3 1 0.049 8.00 0.65 9.37 STABLE Staple E Defaul I y< I I STORM DRAIN 1 r M I I I r [1 Fi Fj t t I THE SEAR -BROWN GROUP Project: Project No. 769-w% By: )Z?2 Checked: Date: r / 9. / 2 99 Sheet of AX-�3- 32 I FPS CJs /(3 "ter° o. 41 �0. w�oc� ie : .3�• 93 k-i z. Q : i9./8 cis 32 Arc (�S&= 35772- v-PGrclZrn c �35'/3 k6 O.3 73 - ,�. �► r //• 73 cA [s5 j 6 . / z `Fc �/r t'b m �iv /»rr/� .s�w y%//Sc1, y� a zU .N�.,uJf�,s = B.U�/0.a3 l/Sa A, 74,0 1L L'rI I A i--------------------------- I------------------------------------------------ �q UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------ ---------------------------------------------------------------- - SER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO............................. N DATE 08-14-1998 AT TIME 13:24:12 I t i ** PROJECT TITLE: Storm Drain 1 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (o) _ STREET CROSS SLOPE (%) _ STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) STREET FLOW HYDRAULICS: 15.00 32.89 0.67 0.61 0.40 2.00 0.016 2.00 2.00 WATER SPREAD ON STREET (ft) = 25.56 GUTTER FLOW DEPTH (ft) = 0.68 FLOW VELOCITY ON STREET (fps)= 2.92 FLOW CROSS SECTION AREA (sq ft)= 6.70 GRATE CLOGGING FACTOR (°s)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 0.93) (ao-s _ 13.03 (cfs) = 19.57 (cfs)= 12.01 (cfs)= 7.56 (cfs)= 19.57 (cfs) = 11.73 (cfs) = 7.84 ----------------------------------------------------------------------------�O UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------------------------ ts ER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO.............................. DATE 08-14-1998 AT TIME 13:24:41 I** PROJECT TITLE: Storm Drain 1 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 2 INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= I� REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = STREET GEOMETRIES: r� STREET LONGITUDINAL SLOPE STREET CROSS SLOPE STREET MANNING N - y GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) _ \� STREET FLOW HYDRAULICS: 20.00 19.68 1.00 1.00 0.40 2.00 0.016 2.00 2.00 WATER SPREAD ON STREET (ft) = 17.69 GUTTER FLOW DEPTH (ft) = 0.52 FLOW VELOCITY ON STREET (fps)= 2.36 FLOW CROSS SECTION AREA (sq ft)= 3.30 GRATE CLOGGING FACTOR (%)= CURB OPENNING CLOGGING FACTOR(%)= 50.00 5.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 7.84 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 7.84 arr 'v`'rd" FLOW INTERCEPTED (cfs)= 7.82 fi+ CARRY-OVER FLOW (cfs)= 0.02 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs) = 7.84 FLOW INTERCEPTED (cfs)= 7.45 �-z Ltd'2- CARRY-OVER FLOW (cfs) = 0.39 / 6917 ;7« p.�s�'-vn L+nCd�ii �✓a ncct� r 11 1 IBuffalo Run - Pond inflow pipe 2,18,20,3,2,1,1,500,300,.2,Y 1,100 1.35,28.5,10,.786 4 1,35,0,1,21,0,0,0 19.18,0,20,.75,0,0,0,0,0 2,35.92,21 , 1 ,32,0,0,0 19.18,0,20,.75,0,0,0,0,0 3,36.12,32,1,43,0,0,0 11.73,0,20,.75,0,0,0,0,0 4,36.12,43,0,0,0,0,0 11.73,0,20,.75,0,0,0,0,0 3 21 ,45,.4,34.93,.013, 1 ,0,2, 1.5,2.36 32,50,.4,35.13,.013,.3,0,2, 1 5,2.36 43,.1 ,.4,35.13,.013,.25,0,2, 1.5,2.36 -0,3,19,30 I 1 0. 1 70 STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties & UDFCD Pool Fund Study I USER:RDB-Fort Collins -Colorado ...... .. .. .. ............ ..............._._ ON DATA 09-16-1998 AT TIME 08:14:42 VERSION=01-17-1997 r*** *** PROJECT TITLE :Buffalo Run - Pond inflow pipe RETURN PERIOD OF FLOOD IS 100 YEARS (Design flow hydrology not calculated using UDSEWER) *** SUMMARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET �! ----------------------------------------------------------------------.- 1.00 19.18 35.00 34.52 OK fGC?ZC,A�! l�lr� iyl 2.00 19.18 35.92 34.88 OK 3.00 11.73 36.12 35.35 OK 4.00 11.73 36.12 35.40 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 1 ---------------------------------- ------------------------------------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO (IN) (FT) (IN) (FT) (IN) (FT) (FT) ---- ---- ---- ---- ---- 21.00 2.00 1.00 BOX 1.47 1.50 1.50 ---- 2.36 32.00 3.00 2.00 BOX 1.02 1.50 1.50 2.36 43.00 4.00 3.00 BOX 1.02 1.50 1.50 2.36 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED SEWER DESIGN FLOW NORMAL NORAAL CRITIC CRITIC FULL FROUDE COMMENT ID FLOW 0 FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS 21.0 19.2 15.3 1.47 5.51 1.27 6.40 5.42 0.80 V-OK 32.0 71.7 15.3 1.02 4.86 0.92 5.43 3.31 0.85 V-OK 43.0 11.7 15.3 1.02 4.86 0.92 5.43 3.31 0.85 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ---------------------------------------------------------------------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS • ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM ------------------%----------- (FT) (FT) (FT) 21.00 0.40 33.43 33.25 0.99 0.25 NO 32.00 0.40 33.63 33.43 0.99 0.99 NO 43.00 0.40 33.63 33.63 0.99 0.99 NO OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET ---- ---------------------------------------------------------- 21.00 45.00 0.00 34.93 34.75 34.88 34.52 SUBCR 32.00 50.00 50.00 35.13 34.93 35.35 34.88 PRSSIED I� 74 f7/ 43.00 0.10 0.10 35.13 35.13 35.40 35.35 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------ UPST MANHOLE ------------------------------------------------- SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY ID NO. ELEV FT FRCTION BEND BEND LATERAL LATERAL MANHOLE FT K COEF LOSS FT K COEF LOSS FT ID ENERGY FT --ID-NO ----------------------------------------------------- 21.0 2.00 35.35 -------------- 0.83 1.00 0.00 0.00 0.00 1.00 34.52 32.0 3.00 35.52 0.12 0.30 0.05 0.00 0.00 2.00 35.35 43.0 4.00 35.57 0.00 0.25 0.04 0.00 0.00 3.00 35.52 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. c� I ' RBD, Inc., Engineering Consultants Riprap Design I Ll Project: Buffalo Run Designer: DDH Project #: 769-001 Date: 9/16/98 Location: Storm Drain 1 Pipe dia.: 18 in Tailwater.• 0.6 ft Discharge 9.59 cfs Max. V.� 5 ft/s /z '° I. Required nprap type: Q/D^2.5 = 3.48 < 6 —> use design charts D = 1.50 ft YUD = 0.40 Q/D^1.5 = 5.22 d50 = 6 in --> Use Class 6 rprap 2. Expansion factor 1 / [2 tan(theta)] = 3.9 3. Riprap length: At = QN = 1.918 ft2 L = 1/[2tan(theta)]•(At/Yt - D) = 7 ft 4. Governing limits: L>3D= 5 ft <=7ft-->OK L<10D= 15 ft =>7ft-->OK 5. Maximum depth: Depth = 2d50 = 2 (6 in / 12) = 1 ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap width: Width =3D=3(18in/12)= 5 ft Summary: Class 6 riprap Length = Depth = Width = 1 ft� 5 ft 16-Sep-98 I 0 I I I I I I I I I I I I I I I I STORM DRAIN IA pi I r ' THE SEAR -BROWN GROUP F-&s I. a = 0- Project: w o c,�7 Project No. -70101 By: /),�/,41 Checked: Date: Sheet of �7a�rr� "2: i ire Z. ( /i =0.934 ls5� — 35:8! 0,Y7 e8 Ss 90 y 7 rA� (rS 3- 90 3Z 4 3 fJr�A iv in 9G Ile, 190 ',Y VS J or z, 3 Z- qs C.F /s e o q/ 2 G`P e-rLm-vn = 3y. so !�6 = o • 3 J 73- o./ 4-r- - ay so k6 y 0 . � S _______________________________________________________ T< UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD t-s-E-R-:-K-EV--I-N--G-I-NG-E--R-Y---R-DB--- COLLINS COLORADO.............................. N DATE 08-17-1998 AT TIME 07:28:16 I** PROJECT TITLE: Storm Drain 1A *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 3 4 q INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: ' GIVEN CURB OPENING LENGTH (ft)= 5.00 REQUIRED CURB OPENING LENGTH (ft)= 5.12 ' IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = 1.00 0.94 STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (%) = 1.00 STREET CROSS SLOPE (o) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 1.95 GUTTER FLOW DEPTH (ft) = 0.20 ' FLOW VELOCITY ON STREET (fps)= 2.40 FLOW CROSS SECTION AREA (sq ft)= 0.20 GRATE•CLOGGING FACTOR (o)= CURB OPENNING CLOGGING FACTOR M = 50.00 20.00 INLET INTERCEPTION CAPACITY: ' IDEAL INTERCEPTION CAPACITY (cfs)= 0.47 Z by° OP Z BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 0.474 FLOW INTERCEPTED (cfs)= 0.44 CARRY-OVER FLOW (cfs)= 0.03 ' BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 0.47 FLOW INTERCEPTED (cfs)= 0.38 CARRY-OVER FLOW (cfs)= 0.09 1 ' Buffalo Run - Storm Drain I ' 2,15,20,3,2,1,1,500,300,.2,Y 1,100 ' 1.35,28.5,10,.786 4, .93,0,5,.75,0,0,0,0,0 2,35.81,21,1,32,0,0,0 .93,0,5,.75,0,0,0,0,0 3,35.90,32,1,43,0,0,0 0.47,0, 1 ,.75,0,0,0,0,0 4,35.90,43,0,0,0,0,0 0.47,0,1,.75,0,0,0,0,0 3 21 ,28,.4,34.61 ,.013, 1 ,0, 1 , 15,0 32,48,.4,34.80,.013,.3,0,1,15,0 43,.1,.4,34.80,.013,.25,0,1,15,0 11 I I I [1 I I I I G I 77 ---------------------------------------------------D===== - - ---------- STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties & UDFCD Pool Fund Study ------------------------------------------------------------------------------ USER:RDB-Fort Collins -Colorado........... ..................... ON DATA 08-18-1998 AT TIME 09:54:04 VERSION=01-17-1997 *** PROJECT TITLE :Buffalo Run - Storm Drain 1A *** RETURN PERIOD OF FLOOD IS 100 YEARS (Design flow hydrology not calculated using UDSEWER) *** SUMMARY OF HYDRAULICS AT MANHOLES -------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER "--- COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION ' MINUTES INCH/HR CFS FEET FEET ------------------------------------------------------ 1.00 0.93 34.00 33.66 OK 2.00 0.93 35.81 33.77 OK 3.00 0.47 35.90 33.84 OK ' 4.00 0.47 35.90 33.95 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION ' *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 1 ------------------------------------------------------------------------------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH N) (FT) (IN) (FT) (IN) (FT) ID _- --- -- NO ID NO . (I-- (FT) - ---- ---- ---- ---- ---- 21.00 2.00 1.00 ROUND 8.61 15.00 15.00 ---- 0.00 32.00 3.00 2.00 ROUND 6.67 15.00 15.00 43.00 4.00 3.00 ROUND 6.67 15.00 15.00 0.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. ' SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED -- -----'-----'---- SEWER DESIGN FLOW NORMAL NORAAL CRITIC CRITIC FULL FROUDE COMMENT ID FLOW 0 FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS 21.0 0.9 4.1 0.41 2.70 0.41 2.69 0.76 0.88 V-LOW 32.0 0.5 4.1 0.29 2.22 0.29 2.22 0.38 0.87 V-LOu 43.0 0.5 4.1 0.29 2.22 0.29 2.22 0.38 0.87 V-LOW ' FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ---------------------------------------------------------------------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM ' ------------------X-------(FT) (FT) (FT) (FT) ---- -----'---- ---------- ------------------'- 21.00 0.40 33.36 33.25 1.20 -0.50 NO ' 32.00 0.40 33.55 33.36 1.10 1.20 NO 43.00 0.40 33.55 33.55 1.10 1.10 NO OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET ' *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION ' -- --- --FEET FEET FEET FEET FEET FEET ------------------------------------------------------------ 21.00 28.00 0.00 34.61 34.50 33.77 33.66 SUBCR 32,00 48,00 0.00 34,80 34.61 33.84 33.77 SUBCR z -7a ' 43.00 0.10 0.00 34.80 34.80 33.95 33.84 SUBCR PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW ' *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ----------- -- --------------- UPST MANHOLE ----- ----- ------ SEWER JUNCTURE LOSSES DOWNST MANHOLE ' SEWER MANHOLE ENERGY ID NO ID NO. ELEV FT ---- -'------ "------ --"---- FRCTION BEND BEND LATERAL LATERAL MANHOLE FT K COEF LOSS FT K COEF LOSS FT ID -"----- ENERGY FT 21.0 2.00 33.88 --- ---- -------- --'----- -"----- 0.22 1.00 0.00 0.00 0.00 1.00 33.66 32.0 3.00 33.91 0.03 0.30 0.00 0.00 0.00 2.00 33.88 ' 43.0 4.00 33.95 0.04 0.25 0.00 0.00 0.00 3.00 33.91 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD ' FRICTION LOSS=O MEANS FRICTION LOSS INCLUDES IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. 1 RBD, Inc., Engineering Consultants Riprap Design r79 Project Buffalo Run Designer: DDH Project #: 769-001 Date: 8/17/98 Location: Storm Drain 1A Pipe dia.: 15 in Tailwater. 0.5 ft Discharge 0.93 cfs Max. V 5 fUs 1. Required dprnP type: Q/DA2.5 = 0.53 < 6 —> use design charts D = 1.25 ft YUD = 0.40 Q/D^1.5 = 0.67 d50 = in --> Use Class 0 riprap 2. Expansion factor. 1 / [2 tan(theta)] = 6.7 3. Riprap length: At = QN = 0.186 ft2 L = 1/[2tan(theta)]*(AUYt - D) _ -6 ft 4. Governing limits: L> 3D = 4 ft increase length to 4 ft L<10D= 13 ft =>-Eft-->OK 5. Maximum depth: Depth = 2d50 = 2 (0 in / 12) = ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap width: Width =3D=3(15in/12)= 4 ft Summary: Class 0 riprap Length = 4ft � � ��- Depth = ft Width = 4 ft no r�P��/0 ru-� 17-Aug-98 I ma I POND EQUALIZING PIPE 1 11 h 11 u I n u THE SEAR -BROWN GROUP n Project: -23 A�o Project No. %p aQ/ $I BY: ��� Checked: Date: /22�rrA /g, /999 Sheet of 32 21 Q J i�5 Fi5 0 Detention Pond Equalizing Pipe 2,18,20,3,2,1,1,500,300,.2,Y 1,100 1.35,28.5, 10,.786 3 1,33,0,1,21,0,0,0 20.11,0,20,.75,0,0,0,0,0 2,33,21 , 1 ,32,0,0,0 20.11 ,0,20,.75,0,0,0,0,0 3,33,32,0,0,0,0,0 ' 20.11 ,0,20,.75,0,0,0,0,0 2 21,78,.4,34.58,.013,0,0,2,1.583,4.168 32,.1 ,.4,34.58,.013,.25,0,2, 1.583,4.168 IF 1 r 11 I __________________________________________________________ STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties & UDFCD Pool Fund Study USER:RDB-Fort Collins -Colorado ............................................... ON DATA 08-17-1998 AT TIME 08:29:52 VERSION=O1-17-1997 ' *** PROJECT TITLE :Detention Pond Equalizing Pipe *** RETURN PERIOD OF FLOOD IS 100 YEARS (Design flow hydrology not calculated using UDSEWER) I *** SUMMARY OF HYDRAULICS AT MANHOLES ----------- "---------- --""'----""'--'-------"-----------""""""" MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET -------------------------------------------------- 1.00 20.11 33.00 35.61 NO 2.00 20.11 33.00 35.58 NO ' 3.00 20.11 33.00 35.62 NO OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE_ THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 1 _-_ ----------------------------_--____----_____--._________----------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ' -- ID ID NO. ID NO. -_--(IN) (FT) (IN) (FT) (IN) (FT) (FT) 21.00 2.00 1.00 BOX 0.90 1.00 1.58 4.17 32.00 3.00 2.00 BOX 0.90 1.00 1.58 4.17 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED ------------------------------------------------------------------------------- SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS ------------------------------------------------------------------------------- 21.0 20.1 33.0 0.90 5.34 0.90 5.38 3.05 0.99 V-OK 32.0 20.1 33.0 0.90 5.34 0.90 5.38 3.05 0.99 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM Y. (FT) (FT) (FT) (FT) ---------------------------------------------------------------------- ' 21.00 0.40 33.00 32.69 -1.58 -1.27 NO 32.00 0.40 33.00 33.00 -1.58 -1.58 NO OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET ' *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS --------------------------------------------_--------------- "--------------'-- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION -- - FEET FEET FEET FEET FEET FEET 21.00 78.00 78.00 34.58 34.27 35.58 35.61 PRSS'ED 32.00 0.10 0.10 34.58 34.58 35.62 35.58 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW I K ' *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------'-----_..__..------------ UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST "---' MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY _ ID NO ID NO. ELEV FT FT K COEF ------------------------'--'------------'- LOSS FT K COEF LOSS FT ID FT 21.0 2.00 35.73 0.12 0.00 0.00 0.00 0.00 1.00 35.61 32.0 3.00 35.76 0.00 0.25 0.04 0.00 0.00 2.00 35.73 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. L I II I I 1 r- I L r- II RBD, Inc., Engineering Consultants Riprap Design S< ' Project: Buffalo Run Designer: DDH Project #: 769-001 Date: 8/17/98 Location: Equalizing Pipe Pipe dia.: 19 in Tailwater 0.633333 ft Discharge 10.06 cfs 4, yz © Max. V: 5 ft/s Jw Le`-e 1. Required riprap type: Q/D112.5 = 3.19 < 6 --> use design charts D = 1.58 ft 0 YUD = 0.40 Q/D^1.5 = 5.05 d50 = 6 in —> Use Class 6 riprap 2. Expansion factor.- 1 / [2 tan(theta)] = 4.2 I3. Riprap length: At = Q/V = 2.012 ft2 L = 1/[2tan(theta)]'(At/Yt - D) = 7-ft 4. Governing limits: L>3D= 5 ft <=7ft—>OK ' L<10D= 16 ft =>7ft—>OK 5. Maximum depth: ' Depth = 2d50 = 2 (6 in / 12) = 1 ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap width: ' Width = 3D = 3 (19 in /12) = 5 ft Summary: Class 6 riprap Length = 7 ft Depth = 1 ft Width = 5 ft (8 ft wide or span) a4-ez f30" S �� c+n 1L ' / /4//O�Z 1 f17-Aug-98 I Em 1 1 1 1 1 11 I i 11 I 1 1 1 I POND OUTFALL PIPE AND OUTFALL S WALE I 1 t 1 1 1 t 1 1 1 1 1 1 t r THE SEAR -BROWN GROUP Project: Project No. 7ILQ9-c7:) BY: 1,:�Car V2A, Checked: Date: �-ti, ��GI Sheet of �y�L� PIS ` /r--�^ Z3 l2 t+ � lv� wsS4-- = cri��/ "�Y-h = 0.s3q FF S 12- 136 LP �c/uwn-.3�•�S- CP7 yob THE SEAR -BROWN GROUP i Project: �u-�1.� �y % Project No. 762 By: ✓—>b Checked: Dote: zL- ZZ Z 99� Sheet of (0- 2A= /- 7,� 9,)g C2.n d•6eo (10L> - wS SL�) .low+-� t Y�or✓v�� r= o a 7 I ME Buffalo Run Pond Outlet Pipe 2,18,20,3,2,1,1,500,300,.2,Y 1,100 1.35,28.5, 10,.786 3 1,32.5,0,1,12,0,0,0 1.72,0,20,.75,0,0,0,0,0 2,33,12,1,23,0,0,0 1.72,0,20,.75,0,0,0,0,0 3,33,23,0,0,0,0,0 1.72,0,20,.75,0,0,0,0,0 2 12,138,.19,33.75, 013,.25,0,1,15,0 23,.1,.19,33,.013,1.78,0,1,6,0 I I I 1 1 I .1 I •1f STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties & UDFCD Pool_ Fund_ Study_______ USER:RDB-Fort Collins -Colorado ............................................... ON DATA 08-14-1998 AT TIME 09:31:05 VERSION=01-17-1997 *'* PROJECT TITLE :Buffalo Run *** RETURN PERIOD OF FLOOD IS 100 YEARS (Design flow hydrology not calculated using UDSEWER) *** SUMMARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------ MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION INCH/HR CFS FEET FEET -- --_MINUTES -------- ---------------------- 1.00 1.72 32.50 32.98 No 2.00 1.72 33.00 33.21 3.00 1.72 33.00 34.02 NO NO CYi 77G.4 OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= 1 ----------------------------------------------------------------------- SEWER MANHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT) (1N) (FT) (IN) (FT) ----------- ----------------- (FT) ------------------------------- --------- 12.00 2.00 1.00 ROUND 12.47 18.00 15.00 0:00 23.00 3.00 2.00 ROUND 12.47 18.00 6.40 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET - REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED ------------------------------------------------------------------------------- SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE ID FLOW 0 FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO. COMMENT NUMBER CFS CFS FEET FPS FEET FPS FPS ------------------------------------------------------------------------------- 12.0 1.7 2.8 0.70 2.41 0.53 3.47 1.40 0.56 V-LOW 23.0 1.7 0.3 0.53 7.70 0.52 7.75 7.70 0.00 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ---------------------------------------------------------------------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM % (FT) (FT) (FT) (FT) ---------------------------------------------------------------------- 12.00 0.19 32.50 32.24 -0.75 -0.99 NO 23.00 0.19 32.47 32.47 -0.00 0.00 NO OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET 12.00 138.00 0.00 33.75 33.49 33.21 32.98 SUBCR 23.00 0.10 0.10 33.00 33.00 34.02 33.21 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW I I*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF --------------------------------------------------------------------------- LOSS FT K COEF LOSS FT ID FT 12.0 2.00 33.30 0.32 0.00 0.00 0.00 0.00 1.00 32.98 23.0 3.00 34.95 0.01 1.78 1.64 0.00 0.00 2.00 33.30 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. S"— lo,' 10 LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT 1S NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. 1 i I I 11 I RBD, Inc., Engineering Consultants Riprap Design zo n Project: Buffalo Run Designer., DDH Project #: 769-001 Date: 8/17/98 Location: Pond Outfall Pipe dia.: 15 in Tailwater.• 0.5 ft Discharge 1.72 cfs Max. V.• 5 ft/s I. Required riprap type: Q/D^2.5 = 0.98 < 6 —> use design charts D = 1.25 ft 0 YUD = 0.40 Q/D^1.5 = 1.23 d50 = 0 in —> Use Class 0 riprap 2. Expansion factor. 1 / [2 tan(theta)] = 6.7 3. Riprap length: At = QN = 0.344 ft2 L = 1/[2tan(theta)]'(At/Yt - D) _ -4 ft 4. Governing limits: L> 3D = 4 ft increase length to 4 ft L<10D= 13 ft =>-4ft—>OK 5. Maximum depth: Depth = 2d50 = 2 (0 in / 12) = 0 ft 6. Bedding: Use 1 ft thick layer of Type II (CDOT Class A) bedding material. 7. Riprap width: Width = 3D = 3 (15 in /12) = 4 ft Summary Class 0 riprap Length = 4 ft Depth= 0 ft o-- ccSG P�asS Ci rc O�.�o Width = 4 ft I17-Aug-98 I 93 Buffalo Run Outfall Swale Worksheet for Trapezoidal Channel t,Project Description Project File h:\user\haferman\projects\buffalo\swale.fm2 Worksheet Flow Element Buffalo Run Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data I Mannings Coefficient 0.060 Channel Slope 0.002000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Bottom Width 1.00 ft Discharge 1.72 cfs a- esults Depth 0.73 ft Flow Area 2.83 ft2 Wetted Perimeter 6.99 ft Top Width 6.81 ft Critical Depth 0.31 ft Critical Slope 0.092702 ft/ft Velocity 0.61 ft/s �i Velocity Head 0.01 ft Specific Energy 0.73 ft Froude Number 0.17 Flow is subcritical. 1, 08/14/98 09:13:18 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FIowMPage 1Vof115 1 94 Buffalo Run Outfall Swale Worksheet for Trapezoidal Channel Project Description Project File h:\user\haferman\projects\buffalo\swale.fm2 Worksheet Flow Element Buffalo Run Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.060 Channel Slope 0.002000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Bottom Width 1.00 ft n uC Discharge 2.29 Cfs i 33 Results Depth 0.82 ft Flow Area 3.51 ft2 Wetted Perimeter 7.76 ft Top Width 7.56 ft Critical Depth 0.35 ft ' Critical Slope 0.089129 ft/ft Velocity 0.65 ft/s Velocity Head 0.01 ft Specific Energy 0.83 ft Froude Number 0.17 Flow is subcritical. 08/14/98 FlowMaster v5.15 09:12:56 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 f 1 1 C 1 I I 1 I I 1 I I I 1 1 TEMPORARY S WALE B 1 ' Temporary Swale 8 Worksheet for Trapezoidal Channel Project Description Project File h:\user\ttaferman\projects\buffalo\swale.fm2 ' Worksheet Flow Element Temporary Swale Trapezoidal Channel Method Manning's Formula 1 Solve For Channel Depth Input Data Mannings Coefficient 0.060 Channel Slope 0.005000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Bottom Width Discharge 7.00 ft 6.80 cfs --tau dt'/� .Cni Results Depth 0.64 ft Flow Area 6.16 ft2 Wetted Perimeter 12.31 ft Top Width 12.15 ft Critical Depth 0.29 ft Critical Slope 0.083611 ft/ft Velocity 1.10 ft/s ' Velocity Head 0.02 ft Specific Energy 0.66 ft Froude Number 0.27 ' Flow is subcritical. 1 08/18/98 10:37:02 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 1 FlowMaster v5.15 Page 1 of 1 97 Temporary Swale Worksheet for Trapezoidal Channel ' Worksheet Flow Element Temporary Swale Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.060 Channel Slope 0.005000 ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Bottom Width 7.00 ft Discharge 9.04 cfs 'Results Depth 0.75 ft Flow Area 7.51 ftZ Wetted Perimeter 13.19 ft Top Width 13.01 ft ' Critical Depth 0.35 ft Critical Slope 0.079425 ft/ft Velocity 1.20 ft/s ' Velocity Head 0.02 ft Specific Energy 0.77 ft Froude Number 0.28 ' Flow is subcritical. 1 08/18/98 10:37:22 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 rr% EROSION CONTROL RBD, Inc., Engineering Consultants RAINFALL PERFORMANCE STANDARD EVALUATION ' #769-001 Buffalo Run Apartments rPROJECT: CALCULATED BY: DDH DEVELOPE ERODIBILIT Asb Lsb Ssb Lb ' SUBBASIN ZONE (ac) (ft) (%) (ft) 1 2 moderate 5.64 1000 0.5 518.4 3 moderate 4.42 moderate 130 0.4 52.8 0.82 70 0.4 5.3 Total 10.88 576.5 EXAMPLE CALCULATIONS Lb = sum(AiLi)/sum(Ai) = (5.64 x 1000 + ... + 4.42 x 130)/ 10.88 = 576.5 ft rSb = sum(AiSi)/sum(Ai) = (5.64 x 0.50 +... + 4.42 x 0.40)/ 10.88 = 0.5 % ' (Slope outside of table limits. RPS extrapolated.) PS (during construction) = 72.9 (from Table 8A) rPS 1 1 r r (after construction) = 72.9/0.85 = 85.8 DATE: 8/17/98 Sb I PS 0.3 0.2 0.0 0.51 72.9 ' RBD, Inc., Engineering Consultants /00 ' EFFECTIVENESS CALCULATIONS #769-001 [1 1 1 PROJECT: Buffalo Run Apartments STANDARD FORM B CALCULATED BY: DDH DATE: 8/17/98 Erosion Control C-Facto P-Facto Comment Number Method Value Value 6 Gravel Filter 1 0.8 8 Silt Fence Barrier 1 0.5 9 Asphalt/Concrete Pavement 0.01 1 38 Gravel Mulch 0.05 1 39 Hay or Straw Dry Mulch (1-5% slope) 0.06 1 SUB PS AREA BASIN N (ac) Site 72.9 10.88 SUB SUB AREA Practice C *A P * A Remarks BASIN AREA (ac) DURING CONSTRUCTION 1 parking areas (1/3) 1.88 38 0.09 1.88 Gravel Mulch 1 remainder 3.76 39 0.23 3.76 Hay or Straw Dry Mulch (1-5% slope) 2 paved lincoln/lemay 0.89 9 0.01 0.89 Asphalt/Concrete Pavement 2 remainder 3.53 39 0.21 3.53 Hay or Straw Dry Mulch (1-5% slope) 3 3 0.82 8 0.82 0.41 Silt Fence Barrier Cnet = [1.88x1.00+,,,+0.82x1.00]/10.88 = 0.13 Pnet = 0.8x[1.88x0.50+...+0.82x0.50]/10.88 = 0.77 EFF = (1-C*P)100 = (1-0.13*0.77)100 = 90.37 I ' RBD, Inc., Engineering Consultants ' EFFECTIVENESS CALCULATIONS #769-001 JECT: Buffalo Run Apartments STANDARD FORM B CULATED BY: DDH ' DATE: 9/15/98 Erosion Control —::C-Facto P-Facto Comment F ber Method Value Value AsphalUConcrete Pavement 0.01 1 12 Established Grass Ground Cover - 30% 0.15 1 14 Established Grass Ground Cover - 50% 0.08 1 18 Established Grass Ground Cover - 90% 0.025 1 SUB PS AREA BASIN (%) (ac) Site 85.8 10.88 SUB SUB AREA BASIN AREA Practice C * A P * A Remarks (ac) ' AFTER CONSTRUCTION 1 1 parking remainder 1.88 9 0.02 1.88 Asphalt/Concrete Pavement ' 2 streets 3.76 12 0.56 3.76 Established Grass Ground Cover - 30 2 remainder 0.89 3.53 9 0.01 0.89 Asphalt/Concrete Pavement 3 3 12 0.53 3.53 Established Grass Ground Cover - 30 0.82 12 0.12 0.82 Established Grass Ground Cover - 30 ' Cnet = [1.88x0.01+...+0.82x0.15]/10.88 = 0.11 Pnet = [1.88x1.00+...+0.82x1.00]/10.88 ' 1.00 EFF = (1-C*P)100 = (1-0.11*1.00)100 = 88.56 ' > r I RBD, Inc., Engineering Consultants I vZ I ' STRUCTURES: INSTALLED BY_ VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED EROSION CONTROL CONSTRUCTION SEQUENCE #7f,o_nni PROJECT: CALCULATED BY: Buffalo DDH Run Apartments STANDARD FORM C SEQUENCE FOR 1998/99 ONLY DATE: g/f7/gg Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. YEAR 98/99 MONTH OVERLOT GRADING J F M A M J J A S O N D WIND EROSION CONTROL Soil Roughening Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Others _ VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation >, Nettings/Mats/Blankets Other 77 MAINTAINED BY APPROVED BY CITY OF FORT COLLINS 1 ' RBD, Inc. /0-3 hJ i EROSION CONTROL COST ESTIMATE u a o Run partments -DUT— PREPARED BY: DDH DATE: 8/17/98 CITY RESEEDING COST �nl o a Method Quantity Unit Cost Cost Notes Reseed/mulch 10.88 ac $500 $5,440 See Note 1. Subtotal $5,440 Contingency 50% $2,720 Total $8,160 EROSION CONTROL MEASURES Unit Total Number Method Quantity Unit Cost Cost Notes 2 Bare Soil - Freshly disked 4 ac $200 $800 5 Straw Bale Barrier 3 ea $750 $2,250 6 Gravel Filter 3 ea $300 $900 8 Silt Fence Barrier 1400 If $3 $4,200 38 Gravel Mulch 2 ac $1,350 $2,700 Subtotal $10,850 Contingency 50% $5,425 Total $16,275 Total Security $16,275 ' Notes: 1. A<1 ac=$1300/ac; A=1-10 ac=$650/ac; A>10 ac=$500/ac. /q REFERENCE LETTERS Water Utilities Stormwater October 27, 1997 City of Fort Collins ' Mr. E. Scott McFadden W.O. Brisben Companies Inc. ' 4891 Independence St., Suite 200 Wheat Ridge, CO 80233 Re: Buffalo Run Apartments P.U.D. Drainage Configuration Dear, Scott, Pursuant to our meeting on October 15, 1997 I reviewed the drainage configuration. for the Buffalo Run Apartments P.U.D. as proposed by Sear Brown in their memorandum and plans dated October 17, 1997. According to these calculations the pond capacity would be 2.02 Acre-feet with a release rate of 1.76 cfs. The City recommends that this release rate be maintained since it matches the 100 year historic rate would be generated by the Buffalo Run Apartments site in pre - development conditions. For this configuration and release rate to work the downstream ' conveyance system through the Fisher property must be improved, and an easement obtained to the outfall pipes along State Highway 14. Given the system conditions present at this location, the proposed alternative of releasing through the Fisher property to the Poudre River is the City recommended alternative, and the one that seems to present the least adverse impact on the downstream system. As a result of our preliminary review of the modeling and the grading plan presented in the Sear Brown Memorandum dateJOctober 15, the City feels that the proposed pond and conveyance facilities would best meet City policies. Future more in depth reviews may refine the currently proposed design, but from a conceptual standpoint, the City feels that the proposed design meets City policies and criteria. ' Should you have any questions or comments please contact me at (970) 224-6035. Sincerely, /Basil Y. Hamdan Civil Engineer II Water Utilities - Stormwater - tcc: Ms. Lucia Liley, March & Myatt ' cc: Ms. Debbie Haferman, The Sear Brown Group /OS _-5 Mlathews Street - P.O. Box 580 - Fort Collins, CO 80522-0-80 - (970) 221-636c - FAX (970) 221-6239 BRISBEN COMPANIES /D}a [1 7800 EAST KEMPER ROAD CINCINNATI. 01110 45249 1513)489-1990 FAX 1513)489-2780 1 .. December 8, 1997 City of Fort Collins P. O. Box 580 Fort Collins, CO 80522 ' Re: Irrigation Ditches Adjacent To Buffalo Run To Whom It May Concern: Please be advised that there are two irrigation ditches currently serving the general land area ' located southeast of the Lemay Ave. and Lincoln Rd. intersection. Upon initiation of site work for the approved Buffalo Run multifamily site, the northern most irrigation ditch crossing Lemay Ave. onto the Buffalo Run site will be plugged in accordance with the approved engineering / ' utility plans. Developers of Buffalo Run intend to leave the second irrigation ditch, crossing Lemay Ave. some distance south of the first irrigation ditch, in place to serve the existing agricultural use south of the Buffalo Run site. If you have any questions regarding this issue or require more detailed information, please contact our engineering consultant, Rob Hume of the Sear - Brown Group at (970) 482-5922. Thank you. The Brisben Companies Brock R. Chapman ' Development Manager - Western Region cc: Scott McFadden, Brisben Companies Rob Hume, Sear - Brown Group REGIONAL OFFICES: 2525 PERIMETER PLACE DRIVE • SUITE 129 • NASHVILLE, TENNESSEE 37214 (615) 889-1978 FAX (615) 889-3334 4400-1 STUART ANDREW BOULEVARD . CHARLOTTE, NORTH CAROLINA 28217 (704) 523-4115 FAX (704) 523-4415 4891 INDEPENDENCE STREET . SUITE 149 . DENVER, COLORADO 80033 . (303) 421-9990 FAX (303) 432-8661 2325 N. W. 33RD STREET FT. LAUDERDALE. FLORIDA 33309 . (954) 739-0000 . FAX (954) 739-7563 4051 EXECUTIVE PARK DRIVE HARRISBURG. PENNSYLVANIA 17111 . (717) 561-2555 . FAX (717) 561-2580 /0 7 L 1 1 1 TABLES AND FIGURES 1 1 I 1 i 1 i i 1 r J I I No Text 1 1 r --- I Lj CLIENT !6-e_IlPJ'Q 1' RWM PROJECT �Q1F LnO fC `f W� � CALCULATIONS FOR Engineering Consultants MADE BY II(CI DATE W&-ICNECKED By DATE SHEET 13OF (d) Entrance Losses. —The loss of head at the entrance of a conduit is comparable with the loss in a short tube or in a sluice. If H is the head pro- ducing the discharge, C is the discharge coefficient, and a is the area, the discharge, Q, is equal to Ca V 2gH , and the velocity, u, is equal to C V=g ,or H = C2 2g) (12) Since H = h„ + h, (the velocity head plus the head lost at the entrance), equation (12) may be written: 2+ h� = C(02), orh�= Cg2/2 then: Ke=C1 Cn-1 (13) CGS r; 1 1 1 I 1 1 1 1 1 1 f 1 1 DRAINAGE CRITERIA MANUAL 8 7 A = Expansion Angle 0 1 R ON W, A i FAA ®r W-. mumammum Emmmmmum mummmomm mmmummom SO p .l .2 .3 A .5 .6 .7 .8 TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D RIPRAP u FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS 11-15-82 URBAN DRAINAGE A FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL RIPRAP //a �4C 0 a ENEENEEMEM NONE VAEAVA rE No PA4 0 ROM 00 .2 A Y /D .6 .8 1.0 t Use Do instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream. FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGES FLOOD CONTROL DISTRICT I DRAINAGE CRITERIA MANUAL RUNOFF p/ 0 50 30 F- 20 z uw U l5 W. a 10 z Lu a O 5 w Cl) 3 O U 2 w H Q .j 1 moll =95101531oim MOMON 1111WA N ' / FA mi FAME �01 ■■■�M[ �0111111110 MOM ����II�Ii■■III ����■■■■■� .2 .3 .5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. *MOST FREQUENTLY OCCURRING `UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrology For Small Watersheds" Technical Release No. 55, USDA, SCS Jan. 1975. 5-1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT DRCOG Ion PA5 IE PAHNENT IRFIGAT011 PIPE UGGED AND 11 Ar9Y r`N II i` �\ d SwAIZ EASEMENT (TW) 42 LWK.EEN8 GOLF COURSE r a hY HT. LEGEND II II �\ �III. -N]5EXISTING CONTOUR I I I L\ l __ - , I , -le- PROPOSED C011TWR -- DIRECTON OF FLOW ,I ENSTNG STORM GRAN PIPE . 1, PRWOSfA STRM DRAIN PIPE Q D M PDNT ej BASIN NUMBER �� a I.MAC BASIN AREA N'. GRAVEL INLET FlLIER STRAW BALE CHECK DAM 041=110 DRAINAGE BASIN BOUNDARY y4--M-- PRCPDSm SILT FENCE 4� ENSTNG SPOT EL£VARCN PROPOSED SPOT ELEVARON 100 YR. WA IR SURFACE 01VA110N - MOSICH CONTROL FABRIC (SEES SHEET 6 FOR DETAIL) NPDES PERMIT NOTES, .. 1. PUW dew W�wild comminown anaWCIM IULYp Wanted yWI x F Opener b Nm.wd m NA ". . � alma anw utlRY In The m,P manta We AdwW F IM foaming WMkInM and l 9 wnull ��nNtllatlan. paammt C. no Al ,WAw 10.BR efts of MIN 10.66 awes We to A R�.cp JofG vufmUc, Or Sr,A,% 0.25 atbt mntWNm. RaNNA'C 0..69 ater construction- TM We 4w dWn the MkOwye Ranh EWIMINtY Zm' ad MWalt Nptl ErocibpHy Zees ng n mrW Feel Com. dun m th me Ns eWln9 A Meru of cpgetwl W Y am w !M ma aarwmmn Al a ve}dW n eIth Gird ma ranfae Adam. 4. 1L. PMeen<mMrMIona e Wro nonmanagement n r N, w Me Wa N. No eWA "Woud pWULLn wrcu we lWoud nw ter Nn. 5. 9. No non-st wl cfrpmmM uN an Mine Ad edmUm mwm emt am NO, wo) W me. a A, menman mWfWq m!N N N, QNe b Ranch NOW Mom, ,Nw mro f Yeah We deNtpf prawn a An As IN IN, ✓mgflN b an on -in detwNon pond by Mm A Wlter bees, Noes, and awlmd NM RM. s. 9SIXMM: SON ('chap, A Erosion (Im✓d Ran (MN NSA). 0 eW S4 )IR ST FWFA FQLUMMt FREVIAMM a S Dostm CmW NMu and Seymee LaW (We 0 "NOW, HmNNY and Sal %emotion: d WHIN meleNe nd WOW, and dcPoy of✓mem, mAdt wd anm,mta b aware Woe WINNING W roe raow um we d Ater the detention peed men a mwdly Milan to the G, W Pmde Rfs. AeNNt t enet. Wl g mtenWwet,, me tl OW Ly"meycn Owed tof be dhwYM Ad We Onewd m-tin ro a M tmm enm Gptma non admid they mnr We on -As detwtM pond O As rent of q own the Ae Into M m-wW Wart Wm or Name uw Ad IyAW,.lW elW M W. Would a uWwtNNr Iuwu "Aown Icwraw t, malMde pahm,l MAL STAINUal]m AND UNG-TERM STpWOUTER MANAGEMENT o. MANzatemn ""A",iNa aonbd pdwlonn rof WON Vas N st"'Wo w for WON d W"Alar OTHER C M WaS: a, LOAAW, OWd a unawtNm b m we Waste wra proamts from We do and MAaW of then wGn mandate, Id-wa in an %SWAAW morns. M Wdticn. Wawa me OWd a undabA" t0 Mnel dH-Mn Wboding Of mydda d ~, ep6o24 AW a ttane Y No, eta. d deard mMn at a ✓eNW dreg rWWW and NOGed to Ater nwr-Ponatea d4Wade ^Mew'P ande dWNeaN embsY Into We fora W R M WSeEfNA ANp MNNTENNICE: �epA, b Wad mmnlmm[G YroAS a urdwllm W a AWer been A m11Md N $ate d d We Tame and C tM a W. CAPS D Pmmt. UNDEVELOPED NOTES- 1. TIE PROPERTY IS LOCATED WITHIN 1HE 500 YEAR AlOW- PLVN PER 1HE 01Y OF FORT COWNS FLOODPUJN MAP. 2. THIS PROPERTY UES ENTIRELY WITHN BASIN t45 W THE DRY CREEK MASTER DRANAGE BASIN, PER THE 'PROPOSED HYDROLOGIC "a UPDATE FOR TIE DRY tl MASTER DRAINAGE PLAN BY UDSTONE At ANDERSIXi, MARCH 1997. SCALE 1 .SU II�p�11� 41 _ _ \�`I,,J4 � •'moo: T. 41m gyp` �\ 664Af. 11 %4 FY. 41.00 T. 4050 STANDARD EROSION CONTROL CONSTRUCTION PLAN NOTES Te Gty of Fort Cdllns SYmmwwer UtlitY waYm con" Fpcta moat We notM at eat 24 m Nmro Prow to my m mYudlen an We ww .V fame l p tw at fmab9 NWJ on FatJq pry, to mY tend dWurbhg a,tNty y�aapaeeb 'p��wbara anwmaofWe mW" On yen "'WtlanrwN AD (informed W` aalraWM <aneNMlm NmL W weaM anW We . PmdNtWwva v pabUm drill be molded and rMFM Ammar poach Rwnoal m MluTmce of AVOW wpebUm Mill be MnAw 10 IM am mWomi Sw Ow,weab mnabuctem mwatknL and for Ua atMaN pw<tkd puMd of Urea mW:,=during t nda rwgh�W tam'di'm p ^9. Pods S' amity nutowum4 slxpPleg, p9 y roang or naming d" food cmlwn AR AWN. vgtnUm. or Other pmrmmt erceM cmbtl N ystwn W was a mNar mtYY po sbml right, If vatysmNy anon agoW by land dNWtain "WAY b Awe Wm Way N3c d befN, unewa War,W gpro.�N'hEy Na Wotansw"b�RUy9. µd/mdN. bdwmY¢ err prgmty Meng Le rimed AN mm,lNM pL➢LBYp Bang amabucOw wHAVm m ON to NW �pyKw-�N m Al and dd g mtMAw ma a mmsdoNly dumtp f^gnswng Ugarim NO b pr0m4, as dNwAamd by the My of `Wt mometumew m mauswy) altar, Want mrotr lent AM aWer ip dar'b ammo cmtYw pMmnmw of IhY na,0.d 5notm. NI Many udmwt% palWmlY tern an Pwnd'Winn maws. Ad We rwmhM And OApeead 0 W o meaner AN I Ombon a m not to duff their nations Into my aWlnoY,oN No andmW ,hChfla AM aaq lee (10)sport by suffies nNet Fl Mgl6 nl Na1mrM M AM tend I Awl NMiM rAnnYhg aM,, SO Wp " a aaad Wad hmleded mintb and pwInm aty PdnNotablemesNotableWWin4 bamailMor. w aA^,UN9 d ale my'ther notation th data Ate My drsafe by ofRwn my AA, MY NWrMmt dgmUW matat, AA FmWafNY by la cm✓acfw. Ter aW ma at an a Min,nlatbn am and paAq and ImdeempNg 4 w Ad WNN Amd mat pipe and re ame and b emitted cWM at W aMNWh of WN project CONTROL P.G C3'b FFen 3920 I EIOSTNG SM HYDROLOGY TOTAL RUNOFF AREA. 10.88 ACRES RATCNAL'C' On 0.69 DEVELOPED SITE HYDROLOGY. OES(YI POINT BASN(S) AREA (0c) SAY 02 (ch) 0�mapp (chi 1 1 5.84 0,62 6.3 23.a 2 2 td2 0.73 5.4 20.5 J 3 0.82 0.34 0.5 1.5 1 t,;3 10.80 0.84 12.2 j 46.t DETENTON SUMMARY POND WL REO'0 VOL PRONGED 100-YR SURFACE RELEASE NO. (AC -FT) (AC-Fl) HWEL AREA RATE (AC) (cM1) 1 1 1.70 1 IN 35.1 1.18 1.J2 EMSTNG EDGE OF PAY MENT 15' TYPE R CURB INLET 1 DUAL 19' RCP 3 20 \ W MON law repo Mmm JI FI NI AI MIJ IJ AI SIDI NIt b.ENOT mI➢Np Yw IROSFN (mum - AN ANNAIna vwn.ar Ywdw ANma lfWq Gmnw pJ pa l molluxle Wr RANFALL PL9m W TWA sm¢m 9lAml Oq/Bom OWN "A", sit Fm, Gl„em Send Bqe NOW SA RWot" Cwboa Fmrns ;=en¢ap w poera omaw-GranM,WWch AEGETATUG PImMp WNAMSip,dwn Yq mm" (HouralyBmM,N UWw WMTAnaNMD WSTA-LECfAIM :TON N.nu.(o Ur OAX eT an R FOAT GLLMS ON WSPECTEN NOTE SEE STORM PLAN AND PROIIUE SHEETS FOR UESIGNATON OF CITY INSPECTED AND MAINTAINED FACIUTES GALL IIIIICIO N011IGAlNIN LCBR010F GOLGRAW a22en 87 534=6700 rwY ovlwaswu YYGr�i Wad Y,�'r 2 le RCP DVERROW PATH UiP� MT1RE PAMNG J� m City of Fort Collins, Colorado UTILITY PLAN APPROVAL APPROVED: Diameter at EeEleri s BOOM CHECKED BY: roar a wortmatur mw Date WEdtED BY: VIWLT DAt WECITD BY: Pub a 9av�Mm 0414 CHECKED BY: BMW CHECKED BY: nr Imd 769-001 RUNWD Na 4:19