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HomeMy WebLinkAboutDrainage Reports - 12/06/1994PROPERTY OF FORT COSIRM 7�.31'IIBi Ni! A.�red Repon. L ee FINAL DRAINAGE STUDY REPORT AND SPECIFICATIONS COVENTRY SUBDIVISION FILING NO. 1Md O�Y EtA rave S.10VV XT SEyptN •�IESh-! ,� ull� /44 Eng$ 6 ineering, Ltd. c FINAL DRAINAGE STUDY REPORT AND SPECIFICATIONS COVENTRY SUBDIVISION FILLING �Sg LING NO. i Ooev STORopA EASE VVI�dl' Prepared for: COLORADO LAND SOURCE. LTD. 9085 EAST MINERAL CIRCLE, SUITE 200 ENGLEWOOD, COLORADO 80112 s MARCH, 1994 APRIL 7, 1994 REVISION JUNE 1, 1994 REVISION SEPTEMBER 15, 1994 REVISION OCTOBER 24, 1994 REVISION Prepared by: JR ENGINEERING,. LTD. 4812 South College Avenue Fort Collins, Colorado 80525 (303)282-4335 Job Number 9007.00 1 JR4812Engineering, Ltd. South College Avenue ' Fort Collins, Colorado 80525 (303) 282-4335 • FAX (303) 282-4340 1 October 24, 1994 Mr. Basil Hamdan ' Stormwater Utility City of Fort Collins 235 Mathews Street Fort Collins, Colorado 80524 tRE: Coventry - Drainage Report Review Comments 4935 North 30th Street Colorado Springs, Colorado 80919 (719) 593-2593 • FAX (719) 528-6613 6110 Greenwood Plaza Blvd. Englewood, Colorado 80111 (303) 740-9393 • FAX (303) 721-9019 ' Dear Basil: We have reviewed the comments for the above referenced drainage report. The following discussion ' addresses all comments and includes a review of our findings and the results of a meeting with you on October 19, 1994. It also addresses issues that were identified by JR Engineering, Ltd. as part of our in-house review of the report. From JR Engineering, Ltd.'s In -House Review As a result of JR Engineering, Ltd.'s in-house review of the report; we have made some minor changes to the report and plans. These include: 1. The revision of the boundary between Basin 2.1 and Basin 2. IA. The reason for this change was to correctly identify the drainage for the Type "A" Lots (Lots 4447) near the previous delineated basin boundary. All references to these basins have been revised on the plans and in the report, including all tables. This revision only affected localized areas and does not change the overall drainage patterns or affect any inlets or detention pond sizing.. 2. A 5' Type R inlet was added on the east side of Crest Road at the south end. ✓ From Stormwater Review Comments One of the primary issues identified in the Stormwater review comments, was the need for clarification/further discussion on any detention pond staging. We believe this comment was as a result of a misstatement on JR Engineering, Ltd.'s part on Page 26 of the previous report. Since there is no staging associated with any of the detention ponds, this page has been revised to delete the X: \900700\W PDOC S\FINALRE V.LTR ��� Recycled Mr. Basil Hamdan October 24, 1994 ' Page 2 reference to staging. Note: The Stonnwater comments are shown in regular text. JR Engineering, Ltd.'s discussion for ' each item is shown in italics. ' I. A. The text mentions staged release from the Main Detention pond; however, no calculations other than pond sizing were found in the Appendices. The outflow is not staged B. The detail sheet (#29) is not clear as to how the staged inlet is to operate. It appears ✓ that the inlet box has a 6 inch hole (pipe) at the front at an elevation of 42.25 feet but that the outlet orifice is at 44.50, the irrigation pond level. Is this correct? The outflow is not staged. The information in the previous report was not correct and all references to staged outflow have been deleted 2. Does the 6 inch inlet need debris protection? ✓ The 6 inch orifice is not a pipe. It is a 6"x 60"sot on the pond sidepf the outlet structure. The orifice is below the irrigation high water level to prevent floating debris from entering the outlet structure during normal operation. 3. Please post the irrigation water level on this detail. The irrigation water level has been added to the detail. C. As shown on detail sheet #29, high water only enters through the top of the box when ✓ the pond level exceeds 45.75. What happens prior to that? The water enters through the 6 " x 60"orifice (described above). D. Please describe the flow staging in the text discussion of detention releases. ✓ The outflow is not staged. XA900700\W PDOCS\F1NALRE V.LTR [1 1 Mr. Basil Hamdan October 24, 1994 Page 3 E. Please also provide the calculations to support the choice of a 9 inch orifice plate for ' the main pond. The calculations are included in the Addendum. TY p tww A 7 a, fiEe ' F. Please also include the HGL on the profile view of the outlet pipe (Sheet 29). f ' The HGL for the outlet pipe has been added to Sheet 29. II. A. The construction plan set sent to Stormwater did not include sheet *33, the ' stormwater detail sheet; please include with next submittal. ' Sheet #33, Storm -water Detail Sheet, has been included Ell. A. For the North and South detention ponds on the school property please provide the ' calculations to support the orifice plate sizings that give the allowed release rates for each pond, and describe and show the design of each orifice (for field inspection). ' The pond calculations are provided in the Appendix of the Drainage Report (Pages E-14, E-IS, F-14, and F-I5). The size used in the calculations were S"x S" orifices. This is equivalent to a V diameter orifice. The input parameters are included in the ' Addendum. r4o � .40 tt"s The inlet and outlet of each pipe will have a concrete collar that matches the slope ' of the berm. The collars are used to prevent damage to pipes. The contributing basins are sodded fields. This greatly reduces the possibility of any ' clogging. ' B. Evaluate the need for some permanent erosion protection where these pipes discharge into the construction swale. ' The outlet will require S' x S' x 18"deep Class 12 riprap to slow the flows. C. Please also include a profile view of each outlet pipe showing their HGL's. ' The profile views for each pipe, including their HGL's, have been added to the plans (Sheet 28 of 40). ' XA900700\WPD0CS\flNALREV.LTR n Mr. Basil Hamdan October 24, 1994 ' Page 4 IV. A. Please provide documentation to justify the narrowing of the Mail Creek floodplain where it impinges on Lot # 73 and crosses under Crest Road; as noted on the previous submittal, this floodplain is under study. ' The floodplain delineation shown on Figure 3.1 (attached to the Drainage Report) of the previous submittal was not correct. The floodplain was shown correctly on ' Sheet 9140 in the Drainage Report and in the plans. The correctfloodplain is taken from the UcClellandr and Mail Creek 100 Year Floodplwn Study of the Mail Creek Tributary Along Harmony Road Between the Nordick Property and Shields Street, ' Fort Collins, Colorado (Preliminary)" prepared by RBD, Inc. Engineering Consultants, February 11, 1994. Figure 3.1, attached, has been revised to show the correct j000dplain delineation. (Note: This area is currently planned for re -study. ' Based on discussions with City Stormwater Staff, the current floodplain in that area has not been properly delineated or recently approved in any of the existing studies.) ' B. The T.O.F. for this lot does not have the required 1 foot freeboard above the adjacent ' Main Detention high water level. ' In this case, Lot 73 is not immediately adjacent to the main detention pond. Lot 73 is protected from inundation for the 100 year storm by the one foot (I i of freeboard over the main pond the overflow structure which diverts flow away from Lot 73, and ' the proposed Swale between the main detention pond and Lot 73. The proposed swale has a capacity of approximately 270 cfs, which is greater than the 100 year developed runoff routed to the main detention pond. (The calculations/typical ' section for the Swale are included in the Addendum) ' V. A. Please show the profile and clearances of the 2 irrigation 24 inch RCP's under Hinsdale where they potentially conflict with the proposed 18 and 30 inch storm drainpipes and new inlets (sheet 28/40). ' The profile and clearances for *these pipes have been added to the plans (Sheet 28140) ' VI. A. Please describe how the surface flows from the backyards in basins 2A, 2.1 and 6.1 will enter whichever pipes and cross under Hinsdale Drive. (Basin 2.1 was stated to ' be OK by Basil Hamdan on October 19, 1994.) The statement that they are ultimately detained at the Main pond has been noted. •' The flows from Basin 2A are conveyed overland northerly to the existing irrigation ditch, diverted easterly and carried to an existing irrigation diversion structure ' XA900700\WPD0CS\FINALREV.LTR .1 ' Mr. Basil Hamdan October 24, 1994 Page 5 located westerly of the northwest corner of McGraw Circle. ' The flows from Basin 6.1 are conveyed overland northerly to the side lot swales between the lots on the south side of Stoddard Drive, onto Stoddard Drive and into ' the proposed inlets. (Side and rear lot drainage easements have been shown on the plat for each lot in this subdivision.) ' VII. Please see additional redline comments on the plans and in the text. ' The primary redline comments from the report were summarized on a one page sheet by Stormwater. The additional redline comments in the text consisted of a few minor typographical errors. The minor errors were corrected in the report. The redline comments on the plans have been addressed. (See individual plans for comments and revisions.) NOTE: Sheet 29 of 40, Storm Sewer Plan and Profile, has been added to the Appendix of the Drainage Report for reference. VIH. Note: What do we require to show easements offsite (on the school & park site) where they are passing their open channels, ponds, pipes, etc? Meaning - how do we ensure that these conveyances are not graded over later? The Approval Block for these plans requires a signature from the City's Parks and Recreation Department. We are in contact with them and have made them aware of this situation. Approval of these plans by Parks and Recreation should be adequate to represent their acceptance of the facilities proposed with this development. XA900700\WPD0CS\FINALRE V.LTR Mr. Basil Hamdan October 24, 1994 Page 6 We hope that with this additional data, the Drainage Report will be approved in its entirety. If you have any questions or comments, please do not hesitate to contact me at 2824335. Sincerely, JR Rich#d M. Kellogg, Jr., PA. O,_ � For and On Behalf of JR Engineenng, Ltd. cc: File XA900700\W PDOCS\FINALRE V.LTR ADDENDUM LL 20 -- - - 0 !.,-' 0 120 MAIN POND 100 Year - Developed Inflow, Qp = 75.67cfs I- 240 360 480 600 720 Time (min) 30 25 U 20 N M 15 p 10 LL 5 0 0 MAIN POND 2 Year - Developed 120 240 360 480 Time (min) 600 720 MAIN POND 2-100 YR STORMS 160 140 ........... - ........... . . ........... ------- - -- 120 .. ... ... ....... ...... - ------- 100 Single Storm, 75.7 cfs ... ......... ............... 80 2-Storms, 151.3 cfs 60 - . ..... O 40 - ----- - outflow, 39.2 cfs .. .. . .. .......... . ..... . ....... --------------- LL 20 . . . ........ ..... . ....... .... 0 0 60 120 180 240 300 360 420 480 540 600 660 720 780 Time (min) 6 - 5 - cn U 4 N .«..• cU 3 02 LL 1 0 0 -r- 20 NORTH POND 100 Year - Developed 40 60 80 100 Time (min) 1� 0 4 0 SOUTH POND 10 100 Year - Developed Inflow, Qp = 1.91 cfs 20 30 Time (min) ,R 50 1 1 1 1 i 2 -- 1.5 N 1 co 1- 1 _O LL 0.5 — 1 1 0 I, 1 1 1 1 NORTH POND 2 Year - Developed Inflow, Qp = 1.73cfs Outflow, Qp = 0.50cfs i I 0 20 30 40 50 60 70 80 Time (min) SOUTH POND 2 Year - Developed 0.s _ N 0.6 U ca 0.4 _O LL 0.2 0 0 Inflow, Qp = 0.56cfs 8cfs 10 20 30 Time (min) 40 50 Cross Section Cross Section for Irregular Channel Project Description Project File x:\327000\hydro\lot73.fm2 Worksheet lot73 ' Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data ' Wtd. Mannings Coefficient 0.035 Channel Slope 0.025000 fUft ' Water Surface Elevation 47.00 ft Discharge 334.28 ft3/s ' 1 51. ' 50. 50. 49. ' 49. 48. o 2 48. W 47.. ' 47.1 46.: ' 46.1 45.: 45 QO 'Oct 28, 1994 1 1:05:43 TnG ^c o^Al^ 20.0 40.0 60.0 80.0 100.0 120.0 Station (ft) FlowMaster v4.1b Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 OUTLET.STRUCTURES Reservoir: 1 0440 po ua CULVERT STRUC A. Q=CoA[2gh/k]A.5 1. WIDTH (in) = 8... 2. HEIGHT (in) = 3. No. BARRELS = 1, 4. INVERT ELEV. = 44.5..... 5. Co = 0.60 6. CULVERT LENGTH (ft) = 60.. 7. CULVERT SLOPE ($) = 1... 8. MANNING'S N-VALUE = .013 WEIR STRUCTURE A. Q=CWLH^EXP 18. CREST LENGTH (ft) = 15..... 19. CREST ELEVATION = 49.5... 20. Cw = 3.50 21. EXP = 1.50 22. MULTI -STAGE OPTION ? (Y/N) N Change item number: 0 RESERVOIR No = 1 S=Ks * Z^b Ks START ELEV = 0 CULVERT STRUC B. Q=CoA[2gh/k]A.5 9. WIDTH (in) = 0.. 10. HEIGHT (in) = 0.. 11. No. BARRELS = 0.. 12. INVERT ELEV.. = 0........ 13. Co = 0.60 14. CULVERT LENGTH (ft) = 0... 15. CULVERT SLOPE (%) = 0... 16, MANNING'S N-VALUE = .013 17. MULTI -STAGE OPTION ? (Y/N) N WEIR STRUCTURE B. Q=CWLH^EXP 23. CREST LENGTH (ft). = 0...... 24. CREST ELEVATION = 0...... 25. Cw = 3.00 26. EXP 1.50 27. MULTI -STAGE OPTION ? (Y/N) N STAGE / STORAGE / DISCHARGE SUMMARY STAGE ELEVATION ft ft NAME = MAIN POND... b = 0 INCREMENT = 0 STORAGE DISCHARGE cu ft cfs 0.00 44.50 0 0.00 1. 0.50 45.00 10367 0.72 2. 1.50 46.00 34242 1.55 3. 2.50 47.00 60609 2.02 4. 3.50 48.00 89626 2.40 5. 4.50 49.00 121498 2.72 6. 5.00 49.50 138572 2.87 7. 5.50' 50.00 156410 21.58 S. 6.50 51.00 194415 99.73 9. 0.00 0.00 0 0.00 10. N 0.00 0.00 0 0.00 11. cont [E] edit [R] reset [G] graph [S] screen -J to cont [P] print 1 STAGE / STORAGE.TABLE 11 11 1. RESERVOIR No = 4. 2. RESERVOIR NAME = IRRIGATION.. 3. S = Ks * Z^b Ks = 00 ....... b _ START ELEV = 0..... INCREMENT 0... STAGE ELEVATION CO AREA INC STORAGE TOT STORAGE ft ft sq ft cu ft cu ft 4 0.00 40.00. 0....... 0 0 5 1.00 41.00. 7230.... 3615 3615 6 2.00 42.00. 12810... 10020 13635 7 3.00 43.00. 14770... 13790 27425 8 4.00 44.00. 16820... 15795 43220 •77 Rg,? 9 4.50 44.50. 18780... 8900 52120= 1, Zo 10 0.00 0.00. 0....... 0 0 11 0.00 0.00. 0.....-.. 0 0 12 0.00 0.00. 0 0 13 0.00 0.00. 0.0...... 0 0 14 0..00 0.00. 0....... 0 0 R to reset Change item number: 0 J to cont STAGE / STORAGE TABLE �-- 1. RESERVOIR No = 1. 2. RESERVOIR NAME = MAIN POND... 3. S=Ks* Z^b Ke - 0............ b = 0.. START ELEV = 0..,... INCREMENT = 0... STAGE ELEVATION CO AREA INC STORAGE TOT STORAGE ft ft F. sq ft cu ft cu ft 4 0.00 44.50. 18780... 0 0 5 0.50 45.00. 22690..: 10367 10367 6 1.50 46.00. 25060... 23875 34.242 7 2.50 47.00. 27675... 26367 60609 8 3.50 48.00. 30360... 29017 89626J 9 4.50 49.00. 33385... 31872' 121498 5.00 49.50. 34912... 1.7074 138572 11 5.50 50.00. 36440... 17838 156410 12 6.50 51.00. 39570... 38005 194415 13 0.00 0.00. 0..*.... 0 0. 14 0.00 0.00. 0....... 0 0 R to reset Change item number: 0 -J to cont /oT�4G STo<.a�E Reservoir: 2 CULVERT STRUC OUTLET STRUCTURES A -rR %&.vo ouTe-cT A. Q=CoA[2gh/k]^.5 CULVERT STRUC B. Q=COA[2gh/k ]A .5 1. 2. WIDTH HEIGHT (in) = 5 .. 3. No. BARRELS = l.. 4. INVERT ELEV. = 0.0...... '5. 6. Co = 0.60 CULVERT LENGTH (ft) = 37.. 7. CULVERT SLOPE (%) = 1... 8. MANNING'S N-VALUE _ .013 WEIR STRUCTURE A. Q=CWLH^EXP 18. CREST LENGTH (ft) = 0...... 19. CREST ELEVATION = 2.5.... 20. Cw = 3.00 21. EXP = 1.50 22. MULTI -STAGE OPTION ? (Y/N) N Change item number: 0 1 9. WIDTH (in) = 0... 10. HEIGHT (in) = 0.. 11. No. BARRELS = 0.. 12. INVERT ELEV. = 0........ 13. Co = 0.60 14. CULVERT LENGTH (ft) = 0... 15. CULVERT SLOPE (%) = 0... 16. MANNING'S N-VALUE =..013 17. MULTI -STAGE OPTION ? (Y/N) N WEIR STRUCTURE B. Q=CWLH^EXP 23. CREST LENGTH (:ft) = 0....... 24. CREST ELEVATION = 00..... 25. Cw = 3.00 26. EXP = 1.50 27. MULTI -STAGE OPTION ? (Y/N) N 0 J to cont 1 OUTLET STRUCTURES Reservoir: 3 6;vv7-H OVT 1-t7 ' CULVERT STRUC A. Q=CoA[2gh/k]^.5 CULVERT STRUC B. Q=CoA[2gh/k]A.5 1. WIDTH. (in) = 5.. HEIGHT in) = 5.. - ��"• D� �• 9. WIDTH (in) = 0.. '2. ( 10. HEIGHT (in) = 0.. 3. No. BARRELS = 1.. 11. No. BARRELS = 0.. 4. INVERT ELEV. = 0........ 12. INVERT ELEV. = 0........ '5. 6. Co = 0.60 CULVERT LENGTH (ft) = 24.. 13. 14. Co = 0.60 CULVERT LENGTH (ft) = 0... 7. CULVERT SLOPE (%) = 1.... 15. CULVERT SLOPE (%) = 0... t17. S. MANNING�S N-VALUE' _ .013 16. MANNING'S N-VALUE MULTI -STAGE OPTION ? _ .013 (Y/N) N WEIR STRUCTURE A. Q=CWLH^EXP WEIR STRUCTURE B. Q--CWLH^EXP 18. CREST LENGTH (ft) = 0...... 23. CREST LENGTH (ft) = 0....... 19. CREST ELEVATION = 0...... 24. CREST ELEVATION = 0...... '20. 21. Cw = 3.00 EXP = 1.50 25. 26. Cw = 3.00 EXP = 1.50 22. MULTI -STAGE OPTION ? (Y/N) N 27. MULTI -STAGE OPTION ? (Y/N) N Change item number: 0 to cont 1 ' l�ocvs Fr�,e I2O•ua .r+Ga�'r' { ouyGZ7s /"O- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ /✓l►¢/iJ i2oN� CIRCULAR PIPE HYDRAULIC DATA 67 ---------------------------- Q = 2.5100 n = .0130 S = .023500 Diam = 18.000 in. NORMAL DEPTH = 4.80413 in ' Dep/Diam = .26690 R' _ .07219 A = .37876 V = 6.62685 V2/2g = .68212 HE = 1.08247 ' NF = 2.18611 P = 1.62870 R = .23256 K = 2.44 CRITICAL DEPTH = 7.20062 in Sc = .005026 Dc/Diam.= .40003 K'c = .91085 ' Ac = .66016 Vc = 3.80212 Vc2/2g = .22454 HEc = .82460 ------------------------------------------------------------------------------ NFc = .99984 Pc = 2.05426 Rc = .32136 Kc = 1.79677 ' Q = 2.5100 Diam = 18.000 in : n = .0130 Dep = unknown in : ' S = .023500 Dep/Diam = unknown F1-Depth Units F2-Diam Units F3-Set Unknown F6-Calc Unknown F8-Friction Loss F10-Main Menu ++++++++++++++++t+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ '+++++++++++++++++++++++++++++++++++++++++++++++++++++++#+++++gig +++++++++++++ /.t>L E t /�7iss,V f�aiv� CIRCULAR PIPE HYDRAULIC DATA ---------------------------- ' Q = 37.0000 n .0130 S = .005600 Diam = 33.000 in NORMAL DEPTH = 25.30051 in ' Dep/Diam = .76668 K' _ .43301 A = 4.88639 V = 7.57206 V2/2g = .89059 HE = 2.99896 NF = .92077 P = 5.86677 R = .83289 R = .88 ' CRITICAL DEPTH = 24.29979 in Sc = .006148 . Dc/Diam = .73636 Vc = 2.95033 Ac = 4.68824 Vc = 7.89209 Vc2/2g = .96746 HEc = 2.99244 '---------------- Pc ------ -_---- RC ---------- -_---_Kc ------- -_---_----------- tQ = 37.0000 Diam = 33.000 in : n = .0130 Dep = unknown in : S = .005600 Dep/Diam = unknown ' F1-Depth Units F2-Diam Units F3-Set Unknown F6-Calc Unknown F8-Friction Loss F10-Main Menu '++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 FINAL DRAINAGE STUDY REPORT AND SPECIFICATIONS COVENTRY SUBDIVISION FILING NO. 1 Prepared for: COLORADO LAND SOURCE. LTD. 9085 EAST MINERAL CIRCLE, SUITE 200 ENGLEWOOD, COLORADO 80112 0 MARCH, 1994 APRIL 7, 1994 REVISION JUNE 1, 1994 REVISION SEPTEMBER 15, 1994 REVISION OCTOBER 24, 1994 REVISION Prepared by: JR ENGINEERING, LTD. 4812 South College Avenue Fort Collins, Colorado 80525 (303) 282-4335 Job Number 9007.00 JR Engineering, Ltd. t 4812 South College Avenue Fort Collins, Colorado 80525 (303) 282-4335 • FAX (303) 2824340 ' September 15, 1994 tMr. Glen Schlueter ' City of Fort Collins Stormwater Utility 235 Mathews Street ' Fort Collins, CO 80524 .1 1 I I Re: Final Drainage Report Coventry Subdivision Filing No. 1 Fort Collins, Colorado 4935 North 30th Street Colorado Springs, Colorado 80919 (719) 593-2593 • FAX (719) 528-6613 6110 Greenwood Plaza Blvd. Englewood, Colorado 80111 (303) 740-9393 • FAX (303) 721-9019 JR Engineering, Ltd. is pleased to submit the attached Final Drainage Report for the Coventry Subdivision Filing No. I for your review and approval. The hydraulic and hydrologic evaluation of the site was performed in accordance with the specifications set forth in the City of Fort Collins Storm Drainage Design and Criteria Manual. In addition, the report has incorporated suggestions and agreements between your staff and our staff during work sessions with you. If you have any questions regarding the procedures, methodology, or results, presented herein, please feel free to contact Mr. Norman Whitehead or the undersigned at your convenience. Sincerely, 1 �>� Recycled _1 ' TABLE OF CONTENTS PAGE ' CERTIFICATIONS ............. ................ ................... .......iii I -INTRODUCTION.......................................................1 ' 1.1 Project Location ................................................ 1 ' 1.2 Purpose and Scope of Study......................................1 H- HISTORIC DRAINAGE SUB -BASINS ...................................... 3 t2.1 Mail Creek Tributary ............................................... 3 2.2 Tributary to Fossil Creek ......................................... 4 2.3 Brookwood Lateral Tributary to Fossil Creek 4 2.4 Historic Sub -Basin Discussions • ........................ . 6 2.5 Off -site Drainage ............................................... 8 ' 2.6 Summary of Historic Drainage .................................... 9 III - FINAL DRAINAGE PLAN FOR THE COVENTRY SUBDIVISION FILING NO. 1 1 3.1 General ......................... ..........................11 3.2 Proposed Drainage Plan.........................................13 3.3 Hydrologic Analysis of the Proposed Drainage Conditions ............. 17 3.4 Design of Drainage Improvements ............................... 20 3.4.1 General................................................20 ' 3.4.2 Allowable Street Flow Capacities ............................ 20 3.4.3 Curb Inlet Design ............. .......................... 21 3.4.4 Storm Sewer Design ...................................... 22 ' 3.4.5 Detention Ponds Design .................................... 25 3.4.6 Design Point 1 Discharge .................................. 27 ' 3.4.7 Swale Design ............................................ 28 IV - REFERENCES....................................................... 29 [1 FIGURES/TABLES/APPENDICES/SHEETS FIGURES Figure 1.1- Vicinity Map .................................................... 2 ' Figure 2.1 - Final Drainage Plan - Historic ..................... 0 ........0. 0 ...... 5 Figure 3.1- Final Drainage Plan - Developed . 12 t TABLES Table 2.1 - Historic Drainage Summary Table ....................... ........ 10 Table 3.1 - Developed Drainage Summary Table ................................. 19 Table 3.2 - Summary of Storm Sewer Pipe Design Requirements .................... 24 Table 3.3 - Summary of Swale Design ......................................... 28 . APPENDICES APPENDIX A - Historic Drainage Calculations ............................... A - 1 APPENDIX B - Developed Drainage Calculations ............................. B - 1 APPENDIX C - Storm Sewer Hydraulic Calculations ........................... C -1 APPENDIX D - Main Detention Pond Calculations ............................ D - 1 APPENDIX E - North Detention Pond Calculations ............................ E - 1 APPENDIX F - South Detention Pond Calculations ............................ F - 1 APPENDIX G - Miscellaneous Information .................................. G - 1 ' Packet 1 Packet 2 Packets 3 - 6 SHEETS Final Drainage Plan Historic (100' scale) Final Drainage Plan Developed (100' scale) Final Drainage Plan Developed (50' scale) ll 1 I I 1 0 CERTIFICATIONS OWNERS CERTIFICATION McGraw Land L.L.C., A Colorado Limited Liability Company hereby certifies that the drainage facilities for the proposed Coventry Filing 1, Phase 1 subdivision shall be constructed according to the design presented in this report. I understand that the City of Fort Collins does not and will not assume liability for the drainage facilities designed and/or certified by my engineer. I understand that the City of Fort Collins reviews drainage plans pursuant to Colorado Revised Statutes Title 30, Article 28; but cannot, on behalf of McGraw Land L.L.C., A Colorado Limited Liability Company guarantee that final drainage design review will absolve the Coventry Subdivision and/or their successors and/or assigns of future liability for improper design. I further understand that approval of the Final Plat and/or Final Development Plan does not imply approval of my engineer's drainage design. McGraw Land L.L.C.; A Colorado Limited Liability Company Mr. James cCory ENGINEER'S CERTIFICATION I hereby certify that this report for The Final Drainage Study for the Coventry Filing 1, Phase 1 subdivision was prepared by me or under my direct supervision in accordance with the provisions of the City of Fort Collins "STORM DRAINAGE DESIGN CRITERIA and CONSTRUCTION STANDARDS" r owners thereof. I understand that the City of Fort Collins does not and will not assAe liabilityjfor drainage facilities designed by others. 1. Kellogg, Jr., P.E. Professional EnQiri For and On Behalf of JR Engineering, Ltd. a ' L INTRODUCTION ' 1.1 Project Location- ' The Coventry Subdivision Filing No. 1 is a proposed 28.7 acre residential development located in the ' north one-half of Section 2, Township 6 North, Range 69 West of the Sixth Principal Meridian, in the City of Fort Collins, Colorado. Figure 1.1 is a vicinity map of the project site. The Coventry Subdivision Filing No. 1 is a part of an overall 53.82 acre parcel of ground of which a portion has been developed by the Poudre School District R-1 (McGraw Elementary School), a future portion ' which will be developed as the Ridgeview Park, and a remaining portion in the northeast comer which will remain undeveloped as wetland and flood plain area. Also included in the 53.82 acre area are ' portions of Harmony Road (to the south of the centerline of the road), the Mail Creek drainage way (paralleling and lying immediately to the south of Harmony Road), the future Coventry Subdivision ' Filing No. 2 (which lies between Harmony Road and Filing No. 1), and the westerly one-half of Crest r _ Road. More particularly, the Coventry Subdivision Filing No. 1 is located east of the Front Range ' Community College, north of the Clarendon Hills Subdivision and the Brookwood Estates ' Subdivision, west of Crest Road and the Brookwood Estates Subdivision, and south of Harmony Road and Mail Creek. The future Ridgeview Park lies within the above defined boundaries and is ' proposed to be graded and seeded in conjunction with the Filing No. 1 construction activity. 1.2 Purpose and Scope of Study ' The following study defines the proposed final drainage plan for the single-family site within the Coventry Subdivision Filing No. 1. This plan includes consideration of all on -site and tributary off - site runoff for Filing No. 1. The original Coventry Subdivision was to have been developed, including the lots lying between E. and W. Bentley Circle and Harmony Road. The City of Fort 1 1 Faslii6ii-M s YON 1 CT FA UAy The- 23 AGE aN Square wa C2 t4 U: 101 WY C R R f ED 5R 80 LN rA lu MLION LN u us C • 4-: ;5-,v DR OC: El Co 0 4 Figure.1.1 - Vicinity Map 2 ' Collins, Stormwater Utility department is currently contracting for flood plain studies and delineation ' of the Mail Creek drainage way which directly influences the development of the above lots; therefore, the Developer has elected to develop the Coventry tract in two phases, Filing No. 1 and ' the future Filing No. 2. This report is prepared to meet or exceed the submittal requirements for development of the Coventry Subdivision Filing No. 1 as established in the "City of Fort .Collins ' Storm Drainage Design Criteria and Construction Standards, dated May 1984 (SDDC)" manual. When applicable, the criteria established in the "Urban Storm Drainage Criteria Manual, 1984", ' developed by the Denver Regional Council of Governments (UDFCD) has been used. tH. HISTORIC DRAINAGE SUB -BASINS Prior to the construction of the McGraw Elementary School, the majority of the 53.82 acre area was undeveloped agricultural land. The approximate north one-half of the property drains into the Mail Creek drainage way, and the southerly one-half is a tributary to and drains ultimately into the Fossil ' Creek drainage system. The analysis of the historic hydrologic conditions for this property have been ' prepared since detention ponding is required. This tract of land historically has surface drained in three general directions, as follows: 2.1 Mail Creek Tributary ' Bisecting the parcel of land is an irrigation lateral ditch (herein referred to as the 'Bouchard Lateral" ' and shown on the enclosed Final Drainage Plan Historic drawing) which generally runs from west to east at the approximate mid -point of the property. This irrigation lateral is used by Joe Bouchard ' who irrigates a pasture east of Crest Road and resides in the southeast comer of the intersection of Harmony Road and Crest Road, in the Brookwood Estates Subdivision. Drainage north of the ' Bouchard Lateral, has drained historically north or northeasterly to Mail Creek which discharges to the east off -site through an existing 18-inch CUT under Crest Road just south of Harmony Road. ' The slope of the ground in this tributary varies from 1.5 to 3 percent generally from the southwest to the northeast. 1 3 I 2.2 Tributary to Fossil Creek The second major drainage pattern is south of the "Bouchard Lateral' and a second lateral (herein referred to as the "Brookwood Lateral', also shown on the Final Drainage Plan Historic drawing) to the south (neither of the above two laterals are officially named). This drainage area historically flowed to the east and southeast to an existing 18-inch CMP which lies under Crest Road approximately 180 feet north of the southeast comer of the Coventry Subdivision. Drainage historically discharged under Crest Road via this pipe, into an irrigation ditch on the east side of Crest Road. This irrigation ditch runs southerly adjacent to the east property line approximately 170 feet, then easterly (opposite the southerly boundary of the Coventry Subdivision) to the railroad embankment (approximately 500 feet to the east), then southerly again to Fossil Creek. Again, the ground slope of this tributary basin generally varies from 1.5 to 3 percent from the west to the east. 2.3 Brookwood Lateral Tributary to Fossil Creek The third drainage area drains a small area at the southwest corner of the property west off -site into the irrigation lateral which parallels the west property line of this development. This drainage area historically has discharged drainage northwesterly in the combined 'Bouchard" and 'Brookwood Laterals", which was then directed back to the south in the 'Brookwood Lateral' to the southerly boundary of the Coventry Subdivision Filing No. 1 (approximately the boundary between the Coventry and Clarendon Hills subdivisions at the now location of Hinsdale Drive), then easterly to a point adjacent to the west boundary of the Brookwood Estates Subdivision extended north. At this point, the lateral goes southerly into the Brookwood Estates Subdivision and provides irrigation water within that subdivision. Ultimately, drainage flowing through the Brookwood Estates Subdivision in this lateral will discharge into Fossil Creek to the south. These three basins are shown on the attached Figure 2.1 entitled "Final Drainage Plan Historic". (Figure 2.1 is a reduced I x 17" plan. A full sized plan is also attached at the end of the report.) 4 LEGEND QtYSW Pwr L, ACYW, W RON e[9W N r 6A usw asaenoa A}.MYI aan,rn✓c cr 4CI N IGQJ RON' AWFLNN W OF CYAYLNJNAIAOW RAW N9M 00~1 ss��sirwrffnFxfspr.��r.���1r.:t• ff >•i4'ftE•I•f� f[xI•f �L7ES�>•�x�>•<EF>•t &1i f!'iffffC�f�7R� fC7Rf f[7FFf fiFlFSffiFlFf•ffIFT'>•ff!lCFi lf�i:�sxNit g I -fix I.1f6x•1•i[•x•1♦ffxb�ff x t1 f/.�i/.�tdCS�<xbfiRllE7[•��d[•�il[:>•11F7 f����a. �tev a�s+fiess•ieles•ixiaEx�r. Ea>•�a>_�xnf���x1:f ilry>t�x.�irx•>•�rr•�ac:1-7 f<Si•�ff�lA-�fDxYf flxY-�f16x•�ffilx•�fFk]•faAi� f121•i2'f8[QY��,x•}f ixd•1�fFx•f�f Ux•�fflE9f�fl1FY� �•},•aitz�sxr���x�if�[I:•ft-xit[x ��aaat� viSfSfffl��fff�®ff®ff�� ■1•:[P7i�'i•>_i[•S]•f•���•511�1->It91[1 �Exi•>•iYa:Rf • VALUES INCLUDE 0.41 CFS FROM MCGPAW EUDAENTAP', SCHOOL DETENTION POND J FINAL DRAINAGE PLAN HISTORIC COVENTRY SUBDIVISION FILING NO. 1 A P0R790H OF THE KORTH OO` E=HALF OF SECTOOK 29 TOMn/KSHOP (5 HOR7Hq RANGE (52 WEST OF THE VXTH PRMC9P A L NERM6♦ H9 00TY OF FORT 00LLONS9 COUNTY OF LAR0NER9 STATE OF 00LORADO 6A a/"rSbfP>. i 7 J o os1' APPROXIMATE MAIL CPEEI uvv aurylJ-! 100 iR..F1,00OPLAIH \ •s'rAn '"• "PEP MAIL CREEK 1100 LEAP-. \, r•^'�'�'♦® •T. FL000PLAUA S7UD1 B, KID,_ � 2 111C. ENQUEERIM CONSULTANTS, - r. - °•r ro DATED FEBRUAPY 11', .199d,' _ �...� M1 VICINITY MAP ..�._ M 2 F I ` 'Q, _;n• , UCH F.P.O osn •11 9 im 7-.,,.�.n �� M3 `\ 6.3t i /st \ .� 1 M4 FIGURE 2.1 OS� 78 - ,wire[ a -aN om COVENTRY SUBDIVISION PROJECT NO. 3270.00 12/06/93 REVISED 3/7/94 REVISED 4/7/94 REVISED 10/21/94 Engineering, Ltd. 6110 C..ataod Plaza Plvd. IW 30 0 100 200 JR Englewood, Colorado 90111 Tel (303740-9393 SALE, V 100, FAX (3031 721-9019 ENGINEERING/PLANNING/SURVEYING 2.4 Historic Sub -Basin Discussions ■ A qualitative and quantitative summary of the drainage patterns within each historic sub -basin and ' at each design point is provided in the following paragraphs. Reference to the attached Figure 2.1 will assist the reader in the understanding of the sub -basins' discussion. Additionally, "Sub -Basin" ' will be referenced as "SB" and "Design Point" will be referenced as "DP", in the discussion. The current existing conditions of the above three basins are as follows: tSub -Basins 5, 5A, 6, 6A, 7, and M1- With the construction of McGraw Elementary School ' and Hinsdale Drive, the drainage basin north of the Bouchard Lateral has been divided into two areas, the area west of Hmsdale Drive and the area east of Hinsdale Drive. The area to the west either discharges directly to the north to Mail Creek at DP 6 and then easterly under Hinsdale Drive through 3 - 14" x 23" horizontal elliptical concrete pipes (SB 6 and 6A), or ' is diverted to the east side of Hinsdale Drive through a 24-inch RCP cross lateral pipe adjacent to and west of the old farmhouse approximately 400 feet north of Harmony Road which was installed at the time Hinsdale Drive was constructed. The drainage at DP 7 (SB 7) is diverted from the west side of Hinsdale Drive to the east side ' and discharges northerly into the Mail Creek drainage way where it is joined by the discharge from SB 6 and 6A, both proceed easterly to DP 5 (Crest Road), then discharge under Crest Road in a 24-inch CMP. ' The areas on the east side of Hinsdale Drive and north of the "Bouchard Lateral" SB 5 and 5A surface drain north and northeast or south and west, respectively into the Mail Creek ' drainage way joining the flows from SB 6, 6A, and 7 at DP 5. ' Basin MI drains the east side of Crest Road for a distance of approximately 400 to the south of Harmony Road to an area catch basin on the east side of Hinsdale Drive opposite DP 5. This discharge is not significant to the overall drainage of the Coventry development. ' The peak accumulated discharges historically at DP ® (same location as DP 5) are: Q(2) = 10.46 cfs, and ' Q(100) = 39.54 cfs 2 [1 ' Sub -Basins 1, IA, iB, 2, 2A, 3, 4, 4A, S1, S2, and S3 - The discharged drainage lying ' southerly of the "Bouchard Lateral" was also divided by Hinsdale Drive at the time of the McGraw Elementary School construction. The areas to the west (SB 2 and 3) are discharged at DP 2, to the east of Hmsdale Drive via a 24-inch RCP cross lateral pipe approximately 650 ' feet north of Harmony Road (also installed when Hinsdale Drive was constructed). SB 2A is the west one-half of Hinsdale Drive which drains approximately two-thirds of Hindsdale Drive to an existing 15' Type R inlet at DP 2A. This inlet discharges into the 24-inch RCP t draining SB 2 and 3. SB 2A drainage joins SB 2 and 3 in the discharge to the east under Hinsdale Drive. The flow of the discharged drainage is, as historical, easterly and then southeasterly as overland flow across SB 1 to the 18-inch CMP under Crest Road at DP ©. ' The greatest difference in the flow pattern of this area is due to the construction of McGraw Elementary School. As part of the site grading of the school, a significant portion of the ' developed drainage areas of the school including roof, pavement, walkways, and playground, are collected and diverted to the southeast of the school building. A drainage study was conducted for the school construction, and its area, resulting in a detention pond being ' constructed to the southeast of the building and west of Crest Road. (Refer to the CDS Engineering Corporation drainage report prepared for the S.W. Elementary School, dated August, 1991). SB S1, S2, and S3 discharges are directed to the detention pond and released ' at a restricted rate of 0.41 cfs from the pond and routed to DP © for both the 2-year and 100- year events. ' SB 1 lies between the "Bouchard Lateral" and the McGraw Elementary School on the south and west, and also includes a portion of the east one-half of Hinsdale Drive . The portion of ' Hinsdale Drive which is included in SB 1 is collected off the roadway in an existing Type R Inlet on the east side of Hinsdale Drive across from DP 2 and discharges directly onto SB 1. SB 1 drains by surface flows easterly then southeasterly to DP 1 at Crest Road. SB IA, a ' portion of the McGraw Elementary School, drains north into SB I and travels overland in SB 1 to DP 1. SB 4 lies northeasterly of SB 1, south of the "Bouchard Lateral", and west of Crest Road. SB 4 drains by surface flow to DP 4. SB 4A is the west one-half of Crest Road, which drains an area north of the existing 18-inch CMP under Crest Road in "borrow pit" or roadside Swale to DP 4A. SB 1B is also a portion of the west one-half of Crest Road which drains the area to the south of the 18-inch CMP by ditch to DP 1B. ' Basin M2 is the area adjacent to the "Bouchard Lateral" which will drain into the lateral. This area contains 0.2 acres and is not significant to the overall drainage of the subdivision. 1 1 ' The accumulated flows from SB 1, 1A, 1B, 2, 2A, 3, 4, 4A, S1, S2, and S3 which discharge under Crest Road at accumulated DP 1 to the east through the 18-inch CMP are: ' Q(2) = 8.87 cfs and, ' Q(100) = 31.57 cfs Sub -Basins OR and OS2 - SB OS 1 and OS2 are located at the south end of Hinsdale Drive ' at the southerly property line of the Coventry Subdivision Filing No. 1, and adjacent to the Clarendon Hills subdivisions. With the construction of Hinsdale Drive, a high point in the road was developed with a vertical curve which occurs approximately 100 feet north of the ' property line. Drainage flows from SB OS 1 and OS2 have been directed off -site in Hinsdale Drive onto the Clarendon Hills development. These flows will change due to the Coventry Subdivision Filing No. 1 proposed development. Portions of these flows will be reduced as ' a result of the proposed grading plan and will be re -directed back onto. the Coventry Subdivision Filing No. 1 for disposition. ' Sub -Basin OS3 - SB OS3 discharges west and northwest into the combined Bouchard/Brookwood Lateral immediately west of and parallel with the west property line of the Coventry Subdivision Filing No. 1 at DP OS3. Northeast of DP OS3, a diversion box ' is located on the lateral which diverts flows into the 'Bouchard Lateral" or to the "Brookwood Lateral". This diversion box is located off -site to the west of the Coventry Subdivision Filing No. 1 property. It has been assumed that since the SB OS3 discharged ' flows, Q(2) = 0.30 cfs and Q(100) =1.05 cfs, are not highly significant to the overall project, that they have been diverted into the 'Brookwood Lateral "and discharge southeasterly ' through the 'Brookwood Lateral" ditch to an 18-inch RCP. This pipe discharges under Hinsdale Drive (constructed with Hinsdale Drive) to the southeast to a point adjacent to the south property line of the McGraw Elementary School, then proceeding underground to the ' east to a point approximately 400 feet east of Hinsdale Drive, then to the south into the Brookwood Estates laterals.. ' Sub -Basins M3 and M4 - These basins are off -site miscellaneous basins which drain the east side of Crest Road to the discharge point of the 18-inch CMP adjacent to DP 1. 2.5 Off -site Drainage ' There are no off -site flows entering the site other than the Mail Creek flood plain. Clarendon Hills Subdivision, to the south, flows southerly from the boundary (see attached photographs in the ' Appendix), areas at the southwest corner of the Coventry Subdivision Filing No. 1 discharge immediately into the irrigation lateral to the west that discharge southeasterly into the Brookwood ' Estates Subdivision (discussed above), areas along the west boundary and north of the Bouchard 1 8 ' irrigation lateral and adjacent to the Front Range Community College discharge directly to the north ' into Mail Creek (and not onto this property), and all other discharges southeasterly (Brookwood Estates Subdivision) - easterly (Brookwood Estates Subdivision) - northerly (Mail Creek) are flowing ' away from the project site. ' The City of Fort Collins, Stormwater Utility has had a preliminary flood plain analysis performed for Mail Creek immediately adjacent to this project along Harmony Road. This study was performed by ' RBD, Inc. Engineering Consultants in February, 1994. The results of this study indicated that a more extensive study is required, which the City is now in the process of having prepared. This future ' study will determine future drainage infrastructure requirements which may be required in the development of the future Filing No. 2 of this project. The infrastructure required for the Mail Creek ' drainage system will be addressed with the future Coventry Subdivision Filing No. 2 drainage study and its construction plans at the time it develops. 2.6 Summary of Historic Drainage The above historic basins and the results of drainage calculations are shown on the enclosed "Final ' Drainage Plan Historic" drawing. Attached as APPENDIX A - Historic Drainage Calculations ' herein, are the calculations pertaining to the historic basin drainage flows. The following Table 2.1, is the summary of the historic basin hydrology. 1 1 1 1 9 I 1 t Ci t 1 1 6.51 0.20 0.25 17.8 17.8 2.53 8.96 1B 1B 0.05 0.95 1.00 5.0 10.0 0.13 0.32 4 4 3.12 0.20 0.25 13.3 13.3 1.39 4.92 4A 4A 0.12 0.95 1.00 5.0 10.0 0.35 0.83 IA IA 0.47 0.95 1.00 5.0 10.0 1.40 3.34 2 2 3.86 0.20 0.25 14.4 14.4 1.66 5.87 2A 2A 0.29 0.95 1.00 5.0 10.0 0.86 1 2.04 3 3 6.57 1 0.20 0.25 13.9 1 13.9 2.87 10.17 © 1+1A+1B+2+2A+3+4+ 28.4 22.22 19.44 8.87* 31.57" 4A+Sl+S2+S3 5 5 13.88 0.20 0.25 17.8 17.8 5.39 19.06 5A 5A 0.90 0.95 1.00 5.0 10.0 2.39 5.68 6 6 5.75 0.20 0.25 14.0 14.0 2.51 8.87 6A 6A 0.47 0.95 1.00 5.0 10.0 1.42 3.37 7 7 4.04 0.20 0.25 14.9 14.9 1.71 6.06 ® 5+5A+6+6A+7 24.95 21.56 17.78 10.46 39.54 OR OSl 0.38 0.20 0.25 7.6 10.0 0.21 .67 OS2 OS2 0.07 0.95 1.00 5.0 10.0 0.22 0.52 OSl OS1+OS2 0.45 7.68 10.11 0.40 1.18 (OS3) OS3 0.62 0.20 0.25 11.11 11.1 0.30 1.05 1 2+3 10.43 22.22 22.2 3.61 12.76 POND 2+3 10.43 21.98 21.98 3.63 12.83 . Values include 0.41 CFS from McGraw Elementary School Detention Pond. Table 2.1- Historic Drainage Summary Table 10 FINAL DRAINAGE PLAN DEVELOPED FOR THE COVENTRY SUBDIVISION ' FILING NO. 1 ' 3.1 General The final drainage plan for the Coventry Subdivision Filing No. 1, single-family site has been '. developed to provide a drainage system that is compatible with the Mail Creek flood plain conditions w¢i discharges onto adjacent off -site properties maintaining the historic 2-year flow rate. Where the historic 2-year rate has not been completely maintained, approval by adjacent property owners has been acquired, accepting minor additional flows (See attached letter from the Brookwood ' Homeowners Association in APPENDIX G - Miscellaneous Information). Maintaining the 2-year flow rate has been accomplished by providing three detention pond facilities, additional street curb ' inlets, storm sewer system piping, grass swales, overflow swales, and concrete sidewalk and curb culverts. All of these facilities are either shown on the enclosed drainage and grading plans or on the ' detailed construction sheets of the Utility Plans prepared for the Coventry Subdivision Filing No. 1. The "Main Detention Pond" is located at the northeasterly comer of the site adjacent to and on the ' south side of Mail Creek and the identified wetland area. The other two detention ponds, identified ' as "North Detention Pond" and "South Detention Pond" are located in the southeast comer of the site between the McGraw Elementary School site and the back of the lots which front Crest Road, on City of Fort Collins property. As part of the development of the subdivision, the Developer has agreed to provide overlot grading for the proposed future Ridgeview Park. All of the park grading ' has been designed to facilitate and provide for integrated drainage infrastructure for both the Coventry Subdivision Filing No. 1 and Ridgeview. Park. ' Because of the nature of grading required for the proposed Ridgeview Park, e.g. maintaining relatively open areas for ball fields, soccer fields, and tennis courts, and in order to provide a significant on -site detention facility, some of the historic sub -basins have been altered and their flow ' directions changed. The most significant changes, referencing Figure 3.1 entitled "Final Drainage Plan Developed" (Figure 3.1 is a reduced I I" x 17" plan. A full sized plan is also attached at the end ' of the report), is redirecting flows from SB 2, 2. 1, and 2.1 A (Historic SB 2, 2A, and 3) into the Main r-- 1 1 1 1 1 1 1 1 1 1 FINAL DRAINAGE PLAN DEVELOPED COVENTRY SUBDIVISION FILING NO. 1 GAQ P0RTOOH OF THE 690M OH E-HALF OF SZ0400H 21119 TOWSHOP 6 H00 7H9 RAHW 8_2 WEST OF THE 80KTH PIf OHCOPAL HERODO1eH9 0071C OF F0RT COddM, OOOUH7 J OF L A RONfER9 STATE OF COL OR A DO DRAINAGE SUMMARY TABLE : - - =-- -- >ra n- z fief ors .Wu �__ a-sssr 'YY.(fY�ftsr• e'"`"'"" _ 0.D0.20 PEA R90 moy 1._.._..- _ _ � �.` .._.. � ` ,.�a , i • _____ ' - �r u � 8 r^ DESIGN AREA AREA c2 cloo m (^) a pao> p O o (100) ���,.•-. 052A OS3 ��••wv-.EAsr - POINT DESIGN (ACRES) 1.060.20 (MIN) (MIN) (OFS� ^ ( ) ^ •.-:•� 1 4 .. 5 1.12 .87 ivEET J-, P E N x,Er p; 55 TIE •F' 0.04 .82 _ r .. 2.1112 .23 -pra _______ Ir _ Q �- �Z N ..y �, a �N. ,Nw.N .t ^xmu[a J +. +. ^ + _ ^1.19 14.88 ISdD 1P 18.10 4.85- 70sPa _ 12,86. a .e7 / - m ® a • ®a �+ - _- ® .. O / 5.1 m m I. a • + ,°,� a rJ., ,A w BAST err-. _.. - 11 �. - / 1"- I u 4.1 I a li °. II °2.72 .82 1 A- _ - ® „1• / n ;"p• "•w �� .� _ •`•• /••_ • M ETENTIO 1� I 4 3 ar cv .N m10 r (5 41 .� _ 1 � 3 v LEGE D o - .^ .^ \ �, �m ��✓ 1.fo .00 r T.a- '- \ 1 1 1 SIDEWALK E¢rov Paver . 4.1 •OSI '; + . + + ^ ^ 7213 ^ 1802 18.02 13.85 0 38.88 1 wll xs r N 5' IYPE P �CULVEPt nma 1 / /J�\ i ^ 7 ��. ��iinilEl 1 ,Rr wur r E. ( I / q \ I dtet.,�ua lm rzoe• orncw rover fil ^_+2.7+2.1A+4+S/ 10.57 :3.78 ?^_.6B 1_^.88 41.03 •.- �n 1 mo r - 1 Il n � 1 e AyA•crrov.nm 3 ^ 1 a, 1 / - 1 '"."� v nv r rv..., a - c txi mw�me cmrmmtr+r. c_ ea - t + + + 7.83 I 1 11 2.71 ai z i / el CI 17.92 17.92 3./8 17.88 I ♦�� \Nm POND +.+ .+ 057A+05.IA+1+?+ 30,60 23.70 22.89 2+55 74.27 ,•- I -'� ILK EY Eew.zxrx+nw r•m 2.1+21A+++S4 raft• (... �� m ..- �- A Nv n _ e•9w Kw0et1 • VALUES INCLUDE 0.11 CFS FP.OM MCOP,AW ELDAfNTAP.1' SCHOOL DETENTION POND I . � �A \. _- \ ate' •0 - . �- 1, ( �._ •••_ . Iel.a,"� ___- e.rsmc an Et VI114 ` -• m� - �� '' �_--r. `/ I LEr�`1. a,. -7�__-i�•• t„C� Imo® .--_.• NKVO.'�[M[f/.H 4AD 2NED fN0 Y'MW a A 2A _. �, , ') ; „ �d A JI B .'� , ,.,8 i 1 L, �A m r VAfiES A•YI11 i0 B•4A'.: u-i�ra�yaYar���4�lrrl 10O 70 0 100 an CCALE- 1. 100' FIGliRE 3.1 FINAL DRAINAGE PLAN COVENTRY SUBDIVISION OVERVIEW PROJECT NO. 3270.00 12/06/93 REVISED 3/7/94 REVISED 4/7/94 REVISED 10/21/94 IM Engineering, Ltd. 8'oPlatBlvd Englnwmd, Colorado 50111 Tel. 80S 740-9393 IM% 803 721-8018 ENGINEERING/PLANNING/SURVEYING 1 I 1 Detention Pond which historically drained to the southeast corner of the property. In addition, the developed SB 4 includes a portion of the historic SB 1, which has also been redirected to the Main Detention Pond. ' 3.2 Proposed Drainage Plan 7 1 t [1 1 A qualitative summarization of the drainage patterns within each Sub -basin and at each design point (See Figure 3.1 for locations) is provided in the following discussion paragraphs. Discussions of the detailed design of drainage facilities identified in this section are included in Section 3.4. Sub -basins OS1B, OS2B, OS2C, and OS3- Runoffs from Sub -basins OS1B, OS2B, OS2C, and OS3, as determined during work sessions with Stormwater Utility staff, are being considered as generally unchanged and remain generally historic in nature. These Sub -basins lie within the Mail Creek drainage way and wetland area, or are portions of the existing Harmony Road infrastructure. The areas lying within Sub -basins OS 1B and OS2B have been delineated to include the Mail Creek drainage way and the portions of the rear lots of future Filing No. 2 lying northerly of the proposed future residences., With this consideration, the portions of the future lots to be developed draining into the Mail Creek drainage way will remain impervious as historic.. Harmony Road, SB OS2C, is not being improved as part of the Coventry Subdivision Filing No. 1, and therefore, will not change its current historic nature. SB OS3, is historically within the Mail Creek drainage way and includes wetland areas and flood plain limitations. The future use of this sub -basin will remain undeveloped and therefore, this area will be considered as historic requiring no developed considerations. .Based on discussions and work sessions with Stormwater Utility staff, the areas of Sub -basins OS2A, OS2B, OS2C, and OS3 can be considered unchanged; therefore, the runoff within these areas are considered as historic without change and will pass through without any impact to the drainage of this development. Sub -basins 5, 5.1, and OS2A - Runoff from SB 5 will drain directly to the east from the westerly property line of the subdivision into West Bentley Place and travel by gutter flow to DP 5, a proposed 5-foot Type R Sump Inlet. SB OS2A is the southerly one-half of the future Filing No. 2 lots which are proposed to drain south from the lots into the gutter of West Bentley Place, joining with SB 5 flows and discharging into the inlet at DP 5. SB 5.1 consists of all of the lots along the south side of West Bentley Place and in addition the north one-half of the lots along the north side of Stoddard Drive. The lots facing West Bentley Place are designed in the grading plan as Type A, and the lots along Stoddard Drive have been designed as Type B. The Type B lots will be drained by the Type A lots in. side lot swales to West 13 1 I tBentley Place and routed by gutter flow to DP 5.1 a 5-foot Type R Sump Inlet. Both DP 5 and 5.1 sump inlets accept the 100-year design flows. In the event that the inlets should clog, ' the street profile has been designed to allow flows exceeding the 100-year sump depth to overflow easterly into Hinsdale Drive and discharge by gutter flow to the existing 3-14" x 23" ' horizontal elliptical concrete pipes at the intersection of Hinsdale Drive and Harmony Road. Side lot drainage from the Type B lots across the Type A lots will be in grass lined swales. ' (Swale design and summary of sizes are discussed in Section 3.4.7 Swale Design). These swales will be within drainage easements which have been dedicated by plat along side lot and rear lot lines. ' Sub -basins 6 and 6.1- Drainage from SB 6 will flow into the north gutter of Stoddard Drive and will be directed to DP 6 which is a 5-foot Type R Sump Inlet which accepts the 100-year ' design flow. SB 6.1 is similar to SB 5.1 discussed above, this sub -basin will drain the Type A lots facing Stoddard Drive on the south side and additionally will drain the north one-half of the Type B lots facing McGraw Circle. SB 6.1 will drain into the gutter of Stoddard ' Drive, discharging at DP 6.1 which is also a 5-foot Type R Sump Inlet. Again, if both DP 6 and 6A inlets clog, the street profiles have been set to allow overflow into Hinsdale Drive, and the overflow will discharge into the 3-13" x 23" pipes at the intersection of Hinsdale ' Drive and Harmony Road. Both sump inlets at DP 6 and DP 6A will accept the 100-year design flows of the sub -basins contributing to the design points. ' Sub -basin 2A - Drainage from SB 2A flows west or northwesterly into the previously discussed 'Bouchard -Brookwood Lateral". As historic, the developed flow from this sub - basin will discharge ultimately through the 'Brookwood Lateral' in a proposed 18-inch private irrigation pipeline, which is to be constructed as part of this project. The 18-inch RCP private irrigation pipeline is placed in open space tracts (by plat) or within private easements ' across three lots (also dedicated by plat), to existing 18-inch RCP located in Tract C (west of Hinsdale Drive and south of McGraw Drive). The proposed 18-inch private irrigation pipeline has been placed within dedicated street right-of-way to minimize its impact to infrastructure in the streets. Sub -basins 2, 2A, and 2.1 - SB 2A drains Type A lots along the south side of McGraw ' Drive and the fronts of Type B lots along the north side of McGraw Drive by gutter flow to Hinsdale Drive. This flow is then directed to the north in the west curb of Hinsdale Drive towards DP 2.1 (and DP 2.1A). SB 2.1A drains the Type A lots along the south side of ' McGraw Circle and the north one-half of the Type B lots from McGraw Drive either into the gutter of McGraw Circle on the south side or by overland cross lot flow to Hinsdale Drive where the flow is spread over a wide area and discharges directly to Hinsdale Drive. The combined flows of SB 2. lA and 2.1 join at the intersection of McGraw Circle and Hinsdale Drive where a 5-foot Type R Sump Inlet will drain off the combined 2-year design flow. The excess design flow for the 100-year storm will bypass DP 2.1A (inlet) and proceed in the west ' curb of Hinsdale Drive to DP 2. SB 2 will drain the flows from the north side of the 14 ' cul-de-sac at the end of McGraw Drive, the west one-half of McGraw Circle and the south ' facing lots along McGraw Drive. Flows from SB 2 will drain either by gutter flow in McGraw Circle to Hinsdale Drive or by overland flow to DP 2. At DP 2 is an existing 5-foot Type R Inlet which has been draining street flows from Hinsdale Drive. An additional 5-foot ' Type R Inlet will be placed beside the existing inlet. The combined effect of the two inlets will accept the 100-year discharge from the combined flows of SB 2, 2.1 and 2.1A. The combined flows are then discharged under Hinsdale Drive to the east side into a proposed ' swale across the proposed Ridgeview Park, into the Main Detention Pond. Sub -basins OS1A and 4.1 - SB OSIA drains the south one-half of the future Filing No. 2 ' lots on the north side of East Bentley Place. The flows are directed by gutter to DP 4.1 SB 4.1 drain the Type A lots fronting East Bentley Place on the south side of the street by gutter flow to DP 4.1. At DP 4.1 a 5-foot Type R Sump Inlet drains the 2-year runoff, and overflow ' from the 100-year storm is directed by swale to the Main Detention Pond. The intercepted flows in the inlet at DP 4.1 combine with pipe flows from DP 5, 5.1, 6, and 6.1, also discharging by RCP pipe into the Main Detention Pond. ' Sub -basin 4 and S4 - SB 4 is a portion of the proposed Ridgeview Park, all of which drains to the proposed Main Detention Pond. Flows in this sub -basin, due to the nature of a park ' and ball field configurations, will overland flow from the south, west, and the southwest to the north and east and are intercepted by the proposed swale transversing the park and discharging into the detention pond at DP 4. SB S4 is a small area of the McGraw ' Elementary School which will discharge onto SB 4 and will overland flow across SB 4 to the proposed swale and into the Main Detention Pond. ' Sub -basin 3 - Drainage from SB 3, which are four of the proposed lots in the subdivision which front on Crest Road, will discharge into the Crest Road gutter through standard City ' of Fort Collins sidewalk culverts. The flows discharged into the Crest Road gutter will flow northerly to DP OS3 and will discharge back into the wetland area through a sidewalk culvert. Sub -basin 3 will discharge its flows undetained. ' Sub -basins S1, S2, and S3 - As discussed in the historic section of this report, these sub - basins are the developed portions of the McGraw Elementary School, which are detained in ' an existing detention pond to the southeast of the school and west of Crest Road. Also, as previously discussed, the discharge from this detention pond will be limited to 0.41 cfs. ' Sub -basins 1.1, 1.1A, 1.1% and 1.1C - SB 1. IA is a portion of the McGraw Elementary School property which will discharge into SB 1.1B as overland flow. The combined discharges of SB 1. IA and 1.1B will be directed towards DP 1.1B; however, these flows will ' be detained in the area designated North Detention Pond. The area of the Ridgeview Park that this detention pond occupies is one of two soccer fields. Discharge from this detention pond will be at DP 1. IB into the swale between the soccer field and the rear of the lots facing 1 Crest Road (SB 1). The flow ultimately will travel by Swale to DP 1 and will be discharged ' 15 1 I 1 1 0 1 1 under Crest Road to the east via a RCP pipe. SB 1.1C is yet another soccer field which will be used as another detention pond, identified as South Detention Pond. This detention pond will also discharge into the grass swale discussed above in SB 1.1 and will also ultimately discharge at DP 1. SB 1.1 is a small undetained sub -basin which lies between the soccer fields North and South Detention Ponds and a berm which is immediately west of the Crest Road lots. This sub -basin will drain a small portion of the Ridgeview Park and the discharges from the North and South Detention Ponds to DP 1. Sub -basin 1- SB 1 is comprised of eight lots which face Crest Road. These lots have been designed in the grading plans to be Type A lots which will drain east to Crest Road. Discharges from these lots will be through standard City of Fort Collins sidewalk culverts into the gutter of Crest Road. The flows will be directed to the south to DP 1, will be intercepted by the inlet at DP 1 and discharged to the east under Crest Road undetained. Main Detention Pond - The area discussed in previous paragraphs as the Main Detention Pond is located in the northeast corner of the overall property south of and adjacent to the wetland area of SB OS3 on City of Fort Collins property. Part of the detention area is in the Ridgeview Park area and the remainder is north of the part adjacent to the wetland area. This detention pond and its location are a result of the need for drainage detention and in addition, the City's Parks and Recreation Department will be utilizing the pond storage for irrigation water for the park. Based on calculations prepared by Jun Sell Design, who are preparing the landscape and park layout plans for the City of Fort Collins, a volume of 0.77 acre-ft of irrigation water is required to be stored in the Main Detention Pond in addition to storm drainage detention requirements. The Main Detention Pond has been designed to provide the required irrigation water storage and detention volumes for storm drainage requirements. SB's OS IA, OS1B, 5, 5.1, 6, 6.1, 2, 2.1, 2. IA, S4, 4, and 4.1 all drain to the Main Detention Pond, are detained, and released at the 2-year historic discharge rate. Shown on the "Final Drainage Plan Developed", Figure 3:1, are 5-foot Type R Sump Inlets at DP's 2 and 2. IA. These inlets are drained by 18 and 24-inch RCP to be installed in Hinsdale Drive and discharged into the proposed swale across SB 4 to the Main Detention Pond. West Bentley Place and Stoddard Drive are also drained by 5-foot Type R Sump Inlets at DP's 5, 5.1 and 6, and 6. 1, respectively which are discharged in a storm sewer network comprised of RCP storm sewer pipe ranging in size from 18 to 33-inch in diameter, located within the street right-of-ways of Hinsdale Drive, East and West Bentley Place and Stoddard Drive. The addition of the Type R Inlets at DP 2 on both the east and west sides of Hinsdale Drive, will provide the equivalent of 8-foot inlets on each side when added to the existing 5-foot Type R Inlets. 1[: At DP 4.1, at the east end of East Bentley Place, a 5-foot Type R Sump Inlet will be installed which ' will be drained by the proposed main storm sewer system in that street. The storm sewer system is the network of storm sewer pipe which drain West Bentley.Place and Stoddard Drive. The discharge ' of this network of storm sewer pipe is into the Main Detention Pond. ' The discharge off site at DP 1 (southeast comer of the subdivision) is under Crest Road in an 18-inch equivalent RCP to the east to an existing ditch which historically has discharged drainage flows. ' 3.3 Hydrologic Analysis of the Proposed Drainage Conditions The Rational Method was used to determine both 2-year and 100-year peak runoff values for each ' Sub -basin shown on Figure 3.2 (excepting S1, S2, and S3 which are limited to a maximum discharge of 0.41 cfs). As shown on the City of Fort Collins Zoning Map, the area of the Coventry Subdivision ' Filing No. 1 is zoned Residential "RLP". This zoning designation, based on Table 3-2 of the "City of Fort Collins Storm Drainage Design and Construction Standards, May, 1984", would be associated ' with a rational method coefficient of 0.45. However, all rational method coefficients used in this study were developed utilizing GIS methods within ARCCAD software based on composite analysis ' of the areas of imperviousness. Results of the GIS method are included in "APPENDIX B - ' Developed Drainage Calculations", attached. ' Detention ponding has been developed based on the concept of detaining the 100-year developed runoff condition and releasing at the 2-year historic runoff rates. ' As stated above, the Rational Method was used for all hydrologic analyses for the project site. The ' Rational Method utilizes the SDDC Manual equation: Q=Cfm . (1) where Q is the flow in cfs, A is the total area of the basin in acres, Cf is the storm frequency ' adjustment factor, C is the runoff coefficient, and I is the rainfall intensity in inches per hour. As 1 17 described above the runoff coefficients were developed using GIS techniques. The frequency ' adjustment factor, Cf, is 1.0 for the initial 2-year storm and 1.25 for the major 100-year storm. The appropriate rainfall intensity information was developed based on rainfall intensity duration curves in the SDDC Manual. In order to utilize the rainfall intensity curves, the time of concentration is required. The following equation was used to determine the time of concentration: ' tc = t + tt (2) where t, is the time of concentration in minutes, t; is the initial or overland flow time in minutes, and t, is the travel time in the ditch, channel, or gutter in minutes. The initial or overland flow time is ' calculated with the SDDC Manual equation: t, = [1.87(1.1 - CC f)Los1/(S)o.33 (3) where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the average ' slope of the basin in percent, and C and Cf are as defined previously. ' All hydrologic calculations associated with the sub -basins shown on Figure 3.1 are attached in Appendix B - Developed Drainage Calculations. Table 3.1 provides a summary of the design flows for all of the design points associated with the Coventry Subdivision Filing No. 1. .1 r 1 18 1 1 1 1 1 1 I Design Fohtt r Arm{ $' esi i. Aeres 2C1 Mimi 1.1B I.lA 0.31 0.95 1.00 5.0 10.0 0.92 2.19 1.1B 1.1B 2.08 0.20 0.25 12.5 12.5 0.95 3.37 1.1C 1.IC 1.12 0.20 0.25 11.7 11.7 0.53 1.86 1.1 1.1 0.88 0.20 0.25 13.7 13.7 0.38 1.36 1 1 3.01 0.50 0.55 14.3 14.3 3.27 10.17 p 1+1.1A+1.1B+1.IC+ I.I+SI+S2+S3 14.55 15.19 15.19 4.85• 12.86" 2.1 2.1 4.91 0.55 0.60 15.0 15.0 5.70 17.66 2.1A 2.1A 2.70 0.51 0.57 14.8 14.8 2.92 9.19 2 2 2.82 0.58 0.63 17.5 17.5 3.22 9.98 2A 2A 1.14 0.26 0.31 14.0 14.0 0.64 2.17 6.1 6.1 2.71 0.51 0.56 13.3 13.3 3.05 9.50 6 6 1.19 0.66 0.71 12.7 12.7 1.80 5.47 5.1 5.1 2.89 0.51 0.56 12.9 12.9 3.35 10.41 5 5 0.56 0.67 0.72 12.5 12.5 0.85 2.58 5 OS2A 1.12 0.67 0.25 12.8 12.8 1.69 1.80 4.1 OS1A 0.94 0.62 0.25 13.6 13.6 1.28 1.47 4.1 4.1 2.72 0.62 0.67 13.9 13.9 3.67 11.23 4.1 5+5.1+6+6.1+OS1A+ OS2A+4.1 12.13 18.02 18.02 13.55 36.65 4 4 7.98 0.23 0.28 15.7 15.7 3.75 12.94 p 2+2.1+2.1A+4+S4 18.57 1 23.78 22.69 12.58 41.03 3 3 1.30 0.53 0.58 13.0 13.0 1.57 4.86 ' OS2B OS2B 1.43 0.20 0.25 12.3 12.3 0.66 2.34 OS1B OS1B 0.95 0.20 0.25 13.7 13.7 0.42 1.48 OS2C OS2C 1.23 0.78 0.83 7.3 10.0 2.71 7.27 OS3 OS3 2.92 0.23 0.28 13.5 13.5 1.51 5.20 ® OSIB+OS2B+OS2C+ 3+OS3 7.84 17.92 17.92 5.46 17.58 MAIN POND 5+5.1+6+6.1+OSIA+OS2A+4.1+2 +2.1+2.1A+4+S4 30.69 23.78 22.69 24.55 74.27 * Values include 0.41 CFS from McGraw Elementary School Detention Pond. 19 ' 3.4 Design of Drainage Improvements ' 3.4.1 General ' The proposed drainage plan for the Coventry Subdivision Filing No. I consists of a combination of street curb flow, curb inlets, sidewalk culverts, storm sewers, and ' grass -lined swales. Final lot grading details ensure that each lot is graded and landscaped to provide positive drainage around and away from building foundations. ' Additionally, final grading ensures that all top of foundation elevations have been set above surrounding finished ground. As' much as possible, Type A lots have been ' designed into the project; however, due to the nature of the terrain Type B lots are necessary in some areas. Where Type B lots have been designed into the project, cross lot and side lot swales are used to provide drainage off site. Within the site, drainage easements have been conveyed by plat along the rear lot and side lot lines ' to ensure that overland flows can be collected and conveyed through defined grass - lined drainage swales. Reference is made to the plat, where notification has been made relative to drainage easements and their locations. ' 3.4.2 Allowable Street Flow Capacities During the initial storm, runoff was not allowed to overtop either the curb or street ' crown. Per the SDDC Manual, maximum street runoff criteria during the major storm event limits the depth of water over the crown to 6-inches for local streets and ' collector streets. Allowable gutter flows and maximum street encroachments for both the initial and major storms were estimated and evaluated based on the specifications set forth in the SDDC Manual. Attached in "APPENDIX C - Storm.Sewer Hydraulic Calculations" is a reproduction of a chart that was originally prepared for the Brittany ' Knolls P.U.D. in 1986 which computes the maximum gutter capacities. This chart ' 20 1 I includes the 36-foot flowline to flowline streets which are proposed in the Coventry ' Subdivision Filing No. 1. This chart has been included herein for reference to street capacities where appropriate. By visual observation of Table 3.1, most of the 2-year ' developed flow rates are below the street capacities for the initial storm. However, at DP 2.1 A the co -mingling of gutter flows from McGraw Circle and Hinsdale Drive ' exceeded the gutter capacity. ' An analysis at the intersection of McGraw Circle and Hinsdale Drive was performed, and it was determined that the street capacity of the 2-year storm had been exceeded; ' therefore, a 5-foot Type R Inlet was required and specified at that intersection on the south side of McGraw Circle and west of Hinsdale Drive at the curb return PCR (DP 2.1A). This is the only design point where the street capacities for the 2-year storm are exceeded. All other locations where street capacities may be exceeded have ' proposed inlets identified. These inlets also will accept the 100-year major storm runoffs. Calculations related to the inlet at DP 2.1 A are included in "APPENDIX C - Storm Sewer Hydraulic Calculations" at pages C-9, C-10, and C-11. 1 3.4.3 Curb Inlet Design 1 There are no required inlets within the subdivision which will be on -grade type inlets. ' All required inlets for the Coventry Subdivision Filing No. 1 will be sump type inlets. There are eight sump type inlets required, three at the low points in East and West ' Bentley Place (DP'S 5, 5.1, and 4.1), two at the low point in Stoddard Drive (DP's 6 and 6.1), two in Hinsdale Drive, and one in Crest Road (DP 1). All of these sump inlets are to be Type R Inlets. Calculations related to these inlets are shown in ' "APPENDIX C - Storm Sewer Hydraulic Calculations". All inlet locations and sizes ' are shown on the Utility Plans for construction of this project. 1 ' 21 1 [1 ' 3.4.4 Storm Sewer Design ' There are three proposed storm sewer systems for the Coventry Subdivision Filing No. 1. These systems will be identified as: Design Point 4, 1, Design Point 2, and ' Design Point 1. ' Design Point 4.1 Storm Sewer System ' This storm sewer system has been designed to drain the 100-year storm events from East and West Bentley Places and Stoddard Drive into the Main Detention Pond. The capacity of the pipe flowing from Inlet No. 5 (DP 6.1) to Inlet No. 4 _(DP 6) ' across Stoddard Drive has been designed to carry the theoretical 100-year event. The pipe from Inlet No. 4 to MH-C-ST3 (in Ekisdale Drive at the intersection of East and ' West Bentley Places) has been sized based on the combined 100-year events ' discharged from Inlets No. 4 and No. 5. ' The pipe from Inlet No. 3 (DP 5.1) to Inlet No. 2 (DP 5) across West Bentley Place has been designed to carry the theoretical 100-year event. The storm sewer pipe from ' Inlet No. 2 to MH-C-ST3 has been designed based on the combined 100-year events discharged from Inlets No. 2 and No. 3. At MH-C-ST3, the peak time of ' concentration for the commingling of all discharges from Inlets No. 2, No. 3, No. 4, and No. 5 was determined. The pipe from MH-C-ST3 to Inlet No. 1 (DP 4.1) was ' designed to carry these combined flows for the 100-year event discharge. ' At Inlet No. 1 (DP 4.1) the 100-year storm discharge from East Bentley Place combines with the discharges from MH-C-ST3 and is transported to the Main Detention Pond by pipe flow. 22 t I Design Point 2 Storm Sewer System ' This storm sewer system has been designed to drain the 100-year storm events from ' McGraw Drive, McGraw Circle, and Hinsdale Drive to DP 2. At DP 2, the flows will discharge by swale flow across SB 4 to the Main Detention Pond. ' As previously discussed, Inlet No. 2.2 (DP 2.1A) accepts a portion of the 2-year ' storm from SB's 2.1 and 2.1A. Storm sewer pipe from Inlet No. 2.2 to Inlet No. 2.1 (east side of Hinsdale Drive opposite DP 2) has been sized to discharge flow from ' Inlet No. 2.2. Excess 2-year bypass and the 100-year excess flows from' Inlet No. 2.2, will be transported to Inlet No. 2.1 (DP 2). Inlet No. 2.1 (DP 2) has been designed tto work in conjunction with the existing street inlet. The storm sewer pipe designed under Hinsdale Drive from Inlet No. 2.1 to Inlet No. 2.2 works in conjunction with ' the existing street inlets and cross piping. The design of the additional pipe is based on the excess flow which cannot be handled by the existing system for the 100-year ' discharges from SB's 2, 2. 1, and 2. IA. The pipe required for discharge from Inlet No. ' 2.1A includes the combined flows from Inlet No. 2. 1, Inlet No. 2.1A, and Inlet No. 2.2. This pipe discharges into the designed landscape swale for Ridgeview Park in SB 4. Design Point 1 Storm Sewer System ' The storm sewer pipe at the southeast comer of the subdivision, DP 1, is an 18-inch RCP. This pipe is the minimum size allowed by the City of Fort Collins standards, ' and was not determined by pipeline hydraulics. This pipe receives gutter flow from SB 1, swale flow from. SB 1. 1, and metered discharges from the North, South, and ' McGraw Elementary School Detention Ponds. Gutter flows from SB 1 are received in a 5-foot Type R Sump Inlet. Discharges off site to the east are in existing ditches, ' which have historically discharged site flows. ' 23 1 The design of all storm sewer pipes was accomplished using Manning's equation and the design pipe flows. All storm sewers were designed as reinforced concrete pipes (RCP's). Final hydraulic grade lines for the storm sewer systems have been calculated and are shown on the final utility drawings for the storm sewers. All required storm sewer calculations are provided in "APPENDIX C - Storm Sewer Hydraulic Calculations". Following is Table 3.2 which is the summary of the final design of the storm sewer system: Table 3.2 - Summary of Storm Sewer Pipe Design Requirements 24 3.4.5 Detention Ponds Design There are three proposed detention ponds associated with this subdivision. These three ponds are identified as follows: the Main Detention Pond, the North Detention Pond, and the South Detention Pond. Based on City of Fort Collins criteria, detention ponds are sized to detain the difference between the flows of the 2-year historic and the 100-year developed drainage. The following discussions demonstrate that the three detention ponds generally provide the for the historic release of the 2- year historic runoff rates. Main Detention Pond The Main Detention Pond is located on City of Fort Collins property and serves both City park irrigation needs as well as the subdivision detention requirements. The Main Detention Pond is located south of and adjacent to Mail Creek between Lots 72 and 73 of the Coventry Subdivision Filing No. 1. The City of Fort Collins Park and Recreation department is in the process of developing the Ridgeview Park facility through its planning consultant Jim Sell Design. Rather than buying water for irrigation requirements for the park, the City has elected to utilize its water rights and have irrigation storage provided in the Main Detention Pond. The Main Detention Pond has been sized to provide permanent storage for the irrigation water for the park and additionally provides for the detention requirements for the subdivision. The permanent storage requirement is approximately 0.77 acre-feet, this value was developed by the planning consultant (see calculations in APPENDIX G - Miscellaneous). The original sizing of the Main Detention Pond did not include this irrigation storage; however, the current pond provides this storage, plus, the detention requirement, and allows for the minimum 1-foot freeboard in addition to the 100-year detained water surface. 25 Original design calculations for the detention facility (see APPENDIX D - Main Detention Pond Calculations) included SB OS1B, OS2B, OS2C, and OS3, which are ' the tributary sub -basins of the Mail Creek drainage way and the wetland area along ' the north property line and south of the centerline of Harmony Road. As previously discussed, since these tributary sub -basins will remain generally historic in nature, they ' will be removed from both the historic design and the developed design requirements. Based on this concept, the actual area (SB's 2, 2.1, 2.1A, 3, 4, 4.1, 5, 5.1, 6, 6.1, tOS IA, OS2A, and S4) which comprises the developed flows into the Main Detention Pond have been modeled for the historic flow rate by GIS methods. Utilizing this ' methodology, the actual historic 2 and 100-year flows are generated (reference APPENDIX B - Developed Drainage Calculations, pages B-34, B-35, and B-2 ' through B-18). The 100-year developed flow can then be detained with the proper historic 2-year discharge rate. In addition to the tributary sub -basins draining into the ' Main Detention Pond, four lots (Lots 73-76) along Crest Road will contribute to the total runoff at DP O under Crest Road at Mail Creek. The 2-year historic flow rate has been determined to be Q2 = 6.16 cfs (page B-35). ' In the developed condition, the above referenced SB's excepting out SB 3, develops Q100 = 74.27 cfs. This value is the accumulated total inflow into the Main Detention tPond from the 100-year developed storm event (see Table 3.1 - Drainage Summary ' Table). The discharge rate from the Main Detention Pond has been set at Q2 = 2.51 cfs, and the discharge rate for the undetained SB 3 is Q,00 Dme,upm = 4.86 cfs. By ' combining the hydrographs for the Main Detention Pond and SB 3, the total release rate is Q. = 5.95 cfs, which is 0.21 cfs less than the historic release rate require- ment. ' The total irrigation (.77 ac-ft) and detention storage (2.3 ac-ft) requirement is 3.07 ac-ft, with a water surface elevation of 48.33 in the pond for the 100-year event. The ' weir overflow elevation for storm events exceeding the 100-year event has been set 26 at elevation 49.3, and the top of the dam embankment is set at elevation 51.0. Construction details of the inflow and outflow for the Main Detention Pond are included in the construction plans for the Coventry Subdivision Filing No. 1. North and South Detention Ponds - The North Detention Pond" occupies a future soccer field and intercepts SB's 1.1A and 1.1B. The detention pond will store 0.08 ac-ft of water with a maximum depth of 1.92 feet'and discharge 0.66 cfs maximum during the 100-year event (see APPENDIX E - North Detention Pond, page E-4). The discharge from this detention pond discharges into the Swale of SB 1.1 and is discharged at DP T. The South Detention Pond occupies the southerly soccer field proposed for Ridgeview Park. This detention pond will store 0.02 ac-ft of water with a maximum depth of 1.31 feet and discharge 0.59 cfs during the 100-year event (see APPENDIX F - South Detention Pond, page F-4). The discharge from this detention pond discharges into the swale of SB 1.1 and is discharged at DP O. 3.4.6 Design Point 1 Discharge The combined flows at DP © include SB's 1, 1.1, 1.1A, 1.1B2 1.1C, S1, S2, and S3. The combined peak flows at the time of concentration yield a Q,OO_D,,e,aW =12.83 cfs (see Developed Summary Table - Table 3.2). The historic QZ_M,,.,i,= 8.87 cfs (see Historic Summary Table - Table 2.1) which is the allowable discharge rate in the developed condition. It is obvious that the 2-year historic discharge has not been met at this design point; however, the current owner of the property onto which the discharge is draining, and additionally the Brookwood Homeowners Association, have agreed to accept the additional 3.96 cfs discharge (see attached letters in APPENDIX G - Miscellaneous). Based on the comparison of the 100-year developed discharge and the 100-year historic discharge at DP ©, the overall flow rate has been reduced by a factor of 2.45. 27 ' Swale Design 3.4.7 ' Side Lot Swales Type A Lots (Swale No. 1) - A worst case scenario for the typical Type A lot drainage has been calculated (see APPENDIX C - Storm Sewer Hydraulic ' Calculations, pages.C-15 and C-16). Based on this calculation, all Type A and Type B lots requiring swales for drainage, as shown on the grading plans for the project, ' will provide grass -lined swales, 5-foot wide with a maximum depth at the center of 6-inches. Discharge from these swales will be into street curbs by overland flow. Rear Lot Swale for Lots 37 through 44 (Swale No. 2) - Design calculations for the ' rear lot Swale behind these lots has determined that a 5-foot wide grass -lined swale 8-inches deep will contain the design flow at 133%. Discharge from these swales will ' be into street curbs by overland flow. (See APPENDIX C - Storm Sewer Hydraulic Calculations.) Swale for Tract A (Swale No. 3) - In Tract A between Lots 26 through 29, design ' calculations for the 133% flow requires a 5-foot wide grass -lined swale 7-inches deep. Discharge from these swales will be into street curbs by overland flow. 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'... . .\.�As....:vC\..�,.:,:.vam:.....�ay.v:u:.:.;-:,a:m .•,i:y:..:..:,a.;. .C.::i.. .:.`J...$Q.YJ.\a..A.::.v\.w:.:.::.k:.,.•:J,::n.::\.:\ht>:.Snih;.;C.•.'.,:v,'��C.::Y.i',..a\.',:h�<..;hJ.;;11.:.:,.;<,.,......:A..-\}.,..i.;vhY.,..::..\wJ.i.:"l_..C�.a.:i,m....h.i.vv....:.J.:.:a.... .......... ...............J,'. ,�.... . ........:y..................:. 1 1.45 .;,,.:...:.....::.. :.: . .. ii...�.,._�•..s:...:A.) ......,<:.......�;... .}S.n.�,..J,,..�v?......:a::n..,.. .:.,�\\:;�.:....aS_}:..\i.e:.ihn.�:.l.;.:.. .060 060�S,\ti:Q..•vvpS\..\5...Y},. .;.0�S.,.}'Ai ..}":C.\J...J"ihN.i:.i..'nn'.,.oh:.0:<SptA.i}V.k-0.\V:uJ'Cnifi.�..\.,.J:.�Js.ti$. \.Cihh\;..J.j .-. . ;Y-h."�-\•Y.C.:J..;Cv.5:;..�}::.;.:.:..':Jh:�:...C.}J:}:Y...t...J-.em...,';Y,..."A:).'h\:.n:v..'.s.:Y:.h:lo.k,.;.ny\:....::.::v'..ai-n,,.:; .}�'v:.1:v\.'2;... ...:.,.4:.0i....:.:.:..:..li..0.:::i...i.Y.:.C_.ce•h 5 6 2 3.11 .060 3.80 5 8 5 73 2.02 .060 2.80 Table 3.3 - Summary of Swale Design Drainage Easements - Drainage easements 7.5-feet wide have been provided by plat for all lots within the Coventry Subdivision Filing No. 1 along all side lot and rear lot lines. 28 t ' IV. REFERENCES u 1. City of Fort Collins, Storm Drainage Design Criteria and Construction Standards dated May. 1984- 19, 4 0711 ro 7s MM F T M @ 1 61=rj ==sMo i I Drainage ftort Proposed 1992 S.W. Element= School Between ffmsdale Drive and Crest Road, Fort Collins, Colorado- for Poudre R- I School District- prepared by CDS Engineering Corporation, CDS Project No. 6986.2, dated August, 1991. 4. Mail Creek Hydrology Update, prepared by Water Engineering & Technology, Inc., dated ' April 1, 1991. 1 1 n 1 5. McClellands and Mail Creek 100 Year Floodplain Study of the Mail Creek Tributary Alon¢ Harmonv Road Between the Nordick Pronertv and Shields Street_ Fort Collins. Colorado- preliminary copy prepared for The City of Fort Collins, Stormwater Utility, prepared by RBD, Inc Engineering Consultants, RBD Job No. 020-118, dated February 11, 1994. 29 I 1 7 L 7 L n, LJ 1 I APPENDIX A Historic Drainage Calculations A-1 1 t 1 0 N 10 O co 0 (0 ' O O U (N C_ 0 O ( U N (i OO N 2 7 LL M C CO Cl) Q W � O N Q 0 O �U Q 0 L (n Ntj W C O W CA 7 ly 00 U 0 n vC3I*tNv(o�'o(DocoM 0 -MC OO n opccoovrnrn0)rnrn M MM�nn M O V 0 V tO O� N O � n (o (0 0) N � D cl r O n V 0 0 N r V � p ((j n N V n M LO V N O M O n M (D N V co O O �T M N (D Q N n0)0000 N LO �0 V m(D Mr-OMn MN M 300) �(D 0)l0(] (D 4)� V V n (0100) N V M N V nM0 (D ONNMN N0 CD ON 00 �0, a0 N 0) OO N OO)M O co Q (0 (`M)�(j N V N O V (40 L� M N O N (v) C)04 0 i) OO L00 (O (OO (OO (OO (O (D (OO (O O O N O O N O N N O N O N O N N O N U O 0,00 O.-O '-O O r O LL W O L) O(O(004)00)O OLO O(OO CD LO O N U N O) 0) N O) N N 0) N O N 0) N N a)N NI 0 0 0 0 0 0 0 0 O O O O O O O O n i0 0 m n N N C0 (O O) 0 0 (O n It 0 Cl) O) 0 n (O N W U Qa V O 0 N 0 066MO0 MON co n V O CO O(n0 V N M O V OOO (D O Cl)O V o LO N (O (n Cl)Q M ,W) rco (O c o w M F W LL d' d nN(D 0(0 00 Cl) V 0) co V (D 0 O M CD n000)O (D V n O t0 0 (O n 0M V 0 00 Q (A co 'N., O Cl) LO Om(ONnO �Mm N N (V 0) (D N Z c� NNM 'ITV (OLo <(O<n U) U) U)Z� 00 O U fd ( 0 0 0) 0 0 (0 0 0) N N0 N CO 00 O O O O O O O 00 04 00 L dM. (D 00 Go (D N N� N.V-0) A-2 N M I N M V 0002222 V 0) O O f G I 1 [] 1 u 0 Y N 1 v W � N U C 1 W K Y � c N � C C 9 L J 2 ii L v m O N O N d ! O N W 0 m O N (Ny N 0 O W O .4 O W W .4 0 0 O 1� W d (Ny W Yl # a7 (O 11 l7 O V W W H1 ID n O0 O (O W d N G W IT W d d oy O O Q g g O m 3 r N 8� E UI f7 N OpI W N e- (O d (O N tO O f` n IO 107 N r m ID (Oy p r V c W 0 m O N O W N IQ .- CO N N h C (7 W tC YI O Ip N O h N v 0 d m h N N 0 0 O O G N O {O N W fV W M IN 0 m fV W fV UI tU nW d (7 d IO v O1 N (7 HI O M N t7 d t7 d d t7 1O N lh v t7 N IO HI d C'I IO LQ lh t7 t0 t7 fp Ol IO Co IO t7 IO l") O (7 N t7 d d M tO O lh IO (7 d d (7 (7 pd p 0 O N O N O N V1 N N d N N O N 00 N N v N O N d N N O N dd N N O d O 'i 00 (7 d O 6 d N N 00 N N v N N ON N W u) v � $ 0n e $ $ o g $ n 8 gg n Ri R8 8 5� 17S 5� 5� iGg 5� R IIS 1- � a J v u`S om a E Io W t7 M W IQ W IT IR W dl W O IT W W O N W R O n W W IT W W W d W p `diN g qrd i N IOO W l0Y 0 N p N OWl f0Y 0 (0`l m N N W O I p N N o N p N J a gW N U en O 0 O G O O O G O O G O O G O G C co N 0 O O O O t0 0 IV O N 0 0 � O A O tp t0 O N O 0 N v O O v OWl v C'1 O O O < O fD O 1U tp a0 17 d O N Ip IO v G Q q N N f N Oj Z � N N fdn v OO W # 00 $! ¢N m p p 0 N L 9 0 J O �F< O O O 34 001 m /"ll I 1 1 FEW 8 A ' b 0 m m 2 m O Z ¢ rW O � r a — Xa�mw 3 UU 0 C) s m Y c t � N « _ C N _ � a Q m O O Q --� O O A - m - O O v - m - O O O - O O N ! m ^ O O O O O � O! - v - N lV IV OI ! P ! o (V lV m M m v rp m m P n m n o m 0 m 0 m � (c Q o N 0 0 0 .- m P a v e bam cM all W « WQ=QJ 8 N 8 m 8 8 88 o R R 8 88 o p RR 8 8 8 pm�r� SR o�_ n R P N O n R n N b R m Q N m RR C1 N N N m N Q R O Q NN N n n 0 m m 10 Yl m n M N b n b O U C AEo pi N m O N O N N m m Ci N b N M O) m N O 0 b O n N Q O Q th n N d N O O C O m G m N T N m M Ui tU m N W CI YI aD nrn Q Q P b O b Q Q P N Q Ul Q b Ul m b l0 m b O b Q Q n O m b M Q Q m m 8�m N O N O N O N b N m O m N O N O O NN P N O 6 P N m O N Q Q NN O a O n m Q O n v b N 00 N N Q « b N O N N s 8 0 0 0 8 8 0 8 88 5? 8 N R 8 88 R R RR 8 88 �Si C F Jv m b m m O b b m P C6 " O � O O N fV b N O' m m P O m m O v 0n O _ N 8 R 8 8 8 8 8 8 R 8 R$ 8 R 8 8 8 8 8 m Q W J > mNO p p p bO p� 8 N Np NNN N AW OO O O OIo 6 O O O G C c; O sOJ �SU M YI P O mN N N W m m n v O O) C'I O Q b N m Y N mm O m I^Uo N m O O m O b M O O IV ' O b O P N O O O O b m O b m O Q v Z (2 WW0 t 2 Q maN 0 0 0 ch G m N A-5 / / !!� \ \) - §| § §) . / CR - - ! @ ! § 5 ! ° t |q§S§§@} !/g/2@/w 5§555!§! -fWmw w 5@!5! 5§ §§ § 5 \5 58 f! \§ f! - ! ; [ §§§f§§§g ƒ§ §!§§§ § §f § § §o § 0§ ! \§ !§§SS!§) 066ci o6 3 § !! \ 5§ \ >] . + G §§ ¥ „ o , §§ M § { )` ! D/ ; ,� a! ® w-6 I IFI 1 I I� II 1 1 APPENDIX B Developed Drainage Calculations I:112I HYDROLOGIC REPORT FOR 1 1 1 1 1 1 1 COVENTRY SUB. FORT COLLINS JR 9007.00 DEVELOPED DESIGN POINT 3 100 YR ROUTED POND PLUS 100 YR RUNOFF FROM LOTS 73-76 1:VA1)0.10]Colo C.40Mas) 10IN COMBINED MAIN POND.... AND LOTS 73-76........ Hyd. No. 15 Hydrograph type = COMBINED Storm frequency = 100 yr Inflow hyd no's = 11 & 7 1 1 1 1 Peak discharge = 5.95 cfs ' Time interval = 1 min B - 3 HYDROGRAPH DISCHARGE TABLE TIME INFLOW HYDROGRAPHS OUTFLOW HYDROGRAPH min cfs cfs cfs 3.00 0.01 1.13 1.14 4.00 0.04 1.50 1.54 5.00 0.07 1.88 1.95 6.00 0.13 2.25 2.38 7.00 0.21 2.63 2.84 8.00 0.33 3.00 3.33 9.00 0.49 3.38 3.86 10.00 0.66 3.75 4.41 11:00 0.81 4.13 4.94 Nl�+�• �f�-rr')`i� 12.00 0.95 4.50 5.45 [13.00 1.07 4.88 5.951 14.00 1.15 4.50 5.66 �J�Jc� Any 15.00 1.24 4.13 5.36 16.00 1.32 3.75 5.07 17.00 1.40 3.38 4.78 18.00 1.48 3.00 4.48 19.00 1.56 2.63 4.19 20.00 1.64 2.25 3.89 21.00 1.71 1.88 3.59 22.00 1.79 1.50 3.29 23.00 1.86 1.13 2.99 24.00 1.93 0.75 2.69 25.00 2.00 0.38 2.38 26.00 2.06 0.00 2.06 27.00 2.11 0.00 2.11 28.00 2.16 .0.00 2.16 29.00 2.20 0.00 2.20 30.00 2.24 0.00 2.24 HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW HYDROGRAPHS OUTFLOW HYDROGRAPH min cfs cfs cfs 31.00 2.28 0.00 2.28 32.00 2.31 0.00 2.31 33.00 2.35 0.00 2.35 34.00 2.37 0.00 2.37 35.00 2.40 0.00 2.40 36.00 2.42 0.00 2.42 37.00 2.44 0.00 2.44 38.00 2.46 0.00 2.46 39.00 2.47 0.00 2.47 40.00 2.48 0.00 2.48 41.00 2.49 0.00 2.49 j 42.00 2.50 0.00 2.50 43.00 2.50 0.00 2.50 44.00 2.51 0.00 2.51 45.00 2.51 0.00 2.51 46.00 2.51 0.00 2.51 47.00 2.51 0.00 2.51 48.00 2.51 0.00 2.51 4y.uu 1.5u u.uu 2.50 50.00 2.50 0.00 2.50 51.00 2.50 0.00 2.50 52.00 2.50 0.00 2.50 53.00 2.50 0.00 2.50 54.00 2.50 0.00 2.50 55.00 2.50 0.00 2.50 56.00 2.49 0.00 2.49 57.00 2.49 .0.00 2.49 58.00 2.49 0.00 2.49 59.00 2.49 0.00 2.49 60.00 2.49 0.00 2.49 61.00 2.49 0.00 2.49 62.00 2.48 0.00 2.48 63.00 2.48 0.00 2.48 64.00 2.48 0.00 2.48 65.00 2.48 0.00 2.48 66.00 2.48 0.00 2.48 67.00 2.48 0.00 2.48 68.00 2.47 0.00 2.47 69.00 2.47 0.00 2.47 70.00 2.47 0.00 2.47 71.00 2.47 0.00 2.47 72.00 2.47 0.00 2.47 73.00 2.47 0.00 2.47 74.00 2.47 0.00 2.47 75.00 2.46 0.00 2.46 76.00 2.46 0.00 2.46 B - 5 HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW HYDROGRAPHS OUTFLOW HYDROGRAPH min cfs cfs cfs 77.00 2.46. 0.00 2.46 78.00 2.46 0.00 2.46 79.00 2.46 0.00 2.46 80.00 2.46 0.00 2.46 81.00 2.45 0.00 2.45 82.00 2.45 0.00 2.45 83.00 2.45 0.00 2.45 84.00 2.45 0.00 2.45 85.00 2.45 0.00 2.45 86.00 2.45 0.00 2.45 87.00 2.44 0.00 2.44 88.00 2.44 0.00 2.44 89.00 2.44 0.00 2.44 90.00 2.44 0.00 2.44 91.00 2.44 0.00 2.44 92.00 2.44 0.00 2.44 93.00 2.44 0.00 2.44 94.00 2.43 0.00 2.43 95.00 2.43 0.00 2.43 96.00 2.43 0.00 2.43 97.00 2.43 0.00 2.43 98.00 2.43 0.00 2.43 99.00 2.43 0.00 2.43 100.00 2.42 0.00 2.42 101.00 2.42 0.00 2.42 102.00 2.42 0.00 2.42 103.00 2.42 .0.00 2.42 104.00 2.42 0.00 2.42 105.00 2.42 0.00 2.42 106.00 2.41 0.00 2.41 107.00 2.41 0.00 2.41 108.00 2.41 0.00 2.41 109.00 2.41 0.00 2.41 110.00 2.41 0.00 2.41 111.00 2.41 0.00 2.41 112.00 2.41 0.00 2.41 113.00 2.40 0.00 2.40 114.00 2.40 0.00 2.40 115.00 2.40 0.00 2.40 116.00 2.40 0.00 2.40 117.00 2.40 0.00 2.40 118.00 2.40 0.00 2.40 119.00 2.39 0.00 2.39 120.00 2.39 0.00 2.39 121.00 2.39 0.00 2.39 122.00 2.39 0.00 2.39 i B - 6 HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW HYDROGRAPHS OUTFLOW HYDROGRAPH min cfs cfs cfs 123.00 2.39 0.00 2.39 124.00 2.39 0.00 2.39 125.00 2.38 0.00 2.38 126.00 2.38 0.00 2.38 127.00 2.38 0.00 2.38 128.00 2.38 0.00 2.38 129.00 2.38 0.00 2.38 130.00 2.38 0.00 2.38 131.00 2.37 0.00 2.37 132.00 2.37 0.00 2.37 133.00 2.37 0.00 2.37 134.00 2.37 0.00 2.37 135.00 2.37 0.00 2.37 136.00 2.36 0.00 2.36 137.00 2.36 0.00 2.36 138.00 2.36 0.00 2.36 139.00 2.36 0.00 2.36 140.00 2.36 0.00 2.36 141.00 2.36 0.00 2.36 . 142.00 2.35 0.00 2.35 143.00 2.35 0.00 2.35 144.00 2.35 0.00 2.35 145.00 2.35 0.00 2.35 146.00 2.35 0.00 2.35 147.00 2.35 0.00 2.35 148.00 2.34 0.00 2.34 149.00 2.34 .0.00 2.34 150.00 2.34 0.00 2.34 151.00 2.34 0.00 2.34 152.00 2.34 0.00 2.34 153.00 2.34 0.00 2.34 154.00 2.33 0.00 2.33 155.00 2.33 0.00 2.33 156.00 2.33 0.00 2.33 157.00 2.33 0.00 2.33 158.00 2.33 0.00 2.33 159.00 2.32 0.00 2.32 160.00 2.32 0.00 2.32 161.00 2.32 0.00 2.32 162.00 2.32 0.00 2.32 163.00 2.32 0.00 2.32 164.00 2.32 0.00 2.32 165.00 2.31 0.00 2.31 166.00 2.31 0.00 2.31 167.00 2.31 0.00 2.31 168.00 2.31 0.00 2.31 B - 7 HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW HYDROGRAPHS OUTFLOW HYDROGRAPH min cfs cfs cfs 169.00 2.31 0.00 2.31 170.00 2.31 0.00 2.31 171.00 2.30 0.00 2.30 172.00 2.30 0.00 2.30 173.00 2.30 0.00 2.30 174.00 2.30 0.00 2.30 175.00 2.30 0.00 2.30 176.00 2.30 0.00 2.30 177.00 2.29 0.00 2.29 178.00 2.29 0.00 2.29 179.00 2.29 0.00 2.29 180.00 2.29 0.00 2.29 181.00 2.29 0.00 2.29 182.00 2.29 0.00 2.29 183.00 2.28 0.00 2.28 184.00 2.28 0.00 2.28 185.00 2.28 0.00 2.28 186.00 2.28 0.00 2.28 187.00 2.28 0.00 2.28 188.00 2.27 0.00 2.27 189.00 2.27 0.00 2.27 190.00 2.27 0.00 2.27 191.00 2.27 0.00 2.27 192.00 2.27 0.00 2.27 193.00 2.27 0.00 2.27 194.00 2.26 0.00 2.26 195.00 2.26 .0.00 2.26 196.00 2.26 0.00 2.26 197.00 2.26 0.00 2.26 198.00 2.26 0.00 2.26 199.00 2.26 0.00 2.26 200.00 2.25 0.00 2.25 201.00 2.25 0.00 2.25 202.00 2.25 0.00 2.25 203.00 2.25 0.00 2.25 204.00 2.25 0.00 2.25 205.00 2.25 0.00 2.25 206.00 2.24 0.00 2.24 207.00 2.24 0.00 2.24 208.00 2.24 0.00 2.24 209.00 2.24 0.00 2.24 210.00 2.24 0.00 2.24 211.00 2.23 0.00 2.23 212.00 2.23 0.00 2.23 213.00 2.23 0.00 2.23 214.00 2.23 0.00 2.23 HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW HYDROGRAPHS OUTFLOW HYDROGRAPH min cfs cfs cfs 215.00 2.23 0.00 2.23 216.00 2.23 0.00 2.23 217.00 2.22 0.00 2.22 218.00 2.22 0.00 2.22 219.00 2.22 0.00 2.22 220.00 2.22 0.00 2.22 221.00 2.22 0.00 2.22 222.00 2.22 0.00 2.22 223.00 2.21 0.00 2.21 224.00 2.21 0.00 2.21 225.00 2.21 0.00 2.21 226.00 2.21 0.00 2.21 227.00 2.21 0.00 2.21 228.00 2.21 0.00 2.21 229.00 2.20 0.00 2.20 230.00 2.20 0.00 2.20 231.00 2.20 0.00 2.20 232.00 2.20 0.00 2.20 233.00 2.20 0.00 2.20 234.00 2.20 0.00 2.20 235.00 2.19 0.00 2.19 236.00 2.19 0.00 2.19 237.00 2.19 0.00 2.19 238.00 2.19 0.00 2.19 239.00 2.19 0.00 2.19 240.00 2.18 0.00 2.18 241.00 2.18 0.00 2.18 242.00 2.18 0.00 2.18 243.00 2.18 0.00 2.18 244.00 2.18 0.00 2.18 245.00 2.18 0.00 2.18 246.00 2.17 0.00 2.17 247.00 2.17 0.00 2.17 248.00 2.17 0.00 2.17 249.00 2.17 0.00 2.17 250.00 2.17 0.00 2.17 251.00 2.17 0.00 2.17 252.00 2.16 0.00 2.16 253.00 2.16 0.00 2.16 254.00 2.16 0.00 2.16 255.00 2.16 0.00 2.16 256.00 2.16 0.00 2.16 257.00 2.16 0.00 2.16 258.00 2.15 0.00 2.15 259.00 2.15 0.00 2.15 260.00 2.15 0.00 2.15 HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW HYDROGRAPHS OUTFLOW HYDROGRAPH min cfs cfs cfs 261.00 2.15 0.00 2.15 262.00 2.15 0.00 2.15 263.00 2.14 0.00 2.14 264.00 2.14 0.00 2.14 265.00 2.14 0.00 2.14 266.00 2.14 0.00 2.14 267.00 2.14 0.00 2.14 268.00 2.14 0.00 2.14 269.00 2.13 0.00 2.13 270.00 2.13 0.00 2.13 271.00 2.13 0.00 2.13 272.00 2.13 0.00 2.13 273.00 2.13 0.00 2.13 274.00 2.13 0.00 2.13 275.00 2.12 0.00 2.12 276.00 2.12 0.00 2.12 277.00 2.12 0.00 2.12 278.00 2.12 0.00 2.12 279.00 2.12 0.00 2.12 280.00 2.12 0.00 2.12 281.00 2.11 0.00 2.11 282.00 2.11 0.00 2.11 283.00 2.11 0.00 2.11 284.00 2.11 0.00 2.11 285.00 2.11 0.00 2.11 286.00 2.11 0.00 2.11 287.00 2.10 .0.00 2.10 288.00 2.10 0.00 2.10 289.00 2.10 0.00 2.10 290.00 2.10 0.00 2.10 291.00 2.10 0.00 2.10 292.00 2.09 0.00 2.09 293.00 2.09 0.00 2.09 294.00 2.09 0.00 2.09 295.00 2.09 0.00 2.09 296.00 2.09 0.00 2.09 297.00 2.09 0.00 2.09 298.00 2.08 0.00 2.08 299.00 2.08 0.00 2.08 300.00 2.08 0.00 2.08 301.00 2.08 0.00 2.08 302.00 2.08 0.00 2.08 303.00 2.08 0.00 2.08 304.00 2.07 0.00 2.07 305.00 2.07 0.00 2.07 306.00 2.07 0.00 2.07 I B-10 HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW HYDROGRAPHS OUTFLOW HYDROGRAPH min cfs cfs cfs 307.00 2.07 0.00 2.07 308.00 2.07 0.00 2.07 309.00 2.07 0.00 2.07 310.00 2.06 0.00 2.06 311.00 2.06 0.00 2.06 312.00 2.06 0.00 2.06 313.00 2.06 0.00 2.06 314.00 2.06 0.00 2.06 315.00 2.05 0.00 2.05 316.00 2.05 0.00 2.05 317.00 2.05 0.00 2.05 318.00 2.05 0.00 2.05 319.00 2.05 0.00 2.05 320.00 2.05 0.00 2.05 321.00 2.04 0.00 2.04 322.00 2.04 0.00 2.04 323.00 2.04 0.00 2.04 324.00 2.04 0.00 2.04 325.00 2.04 0.00 2.04 326.00 2.04 0.00 2.04 327.00 2.03 0.00. 2.03 328.00 2.03 0.00 2.03 329.00 2.03 0.00 2.03 330.00 2.03 0.00 2.03 331.00 2.03 0.00 2.03 332.00 2.03 0.00 2.03 333.00 2.02 -0.00 2.02 334.00 2.02 0.00 2.02 335.00 2.02 0.00 2.02 336.00 2.02 0.00 2.02 337.00 2.02 0.00 2.02 338.00 2.01 0.00 2.01 339.00 2.01 0.00 2.01 340.00 2.01 0.00 2.01 341.00 2.01 0.00 2.01 342.00 2.01 0.00 2.01 343.00 2.01 0.00 2.01 344.00 2.00 0.00 2.00 345.00 2.00 0.00 2.00 346.00 2.00 0.00 2.00 347.00 2.00 0.00 2.00 348.00 2.00 0.00 2.00 349.00 1.99 0.00 1.99 350.00 1.99 0.00 1.99 351.00 1.99 0.00 1.99 352.00 1.99 0.00 1.99 a HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW HYDROGRAPHS OUTFLOW HYDROGRAPH min cfs cfs cfs 353.00 1.99 0.00 1.99 354.00 1.98 0.00 1.98 355.00 1.98 0.00 1.98 356.00 1.98 0.00 1.98 357.00 1.98 0.00 1.98 358.00 1.98 0.00 1.98 359.00 1.97 0.00 1.97 360.00 1.97 0.00 1.97 361.00 1.97 0.00 1.97 362.00 1.97 0.00 1.97 363.00 1.97 0.00 1.97 364.00 1.97 0.00 1.97 365.00 1.96 0.00 1.96 366.00 1.96 0.00 1.96 367.00 1.96 0.00 1.96 368.00 1.96 0.00 1.96 369.00 1.96 0.00 1.96 I 370.00 1.95 0.00 1.95 371.00 1.95 0.00 1.95 372.00 1.95 0.00 1.95 373.00 1.95 0.00 1.95 374.00 1.95 0.00 1.95 375.00 1.94 0.00 1.94 376.00 1.94 0.00 1.94 377.00 1.94 0.00 1.94 378.00 1.94 0.00 1.94 379.00 1.94 .0.00 1.94 380.00 1.93 0.00 1.93 381.00 1.93 0.00 1.93 382.00 1.93 0.00 1.93 383.00 1.93 0.00 1.93 384.00 1.93 0.00 1.93 385.00 1.93 0.00 1.93 386.00 1.92 0.00 1.92 387.00 1.92 0.00 1.92 388.00 1.92 0.00 1.92 389.00 1.92 0.00 1.92 390.00 1.92 0.00 1.92 391.00 1.91 0.00 1.91 392.00 1.91 0.00 1.91 393.00 1.91 0.00 1.91 394.00 1.91 0.00 1.91 395.00 1.91 0.00 1.91 396.00 1.90 0.00 1.90 397.00 1.90 0.00 1.90 398.00 1.90 0.00 1.90 B-12 t 1 HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW HYDROGRAPHS OUTFLOW HYDROGRAPH min cfs cfs cfs 399.00 1.90 0.00 1.90 400.00 1.90 0.00 1.90 401.00 1.89 0.00 1.89 402.00 1.89 0.00 1.89 403.00 1.89 0.00 1.89 404.00 1.89 0.00 1.89 405.00 1.89 0.00 1.89 406.00 1.89 0.00 1.89 407.00 1.88 0.00 1.88 408.00 1.88 0.00 1.88 409.00 1.88 0.00 1.88 410.00 1.88 0.00 1.88 411.00 1.88 0.00 1.88 412.00 1.87 0.00 1.87 413.00 1.87 0.00 1.87 414.00 1.87 0.00 1.87 415.00 1.87 0.00 1.87 416.00 1.87 0.00 1.87 417.00 1.86 0.00 1.86 418.00 1.86 0.00 1.86 419.00 1.86 0.00 1.86 420.00 1.86 0.00 1.86 421.00 1.86 0.00 1.86 422.00 1.85 0.00 1.85 423.00 1.85 0.00 1.85 424.00 1.85 0.00 1.85 425.00 1.85 0.00 1.85 426.00 1.85 0.00 1.85 427.00 1.85 0.00 1.85 428.00 1.84 0.00 1.84 429.00 1.84 0.00 1.84 430.00 1.84 0.00 1.84 431.00 1.84 0.00 1.84 432.00 1.84 0.00 1.84 433.00 1.83 0.00 1.83 434.00 1.83 0.00 1.83 435.00 1.83 0.00 1.83 436.00 1.83 0.00 1.83 437.00 1.83 0.00 1.83 438.00 1.82 0.00 1.82 439.00 1.82 0.00 1.82 440.00 1.82 0.00 1.82 441.00 1.82 0.00 1.82 442.00 1.82 0.00 1.82 443.00 1.81 0.00 1.81 444.00 1.81 0.00 1.81 B-13 I HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW HYDROGRAPHS OUTFLOW HYDROGRAPH min cfs cfs cfs 445.00 1.81 0.00 1.81 446.00 1.81 0.00 1.81 447.00 1.81 0.00 1.81 448.00 1.81 0.00 1.81 449.00 1.80 0.00 1.80 450.00 1.80 0.00 1.80 451.00 1.80 0.00 1.80 452.00 1.80 0.00 1.80 453.00 1.80 0.00 1.80 454.00 1.79 0.00 1.79 455.00 1.79 0.00 1.79 456.00 1.79 0.00 1.79 457.00 1.79 0.00 1.79 458.00 1.79 0.00 1.79 459.00 1.78 0.00 1.78 460.00 1.78 0.00 1.78 461.00 1.78 0.00 1.78 462.00 1.78 0.00 1.78 463.00 1.78 0.00 1.78 464.00 1.77 0.00 1.77 465.00 1.77 0.00 1.77 466.00 1.77 0.00 1.77 467.00 1.77 0.00 1.77 468.00 1.77 0.00 1.77 469.00 1.77 0.00 1.77 470.00 1.76 0.00 1.76 471.00 1.76 .0.00 1.76 472.00 1.76 0.00 1.76 473.00 1.76 0.00 1.76 474.00 1.76 0.00 1.76 475.00 1.75 0.00 1.75 476.00 1.75 0.00 1.75 477.00 1.75 0.00 1.75 478.00 1.75 0.00 1.75 479.00 1.75 0.00 1.75 480.00 1.74 0.00 1.74 481.00 1.74 0.00 1.74 482.00 1.74 0.00 1.74 483.00 1.74 0.00 1.74 484.00 1.74 0.00 1.74 485.00 1.73 0.00 1.73 486.00 1.73 0.00 1.73 487.00 1.73 0.00 1.73 488.00 1.73 0.00 1.73 489.00 1.73 0.00 1.73 490.00 1.73 0.00 1.73 HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW HYDROGRAPHS OUTFLOW HYDROGRAPH min cfs cfs cfs 491.00 1.72 0.00 1.72 492.00 1.72 0.00 1.72 493.00 1.72 0.00 1.72 494.00 1.72 0.00 1.72 495.00 1.72 0.00 1.72 496.00 1.71 0.00 1.71 497.00 1.71 0.00 1.71 498.00 1.71 0.00 1.71 499.00 1.71 0.00 1.71 500.00 1.71 0.00 1.71 501.00 1.70 0.00 1.70 502.00 1.70 0.00 1.70 503.00 1.70 0.00 1.70 504.00 1.70 0.00 1.70 505.00 1.70 0.00 1.70 506.00 1.69 0.00 1.69 507.00 1.69 0.00 1.69 508.00 1.69 0.00 1.69 509.00 1.69 0.00 1.69 510.00 1.69 0.00 1.69 511.00 1.69 0.00 1.69 512.00 1.68 0.00 1.68 513.00 1.68 0.00 1.68 514.00 1.68 0.00 1.68 515.00 1.68 0.00 1.68 516.00 1.68 0.00 1.68 517.00 1.67 .0.00 1.67 518.00 1.67 0.00 1.67 519.00 1.67 0.00 1.67 520.00 1.67 0.00 1.67 521.00 1.67 0.00 1.67 522.00 1.66 0.00 1.66 523.00 1.66 0.00 1.66 524.00 1.66 0.00 1.66 525.00 1.66 0.00 1.66 526.00 1.66 0.00 1.66 527.00 1.65 0.00 1.65 528.00 1.65 0.00 1.65 529.00 1.65 0.00 1.65 530.00 1.65 0.00 1.65 531.00 1.65 0.00 1.65 532.00 1.65 0.00 1.65 533.00 1.64 0.00 1.64 534.00 1.64 0.00 1.64 535.00 1.64 0.00 1.64 536.00 1.64 0.00 1.64 B-15 HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW HYDROGRAPHS OUTFLOW HYDROGRAPH min cfs cfs cfs 537.00 1.64 0.00 1.64 538.00 1.63 0.00 1.63 539.00 1.63 0.00 1.63 540.00 1.63 0.00 1.63 541.00 1.63 0.00 1.63 542.00 1.63 0.00 1.63 543.00 1.62 0.00 1.62 544.00 1.62 0.00 1.62 545.00 1.62 0.00 1.62 546.00 1.62 0.00 1.62 547.00 1.62 0.00 1.62 548.00 1.61 0.00 1.61 549.00 1.61 0.00 1.61 550.00 1.61 0.00 1.61 551.00 1.61 0.00 1.61 552.00 1.61 0.00 1.61 553.00 1.61 0.00 1.61 554.00 1.60 0.00 1.60 555.00 1.60 0.00 1.60 556.00 1.60 0.00 1.60 557.00 1.60 0.00 1.60 558.00 1.60 0.00 1.60 559.00 1.59 0.00 1.59 560.00 1.59 0.00 1.59 561.00 1.59 0.00 1.59 562.00 1.59 0.00 1.59 563.00 1.59 0.00 1.59 564.00 1.58 0.00 1.58 565.00 1.58 0.00 1.58 566.00 1.58 0.00 1.58 567.00 1.58 0.00 1.58 568.00 1.58 0.00 1.58 569.00 1.57 0.00 1.57 570.00 1.57 0.00 1.57 571.00 1.57 0.00 1.57 572.00 1.57 0.00 1.57 573.00 1.57 0.00 1.57 574.00 1.57 0.00 1.57 575.00 1.56 0.00 1.56 576.00 1.56 0.00 1.56 577.00 1.56 0.00 1.56 578.00 1.56 0.00 1.56 579.00 1.56 0.00 1.56 580.00 1.55 0.00 1.55 581.00 1.55 0.00 1.55 582.00 1.55 0.00 1.55 B-16 HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW HYDROGRAPHS OUTFLOW HYDROGRAPH min cfs cfs cfs 583.00 1.55 0.00 1.55 584.00 1.55 0.00 1.55 585.00 1.54 0.00 1.54 586.00 1.54 0.00 1.54 587.00 1.54 0.00 1.54 588.00 1.54 0.00 1.54 589.00 1.54 0.00 1.54 590.00 1.53 0.00 1.53 591.00 1.53 0.00 1.53 592.00 1.53 0.00 1.53 593.00 1.53 0.00 1.53 594.00 1.52 0.00 1.52 595.00 1.52 0.00 1.52 596.00 1.52 0.00 1.52 597.00 1.52 0.00 1.52 598.00 1.52 0.00 1.52 599.00 1.51 0.00 1.51 600.00 1.51 0.00 1.51 601.00 1.51 0.00 1.51 602.00 1.51 0.00 1.51 603.00 1.51 0.00 1.51 604.00 1.50 0.00 1.50 605.00 1.50 0.00 1.50 606.00 1.50 0.00 1.50 607.00 1.50 0.00 1.50 608.00 1.50 0.00 1.50 609.00 1.49 0.00 1.49 610.00 1.49 0.00 1.49 611.00 1.49 0.00 1.49 612.00 1.49 0.00 1.49 613.00 1.48 0.00 1.48 614.00 1.48 0.00 1.48 615.00 1.48 0.00 1.48 616.00 1.48 0.00 1.48 617.00 1.48 0.00 1.48 618.00 1.47 0.00 1.47 619.00 1.47 0.00 1.47 620.00 1.47 0.00 1.47 621.00 1.47 0.00 1.47 622.00 1.47 0.00 1.47 623.00 1.46 0.00 1.46 624.00 1.46 0.00 1.46 625.00 1.46 0.00 1.46 626.00 1.46 0.00 1.46 627.00 1.46 0.00 1.46 628.00 1.45 0.00 1.45 B-17 HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW HYDROGRAPHS OUTFLOW HYDROGRAPH min cfs cfs cfs 629.00 1.45 0.00 1.45 630.00 1.45 0.00 1.45 631.00 1.45 0.00 1.45 632.00 1.44 0.00 1.44 633.00 1.44 0.00 1.44 634.00 1.44 0.00 1.44 635.00 1.44 0.00 1.44 636.00 1.44 0.00 1.44 637.00 1.43 0.00 1.43 638.00 1.43 0.00 1.43 639.00 1.43 0.00 1.43 640.00 1.43 0.00 1.43 641.00 1.43 0.00 1.43 642.00 1.42 0.00 1.42 643.00 1.42 0.00 1.42 644.00 1.42 0.00 1.42 645.00 1.42 0.00 1.42 646.00 1.42 0.00 1.42 647.00 1.41 0.00 1.41 648.00 1.41 0.00 1.41 649.00 1.41 0.00 1.41 650.00 1.41 0.00 1.41 651.00 1.40 0.00 1.40 652.00 1.40 0.00 1.40 653.00 1.40 0.00 1.40 654.00 1.40 0.00 1.40 655.00 1.40 .0.00 1.40 656.00 1.39 0.00 1.39 657.00 1.39 0.00 1.39 658.00 1.39 0.00 1.39 659.00 1.39 0.00 1.39 660.00 1.39 0.00 1.39 661.00 1.38 0.00 1.38 662.00 1.38 0.00 1.38 663.00 1.38 0.00 1.38 664.00 1.38 0.00 1.38 665.00 1.38 0.00 1.38 666.00 1.37 0.00 1.37 667.00 1.37 0.00 1.37 668.00 1.37 0.00 1.37 669.00 1.37 0.00 1.37 670.00 1.36 0.00 1.36 671.00 1.36 0.00 1.36 672.00 1.36 0.00 1.36 673.00 1.36 0.00 1.36 674.00 1.36 0.00 1.36 t HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW HYDROGRAPHS OUTFLOW HYDROGRAPH min cfs cfs cfs 675.00 1.35 0.00 1.35 676.00 1.35 0.00 1.35 677.00 1.35 0.00 1.35 678.00 1.35 0.00 1.35 679.00 1.35 0.00 1.35 680.00 1.34 0.00 1.34 681.00 1.34 0.00 1.34 682.00 1.34 0.00 1.34 683.00 1.34 0.00 1.34 684.00 1.34 0.00 1.34 685.00 1.33 0.00 1.33 686.00 1.33 0.00 1.33 687.00 1.33 0.00 1.33 688.00 1.33 0.00 1.33 689.00 1.32 0.00 1.32 690.00 1.32 0.00 1.32 691.00 1.32 0.00 1.32 692.00 1.32 0.00 1.32 693.00 1.32 0.00 1.32 694.00 1.31 0.00 1.31 695.00 1.31 0.00 1.31 696.00 1.31 0.00 1.31 697.00 1.31 0.00 1.31 698.00 1.31 0.00 1.31 699.00 1.30 0.00 1.30 700.00 1.30 0.00 1.36 701.00 1.30 ,0.00 1.30 702.00 1.30 0.00 1.30 j 703.00 1.30 0.00 1.30 704.00 1.29 0.00 1.29 705.00 1.29 0.00 1.29 706.00 1.29 0.00 1.29 707.00 1.29 0.00 1.29 708.00 1.28 0.00 1.28 709.00 1.28 0.00 1.28 j 710.00 1.28 0.00 1.28 711.00 1.28 0.00 1.28 712.00 1.28 0.00 1.28 713.00 1.27 0.00 1.27 714.00 1.27 0.00 1.27 715.00 1.27 0.00 1.27 716.00 1.27 0.00 1.27 717.00 1.27 0.00 1.27 j 718.00 1.26 0.00 1.26 719.00 1.26 0.00 1.26 720.00 1.26 0.00 1.26 i JR Engineering, Ltd. (303) 2824335 ' 4812 South College Avenue, Fort Collins, Colorado 80525 AREA BSN DEV COEF_DEV SOIL NAME C_2YR C_100YR MI_ST_COEF BSN_DSGN C 2YR C 100YR MI ST COEF 210 0.00 GRASS 0.20 0.25 0.00 ' 61 0.00 STREET 0.95 1.00 0.00 36 0.00 GRASS 0.20 0.25 0.00 68 0.00 GRASS 0.20 0.25 0.00 9 0.00 GRASS 0.20 0.25 0.00 32 0.00 GRASS 0.20 0.25 0.00 ' 32 0.00 STREET 0.95 1.00 0.00 4 0.00 STREET 0.95 1.00 0.00 33 0.00 0.00 0.00 0.20 2 368 0.00 GRASS 0.20 0.25 0.20 2 ' 1070 0.00 GRASS 0.20 0.25 0.20 3 21 0.00 GRASS 0.20 0.25 0.20 3 0 0.00 GRASS 0.20 0.25 0.20 6 0 0.00 0.00 0.00 0.20 6 142 0.00 GRASS 0.20 0.25 0.20 6 ' 68 0.00 0.00 0.00 0.20 6 535 0.00 GRASS 0.20 0.25 0.20 7 13 0.00 0.00 0.00 0.20 7 0.00 0.00 0.00 0.85 M1 '18652 14950 0.00 0.00 0.00 0.85 M3 9988 0.00 0.00 0.00 0.80 M4 474 0.00 STREET 0.95 1.00 0.20 OS1 2 0.00 0.00 0.00 0.20 0S1 500 0.00 GRASS 0.20 0.25 0.20 0S1 ' 35 0.00 STREET 0.95 1.00 0.20 OS1 691 0.00 0.00 0.00 0.90 OS2 215 0.00 STREET 0.95 1.00 0.90 OS2 2004 0.00 STREET 0.95 1.00 0.90 OS2 179 0.00 STREET 0.95 1.00 0.90 OS2 ' 3 1 0.53 0.00 0.00 0.00 0 0 0 46 1 0.53 GRASS 0.20 0.25 0.20 9 11 9 22691 1 0.53 GRASS 0.20 0.25 0.20 1 4538 5673 4538 3667 1 0.53 0.20 0.25 0.20 1 733 917 733 2925 1 0.53 GRASS 0.20 0.25 0.20 1 585 731 585 5066 1 0.53 STREET 0.95 1.00 0.20 1 4813 5066 1013 303 1 0.53 DRIVE 0.95 1.00- 0.20 1 288 303 61 2516 1 0.53 BLDG 0.95 1.00 0.20 1 2390 2516 503 1 0.53 DRIVE 0.95 1.00 0.20 1 1234 1299 260 '1299 2516 1 0.53 BLDG 0.95 1.00 0.20 1 2390 2516 503 662 1 0.53 DRIVE 0.95 1.00 0.20 1 629 662 132 78 1 0.53 GRASS 0.20 0.25 - 0.20 1 16 19 16 2199 1 0.53 BLDG 0.95 1.00 0.20 1 2089 2199 440 ' 1592 1 0.53 STREET 0.95 1.00 0.90 18 1512 1592 1432 372 1 0.53 0.95 1.00 0.90 113 353 372 335 4732 1 0.53 0.20 0.25 ._ 0.20 4 946 1183 946 2516 1 0.53 BLDG 0.95 1.00 0.20 4 2390 2516 503 5396 1 0.53 GRASS 0.20 0.25 0.20 4 1079 1349 1079 - 12427 1 0.53 STREET 0.95 1.00 0.20 4 11806 12427 2485 1609 1 0.53 GRASS 0.20 0.25 0.20 4 322 402 322 1426 1 0.53 DRIVE 0.95 1.00 0.20 4 1355 1426 285 1 0.53 GRASS 0.20 0.25 0.20 4 6663 8329 6663 '33314 2511 1 0.53 BLDG 0.95 1.00 0.20 4 2386 2511 502 2472 1 0.53 GRASS 0.20 0.25 0.20 4 494 618 494 1690 1 0.53 DRIVE 0.95 1.00 0.20 4 1605 1690 338 2516 1 0,53 BLDG 0,95 1.00 0.20 4 2390 2516 503 286 1 0.53 DRIVE 0.95 1.00 0.20 4 272 286 57 ' 21 1 0.53 BLDG 0.95 1.00 0.20 4 20 21 4 296 1 0.53 BLDG 0.95 1.00 0.20 4 281 296 59 1243 1 0.53 DRIVE 0.95 1.00 0.20 4 1181 1243 249 2516 1 0.53 BLDG 0.95 1.00 0.20 4 2390 2516 503 609 1 0.53 DRIVE 0.95 1.00 0.20 4 579 609 122 490 1 0.53 DRIVE 0.95 1.00 0.20 4 466 490 98 2516 1 0.53. BLDG 0.95 1.00 0.20 4 2390 2516 503 941 1 0,53 0.95 1.00 0.90 4A 894 941 847 ' X:1327000WYDROXDEVDRNNW.WB1 -08122/94 B-19 JR Engineering, Ltd. '4812 South College Avenue, Fort Collins, Colorado 80525 4144 1 0.53 STREET 0.95 1.00 0.90 4A 178 1 0.53 GRASS 0.20 0.25 0.20 5 233 1 44 1 0.53 0.53 STREET 0.95 0.95 1.00 1.00 0.20 0.90 5 SA 201 1 0.53 STREET 0.95 1.00 0.90 5A 11 1 0.53 DRIVE 0.95 1.00 0.20 M2 639 1 0.53 GRASS 0.20 0.25 0.20 M2 S 1 0.53 BLDG 0.95 1.00 0.20 M2 ' 130917 3.01 21 1.1 0.25 0.20 0.25 0.20 17671 1.1 0.25 0.20 0.25 0.20 1 17270 1.1 0.25 0.20 0.25 0.20 4 2300 1 A 0.25 0.20 0.25 0.20 5 ' 857 1.1 0.25 0.20 0.25 0.20 M2 38119 0.88 '13409 1.1 A 1.00 0.95 1.00 0.90 1 A 13409 0.31 80306 1.113 0.25 0.20 0.25 0.20 1 10246 1.1 B 0.25 0.20 0.25 0.20 4 90552 ' 2.08 48597 1.1C 0.25 0.20 0.25 0.20 1 48597 ' 1.12 2 2 0.64 STREET 0.95 1.00 0.20 1 789 2 0.64 DRIVE 0.95 1.00 0.20 2 ' 561 2 0.64 BLDG 0.95 1.00 0.20 2 876 2 0.64 DRIVE 0.95 1.00 0.20 2 139 2 0.64 BLDG 0.95 1.00- 0.20 2 2516 2 0.64 BLDG 0.95 1.00 0.20 2 20694 2 0.64 GRASS 0.20 0.25 0.20 2 13122 2 0.64 STREET 0.95 1.00 0.20 2 2516 2 0.64 BLDG 0.95 1.00 0.20 2 873 2 0.64 DRIVE 0.95 1.00 0.20 2 2402 2 0.64 GRASS 0.20 0.25 0.20 2 977 2 0.64 BLDG 0.95 1.00 0.20 2 2458 2 0.64 GRASS 0.20 0.25 0.20 2 87 2 0.64 BLDG 0.95 1.00 ,. 0.20 2 868 2 0.64 DRIVE 0.95 1.00 0.20 2 491 2 0.64 BLDG 0.95 1.00 0.20 2 ' 824 2 0.64 DRIVE 0.95 1.00 0.20 2 2105 2 0.64 GRASS 0.20 0.25 0.20 2 74 2 0.64 BLDG 0.95 1.00 0.20 2 799 2 0.64 DRIVE 0.95 1.00 0.20 2 ' 2794 2 0.64 GRASS 0.20 0.25 0.20 2 427 2 0.64 BLDG 0.95 1.00 0.20 2 4330 2 0.64 STREET 0.95 1.00 0.90 2A 1164 2 0.64 GRASS 0.20 0.25 0.20 3 1474 2 0.64 BLDG 0.95 1.00 0.20 3 2252 2 0.64 GRASS 0.20 0.25 0.20 3 1111 2 0.64 DRIVE 0.95 1.00 0.20 3 885 2 0.64 DRIVE 0.95 1.00 0.20 3 570 2 0.64 BLDG 0.95 1.00 0.20 3 ' 751 2 0.64 DRIVE 0.95 1.00 0.20 3 2516 2 0.64 BLDG 0.95 1.00 0.20 3 16421 2 0.64 STREET 0.95 1.00 0.20 3 18732 2 0.64 GRASS 0.20 0.25 0.20 3 3937 4144 3730 36 44 36 221 233 47 41 44 39 191 201 181 10 11 2 128 160 128 5 5 1 66059 72605 31288 0.50 0.55 0.24 1.52 1.67 0.72 4 5 4 3534 4418 3534 3454 4318 3454 460 575 460 171 214 171 7624 9530 7624 0.20 0.25 0.20 0.18 0.22 0.18 12739 13409 12069 12739 13409 12069 0.95 1.00 0.90 0.29 0.31 0.28 16061 20076 16061 2049 2562 2049 18110 22638 18110 0.20 0.25 0.20 0.42 0.52 0.42 9719 12149 9719 9719 12149 9719 0.20 0.25 0.20 0.22 0.28 0.22 2 2 0 750 789 158 532 561 112 832 876 175 132 139 28 2390 2516 503 4139 5174 4139 12466 13122 2624 2390 2516 503 830 873 175 480 601 480 928 977 195 492 614 492 82 87 17 825 868 174 466 491 98 783 824 165 421 526 421 70 74 15 759 799 160 559 699 559 406 427 85 4113 4330 3897 233 291 233 1400 1474 295 450 563 450 1055 1111 222 841 885 177 542 570 114 713 751 150 2390 2516 503 15600 16421 3284 3746 4683 3746 (303) 2824335 X:t3270001HYDRO'DEVDRNNW.WB1-08/22/94 1 _. m JR Engineering, Ltd. (303) 2824335 4812 South College Avenue, Fort Collins, Colorado 80525 833 2 0.64 DRIVE 0.95 1.00 0.20 3 791 833 167 2516 2 0.64 BLDG 0.95 1.00 0.20 3 2390 2516 503 1759 2 0.64 BLDG 0.95 1.00 0.20 3 1671 1759 352 ' 822 2 0.64 DRIVE 0.95 1.00 0.20 3 781 822 164 784 2 0.64 STREET 0.95 1.00 0.20 7 744 784 157 7499 2 0.64 GRASS 0.20 0.25 0.20 7 1500 1875 1500 877 2 0.64 BLDG 0.95 1.00 0.20 7 833 877 175 1076 2 0.64 BLDG 0.95 1.00 0.20 7 1023 1076 215 ' 4 2 0.64 STREET 0.95 1.00 0.90 St 4 4 4 122772 71557 77696 27588 2.82 0.58 0.63 0.22 1.64 1.78 0.63 1666 2.1 0.62 GRASS 0.20 0.25 0.20 2 333 417 333 864 2.1 0.62 BLDG 0.95 1.00 0.20 2 821 864 173 896 2.1 0.62 BLDG 0.95 1.00 0.20 2 851 896 179 ' 2.1 0.62 BLDG 0.95 1.00 0.20 2 1372 1444 289 '1444 2562 2.1 0.62 GRASS 0.20 0.25 0.20 2 512 641 512 1803 2.1 0.62 GRASS 0.20 0.25 0.20 2 361 451 361 2695 2.1 0.62 GRASS 0.20 0.25 0.20 2 539 674 539 2.1 0.62 DRIVE 0.95 1.00 0.20 2 639 673 135 '673 1679 2.1 0.62 GRASS 0.20 0.25 0.20 2 336 420 336 1220 2.1 0.62 STREET 0.95 1.00 0.20 2 1159 1220 244 628 2.1 0.62 DRIVE 0.95 1.00 0.20 2 596 628 126 5364 2.1 0,62 STREET 0,95 1,00 0,20 2 5096 5364 1073 2.1 0.62 DRIVE 0.95 1.00 0.20 2 500 526 105 '526 7242 2.1 0.62 STREET 0.95 1.00 0.90 2A 6880 7242 6518 1019 2.1 0.62 GRASS 0.20 0.25 0.20 3 204 255 204 832 2.1 0.62 BLDG 0.95 1.00 0.20 3 791 832 166 911 2.1 0.62 DRIVE 0.95 1.00 0.20 3 865 911 182 ' 830 2.1 0.62 DRIVE 0.95 1.00 0.20 3 789 830 166 1194 2.1 0.62 DRIVE 0.95 1.00 0.20 3 1134 1194 239 52323 2.1 0.62 GRASS 0.20 0.25 0.20 3 10465 13081 10465 867 2.1 0,62 DRIVE 0.95 1.00 0,20 3 824 867 173 908 2.1 0.62 DRIVE 0.95 1.00 0.20 3 863 908 182 795 2.1 0.62 DRIVE 0.95 1.00 0.20 3 755 795 159 3228 2.1 0.62 GRASS 0.20 0.25 0.20 3 646 807 646 i 68 2.1 0.62 DRIVE 0.95 1.00 0.20 3 65 68 14 2.1 0.62 GRASS 0.20 0.25 0.20 3 1669 2086 1669 '8343 1206 2.1 0.62 GRASS 0.20 0.25 0.20 3 241 302 241 1041 2.1 0.62 BLDG 0.95 1.00 0.20 3 989 1041 208 726 2.1 0.62 DRIVE 0.95 1.00- 0.20 3 690 726 145 2.1 0.62 BLDG 0,95 1,00 0,20 3 1359 1430 286 33962 2.1 0.62 STREET 0.95 1.00 0.20 3 32263 33962 6792 '1430 1055 2.1 0.62 BLDG 0.95 1.00 0.20 3 1002 1055 211 2292 2.1 0.62 GRASS 0.20 0.25 0.20 3 458 573 458 945 2.1 0.62 DRIVE 0.95 1.00 0.20 3 897 945 189 2.1 0.62 GRASS 0.20 0.25 0.20 3 242 303 242 '1211 1223 2.1 0.62 BLDG 0.95 1.00 0.20 3 1162 1223 245 2526 2.1 0.62 GRASS 0.20 0.25 0.20 3 505 631 f 505 870 2.1 0.62 DRIVE 0.95 1.00 _ 0.20 3 827 870 174 2.1 0,62 BLDG 0,95 1,00 0,20 3 23113 2509 502 2794 2.1 0.62 GRASS 0.20 0.25 0.20 3 559 699 559 '2509 2516 2.1 0.62 BLDG 0.95 1.00 0.20 3 2390 2516 503 2516 2.1 0.62 BLDG 0.95 1.00 0.20 3 2390 2516 503 2516 2.1 0.62 BLDG 0.95 1.00 0.20 3 2390 2516 503 2.1 0.62 BLDG 0.95 1.00 0.20 3 2390 2516 503 '2516 2516 2.1 0.62 BLDG 0.95 1.00 0.20 3 2390 2516 503 2516 2.1 0.62 BLDG 0.95 1.00 0.20 3 2390 2516 503 2516 2.1 0.62 BLDG 0.95 1.00 0.20 3 2390 2516 503 2.1 0,62 DRIVE 0,95 1,00 0.20 3 476 501 100 2333 2.1 0.62 BLDG 0.95 1.00 0.20 3 2216 2333 467 '501 1569 2.1 0.62 BLDG 0.95 1.00 0.20 3 1491 1569 314 998 2.1 0.62 DRIVE 0.95 1.00 0.20 3 948 998 200 962 2.1 0.62 DRIVE 0.95 1.00 0.20 3 914 962 192 866 2.1 0.62 DRIVE 0.95 1.00 0.20 3 823 866 173 ' 952 2.1 0.62 DRIVE 0.95 1.00 0.20 3 905 952 190 14450 2.1 0.62 GRASS 0.20 0.25 0.20 OS1 2890 3613 2890 7 2.1 0.62 BLDG 0.95 1.00 0.20 OS1 7 7 1 263 2.1 0,62 STREET 0.95 1,00 0,20 OSt 250 263 53 ' X:13270001HYDROkDEVDRNNW.WB1-08/22/94 i B-21 JR Engineering, Ltd. (303) 2824335 4812 South College Avenue, Fort Collins, Colorado 80525 149 2.1 0.62 0.20 0.25 0.20 OS1 30 37 30 74 2.1 0.62 STREET 0.95 1.00 0.90 OS2 70 74 67 195107 110392 120147 44143 ' 4.48 0.57 0.62 0.23 2.53 2.76 1.01 812 2.1A 0.54 DRIVE 0.95 1.00 0.20 2 771 812 162 2.1A 0.54 BLDG 0.95 1.00 0.20 2 2390 2516 503 '2516 1219 2.1A 0.54 BLDG 0.95 1.00 0.20 2 1158 1219 244 10920 2AA 0.54 STREET 0.95 1.00 0.20 2 10374 10920 2184 47241 2.1A 0.54 GRASS 0.20 0.25 0.20 2 9448 11810 9448 832 2AA 0.54 DRIVE 0.95 1.00 0.20 2 791 832 166 t 863 2.1A 0.54 DRIVE 0.95 1.00 0.20 2 820 863 173 83 2.1A 0.54 GRASS 0.20 0.25 0.20 2 17 21 17 775 2.1A 0.54 DRIVE 0.95 1.00 0.20 2 736 775 155 850 2.1A 0.54 GRASS 0.20 0.25 0.20 2 170 213 170 2406 2.1A 0.54 BLDG 0.95 1.00 0.20 2 2286 2406 481 t 44 2.1A 0.54 DRIVE 0.95 1.00 0.20 2 42 44 9 2516 2.1A 0.54 BLDG 0.95 1.00 0.20 2 2390 2516 503 2516 2.1A 0.54 BLDG 0.95 1.00 0.20 2 2390 2516 503 2.1A 0.54 BLDG 0.95 1.00 0.20 2 1019 1072 214 '1072 1468 2.1A 0.54 BLDG 0.95 1.00 0.20 2 1395 1468 294 712 2.1A 0.54 DRIVE 0.95 1.00 0.20 3 676 712 142 34914 2AA 0.54 GRASS 0.20 0.25 0.20 3 6983 8729 6983 896 2.1A 0.54 DRIVE 0.95 1.00 0.20 3 851 896 179 2.1A 0.54 DRIVE 0.95 1.00 0.20 3 798 840 168 '840 9897 2.1A 0.54 STREET 0.95 1.00 0.20 3 9402 9897 1979 2516 2AA 0.54 BLDG 0.95 1.00 0.20 3 2390 2516 503 2516 2.1A 0.54 BLDG 0.95 1.00 0.20 3 2390 2516 503 2.1 A 0.54 BLDG 0.95 1.00 0.20 3 1031 1086 217 '1086 2516 2.1A 0.54 BLDG 0.95 1.00 0.20 3 2390 2516 503 109 2.1A 0.54 BLDG 0.95 1.00 0.20 3 104 109 22 1475 2.1A 0.54 BLDG 0.95 1.00 0.20 3 1401 1475 295 1461 2.1A 0.54 BLDG 0.95 1.00 0.20 3 1388 1461 292 2.1A 0.54 BLDG 0.95 1.00 0.20 3 1228 1293 259 '1293 36364 67230 74048 27273 3.13 0.49 0.54 0.20 1.54 1.70 0.63 ' 223 2A 0.31 0.20 0.25 0.20 45 56 45 56 2A 0.31 0.20 0.25 0.20 3 11 14 11 275 2A 0.31 BLDG 0.95 1.00- 0.20 3 261 275 55 403 2A 0,31 GRASS 0,20 0,25 0,20 3 81 101 81 1091 2A 0.31 BLDG 0.95 1.00 0.20 3 1036 1091 218 17554 2A 0.31 GRASS 0.20 0.25 0.20 3 3511 4389 3511 757 2A 0.31 BLDG 0.95 1.00 0.20 3 719 757 151 807 2A 0.31 GRASS 0.20 0.25 0.20 3 161 202 161 1042 2A 0.31 BLDG 0.95 1.00 0.20 3 990 1042 208 ' 595 2A 0.31 GRASS 0.20 0.25 0.20 OS1 119 149 119 119 2A 0.31 0.20 0.25 0.20 OS3 24 30 24 672 2A 0.31 BLDG 0.95 1.00 0.20 OS3 638 672 134 79 2A 0,31 0.20 0.25 0.20 OS3 16 20 16 23 2A 0.31 BLDG 0.95 1.00 0.20 OS3 21 23 5 ' 25923 2A 0.31 GRASS 0.20 0.25 0.20 OS3 5185 6481 5185 49619 12819 15300 9924 1.14 0.26 0.31 0.20 0.29 0.35 0.23 5 3 0.37 0.20 0.25 0.20 4 1 1 1 0 3 0.37 GRASS 0.20 0.25 0.20 4 0 0 0 3 0,37 BLDG 0.95 1.00 0,20 5 2326 2448 490 525 3 0.37 DRIVE 0.95 1.00 0.20 5 499 525 105 '2448 21888 3 0.37 GRASS 0.20 0.25 0.20 5 4378 5472 4378 927 3 0.37 GRASS 0.20 0.25 0.20 5 185 232 185 2516 3 0.37 BLDG 0.95 1.00 0.20 5 2390 2516 503 3 0.37 BLDG 0.95 1.00 0.20 5 2390 2516 503 '2516 7955 3 0.37 STREET 0.95 1.00 0.20 5 7558 7955 1591 1332 3 0.37 DRIVE 0.95 1.00 0.20 5 1265 1332 266 631 3 0.37 DRIVE 0.95 1.00 0.20 5 600 631 126 821 3 0.37 020 0.25 0.20 5 164 205 164 ' X1327000WYDRO\DEVDRNNW.WB1-08/22/94 B-22 JR Engineering, Ltd. ' 4812 South College Avenue, Fort Collins, Colorado 80525 4916 3 0.37 GRASS 0.20 0.25 0.20 5 983 1229 983 748 3 0.37 DRIVE 0.95 1.00 0.20 5 711 748 150 '901 2516 3 3 0.37 0.37 GRASS BLDG 0.20 0.95 0.25 1.00 0.20 0.20 5 5 180 2390 225 2516 180 503 2932 3 0.37 STREET 0.95 1.00 0.90 5A 2785 2932 2638 614 3 0.37 0.95 1.00 0.90 5A 583 614 552 494 3 0.37 DRIVE 0.95 1.00 0.20 M2 470 494 99 43 3 0.37 BLDG 0.95 1.00 0.20 M2 41 43 9 ' 156 3 0.37 0.20 0.25 0.20 M2 31 39 31 1937 3 0.37 GRASS '0.20 0.25 0.20 M2 387 484 387 56822 30317 33158 13846 ' 1,30 0.53 0.70 0.58 0.76 0.24 0.32 65 4 0.27 0.20 0.25 0.20 1 13 16 13 86633 4 0.27 0.20 0.25 0.20 1 17327 21658 17327 5688 4 0.27 STREET 0.95 1.00 0.20 1 5403 5688 1138 ' 617 4 0.27 STREET 0.95 1.00 0.20 1 587 617 123 77 4 0.27 STREET 0.95 1.00 0.90 2A 73 77 69 7 4 0.27 STREET 0.95 1.00 0.90 2A 7 7 6 4 0.27 0.20 0.25 0.20 4 5983 7478 5983 '29913 9326 4 0.27 GRASS 0.20 0.25 0.20 5 1865 2332 1865 27472 4 0.27 GRASS 0.20 0.25 0.20 5 5494 6868 5494 2624 4 0.27 BLDG 0.95 1.00 0.20 5 2493 2624 525 336 4 0.27 DRIVE 0.95 1.00 0.20 5 319 336 67 4 0.27 BLDG 0.95 1.00 0.20 5 1203 1266 253 '1266 177156 4 0.27 0.20 0.25 0.20 5 35431 44289 35431 1839 4 0.27 DRIVE 0.95 1.00 0.20 5 1747 1839 368 4554 4 0.27 0.20 0.25 0.20 M2 911 1138 911 1 4 0.27 STREET 0.95 1.00 0.90 S1 1 1 1 ' 53 4 0.27 STREET 0.95 1.00 0.90 S1 50 53 48 347625 78906 96287 69622 7.98 0.23 0.28 0.20 1.81 2.21 1.60 ' 210 4.1 0.68 STREET 0.95 1.00 0.20 1 200 210 42 4 4.1 0.68 0.20 0.25 0.20 1 1 1 1 23 4.1 0.68 STREET 0.95 1.00 0.20 1 22 23 5 4.1 0.68 BLDG 0.95 1.00 0.20 5 2493 2624 525 '2624 762 4.1 0.68 DRIVE 0.95 1.00 0.20 5 724 762 152 1358 4.1 0.68 BLDG 0.95 1.00 0.20 5 1290 1358 272 2624 4.1 0.68 BLDG 0.95 1.00. 0.20 5 2493 2624 525 2624 4.1 0.68 BLDG 0.95 1.00 0.20 5 2493 2624 525 4.1 0.68 DRIVE 0.95 '- 1.00 0.20 5 744 783 157 '783 4737 4.1 0.68 GRASS 0.20 0.25 0.20 5 947 1184 947 9 4.1 0.68 GRASS 0.20 0.25 0.20 5 2 2 2 31557 4.1 0.68 STREET 0.95 1.00 _ 0.20 5 29979 31557 6311 4.1 0.68 GRASS 0.20 0.25 0.20 5 102 127 102 '508 2624 4.1 0.68 BLDG 0.95 1.00 0.20 5 2493 2624 525 799 4.1 0.68 DRIVE 0.95 1.00 0.20 5 759 799 160 796 4.1 0.68 DRIVE 0.95 1.00 0.20 5 757 796 159 845 4.1 0.68 DRIVE 0.95 1.00 0.20 5 803 645 169 4.1 0.68 DRIVE 0.95 1.00 0.20 5 745 784 157 '784 2624 4.1 0.68 BLDG 0.95 1.00 0.20 5 2493 2624 525 77 4.1 0.68 DRIVE 0.95 1.00 0.20 5 73 77 15 2624 4.1 0.68 BLDG 0.95 1.00 0.20 5 2493 2624 525 4.1 0.68 GRASS 0.20 0.25 0.20 5 8 10 8 '39 800 4.1 0.68 DRIVE 0.95 1.00 0.20 5 760 800 160 904 4.1 0.68 DRIVE 0.95 1.00 0.20 5 859 904 181 35520 4.1 0.68 GRASS 0.20 0.25 0.20 5 7104 8880 7104 530 4.1 0.68 DRIVE 0.95 1.00 0.20 5 503 530 106 4.1 0.68 0.20 0.25 0.20 5 2336 2920 2336 '11681 2624 4.1 0.68 BLDG 0.95 1.00 0.20 5 2493 2624 525 2624 4.1 0.68 BLDG 0.95 1.00 0.20 5 2493 2624 525 531 4.1 0.68 STREET 0.95 1.00 0.90 5A 505 531 478 2 4.1 0.68 0.95 1.00 0.90 5A 2 2 2 ' 4249 4.1 0.68 STREET 0.95 1.00 0.90 5A 4037 4249 3824 8 4.1 0.68 STREET 0.95 1.00 0.90 6A 8 8 7 118510 73211 79137 27056 2.72 0.62 0.67 0.23 M327000WYDROIDEVDRNNW.WB1-08/22/94 B-23 (303) 282-4335 1 JR Engineering, Ltd. (303) 282-4335 ' 4812 South College Avenue, Fort Collins, Colorado 60525 1.68 1.82 0.62 5 0.75 0.20 0.25 0.20 6 7 6 '30 2624 5 0.75 BLDG 0.95 1.00 0.20 6 2493 2624 525 11718 5 0.75 STREET 0.95 1.00 0.20 6 11132 11718 2344 9143 5 0.75 GRASS 0.20 0.25 0.20 6 1829 2286 1829 666 5 0.75 DRIVE 0.95 1.00 0.20 6 632 666 133 '24180 1W92 17301 4836 0.56 0.67 0.72 0.20 0.37 0.40 0.11 728 5.1 0.57 STREET 0.95 1.00 0.90 2A 692 728 655 16 5.1 0.57 STREET 0.95 1.00 0.90 5A 15 16 14 6 5.1 0.57 STREET 0.95 1.00 0.90 5A 6 6 5 2624 5.1 0.57 BLDG 0.95 1.00 0.20 6 2493 2624 525 830 5.1 0.57 DRIVE 0.95 1.00 0.20 6 788 830 166 583 5.1 0.57 DRIVE 0.95 1.00 0.20 6 554 583 117 788 5.1 0.57 DRIVE 0.95 1.00 0.20 6 749 788 158 1839 5.1 0.57 BLDG 0.95 1.00 0.20 6 1747 1839 368 13602 5.1 0.57 STREET 0.95 1.00 0.20 6 12922 13602 2720 795 5.1 0.57 DRIVE 0.95 1.00 0.20 6 755 795 159 1175 5.1 0.57 BLDG 0.95 1.00 0.20 6 1116 1175 235 791 5.1 0.57 DRIVE 0.95 1.00 0.20 6 751 791 158 2048 5.1 0.57 BLDG 0.95 1.00 0.20 6 1946 2048 410 800 5.1 0.57 DRIVE 0.95 1.00 0.20 6 760 800 160 2048 5.1 0.57 BLDG 0.95 1.00 0.20 6 1946 2048 410 2048 5.1 0.57 BLDG 0.95 1.00 0.20 6 1946 2048 410 54922 5.1 0.57 GRASS 0.20 0.25 0.20 6 10984 13731 10984 798 5.1 0.57 DRIVE 0.95 1.00 0.20 6 758 798 160 2048 5.1 0.57 BLDG 0.95 1.00 0.20 6 1946 2048 410 1839 5.1 0.57 BLDG 0.95 1.00 0.20 6 1747 1839 368 508 5.1 0.57 DRIVE 0.95 1.00 0.20 6 482 508 102 2048 5.1 0.57 BLDG 0.95 1.00 0.20 6 1946 2048 410 3216 5.1 0.57 STREET 0.95 1.00 0.90 6A 3055 3216 2894 483 5.1 0.57 BLDG 0.95 1.00 0.20 7 458 483 97 955 5.1 0.57 STREET 0.95 1.00 0.20 7 907 955 191 18461 5.1 0.57 GRASS 0.20 0.25 0.20 7 3692 4615 3692 1422 5.1 0.57 BLDG 0.95 1.00 0.20 7 1351 1422 284 1358 5.1 0.57 BLDG 0.95 1.00 0.20 7 1290 1358 272 1402 5.1 0.57 BLDG 0.95 1.00 0.20 7 1332 1402 280 1438 5.1 0.57 BLDG 0.95 1.00 0.20 7 1366 1438 288 1406 5.1 0.57 BLDG 0.95 1.00- 0.20 7 1335 1406 281 1410 5.1 0.57 BLDG 0.95 1.00 0.20 7 1340 1410 282 1439 5.1 0.57 BLDG 0.95 1.00 0.20 7 1367 1439 288 125874 64542 70836 27950 2.89 0.51 0.56 0.22 . 1.48 1.63 0.64 2593 6 0.71 BLDG 0.95 1.00 0.20 6 2464 2593 519 5755 6 0.71 GRASS 0.20 0.25 0.20 6 1151 1439 1151 164 6 0.71 BLDG 0.95 1.00 - 0.20 6 156 164 33 14 6 0.71 DRIVE 0.95 1.00 0.20 6 13 14 3 1673 6 0.71 GRASS 0.20 0.25 0.20 7 335 418 335 802 6 0.71 BLDG 0.95 1.00 0.20 7 762 802 160 682 6 0.71 DRIVE 0.95 1.00 0.20 7 648 682 136 31 6 0.71 BLDG 0.95 1.00 0.20 7 29 31 6 846 6 0.71 DRIVE 0.95 1.00 0.20 7 803 846 169 847 6 0.71 DRIVE 0.95 1.00 0.20 7 804 847 169 12870 6 0.71 STREET 0.95 1.00 0.20 - 7 12227 12870 2574 589 6 0.71 GRASS 0.20 0.25 0.20 7 118 147 118 1131 6 0.71 GRASS 0.20 0.25 0.20 7 226 283 226 799 6 0.71 DRIVE 0.95 1.00 0.20 7 759 799 160 1185 6 0.71 BLDG 0.95 1.00 0.20 7 1126 1185 237 1202 6 0.71 BLDG 0.95 1.00 0.20 7 1142 1202 240 1451 6 0.71 GRASS 0.20 0.25 0.20 7 290 363 290 1524 6 0.71 GRASS 0.20 0.25 0.20 7 305 381 305 1266 6 0.71 BLDG 0.95 1.00 0.20 7 1203 1266 253 776 6 0.71 GRASS 0.20 0.25 0.20 7 155 194 155 1668 6 0.71 GRASS 0.20 0.25 0.20 7 334 417 334 1222 6 0.71 BLDG 0.95 1.00 0.20 7 1161 1222 244 X:1327000U-IYDROIDEVDRNNW.WB1-08/22/94 m JR Engineering, Ltd. '4812 South College Avenue, Fort Collins, Colorado 80525 1218 6 0.71 BLDG 0.95 1.00 0.20 7 1214 6 0.71 BLDG 0.95 1.00 0.20 7 ' 2311 1186 6 6 0.71 0.71 GRASS BLDG 0.20 0.95 0.25 1.00 0.20 0.20 7 7 785 6 0.71 DRIVE 0.95 1.00 0.20 7 922 6 0.71 GRASS 0.20 0.25 0.20 7 777 6 0.71 DRIVE 0.95 1.00 0.20 7 6 0.71 DRIVE 0.95 1.00 0.20 7 '774 788 6 0.71 DRIVE 0.95 1.00 0.20 7 2081 6 0.71 GRASS 0.20 0.25 0.20 7 743 6 0.71 DRIVE 0.95 1.00 0.20 7 ' 51890 1.19 55 6.1 0.56 GRASS 0.20 0.25 0.20 2 1130 6.1 0.56 GRASS 0.20 0.25 0.20 2 ' 42 6.1 0.56 GRASS 0.20 0.25 0.20 2 1816 6.1 0.56 BLDG 0.95 1.00 0.20 2 4431 6.1 0.56 GRASS 0.20 0.25 0.20 2 1539 6.1 0.56 BLDG 0.95 1.00 0.20 2 1150 6.1 0.56 GRASS 0.20 0.25 0.20 2 1878 6.1 0.56 BLDG 0.95 1.00 0.20 2 1101 6.1 0.56 BLDG 0.95 1.00 0.20 2 73 6.1 0.56 STREET 0.95 1.00 0.90 2A 6.1 0.56 GRASS 0.20 0.25 0.20 3 '43 2624 6.1 0.56 BLDG 0.95 1.00 0.20 6 703 6.1 0.56 DRIVE 0.95 1.00 0.20 6 9413 6.1 0.56 GRASS 0.20 0.25 0.20 6 14 6.1 0.56 0.20 0.25 0.20 6 ' 771 6.1 0.56 DRIVE 0.95 1.00 0.20 7 753 6.1 0.56 DRIVE 0.95 1.00 0.20 7 50366 6.1 0.56 GRASS 0.20 0.25 0.20 7 707 6.1 0.56 DRIVE 0.95 1.00 0.20 7 6.1 0.56 GRASS 0.20 0.25 0.20 7 '1671 13023 6.1 0.56 STREET 0.95 1.00 0.20 7 1592 6.1 0.56 GRASS 0.20 0.25 0.20 7 384 6.1 0.56 DRIVE 0.95 1.00 0.20 7 2624 6.1 0.56 BLDG 0.95 1.00 0.20 7 710 6.1 0.56 DRIVE 0.95 1.00 0.20 7 463 6.1 0.56 DRIVE 0.95 1.00 0.20 7 2624 6.1 0.56 BLDG 0.95 1.00. 0.20 7 87 6.1 0.56 GRASS 0.20 0.25 0.20 7 137 6.1 0.56 BLDG 0.95 1.00 0.20 7 ' 837 6.1 0.56 BLDG 0.95 1.00 0.20 7 2624 6.1 0.56 BLDG 0.95 1.00 0.20 7 653 6.1 0.56 DRIVE 0.95 1.00 0.20 7 2624 6.1 0.56 BLDG 0.95 1.00 0.20 7 829 6.1 0.56 DRIVE 0.95 1.00 0.20 7 2624 6.1 0.56 BLDG 0.95 1.00 0.20 7 778 6.1 0.56 DRIVE 0.95 1.00 0.20 7 1747 6.1 0.56 BLDG 0.95 1.00 0.20 7 6.1 0.56 BLDG 0.95 1.00 0.20 7 '809 2624 6.1 0.56 BLDG 0.95 1.00 0.20 7 118073 2.71 ' 1 OS1A 0.75 STREET 0.95 1.00 0.20 5 40892 OS1A 0.75 GRASS 0.20 0.25 0.20 5 40893 ' 0.94 1402 OS1B 0.44 GRASS 0.20 0.25 0.20 5 '40001 OS1B 0.44 GRASS 0.20 0.25 0.20 5 41403 0.95 X:\327000\HYDROtDEVDRNNW.WB1-08/22/94 1157 1218 244 1153 1214 243 462 578 462 1126 1186 237 746 785 157 184 230 184 738 777 155 736 774 155 749 788 158 416 520 416 706 743 149 34385 36980 10378 0.66 0.71 0.20 0.79 0.85 0.24 11 14 11 226 282 226 8 10 8 1725 1816 363 886 1108 886 1462 1539 308 230 287 230 1784 1878 376 1046 1101 220 70 73 66 9 11 9 2493 2624 525 668 703 141 1883 2353 1883 3 4 3 732 771 154 716 753 151 10073 12591 10073 672 707 141 334 418 334 12372 13023 2605 318 398 318 365 384 77 2493 2624 525 675 710 142 439 463 93 2493 2624 525 17 22 17 130 137 27 795 837 167 2493 2624 525 621 653 131 2493 2624 525 787 829 166 2493 2624 525 739 778 156 1660 1747 349 768 809 162 2493 2624 525 59675 65578 23666 0.51 0.56 0.20 1.37 1.51 0.54 1 1 0 8178 10223 8178 8179 10224 8179 0.20 0.25 0.20 0.19 0.23 0.19 280 351 280 8000 10000 8000 8281 10351 8281 0.20 0.25 0.20 0.19 0.24 0.19 (303) 282-4335 B-25 JR Engineering, Ltd. 4812 South College Avenue, Fort Collins, Colorado 80525 48747 OS2A 0.67 GRASS 0.20 0.25 0.20 6 48747 1.12 62310 OS2B 0.42 GRASS 0.20 0.25 0.20 6 11 OS2B 0.42 STREET 0.95 1.00 0.90 6A OS2B 0.42 STREET 0.95 1.00 0.90 6A '31 62352 1.43 '291 OS2C 1.00 GRASS 0.20 0.25 0.20 5 533 OS2C 1.00 STREET 0.95 1.00 0.20 5 4 OS2C 1.00 STREET 0.95 1.00 0.20 5 26 OS2C 1.00 STREET 0.95 1.00 0.20 5 10848 OS2C 1.00 GRASS 0.20 0.25 0.20 5 ' 8 OS2C 1.00 GRASS 0.20 0.25 0.20 5 0 OS2C 1.00 STREET 0.95 1.00 0.20 5 3 OS2C 1.00 GRASS 0.20 0.25 0.20 5 4 OS2C 1.00 GRASS 0.20 0.25 0.20 5 31 OS2C 1.00 0.95 1.00 0.90 5A 85 OS2C 1.00 STREET 0.95 1.00 0.90 5A 116 OS2C 1.00 GRASS 0.20 0.25 0.90 5A 33 OS2C 1.00 GRASS 0.20 0.25 0.90 5A 8 OS2C 1.00 GRASS 0.20 0.25 0.90 5A ' 32 OS2C 1.00 STREET 0.95 1.00 0.90 5A 40 OS2C 1.00 GRASS 0.20 0.25 0.90 5A 22420 OS2C 1.00 STREET 0.95 1.00 0.90 5A 652 OS2C 1.00 GRASS 0.20 0.25 0.20 6 ' 8 OS2C 1.00 GRASS 0.20 0.25 0.20 6 1052 OS2C 1.00 STREET 0.95 1.00 0.20 6 4 OS2C 1.00 STREET 0.95 1.00 0.90 6A 17322 OS2C 1.00 STREET 0.95 1.00 0.90 6A S3518 ' 1.23 1.23 562 OS3 0.25 GRASS 0.20 0.25 0.20 5 ' 2341 OS3 0.25 STREET 0.95 1.00 0.20 5 0 OS3 0.25 0.20 0.25 0.20 5 121000 OS3 0.25 GRASS 0.20 0.25 - 0.20 5 3109 OS3 0.25 STREET 0.95 1.00 0.90 5A 1 OS3 0.25 GRASS 0.20 0.25 0.90 5A 193 OS3 0.25 0.95 1.00 0.90 5A 85 OS3 0.25 0.95 1.00 0.90 5A 127292 2.92 1 S1 1.00 0.95 1.00 0.90 St 154799 S1 1.00 0.95 1.00 0.90 S1 636 S1 1.00 STREET 0.95 1.00 0.90 S1 ' 899 S1 1.00 STREET 0.95 1.00 0.90 S1 8350 S1 1.00 STREET 0.95 1.00 0.90 St 145 St 1.00 0.20 0.25 0.20 S2 S1 1.00 0.20 0.25 0.20 S2 t41 164871 3.78 2 S2 0.25 0.95 1.00 0.90 S1 ' 48 S2 0.25 0.95 1.00 0.90 S1 24274 S2 0.25 0.20 0.25 0.20 S2 24323 0.56 '24554 S3 0.25 0.20 0.25 0.20 S3 ' �24554 X:\327000\I-IYDROIDEVDRNNW.WB1-08/22/94 1 -. 9749 12187 9749 9749 12187 9749 0.20 0.25 0.20 0.22 0.28 0.22 12462 15577 12462 10 11 10 29 31 28 12502 15619 12500 0.20 0.25 0.20 0.29 0.36 0.29 58 73 58 506 533 107 4 4 1 24 26 5 2170 2712 2170 2 2 2 0 0 0 1 1 1 1 1 1 29 31 27 81 85 76 23 29 105 7 8 30 2 2 7 30 32 28 8 10 36 21299 22420 20178 130 163 130 2 2 2 999 1052 210 4 4 4 16456 17322 15590 41834 44510 38766 0.78 0.83 0.72 0.96 1.02 0.89 112 140 112 2224 2341 468 0 0 0 24200 30250 24200 2954 3109 2798 0 0 1 183 193 174 80 85 76 29754 36119 27830 0.23 0.28 0.22 0.68 0.83 0.64 1 1 1 147059 154799 139319 604 636 572 854 899 809 7933 8350 7515 29 36 29 8 10 8 156487 164731 148253 0.95 1.00 0.90 3.59 3.78 3.40 2 2 2 46 48 43 4855 6068 4855 4902 6118 4899 0.20 0.25 0.20 0.11 0.14 0.11 24911 31138 24911 24911 31138 24911 (303)282.4335 JR Engineering, Ltd. ' 4812 South College Avenue, Fort Collins, Colorado 80525 2.86 '70M S4 1.00 0.95 1.00 70M 0.16 1 1 - 1 0.20 0.25 0.20 0.57 0.71 0.57 0.90 1 A 6659 7009 6309 6659 7009 6309 0.95 1.00 0.90 0.15 0.16 0.14 I (303) 282-4335 X:1327000WYDROIDEVDRNNW.WB1-08/22/94 1 -. 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JR 9007.00 SUBJECT: HISTORIC 2 YEAR RUNOFF FOR DEVELOPED BASINS 4, 5, 5.1, 6, 6.1, 0S1A, OS2A DATE: 05Sep-94 AREA BSN DEV COEF DEV SOIL NAME C_2YR C_100YR MIST COEF BSN_DSGN C_2YR C 100YR MI_ST_COEF 1839 4 0.27 DRIVE 0.95 1.00 0.20 5 1747 1839 368 177156 4 0.27 0.20 0.25 0.20 5 35431 44289 35431 9326 4 0.27 GRASS 0.20 0.25 0.20 5 1865 2332 1865 27472 4 0.27 GRASS 0.20 0.25 0.20 5 5494 6868 5494 2624 4 0.27 BLDG 0.95 1.00 0.20 5 2493 2624 525 1266 4 0.27 BLDG 0.95 1.00 0.20 5 1203 1266 253 336 4 0.27 DRIVE 0.95 1.00 0.20 5 319 336 67 904 4.1 0.68 DRIVE 0.95 1.00 0.20 5 859 904 181 800 4.1 0.68 DRIVE 0.95 1.00 0.20 5 760 800 160 77 4.1 0.68 DRIVE 0.95 1.00 0.20 5 73 77 15 39 4.1 0.68 GRASS 0.20 0.25 0.20 5 8 10 8 2624 4.1 0.68 BLDG 0.95 1.00 0.20 5 2493 2624 525 2624 4.1 0.68 BLDG 0.95 1.00 0.20 5 2493 2624 525 1358 4.1 0.68 BLDG 0.95 1.00 0.20 5 '1290 1358 272 762 4.1 0.68 DRIVE 0.95 1.00 0.20 5 724 762 152 2624 4.1 0.68 BLDG 0.95 1.00 0.20 5 2493 2624 525 4737 4.1 0.68 GRASS 0.20 0.25 0.20 5 947 1184 947 845 4.1 0.68 DRIVE 0.95 1.00 0.20 5 803 845 169 9 4.1 0.68 GRASS 0.20 0.25 0.20 5 2 2 2 783 4.1 0.68 DRIVE 0.95 1.00 0.20 5 744 783 157 796 4.1 0.68 DRIVE 0.95 1.00 0.20 5 757 796 159 784 4.1 0.68 DRIVE 0.95 1.00 0.20 5 745 784 157 799 4.1 0.68 DRIVE 0.95 1.00 0.20 5 759 799 160 2624 4.1 0.68 BLDG 0.95 1.00 0.20 5 2493 2624 525 508 4.1 0.68 GRASS 0.20 0.25 0.20 5 102 127 102 2624 4.1 0.68 BLDG 0.95 1.00 0.20 5 2493 2624 525 2624 4.1 0.68 BLDG 0.95 1.00 0.20 5 2493 2624 525 11681 4.1 0.68 0.20 0.25 0.20 5 2336 2920 2336 2624 4.1 0.68 BLDG 0.95 1.00 0.20 5 2493 2624 525 2624 4.1 0.68 BLDG 0.95 1.00 0.20 5 2493 2624 525 31557 4.1 0.68 STREET 0.95 1.00 0.20 5 29979 31557 6311 35520 4.1 0.68 GRASS 0.20 0.25 0.20 5 7104 8880 7104 530 4.1 0.68 DRIVE 0.95 1.00 0.20 5 503 530 106 2 4.1 0.68 0.95 1.00 0.90 5A 2 2 2 4249 4.1 0.68 STREET 0.95 1.00 0.90 5A 4037 4249 3824 531 4.1 0.68 STREET 0.95 1.00 0.90 5A 505 531 478 8 4.1 0.68 STREET 0.95 1.00 0.90 6A 8 8 7 666 5 0.75 DRIVE 0.95 1.00 0.20 6 632 666 133 9143 5 0.75 GRASS 0.20 0.25 0.20 6 1829 2286 1829 2624 5 0.75 BLDG 0.95 1.00 0.20 6 2493 2624 525 11718 5 0.75 STREET 0.95 1.00 0.20 6 11132 11718 2344 6 5.1 0.57 STREET 0.95 1.00 0.90 5A 6 6 5 16 5.1 0.57 STREET 0.95 1.00 0.90 5A 15 16 14 1839 5.1 0.57 BLDG 0.95 1.00 0.20 6 1747 1839 368 1175 5.1 0.57 BLDG 0.95 1.00 0.20 6 1116 1175 235 13602 5.1 0.57 STREET 0.95 1.00 0.20 6 12922 13602 2720 795 5.1 0.57 DRIVE 0.95 1.00 0.20 6 755 795 159 508 5.1 0.57 DRIVE 0.95 1.00 0.20 6 482 508 102 2048 5.1 0.57 BLDG 0.95 1.00 0.20 6 1946 2048 410 2048 5.1 0.57 BLDG 0.95 1.00 0.20 6 1946 2048 410 2048 5.1 0.57 BLDG 0.95 1.00 0.20 6 1946 2048 410 2048 5.1 0.57 BLDG 0.95 1.00 0.20 6 1946 2048 410 54922 5.1 0.57 GRASS 0.20 0.25 0.20 6 10984 13731 10984 798 5.1 0.57 DRIVE 0.95 1.00 0.20 6 758 798 160 2048 5.1 0.57 BLDG 0.95 1.00 0.20 6 1946 2048 410 800 5.1 0.57 DRIVE 0.95 1.00 0.20 6 760 800 160 2624 5.1 0.57 BLDG 0.95 1.00 0.20 6 2493 2624 525 830 5.1 0.57 DRIVE 0.95 1.00 0.20 6 788 830 166 791 5.1 0.57 DRIVE 0.95 1.00 0.20 6 751 791 158 788 5.1 0.57 DRIVE 0.95 1.00 0.20 6 749 788 158 1839 5.1 0.57 BLDG 0.95 1.00 0.20 6 1747 1839 368 583 5.1 0.57 DRIVE 0.95 1.00 0.20 6 554 583 117 3216 5.1 0.57 STREET 0.95 1.00 0.90 6A 3055 3216 2894 18461 5.1 0.57 GRASS 0.20 0.25 0.20 7 3692 4615 3692 483 5.1 0.57 BLDG 0.95 1.00 0.20 7 458 483 97 1422 5.1 0.57 BLDG 0.95 1.00 0.20 7 1351 1422 284 1358 5.1 0.57 BLDG 0.95 1.00 0.20 7 1290 1358 272 955 5.1 0.57 STREET 0.95 1.00 0.20 7 907 955 191 1402 5.1 0.57 BLDG 0.95 1.00 0.20 7 1332 1402 280 1438 5.1 0.57 BLDG 0.95 1.00 0.20 7 1366 1438 288 1406 5.1 0.57 BLDG 0.95 1.00 0.20 7 1335 1406 281 1410 5.1 0.57 BLDG 0.95 1.00 0.20 7 1340 1410 282 1439 5.1 0.57 BLDG 0.95 1.00 0.20 7 1367 1439 2R8 5755 6 0.71 GRASS 0.20 0.25 0.20 6 1151 1439 1f51 14 6 0.71 DRIVE 0.95 1.00 0.20 6 13 14 3 164 6 0.71 BLDG 0.95 1.00 0.20 6 156 164 33 B-34 I I� �I Ir i 2593 6 0.71 BLDG 0.95 1.00 0.20 6 2464 2593 519 776 6 0.71 GRASS 0.20 0.25 0.20 7 155 194 ' 155 1266 6 0.71 BLDG 0.95 1.00 0.20 7 1203 1266 253 1524 6 0.71 GRASS 0.20 0.25 0.20 7 305 381 305 1451 6 0.71 GRASS 0.20 0.25 0.20 7 290 363 290 1202 6 0.71 BLDG 0.95 1.00 0.20 7 1142 1202 240 1185 6 0.71 BLDG 0.95 1.00 0.20 7 1126 1185 237 799 6 0.71 DRIVE 0.95 1.00 0.20 7 759 799 160 1131 6 0.71 GRASS 0.20 0.25 0.20 7 226 283 226 589 6 0.71 GRASS 0.20 0.25 0.20 7 118 147 118 12870 6 0.71 STREET 0.95 1.00 0.20 7 12227 12870 2574 847 6 0.71 DRIVE 0.95 1.00 0.20 7 804 847 169 846 6 0.71 DRIVE 0.95 1.00 0.20 7 803 846 169 31 6 0.71 BLDG 0.95 1.00 0.20 7 29 31 6 682 6 0.71 DRIVE 0.95 1.00 0.20 7 648 682 136 802 6 0.71 BLDG 0.95 1.00 0.20 7 762 802 160 2081 6 0.71 GRASS 0.20 0.25 0.20 7 416 520 416 743 6 0.71 DRIVE 0.95 1.00 0.20 7 706 743 149 774 6 0.71 DRIVE 0.95 1.00 0.20 7 736 774 155 788 6 0.71 DRIVE 0.95 1.00 0.20 7 749 788 158 1673 6 0.71 GRASS 0.20 0.25 0.20 7 335 418 335 1668 6 0.71 GRASS 0.20 0.25 0.20 7 334 417 334 1222 6 0.71 BLDG 0.95 1.00 0.20 7 1161 1222 244 2311 6 0.71 GRASS 0.2200 7 462 578 462 1214 6 0.71 BLDG777 AP0'9IPLX N0.25 R0.20 1777 6 0.71 DRIVE 5E• `I "II 2U 7 738 155 1186 6 0.71 BLDG 0.95 1.00 0.20 7 1126 1186 237 785 6 0.71 DRIVE 0.95 1.00 0.20 7 746 785 157 922 6 0.71 De lopecb.Drainags Calculations 7 184 230 184 1218 6 0.71 BLDG 0.95 1.00 0.20 7 1157 1218 244 703 6.1 0.56 DRIVE 0.95 1.00 0.20 6 668 703 141 9413 6.1 0.56 GRASS 0.20 0.25 0.20 6 1883 2353 1883 2624 6.1 0.56 BLDG 0.95 1.00 0.20 6 2493 2624 525 14 6.1 0.56 0.20 0.25 0.20 6 3 4 3 771 6.1 0.56 DRIVE 0.95 1.00 0.20 7 732 771 154 753 6.1 0.56 DRIVE 0.95 1.00 0.20 7 716 753 151 2624 6.1 0.56 BLDG 0.95 1.00 0.20 7 2493 2624 525 1747 6.1 0.56 BLDG 0.95 1.00 0.20 7 1660 1747 349 778 6.1 0.56 DRIVE 0.95 1.00 0.20 7 739 778 156 50366 6.1 0.56 GRASS 0.20 025 0.20 7 10073 12591 10073 1592 6.1 0.56 GRASS 0.20 0.25 0.20 7 318 398 318 13023 6.1 0.56 STREET 0.95 1.00 0.20 7 12372 13023 2605 384 6.1 0.56 DRIVE 0.95 1.00 0.20 7 365 384 77 710 6.1 0.56 DRIVE 0.95 1.00 0.20 7 675 710 142 2624 6.1 0.56 BLDG 0.95 1.00 0.20 7 2493 2624 525 809 6.1 0.56 BLDG 0.95 1.00 0.20 7 768 809 162 2624 6.1 0.56 BLDG 0.95 1.00 0.20 7 2493 2624 525 829 6.1 0.56 DRIVE .0.95 1.00 0.20 7 787 829 166 137 6.1 0.56 BLDG 0.95 1.00 0.20 7 130 137 27 837 6.1 0.56 BLDG 0.95 1.00 0.20 7 795 837 167 87 6.1 0.56 GRASS 0.20 0.25 0.20 7 17 22 17 463 6.1 0.56 DRIVE 0.95 1.00 0.20 7 439 463 93 2624 6.1 0.56 BLDG 0.95 1.00 0.20 7 2493 2624 525 653 6.1 0.56 DRIVE 0.95 1.00 0.20 7 621 653 131 707 6.1 0.56 DRIVE 0.95 1.00 0.20 7 672 707 141 1671 6.1 0.56 GRASS 0.20 0.25 0.20 7 334 418 334 2624 6.1 0.56 BLDG 0.95 1.00 0.20 7 2493 2624 525 2624 6.1 0.56 BLDG 0.95 1.00 0.20 7 2493 2624 525 40892 OS1A 0.75 GRASS 0.20 0.25 0.20 5 8178 10223 8178 1 OS1A 0.75 STREET 0.95 1.00 0.20 5 1 1 0 48747 OS2A 0.67 GRASS 0.20 0.25 0.20 6 9749 12187 9749 733932 152406 16.85 0.21 AREA C 2YR TC I Q 2YR ACRES , MIN IN/HR CFS 16.85 0.21 22 1.76 6.16 B-35 1 t 1 1 1 1 I APPENDIX C Storm Sewer Hydraulic Calculations C-1 I 1 1 1 JREngineering, Ltd. PROJECT SUBJECT - -` -t- N(q��I J }_- i I I L ' ! CLIENT <<•�- JOB NO. z�2i0 7 / CHIC. BY DATE SHEET NO. _ OF _ all r 4 , ?_J_. 1 1 1 1 i 1 [I 1 1 [I 1 1 1 1 1 i JR Engineering, Ltd. CLIENT �p �, (AJb ENO. 900 ero 1 �,G CHR. PROIECf BY --�%� BY DATE SUR1ECfSHEET NO. _ OF • , , , -%�1ZL- -Dlru7�G yam; /7� -' - - - t • I j i I I I I; ((- I� y, 11; r l I I �LJ I - - — -- i- - -r :i I( I f I --�- Engineering, Ltd. �uEN o� :Z JR CHIC. /J PROIECC //�/� �7�7BYE BY DATE SUBIEa ,� t lCY0 � �//� � — Otter! A - i�i R 'iHEET NO. OF I I 0 1 t 11 -e ? Engineering,'Ltd. CLIENT �U /-Z-ZZ��L --76B NO. JR CHK. PROJECT LZ2Ve,-'2 By A� BY DATE -ZLI R29-4� SUBJEcr SHEET NO. 3 OF I I t JREngineering, Ltd. CLMNT �l04 �d c; /� OB NO. d07 PROJECT C/�/ By ele BY DATE -ZS� 42¢ SUBJECT �� � ��/ �� /�%• Z SHEET NO.. /�_/ OF i •- %I- LO M M N a0 N M O M v Ln N LO O M O U c 0 U 0 LL CD 3 C a) Q J 41 O)O cU aa)) t a) -� C 3 �O c U) W N �00 co cj (o(O O ICNIC:11(0 f- M M E 00. = O O O N = O r(rO 00 00 O O I,- I,- co co N 0 w 0 LO co co O N _ O c 0 0 O (O O O t� M �� MN00001- N C O O M J N N 1�0)��(00 U a0 aD LO LO 19t f- 0 0 0 0 0 0 000000 Q O O O O O O I- r N co co LO LO LO IT 0) 0 0 0 0 0 (n 0 O O O O O O W O(OO)M'�t V C� O .- N 7 Ln 0 LLI IT In 0 LO to LO 0 (0TP (0 CO LO LO > .-000000 S C 00)0)0)40 L)) tNN04 OOOc?C? r-�(O(O(O-Ln O d1 0 0 0 0 0 lgl-ICT0 '7 C>`7 U C) 0 C) 0 0 C) 0 0 0 0 0000000 0000000 co w rnrnrnrn�r` OD (Ij>� 000�-Nd'�Ln j V' Ln LO M LO 0 LO Mo0o-, c0 O COm VIM 1 LO M O d' OD .-- �LOLOIl- cONIf 7ItLOtn c O O co a0 OD c 001�1�NM0 O O M to to to p)cu (V 0N0(ON co - (n + o�NVI�+� + + + + MMNOOCO I� CO � M LO .-O0C � N N LO 000 O O O n N co (O LO LO O O O LO LO "t a0 00 O O O N O N M 0 1- M N(V MOf_ 170NNM O N N 0 0 � qT RT ( ) r 0 0 00000 0 0 0 0 0 00NN(0N (O IT � O OD c 0 0 � 0 00000 O O O O O CO 00 0 0 LnL-Iha00N LO LO LO LO (0 (0 'ctMM �o 0 0 0 0 d' f� � h Ln rnvvvai MIlIl-M19t O�4 Mtn O O O O O O O O O O O O 000000 000000 vv,I- l-- r-- co ri co r orLnrnLno LLOLCOLntoncoD0 N N N CDO(nO"V'O O0OrivO000 d LO LO LO LO LO OD LO LO V' � r N . 1� (O M (O Ln (D W M (M o L+ OD + !+ + 1 O O N N N 3 a (6 L M U O 5 N B C T L � m c 'c > c N_ � V L L o > LLI () a) + II 3 uj 3 > U) > O' »> C N II C � N N > W U s O UQ= o mU Ci(�oc�Uc Na) c a)U a) N Lp 3 U p) U U U a) LL N O O C II a) U > a) •"= 3 ,c > cn cn C - 7 I I I I I I I 11 I I I I I I I I I JREngineering, Ltd. gCLIENT ellW ZAJV 4' CHK* r4F PROJECT BY BY DATE SUBJECT a%�4 NO. — OF ! L L .4 /* �oazxr 7 T-- 4-- 1 JR Engineering, Ltd. CAM// /'� JOB NO. 1 PROTECT l —���/U / �' / BY % 2 4. BY DATE 1 SUBIECr "^"`—"'—� ✓'�--" !/ 6U/ )"o7U----SHEET NO. _ OF 1 1 1 1 1 1 1 1 1 1 I i � ' OS¢ � I , 1 1 1 1 i 1 1 1 1 1 1 Engineering, Ltd. CLIENT �J/� �� ,OB NO. JR r'�'� /`.'ICE CHK. -� PROJECT ✓ - � �/ � BY BY DATE SUBIECI' �, SHEET NO. _ OF u ,— -- -- i -r-- - ;--�- - - I , I el- 10 f � r l l i F I I I I I JREngineering, Ltd. OLMJp(p [,ycJD� OB NO. 96�0� FROM ��v,�/ �L' I BY /'� BY DATE Z� ' 3 SUBJECr �7 �Jv-""=+�� �,{/_, P. ` ✓ rrAtl-- SHEET NO. OF 1 I LI I I JR PROJECT' SUBJECf Ltd. CLIE`-'"^'� NT 4��6 NO. �� Z / BY— BY DATE &r/&- bTTEET NO. _ OF — �Ize or ifol100) 729 i ! O 1p J i -71 1 1 1 1 1 LO m M It N co M O M Ln LO O M 0 ui c 0 U 0 U- m c Q J y mo L c �0 c N W 3 V McoMN N h O M 0 O OO F�0 E O 2 0 cqi N O O O 1 O M 0 �- P- O ( M O M cei LO J 0(L O r- Co LO O O 0 > Q O O O CO) f� !O (n 000 O O O cM tt Ln LCi w > �LfV(NM 0 2 6 0 0 O O O M M O U � � ;w O O O M O O O O U 00 00 O O 66 err 2! rn r- � Q a v (O 00 0) N cli CV) � m mm O a0 co LO c M�� a7�r�0 d m 0 N M c uOt000 000<n c O O M 0 +orir-� 00(0� _ (n �NM N 7 L6 M U O C >' i N c� N w c N (co U o > W m N + II 3 � > (ij � 0) c N II 0 c > W 3 o 11 > c U U UQS o mw! C14 CU M V c U N > N 2 W 3 c T N O uUcr a2 O p m c II N U>>s(n(n N•- 3�C e r C-13 BRITTANY KNOLLS P.U.D. ' DRAINAGE STUDY KELLOGG ENGINEERING, INC. P.N. 051.001/9-19-86/RK 1 1 MAXIMUM GUTTER CAPACITIES 2-YEAR MAXIMUM AT TOP OF CURB (CFS) 100-YEAR MAXIMUM AT 6" DEPTH OF FLOW AT CENTERLINE OF STREET (CFS) SLOPE 0/0 S-ROOT RED. FACT. .005 .0707 .55 .010 .1000 ..80 .015 .1225 .80 .020 .1414 .80 .025 .1581 .76 .030 .1732 .72 .035 .1871 .66 .040 .2000 .60 .045 .2121 .55 .050 .2236 .50 .055 .2345 .45 .060 .2449 .40 .065 .2550 .37 .070 .2646 .33 .075 .2739 .30 .080 .2828 .27 .085 .2915 .26 .090 .3000 .24 .095 .3082 .22 .100 .3162 .20 V STREET -BRITTANY- 2-YEAR ----28_FOOT-FLOWLINE----36_FOOT-FLOWLINE- 100-YEAR 2-YEAR 100-YEAR 2-YEAR 100-YEAR 4.19 55.80 2.91 28.67 2.77 40.39 8.63 114.77 5.98• 58.97 5.70 83.09 10.57 140.60 7.33 72.24 6.98 101.79 12.20 162..29 8.46 83.39 8.06 117.49 12.96 172.38 8.99 88.57 8.56 124.80 13.45 178.91 9.33 91.92 8.89 129.52 13.32 177.16 9.24 91.03 8.80 128.26 12.94 172.16 8.98 88.46 8.55 124.64 12.58 167.36 8.73 85.99 8.31 121.16 12.06 160.40 8.36 82.41 7.97 116.12 11.38 151.39 7.89 77.79 7.52 109.60 10.57 140.54 7.33 72.21 6.98 101'.75 10.18 135.36 7.06 69.55 6.72 98.00 9.42 125.27 6.53 64.37 6.22 90.69 8.86 117.89 6.15 60.57 5.86 85.35 8.24 109.55 5.71 56.29 5.44 79.31 8.17 108.73 5.67 55.87 5.40 78.-72 7.77 103.30 5.39 53.07 5.13 74.78 7.31 97.28 5.07 49.98 4.83 70.43 6.82 90.73 4.73 46.62 4.51 65.68 C-14 I 1 1 1 i i i 1 1 1 i 1 1 1 i 1 1 1 1 JREngineering, Ltd. C�,�. �; 1��� IrO PAOJECP // �, BY BY DATE JR Engineering, Ltd. (303) 282-4335 4812 South College Avenue, Fort Collins, CO 86525 PROJECT: Coventry Subdivision Filing No.1 PROJECT NO.: 9007.00 LOCATION: Swale: Side Lot Swales Type A Lots - Swale #1 Concrete NO Grass YES Grouted Riprap NO Swale calculation for triangular "v" channel Q S W D AREA WET. PER. HYD. RAID. n 1.09 2.80% 5.00 0.500 1.25 5.10 0.25 0.060 Q= 1.486/n(A'R"2/3'S"1/2)= 2.03 CFS CAPACITY V= Q/A 1.62 FPS SET "W" TO BE A FUNCTION OF "D"/(must set ratio of slope in W calc.) Q S W D AREA WET. PER. HYD. RAD. n 1.09 2.80% 3.98 0.396 0.78 4.04 0.19 0.060 Q= 1.486/n(A`R"2/3"S^1/2)= 1.09 CFS ACTUAL Q V= Q/A 1.39 FPS Q(133%) S W D AREA WET. PER. HYD. RAID. n 1.45 2.80% 4.41 0.441 0.97 4.50 0.22 0.060 0(133%) 1.486/n(A•R"2/3•S"1/2)= 1.45 CFS 133% OF ACTUAL Q= 1.09 V= Q/A 1.49 FPS C-16 1 1 1 1 1 1 1 1 1 1 cm co N 9 tn W Q 8 i LLLL F- f/1 O W C U C Z ZO U LL. ► O N W F O Z c m Z' 0 co Z yQW ccAQ S2 a J LLI 0 Y LL V f0 N O � ( N C CO E-- Z C W pp� � It a E u d ro o o 1 o � C �•E� N IA 0 0 �i ao ao C! Q� O*e (n c � N 1� C E fO m n v m f0 N O � N N " to O C cve 0 JJew W p ^ Z�U av v n 0 0 SZ CO 0 N z O � N O v;i y C-17 .y s ram-. i� 2 k I � � � I � � I I k k $ k § � LL § k k § b § � k B � B ■ s . § 7 �a a ■f - - rag EV oI 0§� 09-C K § CL m 2 �E to f¥e co OD . q (§g e•! !Zn ; z § u- �L2U 3 § �■/, p �un §z §� § Z - k ( ! §■ 2 kk k k� r -18 k C 1 z ., 0 a' W ' L W � � W W ' bJ 0 W = Z W O z �O 1 2 c IL O � � W y m T � C m c > m Y W U N O Q m wpm Z j Q W pQULL2 vpw0� 000tn E-19 tn N N LL H a ~ O Z LL W O U Z Z Q V LL F O w W 2 H z° c LL O V N m J 2 O tyy ql y Z' N c Y W Qp pdp p} 8O� U U m cp U Y 0 LL 7 d �m J to ZIX z0 } 0�0�++ '5 O z�F c0 (fag W N i W 0 7 �v OUm O Y Q � � O W � 2 J O N LL O N 2 + •- •N- vi$c� m�E= YW« W ZJ rl N ) (img�N a <o rn O1 •- E a � x E= N If) O O co co N l7 ui y COv H J L O Q S E M F N tp C E �O � O a m O N O VI N n v ^i pJ ((pp pp 2 V 0 1.1 G O Z F U U N rl a n O O Z 0Z W g 0 cm N � Z fO N m C - 20 2 U) N m s sg N N O y JR Engineering, Ltd. (303) 282-4335 4812 South College Avenue, Fort Collins, CO 80525 PROJECT: Coventry Subdivision Filing No. 1 PROJECT NO.: 9007.00 LOCATION: Swale: Lots 37 - 40, 43, 44 - Swale #2 Concrete NO Grass YES Grouted Riprap NO Swale calculation for triangular "v" channel Q S W D AREA WET. PER. HYD. RAID. n 2.35 3.80% 5.00 0.670 1.68 5.18 0.32 0.060 Q= 1.486/n(A•R"2/3'S"1/2)= 3.81 CFS CAPACITY V= Q/A 2.28 FPS SET "W" TO BE A FUNCTION OF "D"/(must set ratio of slope in W calc.) Q S W D AREA WET. PER. HYD. RAID. n 2.35 3.80% 4.17 0.559 1.17 4.32 0.27 0.060 Q= 1.486/n(A•R"2/3•S"1/2)= 2.35 CFS ACTUAL Q V= Q/A 2.02 FPS Q(133%) S W D AREA WET. PER. HYD. RAID. n 3.13 3.80% 4.64 0.622 1.44 4.81 0.30 0.060 Q(133%) 1.486/n(A"RA2/3•S"1/2)= 3.13 CFS 133% OF ACTUAL Q= 2.35 V= Q/A 2.17 FPS C-21 JR Engineering, Ltd. (303) 282-4335 4812 South College Avenue, Fort Collins, CO 80525 u PROJECT: Coventry Subdivision Filing No. 1 PROJECT NO.: 9007.00 LOCATION: Swale: Lots 26 - 29 - Swale #3 Concrete NO Grass YES Grouted Riprap NO Swale calculation for triangular "v" channel Q S W D AREA WET. PER. HYD. RAID. n 1.55 2.80% 5.00 0.580 1.45 5:13 0.28 0.060 Q= 1.486/n(A*RA2/3*S^1/2)= 2.59 CFS CAPACITY V= Q/A 1.78 FPS SET "W" TO BE A FUNCTION OF "D"/(must set ratio of slope in W calc.) Q S W D AREA WET. PER. HYD. RAID. n 1.55 2.80°% 4.13 0.479 0.99 4.24 0.23 0.060 Q= 1.486/n(A*R"2/3*S"1/2)= 1.55 CFS ACTUAL Q V= Q/A 1.57 FPS Q(133%) S W D AREA WET. PER. HYD.RAID. n 2.06 2.80% 4.59 0.532 1.22 4.71 0.26 0.060 Q(133%) 1.486/n(A*R"2/3"S"1/2)= 2.06 CFS 133% OF ACTUAL Q= 1.55 V= Q/A 1.68 FPS C-22 APPENDIX D Main Detention Pond Calculations D-1 1 1 1 1 1 1 1 HYDROLOGIC REPORT FOR COVENTRY SUB. FORT COLLINS MonsialwKirl MAIN POND 100 YR DEVELOPED IN D-2 HYDROLOGIC REPORT 1 1 Conevtry.............. Pond Routing.......... Hyd. No. 11 Hydrograph type = RESERVOIR ROUTE Peak discharge = 2.51 cfs Storm frequency = 100 yr Time interval = 1 min Inflow hyd. no. = 1 Reservoir no. = 1 D - 3 HYDROGRAPH DISCHARGE TABLE TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW hrs cfs cfs cfs cfs cfs 0.02 3.29 6.58 3.29 3.29 0.00 0.03 6.58 9.87 13.15 13.16 0.00 0.05 9.87 13.16 29.58 29.60 0.01 0.07 13.16 16.45 52.53 52.61 0.04 0.08 16.45 19.74 82.00 82.14 0.07 0.10 19.74 23.03 117.93 118.19 0.13 0.12 23.03 26.32 160.28 160.70 0.21 0.13 26.32 29.61 208.97 209.63 0.33 0.15 29.61 32.90 263.93 264.90 0.49 0.17 32.90 36.19 325.12 326.44 0.66 0.18 36.19 39.48 392.58 394.21 0.81 0.20 39.48 42.77 466.35 468.25 0.95 0.22 42.77 46.06 546.47 548.60 1.07 0.23 46.06 49.35 632.99 635.30 1.15 0.25 49.35 52.64 725.93 728.40 1.24 0.27 52.64 55.93 825.28 827.92 1.32 0.28 55.93 59.22 931.05 933.85 1.40 0.30 59.22 62.51 1043.24 1046.20 1.48 0.32 62.51 65.80 1161.84 1164.97 1.56 0.33 65.80 69.09 1286.88 1290.15 1.64 0.35 69.09 72.38 1418.34 1421.77 1.71 0.37 72.38 75.67 1556.24 1559.81 1.79 0.38 75.67 72.38 1700.57 1704.29 1.86 0.40 72.38 69.09 1844.75 1848.62 1.93 0.42 69.09 65.80 1982.21 1986.22 2.00 ' HYDROGRAPH DISCHARGE TABLE Cont'd ' TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW hrs cfs cfs cfs cfs cfs LJ LJ� l� 1 1 1 1 0.43 65.80 62.51 2112.99 2117.10 2.06 0.45 62.51 59.22 2237.07 2241.29 2.11 0.47 59.22 55.93 2354.49 2358.80 2.16 0.48 55.93 52.64 2465.23 2469.64 2.20 0.50 52..64 49.35 2569.32 2573.80 2.24 0.52 49.35 46.06 2666.75 2671.31 2.28 0.53 46.06 42.77 2757.53 2762.16 2.31 0.55 42.77 39.48 2841.67 2846.36 2.35 0.57 39.48 36.19 2919.17 2923.92 2.37 0.58 36.19 32.90 2990.04 2994.84 2.40 0.60 32.90 29.61 3054.29 3059.13 2.42 0.62 29.61 26.32 3111.93 3116.80 2.44 0.63 26.32 23.03 3162.95 3167.86 2.46 0.65 23.03 19.74 3207.36 3212.30 2.47 0.67 19.74 16.45 3245.16 3250.13 2.48 0.68 16.45 13.16 3276.37 3281.35 2.49 0.70 13.16 9.87 3300.98 3305.98 2.50 0.72 9.87 6.58 3319.00 3324.01 2.50 0.73 4G ;nii7, 6.58 3.29 3330.43 3335.45 0.75 3.29 0.00 3335.28 3340.30 2.51 0.77 0.00 0.00 3333.55 3338.57 2.51 0.78 0.00 0.00 3328.54 3333.55 2.51 0.80 43 /�,ri/ 0.00 0.00 3323.53 3328.54 2.51 0.82 0.00 0.00 331R_52. 3323.53 2_sn 0.83 0.00 0.00 3313.51 3318.52 2.50 0.85 0.00 0.00 3308.51 3313.51 2.50 0.87 0.00 0.00 3303.51 3308.51 2.50 0.88 0.00 0.00 3298.51 3303.51 2.50 0.90 0.00 0.00 3293.52 3298.51 2.50 0.92 0.00 0.00 3288.52 3293.52 2.50 0.93 0.00 0.00 3283.54 3288.52 2.49 0.95 0.00 0.00 3278.55 3283.54 2.49 0.97 0.00 0.00 3273.57 3278.55 2.49 0.98 0.00 0.00. 3268.59 3273.57 2.49 1.00 0.00 0.00 3263.62 3268.59 2.49 1.02 0.00 0.00 3258.65 3263.62 2.49 1.03 0.00 0.00 3253.68 3258.65 2.48 1.05 0.00 0.00 3248.71 3253.68 2.48 1.07 0.00 0.00 3243.75 3248.71 2.48 1.08 0.00 0.00 3238.79 3243.75 2.48 1.10 0.00 0.00 3233.84 3238.79 2.48 1.12 0.00 0.00 3228.88 3233.84 2.48 D - 5 1 ' HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW (i)_ INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW ' hrs cfs cfs cfs cfs cfs 1.13 0.00 0.00 3223.93 3228,88 2.47 ' 1.15 0.00 0.00 3218.99 3223.93 2.47 1.17 0.00 0.00 3214.04 3218.99 2.47 1.18 0.00 0.00 3209.10 3214.04 2.47 1.20 0.00 0.00 3204.17 3209.10 2.47 ' 1.22 0.00 0.00 3199.23 3204.17 2.47 1.23 0.00 0.00 3194.30 3199.23 2.47 ' 1.25 1.27 0.00 0.00 0.00 0.00 3189.37 3184.45 3194.30 3189.37 2.46 2.46 1.28 0.00 0.00 3179.53 3194.45 2.46 1.30 0.00 0.00 3174.61 3179,53 2.46 ' 1.32 0.00 0.00 3169.69 3174.61 2.46 1.33 0.00 0.00 3164.78 3169.69 2.46 1.35 0.00 0.00 3159.87 3164.78 2.45 1.37 0.00 0.00 3154.97 3159.87 2.45 ' 1.38 0.00 0.00 3150.07 3154.97 2.45 1.40 0.00 0.00 3145.17 3150.07 2.45 ' 1.42 1.43 0.00 0.00 0.00 0.00 3140.27 3135.38 3145.17 3140.27 2.45 2.45 1.45 0.00 0.00 3130.49 3135.38 2.44 1.47 0.00 0.00 3125.60 3130.49 2.44 1.48 0.00 0.00 3120.72 3125.60 2.44 1.50 0.00 0.00 3115.84 3120.72 2.44 1.52 0.00 0.00 3110.96 3115.84 2.44 1.53 0.00 0.00 3106.09 3110.96 2.44 ' 1.55 0.00 0.00 3101.21 3106.09 2.44 1.57 0.00 0.00 3096.35 3101.21 2.43 1.58 1.60 0.00 0.00 0.00 0.00 3091.48 3086.62 3096.35 3091.48 2.43 2.43 1.62 0.00 0.00 3081.76 3086.62 2.43 1.63 0.00 0.00 3076.91 3081.76 2.43 ' 1.65 0.00 0.00 3072.05 3076.91 2.43 1.67 0.00 0.00 3067.21 3072.05 2.42 1.68 0.00 0.00. 3062.36 3067.21 2.42 1.70 0.00 0.00 3057.52 3062.36 2.42 ' 1.72 0.00 0.00 3052.68 3057.52 2.42 1.73 0.00 0.00 3047.84 3052.68 2.42 1.75 0.00 0.00 3043.01 3047,84 2.42 ' 1.77 0.00 0.00 3038.18 3043.01 2.41 1.78 0.00 0.00 3033.35 3038.18 2.41 1.80 0.00 0:00 3028.53 3033.35 2.41 1.82 0.00 0.00 3023.71 3028.53 2.41 D-6 [1 ' HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW hrs cfs cfs cfs cfs cfs 1.83 0.00 0.00 3018.89 3023.71 2.41 ' 1.85 0.00 0.00 3014.08 3018.89 2.41 1.87 0.00 0.00 3009.27 3014.08 2.41 1.88 0.00 0.00 3004.46 3009.27 2.40 1.90 0.00 0.00 2999.65 3004.46 2.40 ' 1.92 0.00 0.00 2994.85 2999.65 2.40 1.93 0.00 0.00 2990.05 2994.85 2.40 ' 1.95 1.97 0.00 0.00 0.00 0.00 2985.26 2980.47 2990.05 2985.26 2.40 2.40 1.98 0.00 0.00 2975.68 2980.47 2.39 2.00 0.00 0.00 2970.89 2975.68 2.39 ' 2.02 0.00 0.00 2966.11 2970.89 2.39 2.03 0.00 0.00 2961.33 2966.11 2.39 2.05 0.00 0.00 2956.56 2961.33 2.39 2.07 0.00 0.00 2951.79 2956.56 2.39 ' 2.08 0.00 0.00 2947.02 2951.79 2.38 2.10 0.00 0.00 2942.26 2947.02 2.38 ' 2.12 2.13 0.00 0.00 0.00 0.00 2937.50 2932.74 2942.26 2937.50 2.38 2.38 2.15 0.00 0.00 2927.98 2932.74 2.38 2.17 0.00 0.00 2923.23 2927.98 2.38 ' 2.18 0.00 0.00 2918.49 2923.23 2.37 2.20 0.00 0.00 2913.74 2918.49 2.37 2.22 0.00 0.00 2909.00 2913.74 2.37 2.23 0.00 0.00 2904.27 2909.00 2.37 ' 2.25 0.00 0.00 2899.53 2904.27 2.37 2.27 0.00 0.00 2894.81 2899.53 2.36 2.28 0.00 0.00 2890.08 2894.81 2.36 2.30 0.00 0.00 2885.36 2890.08 2.36 2.32 0.00 0.00 2880.64 2885.36 2.36 2.33 0.00 0.00 2875.92 2880.64 2.36 ' 2.35 0.00 0.00 2871.21 2875.92 2.36 2.37 0.00 0.00 2866.50 2871.21 2.35 2.38 0.00 0.00 2861.80 2866.50 2.35 2.40 0.00 0.00 2857.09 2861.80 2.35 ' 2.42 0.00 0.00 2852.40 2857.09 2.j5 2.43 0.00 0.00 2847.70 2852.40 2.35 2.45 0.00 0.00 2843.01 2847.70 2.35 ' 2.47 0.00 0.00 2838.32 2843.01 2.34 2.48 0.00 0.00 2833.64 2838.32 2.34 2.50 0.00 0.00 2828.96 2833.64 2.34 ' 2.52 0.00 0.00 2824.28 2828.96 2.34 r ' D-7 [1 ' HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW (i). INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW hrs cfs cfs cfs cfs cfs 2.53 0.00 0.00 2819,60 2824,28 2.34 ' 2.55 0.00 0.00 2814.93 2819.60 2.34 2.57 0.00 0.00 2810.27 2814.93 2.33 2.58 0.00 0.00 2805.60 2810.27 2.33 2.60 0.00 0.00 2800.94 2805.60 2.33 ' 2.62 0.00 0.00 2796.29 2800.94 2.33 2.63 0.00 0.00 2791.63 2796.29 2.33 ' 2.65 2.67 0.00 0.00 0.00 0.00 2786.98 2782.34 2791.63 2786.98 2.32 2.32 2.68 0.00 0.00 2777.69 2782.34 2.32 2.70 0.00 0.00 2773.05 2777.69 2.32 2.72 0.00 0.00 2768.42 2773.05 2.32 2.73 0.00 0.00 2763.79 2768.42 2.32 2.75 0.00 0.00 2759.16 2763.79 2.31 2.77 0.00 0.00 2754.53 2759.16 2.31 ' 2.78 0.00 0.00 2749.91 2754.53 2.31 2.80 0.00 0.00 2745.29 2749.91 2.31 2.82 2.83 0.00 0.00 0.00 0.00 2740.67 2736.06 2745.29 2740.67 2.31 2.31 2.85 0.00 0.00 2731.45 2736.06 2.30 2.87 0.00 0.00 2726.85 2731.45 2.30 ' 2.88 0.00 0.00 2722.25 2726.85 2.30 2.90 0.00 0.00 2717.65 2722.25 2.30 2.92 0.00 0.00 2713.06 2717.65 2.30 2.93 0.00 0.00 2708.47 2713.06 2.30 ' 2.95 0.00 0.00 2703.88 2708.47 2.29 2.97 0.00 0.00 2699.29 2703.88 2.29 ' 2.98 3.00 0.00 0.00 0.00 0.00 2694,71 2690.14 2699,29 2694.71 2.29 2.29 3.02 0.00 0.00 2685.56 2690.14 2.29 3.03 0.00 0.00 2680.99 2685.56 2.29 ' 3.05 0.00 0.00 2676.42 2680.99 2.28 3.07 0.00 0.00 2671.86 2676.42 2.28 3.08 0.00 0.00.. 2667.30 2671.86 2.28 3.10 0.00 0.00 2662.75 2667.30 2.28 ' 3.12 0.00 0.00 2658.19 2662.75 2.28 3.13 0.00 0.00 2653.64 2658.19 2.27 3.15 0.00 0.00 2649.10 2653.64 2.27 ' 3.17 0.00 0.00 2644.55 2649.10 2.27 3.18 0.00 0.00 2640.02 2644.55 2.27 3.20 0.00 0.00 2635.48 2640.02 2.27 ' 3.22 0.00 0.00 2630.95 2635.48 2.27 1 D-8 I [1 1 HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW (i). INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW hrs cfs cfs cfs cfs cfs 3.23 0.00 0.00 2626.42 2630.95 2.26 3.25 0.00 0.00 2621.89 2626.42 2.26 3.27 0.00 0.00 2617.37 2621.89 2.26 3.28 0.00 0.00 2612.85 2617.37 2.26 3.30 0.00 0.00 2608.34 2612.85 2.26 3.32 0.00 0.00 2603.83 2608.34 2.26 3.33 0.00 0.00 2599.32 2603.83 2.25 3.35 0.00 0.00 2594.82 2599.32 2.25 3.37 0.00 0.00 2590.31 2594.82 2.25 3.38 0.00 0.00 2585.82 2590.31 2.25 3.40 0.00 0.00 2581.32 2585.82 2.25 3.42 0.00 0.00 2576.83 2581.32 2.25 3.43 0.00 0.00 2572.34 2576.83 2.24 3.45 0.00 0.00 2567.86 2572.34 2.24 3.47 0.00 0.00 2563.38 2567.86 2.24 3.48 0.00 0.00 2558.90 2563.38 2.24 3.50 0.00 0.00 2554.43 2558.90 2.24 3.52 0.00 0.00 2549.96 2554.43 2.23 3.53 0.00 0.00 2545.50 2549.96 2.23 3.55 0.00 0.00 2541.03 2545.50 2.23 3.57 0.00 0.00 2536.57 2541.03 2.23 3.58 0.00 0.00 2532.12 2536.57 2.23 3.60 0.00 0.00 2527.66 2532.12 2.23 3.62 0.00 0.00 2523.22 2527.66 2.22 3.63 0.00 0.00 2518.77 2523.22 2.22 3.65 0.00 0.00 2514.33 2518.77 2.22 3.67 .0.00 0.00 2509.89 2514.33 2.22 3.68 0.00 0.00 2505.45 2509.89 2.22 3.70 0.00 0.00 2501.02 2505.45 2.22 3.72 0.00 0.00 2496.59 2501.02 2.21 3.73 0.00 0.00 2492.17 2496.59 2.21 3.75 0.00 0.00 2487.75 2492.17 2.21 3.77 0.00 0.00 2483.33 2487.75 2.21 3.78 0.00 0.00.. 2478.92 2483.33 2.21 3.80 0.00 0.00 2474.50 2478.92 2.21 3.82 0.00 0.00 2470.10 2474.50 2.20 3.83 0.00 0.00 2465.69 2470.10 2.20 3.85 0.00 0.00 2461.29 2465.69 2.20 3.87 0.00 0.00 2456.90 2461.29 2.20 3.88 0.00 0.00 2452.50 2456.90 2.20 3.90 0.00 0.00 2448.11 2452.50 2.20 3.92 0.00 0.00 2443.72 2448.11 2.19 ' HYDROGRAPH DISCHARGE TABLE Cont'd ' TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW hrs cfs cfs cfs cfs cfs 3.93 0.00 0.00 2439.34 2443.72 2.19 ' 3.95 0.00 0.00 2434.96 2439.34 2.19 3.97 0.00 0.00 2430.59 2434.96 2.19 3.98 0.00 0.00 2426.21 2430.59 2.19 4.00 0.00 0.00 2421.84 2426.21 2.18 ' 4.02 0.00 0.00 2417.48 2421.84 2.18 4.03 0.00 0.00 2413.11 2417.48 2.18 4.05 0.00 0.00 2408.76 2413.11 2.18 ' 4.07 0.00 0.00 2404.40 2408.76 2.18 4.08 0.00 0.00 2400.05 2404.40 2.18 4.10 0.00 0.00 2395.70 2400.05 2.17 4.12 0.00 0.00 2391.35 2395.70 2.17 ' 4.13 0.00 0.00 2387.01 2391.35 2.17 4.15 0.00 0.00 2382.67 2387.01 2.17 ' 4.17 4.18 0.00 0.00 0.00 0.00 2378.34 2374.01 2382.67 2378.34 2.17 2.17 4.20 0.00 0.00 2369.68 2374.01 2.16 4.22 0.00 0.00 2365.36 2369.68 2.16 ' 4.23 0.00 0.00 2361.04 2365.36 2.16 4.25 0.00 0.00 2356.72 2361.04 2.16 4.27 0.00 0.00 2352.40 2356.72 2.16 4.28 0.00 0.00 2348.09 2352.40 2.16 ' 4.30 0.00 0.00 2343.79 2348.09 2.15 4.32 0.00 0.00 2339.48 2343.79 2.15 ' 4.33 4.35 0.00 0.00 0.00 0.00 2335,18 2330.89 2339,48 2335.18 2.15 2.15 4.37 0.00 0.00 2326.59 2330.89 2.15 4.38 0.00 0.00 2322.30 2326.59 2.14 ' 4.40 0.00 0.00 2318.02 2322.30 2.14 4.42 0.00 0.00 2313.73 2318.02 2.14 4.43 0.00 0.00 2309.45 2313.73 2.14 4.45 0.00 0.00 2305.18 2309.45 2.14 ' 4.47 0.00 0.00 2300.91 2305.18 2.14 4.48 0.00 0.00, 2296.64 2300.91 2.13 4.50 0.00 0.00 2292,37 2296,64 2.13 ' 4.52 0.00 0.00 2288.11 2292.37 2.13 4.53 0.00 0.00 2283.85 2288.11 2.13 4.55 0.00 0.00 2279.60 2283.85 2.13 4.57 0.00 0.00 2275.34 2279.60 2.13 ' 4.58 0.00 0.00 2271.10 2275.34 2.12 4.60 0.00 0.00 2266.85 2271.10 2.12 4.62 0.00 0.00 2262.61 2266.85 2.12 11 ' D-10 ' HYDROGRAPH DISCHARGE TABLE Cont'd ' TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW hrs cfs cfs cfs cfs cfs 4.63 0.00 0.00 2258.37 2262.61 2.12 ' 4.65 0.00 0.00 2254.14 2258.37 2.12 4.67 0.00 0.00 2249.91 2254.14 2.12 4.68 0.00 0.00 2245.68 2249.91 2.11 4.70 0.00 0.00 2241.46 2245.68 2.11 ' 4.72 0.00 0.00 2237.23 2241.46 2.11 4.73 10.00 0.00 2233.02 2237.23 2.11 4.75 0.00 0.00 2228.80 2233.02 2.11 ' 4.77 0.00 0.00 2224.59 2228.80 2.11 4.78 0.00 0.00 2220.39 2224.59 2.10 4.80 0.00 0.00 2216.18 2220.39 2.10 ' 4.82 0.00 0.00 2211.98 2216.18 2.10 4.83 0.00 0.00 2207.79 2211.98 2.10 4.85 0.00 0.00 2203.59 2207.79 2.10 4.87 0.00 0.00 2199.41 .2203.59 2.09 ' 4.88 0.00 0.00 2195.22 2199.41 2.09 4.90 0.00 0.00 2191.04 2195.22 2.09 4.92 0.00 0.00 2186.86 2191.04 2.09 ' 4.93 0.00 0.00 2182.68 2186.86 2.09 4.95 0.00 0.00 2178.51 2182.68 2.09 4.97 0.00 0.00 2174.34 2178.51 2.08 4.98 0.00 0.00 2170.18 2174.34 2.08 ' 5.00 0.00 0.00 2166.01 2170.18 2.08 5.02 0.00 0.00 2161.86 2166.01 2.08 ' 5.03 5.05 0.00' 0.00 0.00 0.00 2157.70 2153.55 2161.86 2157.70 2.08 2.08 5.07 0.00 0.00 2149.40 2153.55 2.07 5.08 0.00 0.00 2145.26 2149.40 2.07 ' 5.10 0.00 0.00 2141.12 2145.26 2.07 5.12 0.00 0.00 2136.98 2141.12 2.07 5.13 0.00 0.00 2132.85 2136.98 2.07 5.15 0.00 0.00 2128.72 2132.85 2.07 ' 5.17 0.00 0.00 2124.59 2128.72 2.06 5.18 0.00 0.00.. 2120.46 2124.59 2.06 5.20 0.00 0.00 2116,34 2120.46 2.06 ' 5.22 0.00 0.00 2112.23 2116.34 2.06 5.23 0.00 0.00 2108.11 2112.23 2.06 5.25 0.00 0.00 2104.00 2108.11 2.05 5.27 0.00 0.00 2099.90 2104.00 2.05 ' 5.28 0.00 0.00 2095.80 2099.90 2.05 5.30 0.00 0.00 2091.70 2095.80 2.05 ' 5.32 0.00 0.00 2087.60 2091.70 2.05 D-11 I HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW ' hrs cfs cfs cfs cfs cfs ' 5.33 5.35 0.00 0.00 0.00 0.00 2083,51 2079.42 2087,60 2083.51 2.05 2.04 5.37 0.00 0.00 2075.33 2079.42 2.04 5.38 0.00 0.00 2071..25 2075.33 2.04 ' 5.40 0.00 0.00 2067.17 2071.25 2.04 5.42 0.00 0.00 2063.10 2067.17 2.04 5.43 0.00 0.00 2059.03 2063.10 2.04 5.45 0.00 0.00 2054.96 2059.03 2.03 5.47 0.00 0.00 2050.89 2054.96 2.03 5.48 0.00 0.00 2046.83 2050.89 2.03 5.50 0.00 0.00 2042,78 2046.83 2.03 ' 5.52 0.00 0.00 2038.72 2042.78 2.03 5.53 0.00 0.00 2034.67 2038.72 2.03 5.55 0.00 0.00 2030.62 2034.67 2.02 5.57 0.00 0.00 2026.58 2030.62 2.02 5.58 0.00 0.00 2022.54 2026.58 2.02 5.60 0.00 0.00 2018.50 2022.54 2.02 5.62 0.00 0.00 2014.47 2018.50 2.02 t 5.63 0.00 0.00 2010.44 2014.47 2.01 5.65 0.00 0.00 2006.41 2010.44 2.01 5.67 0.00 0.00 2002.39 2006.41 2.01 ' 5.68 0.00 0.00 1998.37 2002.39 2.01 5.70 0.00 0.00 1994.36 1998.37 2.01 5.72 0.00 0.00 1990.35 1994.36 2.01 5.73 0.00 0.00 1986.34 1990.35 2.00 ' 5.75 0.00 0.00 1982.34 1986.34 2.00 5.77 0.00 0.00 1978.34 1982.34 2.00 5.78 5.80 0.00 0.00 0.00 0.00 1974.34 1970.35 1978.34 1974..34 2.00 2.00 5.82 0.00 0.00 1966.37 1970.35 1.99 5.83 0.00 0.00 1962.38 1966.37 1.99 ' 5.85 0.00 0.00 1958.40 1962.38 1.99 5.87 0.00 0.00 1954.43 1958.40 1.99 5.88 0.00 0.00- 1950.45 1954.43 1.99 5.90 0.00 0.00 1946.49 1950.45 1.98 ' 5.92 0.00 0.00 1942.52 1946.49 1.98 5.93 0.00 0.00 1938.56 1942.52 1.98 5.95 0.00 0.00 1934,60 1938,56 1.98 ' 5.97 0.00 0.00 1930.65 1934.60 1.98 5.98 0.00 0.00 1926.70 1930.65 1.97 6.00 0.00 0.00 1922.75 1926.70 1.97 ' 6.02 0.00 0.00 1918.81 1922.75 1.97 1 D-12 1 _. ' HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW ' hrs cfs cfs cfs cfs cfs 6.03 0.00 0.00 1914,87 1918.81 1.97 ' 6.05 0.00 0.00 1910.94 1914.87 1.97 6.07 0.00 0.00 1907.01 1910.94 1.97 6.08 0.00 0.00 1903.08 1907.01 1.96 6.10 0.00 0.00 1899.16 1903.08 1.96 ' 6.12 0.00 0.00 1895.24 1899.16 1.96 6.13 0.00 0.00 1891.33 1895.24 1.96 ' 6.15 6.17 0.00 0.00 0.00 0.00 1887.42 1883.51 1891.33 1887.42 1.96 1.95 6.18 0.00 0.00 1879.60 1883.51 1.95 6.20 0.00 0.00 1875.71 1879.60 1.95 ' 6.22 0.00 0.00 1871.81 1875.71 1.95 6.23 0.00 0.00 1867.92 1871.81 1.95 6.25 0.00 0.00 1864.03 1867.92 1.94 6.27 0.00 0.00 1860.14 1864.03 1.94 ' 6.28 0.00 0.00 1856.26 1860.14 1.94 6.30 0.00 0.00 1852.39 1856.26 1.94 6.32 6.33 0.00 0.00 0.00 0.00 1848.51 1844.64 1852.39 1848.51 1.94 1.93 6.35 0.00 0.00 1840.78 1844.64 1.93 6.37 0.00 0.00 1836.92 1840.78 1.93 ' 6.38 0.00 0.00 1833.06 1836.92 1.93 6.40 0.00 0.00 1829.20 1833.06 1.93 6.42 0.00 0.00 1825.35 1829.20 1.93 6.43 0.00 0.00 1821.51 1825.35 1.92 ' 6.45 0.00 0.00 1817.66 1821.51 1.92 6.47 0.00 0.00 1813.83 1817.66 1.92 ' 6.48 6.50 0.00 0.00 0.00 0.00 1809,99 1806.16 1813.83 .1809.99 1.92 1.92 6.52 0.00 0.00 1802.33 1806.16 1.91 6.53 0.00 0.00 1798.51 1802.33 1.91 ' 6.55 0.00 0.00 1794.69 1798.51 1.91 6.57 0.00 0.00 1790.87 1794.69 1.91 6.58 0.00 0.00- 1787.06 1790.87 1.91 6.60 0.00 0.00 1783.25 1787.06 1.90 ' 6.62 0.00 0.00 1779.45 1783.25 1.90 6.63 0.00 0.00 1775.65 1779.45 1.90 6.65 0.00 0.00 1771,85 1775.65 1.90 6.67 t 0.00 0.00 1768.06 1771.85 1.90 6.68 0.00 0.00 1764.27 1768.06 1.89 6.70 0.00 0.00 1760.48 1764.27 1.89 ■ 6.72 0.00 0.00 1756.70 1760.48 1.89 !. - 1 D-13 ' HYDROGRAPH DISCHARGE TABLE Cont'd r' TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW ' hrs cfs cfs cfs cfs cfs 6.73 0.00 0.00 1752,92 1756.70 1.89 ' 6.75 0.00 0.00 1749.15 1752.92 1.89 6.77 0.00 0.00 1745.38 1749.15 1.89 6.78 0.00 0.00 1741.61 1745.38 1.88 6.80 0.00 0.00 1737.85 1741.61 1.88 ' 6.82 0.00 0.00 1734.09 1737.85 1.88 6.83 0.00 0.00 1730.33 1734.09 1.88 6.85 0.00 0.00 1726.58 1730.33 1.88 ' 6.87 0.00 0.00 1722.84 1726.58 1.87 6.88 0.00 0.00 1719.09 1722.84 1.87 6.90 0.00 0.00 1715.35 1719,09 1.87 ' 6.92 0.00 0.00 1711.62 1715.35 1.87 6.93 0.00 0.00 1707.88 1711.62 1.87 6.95 0.00 0.00 1704.16 1707.88 1.86 6.97 0.00 0.00 1700.43 1704.16 1.86 ' 6.98 0.00 0.00 1696.71 1700.43 1.86 7.00 0.00 0.00 1692.99 1696.71 1.86 t 7.02 7.03 0.00 0.00 0.00 0.00 1689.28 1685.57 1692.99 1689.28 1.86 1.85 7.05 0.00 0.00 1681.87 1685.57 1.85 7.07 0.00 0.00 1678.16 1681.87 1.85 ' 7.08 0.00 0.00 1674.47 1678.16 1.85 7.10 0.00 0.00 1670.77 1674.47 1.85 7.12 0.00 0.00 1667.08 1670.77 1.85 7.13 0.00 0.00 1663.39 1667.08 1.84 ' 7.15 0.00 0.00 1659.71 1663.39 1.84 7.17 0.00 0.00 1656.03 1659.71 1.84 ' 7.18 7.20 0.00 0.00 0.00 0.00 1652.36 1648.69 1656,03 1652.36 1.84 1.84 7.22 0.00 0.00 1645.02 1648.69 1.83 7.23 0.00 0.00 1641.36 1645.02 1.83 7.25 0.00 0.00 1637.70 1641.36 1.83 7.27 0.00 0.00 1634.04 1637.70 1.83 7.28 0.00 0.00. 1630.39 1634.04 1.83 7.30 0.00 0.00 1626.74 1630.39 1.82 ' 7.32 0.00 0.00 1623.10 1626.74 1.82 7.33 0.00 0.00 1619.45 1623.10 1.82 7.35 0.00 0.00 1615.82 1619.45 1.82 ' 7.37 0.00 0.00 1612.18 1615.82 1.82 7.38 0.00 0.00 1608.56 1612.18 1.81 7.40 0.00 0.00 1604.93 1608.56 1.81 ' 7.42 0.00 0.00 1601.31 1604.93 1.81 D-14 1 ' HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW ' hrs cfs cfs cfs cfs cfs 1 1 1 7.43 0.00 0.00 1597.69 1601.31 1.81 7.45 0.00 0.00 1594.08 1597.69 1.81 7.47 0.00 0.00 1590.47 1594.08 1.81 7.48 0.00 0.00 1586.86 1590.47 1.80 7.50 0.00 0.00 1583.26 1586.86 1.80 7.52 0.00 0.00 1579.66 1583.26 1.80 7.53 0.00 0.00 1576.06 1579.66 1.80 7.55 0.00 0.00 1572.47 1576.06 1.80 7.57 0.00 0.00 1568.88 1572.47 1.79 7.58 0.00 0.00 1565.30 1568.88 1.79 7.60 0.00 0.00 1561.72 1565.30 1.79 7.62 0.00 0.00 1558.14 1561.72 1.79 7.63 0.00 0.00 1554.57 1558.14 1.79 7.65 0.00 0.00 1551.00 1554.57 1.78 7.67 0.00 0.00 1547.44 1551.00 1.78 7.68 0.00 0.00 1543.88 1547.44 1.78 7.70 0.00 0.00 1540.32 1543.88 1.78 7.72 0.00 0.00 1536.77 1540.32 1.78 7.73 0.00 0.00 1533.22 1536.77 1.77 7.75 0.00 0.00 1529.67 1533.22 1.77 7.77 0.00 0.00 1526.13 1529.67 1.77 7.78 0.00 0.00 1522.59 1526.13 1.77 7.80 0.00 0.00 1519.06 1522.59 1.77 7.82 0.00 0.00 1515.53 1519.06 1.77 7.83 0.00 0.00 1512.00 1515.53 1.76 7.85 0.00 0.00 1508.48 1512.00 1.76 7.87 0.00 0.00 1504.96 1508.48 1.76 7.88 0.00 0.00 1501.45 1504.96 1.76 7.90 0.00 0.00 1497.94 1501.45 1.76 7.92 0.00 0.00 1494.43 1497.94 1.75 7.93 0.00 0.00 1490.92 1494.43 1.75 7.95 0.00 0.00 1487.43 1490.92 1.75 7.97 0.00 0.00 1483.93 1487.43 1.75 7.98 0.00 0.00.. 1480.44 1483.93 1.75 8.00 0.00 0.00 1476.95 1480.44 1.74 8.02 0.00 0.00 1473.46 1476.95 1.74 8.03 0.00 0.00 1469.98 1473.46 1.74 8.05 0.00 0.00 1466.51 1469.98 1.74 8.07 0.00 0.00 1463.03 1466.51 1.74 8.08 0.00 0.00 1459.56 1463.03 1.73 8.10 0.00 0.00 1456.10 1459.56 1.73 8.12 0.00 0.00 1452.64 1456.10 1.73 D-15 ' HYDROGRAPH DISCHARGE TABLE Cont'd ' TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW hrs cfs cfs cfs cfs cfs 11 1 FI L 8.13 0.00 0.00 1449.18 1452.64 1.73 8.15 0.00 0.00 1445.73 1449.18 1.73 8.17 0.00 0.00 1442.28 1445.73 1.73 8.18 0.00 0.00 1438.83 1442.28 1.72 8.20 0.00 0.00 1435.39 1438.83 1.72 8.22 0.00 0.00 1431.95 1435.39 1.72 8.23 0.00 0.00 1428.51 1431.95 1.72 8.25 0.00 0.00 1425.08 1428.51 1.72 8.27 0.00 0.00 1421.65 1425.08 1.71 8.28 0.00 0.00 1418.23 1421.65 1.71 8.30 0.00 0.00 1414.81 1418.23 1.71 8.32 0.00 0.00 1411.40 1414.81 1.71 8.33 0.00 0.00 1407.98 1411.40 1.71 8.35 0.00 0.00 1404.57 1407.98 1.70 8.37 0.00 0.00 1401.17 1404.57 1.70 8.38 0.00 0.00 1397.77 1401.17 1.70 8.40 0.00 0.00 1394.37 1397.77 1.70 8.42 0.00 0.00 1390.98 1394.37 1.70 8.43 0.00 0.00 1387.59 1390.98 1.69 8.45 0.00 0.00 1384.20 1387.59 1.69 8.47 0.00 0.00 1380.82 1384.20 1.69 8.48 0.00 0.00 1377.44 1380.82 1.69 8.50 0.00 0.00 1374.07 1377.44 1.69 8.52 0.00 0.00 1370.70 1374.07 1.69 8.53 0.00 0.00 1367.33 1370.70 1.68 8.55 0.00 0.00 1363.97 1367.33 1.68 8.57 0.00 0.00 1360.61 1363.97 1.68 8.58 0.00 0.00 1357.26 1360.61 1.68 8.60 0.00 0.00 1353.91 1357.26 1.68 8.62 0.00 0.00 1350.56 1353.91 1.67 8.63 0.00 0.00 1347.22 1350.56 1.67 8.65 0.00 0.00 1343.88 1347.22 1.67 8.67 0.00 0.00 1340.54 1343.88 1.67 8.68 0.00 0.00._ 1337.21 1340.54 1.67 8.70 0.00 0.00 1333.88 1337.21 1.66 8.72 0.00 0.00 1330.56 1333.88 1.66 8.73 0.00 0.00 1327.24 1330.56 1.66 8.75 0.00 0.00 1323.92 1327.24 1.66 8.77 0.00 0.00 1320.61 1323.92 1.66 8.78 0.00 0.00 1317.30 1320.61 1.65 8.80 0.00 0.00 1313.99 1317.30 1.65 8.82 0.00 0.00 1310.69 1313.99 1.65 D-16 ' HYDROGRAPH DISCHARGE TABLE Cont'd ' TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW hrs cfs cfs cfs cfs cfs 1 8.83 0.00 0.00 1307.39 1310.69 1.65 8.85 0.00 0.00 1304.10 1307.39 1.65 8.87 0.00 0.00 1300.81 1304.10 1.65 8.88 0.00 0.00 1297.52 1300.81 1.64 8.90 0.00 0.00 1294.24 1297.52 1.64 8.92 0.00 0.00 1290.96 1294.24 1.64 8.93 0.00 0.00 1287.68 1290.96 1.64 8.95 0.00 0.00 1284.41 1287.68 1.64 8.97 0.00 0.00 1281.15 1284.41 1.63 8.98 0.00 0.00 1277688 1281.15 1.63 9.00 0.00 0.00 1274.62 1277.88 1.63 9.02 0.00 0.00 1271.37 1274.62 1.63 9.03 0.00 0.00 1268.12 1271.37 1.63 9.05 0.00 0.00 1264.87 1268.12 1.62 9.07 0.00 0.00 1261.62 1264.87 1.62 9.08 0.00 0.00 1258.38 1261.62 1.62 9.10 0.00 0.00 1255.15 1258.38 1.62 9.12 0.00 0.00 1251.91 1255.15 1.62 9.13 0.00 0.00 1248.68 1251.91 1.61 9.15 0.00 0.00 1245.46 1248.68 1.61 9.17 0.00 0.00 1242.24 1245.46 1.61 9.18 0.00 0.00 1239.02 1242.24 1.61 9.20 0.00 0.00 1235.80 1239.02 1.61 9.22 0.00 0.00 1232.59 1235.80 1.61 9.23 0.00 0.00 1229.39 1232.59 1.60 9.25 0.00 0.00 1226.19 1229.39 1.60 9.27 0.00 0.00 1222.99 1226.19 1.60 9.28 0.00 0.00 1219.79 1222.99 1.60 9.30 0.00 0.00 1216.60 1219.79 1.60 9.32 0.00 0.00 1213.41 1216.60 1.59 9.33 0.00 0.00 1210.23 1213.41 1.59 9.35 0.00 0.00 1207.05 1210.23 1.59 9.37 0.00 0.00 1203.87 1207.05 1.59 9.38 0.00 0.00.. 1200.70 1203.87 1.59 9.40 0.00 0.00 1197.53 1200.70 1.58 9.42 0.00 0.00 1194.37 1197.53 1.58 9.43 0.00 0.00 1191.21 1194.37 1.58 9.45 0.00 0.00 1188.05 1191.21 1.58 9.47 0.00 0.00 1184.90 1188.05 1.58 9.48 0.00 0.00 1181.75 1184.90 1.57 9.50 0.00 0.00 1178.61 1181.75 1.57 9.52 0.00 0.00 1175.46 1178.61 1.57 D- ;c D-17 I I� 1 I HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW hrs cfs cfs cfs cfs cfs 9.53 0.00 0.00 1172.33 1175.46 1.57 9.55 0.00 0.00 1169.19 1172.33 1.57 9.57 0.00 0.00 1166.06 1169.19 1.57 9.58 0.00 0.00 1162.94 1166.06 1.56 9.60 0.00 0.00 1159.81 1162.94 1.56 9.62 0.00 0.00 1156.69 1159.81 1.56 9.63 0.00 0.00 1153.58 1156.69 1.56 9.65 0.00 0.00 1150.47 1153.58 1.56 9.67 0.00 0.00 1147.36 1150.47 1.55 9.68 0.00 0.00 1144.26 1147.36 1.55 9.70 0.00 0.00 1141.16 1144.26 1.55 9.72 0.00 0.00 1138.06 1141.16 1.55 9.73 0.00 0.00 1134.97 1138.06 1.55 9.75 0.00 0.00 1131.88 1134.97 1.54 9.77 0.00 0.00 1128.80 1131.88 1.54 9.78 0.00 0.00 1125.72 1128.80 1.54 9.80 0.00 0.00 1122.65 1125.72 1.54 9.82 0.00 0.00 1119.58 1122.65 1.54 9.83 0.00 0.00 1116.51 1119.58 1.53 9.85 0.00 0.00 1113.45 1116.51 1.53 9.87 0.00 0.00 1110.39 1113.45 1.53 9.88 0.00 0.00 1107.34 1110.39 1.53 9.90 0.00 0.00 1104.29 1107.34 1.52 9.92 0.00 0.00 1101.24 1104.29 1.52 9.93 0.00 0.00 1098.20 1101.24 1.52 9.95 0.00 0.00 1095.17 1098.20 1.52 9.97 0.00 0.00 1092.13 1095.17 1.52 9.98 0.00 0.00 1089.11 1092.13 1.51 10.00 0.00 0.00 1086.08 1089.11 1.51 10.02 0.00 0.00 1083.06 1086.08 1.51 10.03 0.00 0.00 1080.05 1083.06 1.51 10.05 0.00 0.00 1077.04 1080.05 1.51 10.07 0.00 0.00 1074.03 1077.04 1.50 10.08 0.00 0.00, 1071.03 1074.03 1.50 10.10 0.00 0.00 1068.03 1071.03 1.50 10.12 0.00 0.00 1065.03 1068.03 1.50 10.13 0.00 0.00 1062.04 1065.03 1.50 10.15 0.00 0.00 1059.05 1062.04 1.49 10.17 0.00 0,.00 1056.07 1059.05 1.49 10.18 0.00 0.00 1053.09 1056.07 1.49 10.20 0.00 0.00 1050.12 1053.09 1.49 10.22 0.00 0.00 1047.15 1050.12 1.48 D- -- D-18 1 JI 1 1 HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW (i). INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW hrs cfs cfs cfs cfs cfs 10.23 0.00 0.00 1044.19 1047.15 1.48 10.25 0.00 0.00 1041.23 1044.19 1.48 10.27 0.00 0.00 1038.27 1041.23 1.48 10.28 0.00 0.00 1035.32 1038.27 1.48 10.30 0.00 0.00 1032.37 1035.32 1.47 10.32 0.00 0.00 1029.42 1032.37 1.47 10.33 0.00 0.00 1026.48 1029.42 1.47 10.35 0.00 0.00 1023.55 1026.48 1.47 10.37 0.00 0.00 1020.62 1023.55 1.47 10.38 0.00 0.00 1017.69 1020.62 1.46 10.40 0.00 0.00 1014.77 1017.69 1.46 10.42 0.00 0.00 1011.85 1014.77 1.46 10.43 0.00 0.00 1008.93 1011.85 1.46 10.45 0.00 0.00 1006.02 1008.93 1.46 10.47 0.00 0.00 1003.12 1006.02 1.45 10.48 0.00 0.00 1000.22 1003.12 1.45 10.50 0.00 0.00 997.32 1000.22 1.45 10.52 0.00 0.00 994.42 997.32 1.45 10.53 0.00 0.00 991.54 994.42 1.44 10.55 0.00 0.00 988.65 991.54 1.44 10.57 0.00 0.00 985.77 988.65 1.44 10.58 0.00 0.00 982.89 985.77 1.44 10.60 0.00 0.00 980.02 982.89 1.44 10.62 0.00 0.00 977.15 980.02 1.43 10.63 0.00 0.00 974.29 977.15 1.43 10.65 0.00 0.00 971.43 974.29 1.43 10.67 0.00 0.00 968.57 971.43 1.43 10.68 0.00 0.00 965.72 968.57 1.43 10.70 0.00 0.00 962.87 965.72 1.42 10.72 0.00 0.00 960.03 962.87 1.42 10.73 0.00 0.00 957.19 960.03 1.42 10.75 0.00 0.00 954.36 957.19 1.42 10.77 0.00 0.00 951.53 954.36 1.42 10.78 0.00 0.00.. 948.70 951.53 1.41 10.80 0.00 0.00 945.88 948.70 1.41 10.82 0.00 0.00 943.06 945.88 1.41 10.83 0.00 0.00 940.25 943.06 1.41 10.85 0.00 0.00 937.44 940.25 1.40 10.87 0.00 0.00 934.63 937.44 1.40 10.88 0.00 0.00 931.83 934.63 1.40 10.90 0.00 0.00 929.03 931.83 1.40 10.92 0.00 0.00 926.24 929.03 1.40 L 1 ' HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW ' hrs cfs cfs cfs cfs cfs 10.93 0.00 0.00 923.45 926.24 1.39 ' 10.95 0.00 0.00 920.67 923.45 1.39 10.97 0.00 0.00 917.89 920.67 1.39 10.98 0.00 0.00. 915.11 917.89 1.39 11.00 0.00 0.00 912.34 915.11 1.39 11.02 0.00 0.00 909.58 912.34 1.38 11.03 0.00 0.00 906.81 909.58 1.38 1 11.05 11.07 0.00 0.00 0.00 0.00 904.05 901.30 906.81 904.05 1.38 1.38 11.08 0.00 0.00 898.55 901.30 1.38 11.10 0.00 0.00 895.80 898.55 1.37 11.12 0.00 0.00 893.06 895.80 1.37 11.13 0.00 0.00 890.32 893.06 1.37 11.15 0.00 0.00 887.59 890.32 1.37 11.17 0.00 0.00 884.86 887.59 1.36 ' 11.18 0.00 0.00 882.13 884.86 1.36 11.20 0.00 0.00 879.41 882.13 1.36 11.22 11.23 0.00 0.00 0.00 0.00 876.69 873.98 879.41 876.69 1.36 1.36 11.25 0.00 0.00 871.27 873.98 1.35 11.27 0.00 0.00 868.57 871.27 1.35 ' 11.28 0.00 0.00 865.87 868.57 1.35 11.30 0.00 0.00 863.17 865.87 1.35 11.32 0.00 0.00 860.48 863.17 1.35 11.33 0.00 0.00 857.80 860.48 1.34 ' 11.35 0.00 0.00 855.11 857.80 1.34 11.37 0.00 0.00 852.43 855.11 1.34 11,38 0.00 0.00 849.76 852.43 1.34 ' 11.40 0.00 0.00 847.09 849.76 1.34 11.42 0.00 0.00 844.42 847.09 1.33 11.43 0.00 0.00 841.76 844.42 1.33 ' 11.45 0.00 0.00 839.10 841.76 1.33 11.47 0.00 0.00 836.45 839.10 1.33 11.48 0.00 0.00- 833.80 836.45 1.32 11.50 0.00 0.00 831.16 833.80 1.32 ' 11.52 0.00 0.00 828.51 831.16 1.32 11.53 0.00 0.00 825.88 828.51 1.32 11.55 0.00 0.00 823.24 825.88 1.32 ' 11.57 0.00 0.00 820.62 823.24 1.31 11.58 0.00 0.00 817.99 820.62 1.31 11.60 0.00 0.00 815.37 817.99 1.31 11.62 0.00 0.00 812.75 815.37 1.31 D-20 ' HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW ' hrs cfs cfs cfs cfs cfs 11,63 0.00 0.00 810.14 812.75 1.31 ' 11.65 0.00 0.00 807.54 810.14 1.30 11.67 0.00 0.00 804.93 807.54 1.30 11.68 0.00 0.00 802.33 804.93 1.30 11.70 0.00 0.00 799.74 802.33 1.30 11.72 0.00 0.00 797.15 799.74 1.30 11.73 0.00 0.00 794.56 797.15 1.29 ' 11.75 11.77 0.00 0.00 0.00 0.00 791.98 789.40 794.56 791.98 1.29 1.29 11.78 0.00 0.00 786.83 789.40 1.29 11.80 0.00 0.00 784.26 786.83 1.28 11.82 0.00 0.00 781.70 784.26 1.28 11.83 0.00 0.00 779.13 781.70 1.28 11.85 0.00 0.00 776.58 779.13 1.28 11.87 0.00 0.00 774.03 776.58 1.28 11.88 0.00 0.00 771.48 774.03 1.27 11.90 0.00 0.00 768.93 771.48 1.27 ' 11.92 11.93 0.00 0.00 0.00 0.00 766.39 763.86 768.93 766.39 1.27 1.27 11.95 0.00 0.00 761.33 763.86 1.27 11.97 0.00 0.00 758.80 761.33 1.26 11.98 0.00 0.00 756.28 758.80 1.26 12.00 0.00 0.00 753.76 756.28 1.26 Maximum outflow (cfs) = 2.51 %i-✓ ' storage (cu ft) = 100134 (Maximum Maximum elevation (ft) = 48.33 C 1 I D-21 1 _. HYDROLOGIC REPORT FOR COVENTRY SUB. FORT COLLINS JR 9007.00 MAIN POND 100 YR DEVELOPED 1` D-22 tHYDROLOGIC REPORT . Coventry Sub.......... Pond Sizing........... ' 100 dev, 2yr Kist..... Hyd. No. 1 Hydrograph type = RATIONAL Storm frequency = 100 yr Time of conc. 23 min Runoff coeff. .5 1 t 1 Peak discharge = 75.67 cfs Time interval = 1 min Intensity = 4.93 in/hr Basin area = 30.69 ac D-23 1 1 1 1 HYDROGRAPH DISCHARGE TABLE TIME --OUTFLOW (min cfs) 1.00 3.29 5.00 16.45 9.00 29.61 13.00 42.77 17.00 55.93 21.00 69.09 25.00 69.09 29.00 55.93 33.00 42.77 37.00 29.61 41.00 16.45' 45.00 3.29 TIME --OUTFLOW (min cfs) 2.00 6.58 6.00 19.74 10.00 32.90 14.00 46.06 18.00 59.22 22.00 72.38 26.00 65.80 30.00 52.64 34.00 39.48 38.00 26.32 42.00 13.16 46.00 0.00 TIME --OUTFLOW (min cfs) 3.00 9.87 7.00 23.03 11.00 36.19 15.00 49.35 19.00 62.51 23.00 75.67 27.00 62.51 31.00 49.35 35.00 36.19 39.00 23.03 43.00 9.87 47.00 0.00 TIME --OUTFLOW (min cfs) 4.00 13.16 8.00 26.32 12.00 39.48 16.00 52.64 20.00 65.80 24.00 72.38 28.00 59.22 32.00 46.06 36.00 32.90 40.00 19.74 44.00 6.58 48.00 0.00 U-"23 D-24 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 HYDROLOGIC REPORT FOR COVENTRY SUB. FORT COLLINS JR 9007.00 MAIN POND 2 YR DEVELOPED IN D-25 HYDROGRAPH DISCHARGE TABLE TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+0 (j) OUTFLOW hrs cfs cfs cfs cfs cfs 0.02 1.08 2.16 1.08 1.08 0.00 0.03 2.16 3.24 4.31 4.32 0.00 0.05 3.24 4.32 9.70 9.71 0.00 0.07 4.32 5.40 17.25 17.26 0.01 0.08 5.40 6.48 26.94 26.96 0.01 0.10 6.48 7.56 38.78 38.82 0.02 0.12 7.56 8.64 52.74 52.81 0.04 0.13 8.64 9.72 68.82 68.93 0.06 0.15 9.72 10.79 87.01 87.17 0.08 0.17 10.79 11.87 107.31 107.52 0.11 0.18 11.87 12.95 129.68 129.98 0.15 0.20 12.95 14.03 154.11 154.51 0.20 0.22 14.03 15.11 180.58 181.10 0.26 0.23 15.11 16.19 209.07 209.73 0.33 0.25 16.19 17.27 239.54 240.37 6.42 0.27 17.27 18.35 271.99 273.00 0.51 0.28 18.35 19.43 306.39 307.61 0.61 0.30 19.43 20.51 342.75 344.17 0.71 0.32 20.51 21.59 381.12 382.69 0.79 0.33 21.59 22.67 421.48 423.21 0.87 0.35 22.67 23.75 463.84 465.73 0.95 0.37 23.75 24.83 508.21 510.26 1.02 0.38 24.83 25.91 554.64 556.79 1.08 0.40 25.91 24.83 603.12 605.37 1.13 0.42 24.83 23.75 651.51 653.85 1.17 D-27 HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW ' hrs cfs cfs cfs, cfs cfs 0,43 23.75 22,67 697.66 700.09 1.21 ' 0.45 22.67 21.59 741.58 744.08 1.25 0.47 21.59 20.51 783.27 785.84 1.28 0.48 20.51 19.43 822.74 825.37 1.32 0.50 19.43 18.35 859.99 862.68 1.35 ' 0.52 18.35 17.27 895.03 897.77 1.37 0.53 17.27 16.19 927.85 930.65 1.40 0,55 0.57 16.19 15.11 15,11 14.03 958.48 986.90 961.32 989.78 1.42 1.44 0.58 14.03 12.95 1013.12 1016.04 1.46 0.60 12.95 11.87 1037.15 1040.11 1.48 0.62 11.87 10.79 1059.00 1061.98 1.49 0.63 10.79 9.72 1078.65 1081.66 1.51 0.65 9.72 8.64 1096.12 1099.16 1.52 0.67 8.64 7.56 1111.42 1114.47 1.53 0.68 7.56 6.48 1124.53 1127.61 1.54 0.70 6.48 5.40 1135.47 1138.56 1.55 ' 0.72 0.73 5,40 4.32 4.32 3.24 1144*24 1150.84 1147*34 1153.96 1.55 1.56 0.75 3.24 2.16 1155.28 1158.40 1.56 0.77 2.16 1.08 1157.56 1160.68 1.56 ' 0.78 1.08 0.00 1157.68 1160.80 1.56 0.80 0.00 0.00 1155.64 1158.76 1.56 0.82 0.00 0.00 1152.53 1155.64 1.56 0.83 0.00 0.00 1149.42 1152.53 1.55 0.85 0.00 0.00 1146.31 1149.42 1.55 0.87 .0.00 0.00 1143.21 1146.31 1.55 0.88 0.00 0.00 1140*11 1143*21 1.55 0.90 0.00 0.00 1137.02 1140.11 1.55 0.92 0.00 0.00 1133.93 1137.02 1.55 0.93 0.00 0.00 1130.84 1133.93 1.54 0.95 0.00 0.00 1127.76 1130.84 1.54 0.97 0.00 0.00 1124.68 1127.76 1.54 0.98 0.00 0.00.. 1121.61 1124.68 1.54 1.00 0.00 0.00 1118.54 1121.61 1.53 ' 1.02 0.00 0.00 1115.48 1118.54 1.53 1.03 0.00 0.00 1112.42 1115.48 1.53 1.05 0.00 0.00 1109*36 1112*42 1.53 1.07 0.00 0.00 1106.31 1109.36 1.53 1.08 0.00 0.00 1103.26 1106.31 1.52 1.10 0.00 0.00 1100.22 1103.26 1.52 1.12 0.00 0.00 1097.18 1100.22 1.52 D - 27 D-28 ' HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW (i) INFLOW (j) ' hrs cfs cfs 1 2S/dt-O (i) 2S/dt+O (j) OUTFLOW cfs cfs cfs 1.13 0.00 0.00 1094.14 1097.18 1.52 1.15 0.00 0.00 1091.11 1094.14 1.52 1.17 0.00 0.00 1088.08 1091.11 1.51 1.18 0.00 0.00 1085.06 1088.08 1.51 1.20 0.00 0.00 1082.04 1085.06 1.51 1.22 0.00 0.00 1079.03 1082.04 1.51 1.23 0.00 0.00 1076.02 1079.03 1.51 1.25 0.00 0.00 1073.01 1076.02 1.50 1.27 0.00 0.00 1070.01 1073.01 1.50 1.28 0.00 0.00 1067.01 1070.01 1.50 1.30 0.00 0.00 1064.02 1067.01 1.50 1.32 0.00 0.00 1061.03 1064.02 1.49 1.33 0.00 0.00 1058.05 1061.03 1.49 1.35 0.00 0.00 1055.07 1058.05 1.49 1.37 0.00 0.00 1052.09 1055.07 1.49 1.38 0.00 0.00 1049.12 1052.09 1.49 1.40 0.00 0.00 1046.15 1049.12 1.48 1.42 0.00 0.00 1043.19 1046.15 1.48 1.43 0.00 0.00 1040.23 1043.19 1.48 1.45 0.00 0.00 1037.27 1040.23 1.48 1.47 0.00 0.00 1034.32 1037.27 1.48 1.48 0.00 0.00 1031.37 1034.32 1.47 1.50 0.00 0.00 1028.43 1031.37 1.47 1.52 0.00 0.00 1025.49 1028.43 1.47 1.53 0.00 0.00 1022.56 1025.49 1.47 1.55 0.00 0.00 1019.63 1022.56 1.46 1.57 0.00 0.00 1016.70 1019.63 1.46 1.58 0.00 9.00 1013.78 1016.70 1.46 1.60 0.00 0.00 1010.86 1013.78 1.46 1.62 0.00 0.00 1007.95 1010.86 1.46 1.63 0.00 0.00 1005.04 1007.95 1.45 1.65 0.00 0.00 1002.14 1005.04 1.45 1.67 0.00 0.00 999.24 1002.14 1.45 1.68 0.00 0.00. 996.34 999.24 1.45 1.70 0.00 0.00 993.45 996.34 1.45 1.72 0.00 0.00 .990.56 993.45 1.44 1.73 0.00 0.00 987.68 990.56 1.44 1.75 0.00 0.00 984.80 987.68 1.44 1.77 0.00 0.00 981.92 984.80 1.44 1.78 0.00 0.00 979.05 981.92 1.44 1.80 0.00 0.00 976.18 979.05 1.43 1.82 0.00 0.00 973.32 976.18 1.43 D-29 I 1 HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW (i) INFLOW (j•) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW 1 hrs cfs cfs cfs cfs cfs 1.83 0.00 0.00 970.46 973.32 1.43 1 1.85 0.00 0.00 967.61 970.46 1.43 1.87 0.00 0.00 964.76 967.61 1.43 1.88 0.00 0.00 961.91 964.76 1.42 1.90 0.00 0.00 959.07 961.91 1.42 1 1.92 0.00 0.00 956.23 959.07 1.42 1.93 0.00 0.00 953.40 956.23 1.42 1 1.95 1.97 0.00 0.00 0.00 0.00 950.57 947.75 953.40 950.57 1.41 1.41 1.98 0.00 0.00 944.93 947.75 1.41 2.00 0.00 0.00 942.11 944.93 1.41 1 2.02 0.00 0.00 939.30 942.11 1.41 2.03 0.00 0.00 936.49 939.30 1.40 2.05 0.00 0.00 933.69 936.49 1.40 2.07 0.00 0.00 930.89 933.69 1.40 1 2.08 0.00 0.00 928.09 930.89 1.40 2.10 0.00 0.00 925.30 928.09 1.40 1 2.12 2.13 0.00 0.00 0.00 0.00 922.51 919.73 925.30 922.51 1.39 1.39 2.15 0.00 0.00 916.95 919.73 1.39 2.17 0.00 0.00 914.18 916.95 1.39 1 2.18 0.00 6.00 911.41 914.18 1.39 2.20 0.00 0.00 908.64 911.41 1.38 2.22 0.00 0.00 905.88 908.64 1.38 2.23 0.00 0.00 903.12 905.88 1.38 1 2.25 0.00 0.00 900.37 903.12 1.38 2.27 0.00 0.00 897.62 900.37 1.37 1 2.28 2.30 0.00 0.00 0.00 0.00 894.87 892.13 897.62 894.87 1.37 1.37 2.32 0.00 0.00 889.40 892.13 1.37 2.33 0.00 0.00 886.66 889.40 1.37 2.35 0.00 0.00 883.94 886.66 1.36 1 2.37 0.00 0.00 881.21 883.94 1.36 2.38 0.00 0.00.. 878.49 881.21 1.36 1 2.40 2.42 0.00 0.00 0.00 0.00 875.78 873.07 878.49 875.78 1.36 1.36 2.43 0.00 0.00 870.36 873.07 1.35 2.45 0.00 0.00 867.66 870.36 1.35 1 2.47 0.00 0.00 864.96 867.66 1.35 2.48 0.00 0.00 862.27 864.96 1.35 2.50 0.00 0.00 859.58 862.27 1.34 1 2.52 0.00 0.00 856.89 859.58 1.34 1 i D-30 1 _. ' HYDROGRAPH DISCHARGE TABLE Cont'd t TIME hrs INFLOW (i) cfs INFLOW (j) cfs 2S/dt-O (i) cfs 2S/dt+O (j) OUTFLOW cfs cfs 2.53 0.00 0.00 854.21 856.89 1.34 ' 2.55 0.00 0.00 851.53 854.21 1.34 2.57 0.00 0.00 848.86 851.53 1.34 2.58 0.00 0.00 846.19 848.86 1.33 2.60 0.00 0.00 843.52 846.19 1.33 ' 2.62 0.00 0.00 840.86 843.52 1.33 2.63 0.00 0.00 838.21 840.86 1.33 ' 2.65 2.67 0.00 0.00 0.00 0.00 835.56 832.91 838.21 835.56 1.33 1.32 2.68 0.00 0.00 830.26 832.91 1.32 2.70 0.00 0.00 827.62 830.26 1.32 ' 2.72 0.00 0.00 824.99 827.62 1.32 2.73 0.00 0.00 822.36 824.99 1.32 2.75 0.00 0.00 819.73 822.36 1.31 2.77 0.00 0.00 817.11 819.73 1.31 ' 2.78 0.00 0.00 814.49 817.11 1.31 2.80 0.00 0.00 811.87 814.49 1.31 ' 2.82 2.83 0.00 0.00 0.00 0.00 809.26 806.66 811.87 809.26 1.31 1.30 2.85 0.00 0.00 804.05 806.66 1.30 2.87 0.00 0.00 801.46 804.05 1.30 ' 2.88 0.00 0.00 798.86 801.46 1.30 2.90 0.00 0.00 796.27 798.86 1.29 2.92 0.00 0.00 793.69 796.27 1.29 2.93 0.00 0.00 791.11 793.69 1.29 ' 2.95 0.00 0.00 788.53 791.11 1.29 2.97 0.00 0.00 785.96 788.53 1.29 2.98 0.00 0.00 783.39 785.96 1.28 ' 3.00 0.00 0.00 780.83 783.39 1.28 3.02 0.00 0.00 778.27 780.83 1.28 3.03 0.00 0.00 775.72 778.27 1.28 3.05 0.00 0.00 773.16 775.72 1.28 ' 3.07 0.00 0.00 770.62 773.16 1.27 3.08 0.00 0.00. 768.08 770.62 1.27 3.10 0.00 0.00 765.54 768.08 1.27 ' 3.12 0.00 0.00 763.00 765.54 1.27 3.13 0.00 0.00 760.47 763.00 1.27 3.15 0.00 0.00 757.95 760.47 1.26 ' 3.17 0.00 0.00 755.42 757.95 1.26 3.18 0.00 0.00 752.91 755.42 1.26 3.20 0.00 0.00 750.39 752.91 1.26 3.22 0.00 0.00 747.88 750.39 1.25 D-31 I ' HYDROGRAPH DISCHARGE TABLE Cont'd ' TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW hrs cfs cfs cfs cfs cfs 1 1 3.23 0.00 0.00 745.38 747.88 1.25 3.25 0.00 0.00 742.88 745.38 1.25 3.27 0.00 0.00 740.38 742.88 1.25 3.28 0.00 0.00 737.89 740.38 1.25 3.30 0.00 0.00 735.40 737.89 1.24 3.32 0.00 0.00 732.92 735.40 1.24 3.33 0.00 0.00 730.44 732.92 1.24 3.35 0.00 0.00 727.96 730.44 1.24 3.37 0.00 0.00 725.49 727.96 1.24 3.38 0.00 0.00 723.02 725.49 1.23 3.40 0.00 0.00 720.56 723.02 1.23 3.42 0.00 0.00 718.10 720.56 1.23 3.43 0.00 0.00 715.65 718.10 1.23 3.45 0.00 0.00 713.20 715.65 1.22 3.47 0.00 0.00 710.75 713.20 1.22 3.48 0.00 0.00 708.31 710.75 1.22 3.50 0.00 0.00 705.87 708.31 1.22 3.52 0.00 0.00 703.44 705.87 1.22 3.53 0.00 0.00 701.01 703.44 1.21 3.55 0.00 0.00 698.59 701.01 1.21 3.57 0.00 0.00 696.17 698.59 1.21 3.58 0.00 0.00 693.75 696.17 1.21 3.60 0.00 0.00 691.34 693.75 1.21 3.62 0.00 0.00 688.93 691.34 1.20 3.63 0.00 0.00 686.53 688.93 1.20 3.65 0.00 0.00 684.13 686.53 1.20 3.67 0.00 0.00 681.73 684.13 1.20 3.68 0.00 0.00 679.34 681.73 1.20 3.70 0.00 0.00 676.95 679.34 1.19 3.72 0.00 0.00 674.57 676.95 1.19 3.73 0.00 0.00 672.19 674-.57 1.19 3.75 0.00 0.00 669.82 672.19 1.19 3.77 0.00 0.00 667.45 669.82 1.19 3.78 0.00 0.00. 665.08 667.45 1.18 3.80 0.00 0.00 662.72 665.08 1.18 3.82 0.00 0.00 660.36 662.72 1.18 3.83 0.00 0.00 658.00 660.36 1.18 3.85 0.00 0.00 655.66 658.00 1.17 3.87 0.00 0.00 653.31 655.66 1.17 3.88 0.00 0.00 650.97 653.31 1.17 3.90 0.00 0.00 648.63 650.97 1.17 3.92 0.00 0.00 646.30 648.63 1.17 D-32 ' HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW ' hrs cfs cfs cfs cfs cfs 3.93 0.00 0.00 643.97 646.30 1.16 ' 3.95 0.00 0.00 641.65 643.97 1.16 3.97 0.00 0.00 639.33 641.65 1.16 3.98 0.00 0.00 637.01 639.33 1.16 4.00 0.00 0.00 634.70 637.01 1.16 ' 4.02 0.00 0.00 632.40 634.70 1.15 4.03 0.00 0.00 630.09 632.40 1.15 ' 4.05 4.07 0.00 0.00 0.00 0.00 627.80 625.50 630.09 627.80 1.15 1.15 4.08 0.00 0.00 623.21 625.50 1.14 4.10 0.00 0.00 620.93 623.21 1.14 ' 4.12 0.00 0.00 618.65 620.93 1.14 4.13 0.00 0.00 616.37 618.65 1.14 4.15 0.00 0.00 614.10 616.37 1.14 4.17 0.00 0.00 611.83 614.10 1.13 ' 4.18 0.00 0.00 609.56 611.83 1.13 4.20 0.00 0.00 607.30 609.56 1.13 ' 4.22 4.23 0.00 0.00 0.00 0.00 605.05 602.79 607.30 605.05 1.13 1.13 4.25 0.00 0.00 600.54 602.79 1.12 4.27 0.00 0.00 598.30 600.54 1.12 ' 4.28 0.00 0.00 596.06 598.30 1.12 4.30 0.00 0'.00 593.83 596.06 1.12 4.32 0.00 0.00 591.59 593.83 1.12 4.33 0.00 0.00 589.37 591.59 1.11 ' 4.35 0.00 0.00 587.14 589.37 1.11 4.37 0.00 0.00 584.92 587.14 1.11 4.38 0.00 0.00 582.71 584.92 1.11 ' 4.40 0.00 0.00 580.50 582.71 1.11 4.42 0.00 0.00 578.29 580.50 1.10 4.43 0.00 0.00 576.09 578.29 1.10 4.45 0.00 0.00 573.90 576.09 1.10 ' 4.47 0.00 0.00 571.71 573.90 1.09 4.48 0.00 0.00. 569.52 571.71 1.09 ' 4.50 4.52 0.00 0.00 0.00 0.00 567.34 565.17 569.52 567.34 1.09 1.09 4.53 0.00 0.00 563.00 565.17 1.09 4.55 0.00 0.00 560.83 563.00 1.08 ' 4.57 0.00 0.00 558.67 560.83 1.08 4.58 0.00 0.00 556.52 558.67 1.08 4.60 0.00 0.00 554.37 556.52 1.08 4.62 0.00 0.00 552.22 554.37 1.07 D-33 HYDROGRAPH DISCHARGE TABLE Cont'd TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW ' hrs cfs cfs cfs cfs cfs 4.63 0.00 0.00 550.08 552.22 1.07 ' 4.65 0.00 0.00 547.94 550.08 1.07 4.67 0.00 0.00 545.81 547.94 1.07 4.68 0.00 0.00 543.69 545.81 1.06 4.70 0.00 0.00 541.57 543.69 1.06 4.72 0.00 0.00 539.45 541.57 1.06 4.73 0.00 0.00 537.34 539.45 1.06 ' 4.75 4.77 0.00 0.00 0.00 0.00 535.23 533.13 537.34 535.23 1.05 1.05 4.78 0.00 0.00 531.03 533.13 1.05 4.80 0.00 0.00 528.94 531.03 1.05 ' 4.82 0.00 0.00 526.85 528.94 1.04 4.83 0.00 0.00 524.77 526.85 1.04 4.85 0.00 0.00 522.69 524.77 1.04 4.87 0.00 0.00 520.62 522.69 1.04 4.88 0.00 0.00 518.55 520.62 1.03 4.90 0.00 0.00 516.48 518.55 1.03 4.92 4.93 0.00 0.00 0.00 0.00 514.42 512.37 516.48 514.42 1.03 1.03 4.95 0.00 0.00 510.32 512.37 1.03 4.97 0.00 0.00 508.27 510.32 1.02 ' 4.98 0.00 0.00 506.23 508.27 1.02 5.00 0.00 0.00 504.19 506.23 1.02 5.02 0.00 0.00 502.16 504.19 1.01 5.03 0.00 0.00 500.14 502.16 1.01 ' 5.05 0.00 0.00 498.13 500.14 1.01 5.07 0.00 0.00 496.12 498.13 1.00 ' 5.08 0.00 494.12 496.12 1.00 Maximum outflow (cfs) -0.00 - 1.56 Maximum storage (cu ft) = 34777 ' Maximum elevation (ft) = 46.02 D-34 HYDROLOGIC REPORT FOR 1 r COVENTRY SUB. I FORT COLLINS JR 9007.00 MAIN POND 2 YR DEVELOPED D-35 HYDROLOGIC REPORT Coventry Sub.......... Pond Sizing........... 2 developed........... Hyd. No. 2 Hydrograph type = RATIONAL Storm frequency = 2 yr Time of conc. = 24 min Runoff coeff. _ .48 1 Peak discharge = 25.91 cfs Time interval = 1 min Intensity = 1.76 in/hr Basin area = 30.7 ac D-36 HYDROGRAPH DISCHARGE TABLE TIME --OUTFLOW (min cfs) 1.00 1.08 5.00 5.40 9.00 9.72 13.00 14.03 17.00 18.35 21.00 22.67 25.00 24.83 29.00 20.51 33.00 16.19 37.00 11.87 41.00 7.56 45.00 3.24 TIME --OUTFLOW (min cfs) 2.00 2.16 6.00 6.48 10.00 10.79 14.00 15.11 18.00 19.43 22.00 23.75 26.00 23.75 30.00 19.43 34.00 15.11 38.00 10.79 42.00 6.48 46.00 2.16 TIME --OUTFLOW (min cfs) 3.00 3.24 7.00 7.56 11.00 11.87 15.00 16.19 19.00 20.51 23.00 24.83 27.00 22.67 31.00 18.35 35.00 14.03 39.00 9.72 43.00 5.40 47.00 1.08 TIME --OUTFLOW (min cfs) 4.00 4.32 8.00 8.64 12.00 12.95 16.00 17.27 20.00 21.59 24.00 25.91 28.00 21.59 32.00 17.27 36.00 12.95 40.00 8.64 44.00 4.32 48.00 0.00 - 6) D-37 HYDROLOGIC REPORT ' STAGE STORAGE DISCHARGE / / RESERVOIR NUMBER = 1 ' RESERVOIR NAME = MAIN POND... STORAGE VALUES WERE INPUT MANUALLY DISCHARGE VALUES: CULVERT STRUCT A. Q = .6 *A*[2gh/k]^.5 * 1 CULVERT STRUCT B. Q = .6 *A*[2gh/k]^.5 * 0 WEIR STRUCT A. Q = 3 * 10 * H ^ 1.5 WEIR STRUCT B. Q = 3 * 0 * H ^ 1.5 ELEVATION DISCHARGE cfs ' --------------CULVERT A CULVERT ---7---------------------------------------- B WEIR A WEIR B 44.50 0.00 0.00 0.00 0.00 ' 45.00 0.72 0.00 0.00 0.00 46.00 1.55 0.00 0.00 0.00 47.00 48.00 2.02 2.40 0.00 0.00 0.00 0.00 0.00 0.00 49.00 2.72 0.00 0.00 0.00 50.00 3.02 0.00 10.61 0.00 ' 51.00 3.28 0.00 55.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' 0.00 0.00 0.00 0.00 0.00 t 1 J_ D-38 STAGE ELEVATION INC STOR TOT STOR OUTFLOW -------------------------------------------- ------------ - 0.00 44.50 0 0 0.00 0.50 45.00 10367 10367 0.72 1.50 46.00 23875 34242 1.55 2.50 47.00 26367 60609 2.02 3.50 48.00 29017 89626 2.40 4.50 49.00 31872 121498 2.72 5.50 50.00 34912 156410 13.62 6.50 51.00 38005 194415 58.40 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0 D-39 I I I 1 1 APPENDIX E North Detention Pond Calculations E-1 HYDROLOGIC REPORT FOR. 1 1 i 1 1 1 1 1 1 1 COVENTRY SUB. FORT COLLINS JR 9007.00 NORTH POND 100 YR DEVELOPED IN 1 1 E-2 HYDROLOGIC REPORT ...................... Hyd. No. 13 A/ �v Hydrograph type = RESERVOIR ROUTE jPeak discharge = 0.66 cfs Storm frequency = 100 yr Time innervate'= 1 min ?�4�ida Inflow hyd. no. = 3 Reservoir no. = 2 E - 3 ' HYDROGRAPH DISCHARGE TABLE ' TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW hrs cfs cfs cfs cfs cfs 0.05 1.27 1.69 3.37 3.70 0.16 0.07 1.69 2.12 5.72 6.33 0.31 0.08 2.12 2.54 8.76 9.53 0.38 0.10 2.54 2.97 12.50 13.42 0.46 0.12 2.97 3.39 17.05 18.00 0.48 0.13 3.39 3.81 22.42 23.40 0.49 ' 0.15 0.17 3.81 4.24 4.24 4.66 28.62 35.64 29.63 36.67 0.50 0.52 0.18 4.66 5.08 43.47 44.54 0.53 0.20 5.08 5.51 52.12 53.22 0.55 ' 0.22 5.51 5.08 61.58 62.71 0.57 0.23 5.08 4.66 71.01 72.18 0.58 0.25 4.66 4.24 79.56 80.76 0.60 0.27 4.24 3.81 87.24 88.46 0.61 0.28 3.81 3.39 94.05 95.29 0.62 0.30 3.39 2.97 99.99 101.25 0.63 ' 0,32 0.33 2.97 2.54 2,54 2.12 105.07 109.29 106.35 110.58 0.64 0.65 0.35 2.12 1.69 112.65 113.95 0.65 0.37 1.69 1.27 115.15 116.46 0.65 ' 0.38 1.27 0.85 116.80 118.12 0.66_ Maximum outflow (cfs) = 0.66 Maximum storage (cu ft) = 3548 = 0,05 Ac::; Maximum ^elevation (ft)_= 1.92 1 [I E-4 HYDROLOGIC REPORT FOR COVENTRY SUB. FORT COLLINS JR 9007.00 NORTH POND 100 YR DEVELOPED E - 5 ' HYDROLOGIC REPORT ' NORTH FIELD POND...... ' ...................... .............. 3 Hyd.No. 1 Hydrograph type = RATIONAL Storm frequency = 100 yr Time of conc. = 13 min ' Runoff coeff. = .35 Peak discharge = 5.51 cfs Time interval = 1 min Intensity = 6.58 in/hr Basin area = 2.39 ac E-6 HYDROGRAPH DISCHARGE TABLE TIME --OUTFLOW (min cfs) 1.00 0.42 5.00 2.12 9.00 3.81 13.00 5.51 17.00 3.81 21.00 2.12 TIME --OUTFLOW (min cfs) 2.00 0.85 6.00 2.54 10.00 4.24 14.00 5.08 18.00 3.39 22.00 1.69 TIME --OUTFLOW (min cfs) 3.00 1.27 7.00 2.97 11.00 4.66 15.00 4.66 19.00 2.97 23.00 1.27 TIME --OUTFLOW (min cfs) 4.00 1.69 8.00 3.39 12.00 5.08 16.00 4.24 20.00 2.54 24.00 0.85 E - 7 HYDROLOGIC REPORT FOR 1 1 COVENTRY SUB. 1 FORT COLLINS 1 JR 9007.00 1 NORTH POND 1 1 1 1 1 2 YR DEVELOPED IN ram. HYDROLOGIC REPORT ...................... ...................... ...................... Hyd. No. 14 Hydrograph type = RESERVOIR ROUTE Peak discharge = 0.50 cfs Storm frequency = 2 yr Time interval = 1 min Inflow hyd. no. = 4 Reservoir no. = 2 E-9 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 HYDROGRAPH DISCHARGE TABLE TIME INFLOW (i) .INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW hrs cfs cfs cfs cfs cfs 0.13 1.06 1.19 6.38 7.03 0.32 0.15 1.19 1.33 7.91 8.64 0.36 0.17 1.33 1.46 9.62 10.43 0.40 0.18 1.46 1.59 11.52 12.41 0.44 0.20 1.59 1.73 13.63 14.57 0.47 0.22 1.73 1.59 16.00 16.95 0.48 0.23 1.59 1.46 18.35 19.32 0.48 0.25 1.46 1.33 20.43 21.40 0.49 0.27 1.33 1.19 22.24 23.22 0.49 0.28 1.19 1.06 23.78 24.76 0.49 0.30 1.06 0.93 25.04 26.03 0.50 Maximum outflow (cfs) = 0.50 Maximum storage (cu ft) = 838 Maximum elevation (ft) = 1.13 E-10 HYDROLOGIC REPORT FOR 1 ' COVENTRY SUB. 1 FORT COLLINS ' JR 9007.00 NORTH POND 2 YR DEVELOPED ' E-11 HYDROLOGIC REPORT NORTH FIELD POND...... Hyd. No. 4 Hydrograph type = RATIONAL Storm frequency = 2 yr Time of conc. = 13 min Runoff coeff. = .3 I Peak discharge = 1.73 cfs Time interval = 1 min Intensity = 2.41 in/hr Basin area = 2.39 ac 9 E-12 HYDROGRAPH DISCHARGE TABLE TIME --OUTFLOW (min cfs) 5.00 0.66 9.00 1.19 13.00 1.73 17.00 1.19 TIME --OUTFLOW (min cfs) 6.00 0.80 10.00 1.33 14.00 1.59 18.00 1.06 TIME --OUTFLOW (min cfs) 7.00 0.93 11.00 1.46 15.00 1.46 19.00 0.93 TIME --OUTFLOW (min cfs) 8.00 1.06 12.00 1.59 16.00 1.33 20.00 0.80 E-13 HYDROLOGIC REPORT STAGE / STORAGE / DISCHARGE RESERVOIR NUMBER = 2 RESERVOIR NAME = NORTH FIELD. STORAGE VALUES WERE INPUT MANUALLY DISCHARGE VALUES: CULVERT STRUCT A. Q = .6 *A*[2gh/k]^.5 * 1 CULVERT STRUCT B. Q = .6 *A*[2gh/k]^.5 * 0 WEIR STRUCT A. Q = 3 * 0 * H ^ 1.5 WEIR STRUCT B. Q = 3 * 0 * H ^ 1.5 ELEVATION DISCHARGE (cfs) -------------- CULVERT A CULVERT --------------------- BWEIR A ------------- WEIR B 0.00 0.00 0.00 0.00 0.00 1.00 0.47 0.00 0.00 0.00 2.00 0.67 0.00 0.00 0.00 3.00 0.83 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E-14 STAGE ELEVATION INC STOR TOT STOR OUTFLOW ------------------------------------------------------------ cu ft cu ft cfs 0.00 0.00 0 0 0.00 1.00 1.00 400 400 0.47 2.00 2.00 3425 3825 0.67 3.00 3.00 9831 13656 0.83 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0 0 0.00 E-15 APPENDIX F South Detention Pond Calculations F-1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 HYDROLOGIC REPORT FOR COVENTRY SUB. FORT COLLINS JR 9007.00 SOUTH POND 100 YR DEVELOPED IN F - 2 r 1 1 HYDROLOGIC REPORT ...................... ...................... Hyd. No. 15 Hydrograph type = RESERVOIR ROUTE 1peak discharge = 0.59 cf_s Storm frequency = 100 yr Time interval -=-1 min r Inflow hyd. no. = 5 Reservoir no. = 3 F - 3 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 HYDROGRAPH DISCHARGE TABLE TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW hrs cfs cfs cfs cfs cfs 0.12 1.11 1.27 4.91 .5.79 0.44 0.13 1.27 1.43 6.29 7.30 0.50 0.15 1.43 1.59 7.97 8.99 0.51 0.17 1.59 1.75 9.95 10.99 0.52 0.18 1.75 1.91 12.23 13.29 0.53 0.20 1.91 1.75 14.80 15.89 0.54 0.22 1.75 1.59 17.35 18.46 0.56 0.23 1.59 1.43 19.56 20.69 0.56 0.25 1.43 1.27 21.44 22.59 0.57 0.27 1.27 1.11 22.99 24.15 0.58 0.28 1.11 0.95 24.21 25.38 0.58 Maximum outflow (cfs) = 0.59 ✓O= j I-( �7�r�j ►Ors {��,J� Maximum storage (cu ft) = 795 Maximum elevation (ft) = 1.31 F-4 HYDROLOGIC REPORT FOR COVENTRY SUB. FORT COLLINS WAR11I4I►�1P] SOUTH POND 100 YR DEVELOPED F - 5 HYDROLOGIC REPORT SOUTH FIELD POND...... ...................... Hyd. No. 5 Hydrograph type = RATIONAL Storm frequency = 100 yr Time of conc. = 12 min Runoff coeff. = .25 Peak discharge = 1.91 cfs Time interval = 1 min Intensity = 6.82 in/hr Basin area = 1.12 ac F - 6 HYDROGRAPH DISCHARGE TABLE TIME --OUTFLOW (min cfs) 5.00 0.80 9.00 1.43 13.00 1.75 17.00 1.11 TIME --OUTFLOW (min cfs) 6.00 0.95 10.00 1.59 14.00 1.59 18.00 0.95 TIME --OUTFLOW (min cfs) 7.00 1.11 11.00 1.75 15.00 1.43 19.00 0.80 TIME --OUTFLOW (min cfs) 8.00 1.27 12.00 1.91 16.00 1.27 20.00 0.64 F - 7 1 1 1 1 1 1 1 HYDROLOGIC REPORT FOR COVENTRY SUB. FORT COLLINS JR 9007.00 SOUTH POND 2 YR DEVELOPED IN IM 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 HYDROLOGIC REPORT ...................... ...................... Hyd. No. 16 Hydrograph type = RESERVOIR ROUTE Peak discharge = 0.38 cfs Storm frequency = 2 yr Time interval = 1 min Inflow hyd. no. = 6 Reservoir no. = 3 F - 9 HYDROGRAPH DISCHARGE TABLE TIME INFLOW (i) INFLOW (j) hrs cfs cfs Maximum outflow (cfs) _ Maximum storage (cu ft) = Maximum elevation (ft) = 0.38 130 0.65 2S/dt-O (i) 2S/dt+O (j) OUTFLOW cfs cfs cfs F-10 HYDROLOGIC REPORT FOR COVENTRY SUB. FORT COLLINS JR 9007.00 SOUTH POND 2 YR DEVELOPED F-11 HYDROLOGIC REPORT ' SOUTH FIELD POND...... ...................... .6..... ..... xya.•No. Hydrograph type = RATIONAL Storm frequency = 2 yr Time of conc. = 12 min Runoff coeff. = .2 1 1 1 1 Peak discharge = 0.56 cfs Time interval = 1 min Intensity = 2.49 in/hr Basin area = 1.12 ac F-12 HYDROGRAPH DISCHARGE TABLE TIME --OUTFLOW TIME --OUTFLOW (min cfs) (min cfs) TIME --OUTFLOW TIME --OUTFLOW (min cfs) (min cfs) F-13 HYDROLOGIC REPORT STAGE / STORAGE / DISCHARGE RESERVOIR NUMBER = 3 ' RESERVOIR NAME = SOUTH FIELD. STORAGE VALUES WERE INPUT MANUALLY DISCHARGE VALUES: CULVERT STRUCT A. Q = .6 *A*[2gh/k]^.5 * 1 ' CULVERT STRUCT B. Q = .6 *A*[2gh/k]^.5 * 0 WEIR STRUCT A. Q = 3 * 0 * H ^ 1.5 ' WEIR STRUCT B. Q = 3 * 0 * H ^ 1.5 ELEVATION DISCHARGE (cfs) ' --------------CULVERT A -------------------- CULVERT B------ WEIR -A ------------ WEIR B 0.00 0.00 0.00 0.00 0.00 ' 1.00 0.50 0.00 0.00 0.00 2.00 0.75 0.00 0.00 0.00 3.00 0.00 0.93 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' 0.00 0.00 0.00 0.00 0.00 1 1 ' F-14 r STAGE ELEVATION INC STOR TOT STOR ' cuft cu ft ________ _ ' 0.00 1.00 0.00 1.00 0 200 0 200 2.00 2.00 1912 2112 3.00 3.00 6628 8740 ' 0.00 0.00 0 0 0.00 0.00 0 0 0.00 0.00 0 0 0.00 0.00 0 0 ' 0.00 0.00 0 0 0.00 0.00 0 0, ' 0.00 0.00 0 0 1 1 ' 1 OUTFLOW cfs 0.00 0.50 0.75 0.93 0.00 0.00 0.00 0.00 0.00 0.00 0.00 F-15 F APPENDIX G Miscellaneous Information G-1 tal ' T0'd ST06TEL£0£T 01 UGI S@Q IfaS w?t W06-1 WdT£:60 G66T-T0-b0 I R Heath President of Brookwood Homeowner-. C - -n-t Road R t'o A , 4 It 80�7-IS-006 5 9 ' L-r-oinc-pring, Ltd . pt , I Cu 80c' e 1" -E: �:'orm, 4-5i r ret-mi-or V"I IC-0 -ka p .-.+i-, rr..-i drrji ri a q e a iii ;r7 .i is ij rd p r C., r i tod" ljN i 1J. ---31 mi Lo 0.- , L 7 4. Fille 1, re if ra.-, P, ntl ng t hil ie f: U, .i 1 14 IT -,T ro, :e,, . . ....... ri 2 RECEIVED FSEP 151994 Engineering, Ltd. I I I I I RECEIVED ' R B Heath JUL 8 1994 President of Brookwood Homeowners ti 4920 Crest Road ' Ft Collins CO 80525-4006 303-226-3559 ' Richard M. Kellogg, Jr., P.E. JR Engineering, Ltd 4812 So College ' Fort Collins, CO 80525 7 July 1994 RE: Irrigation ditches and Pipelines Coventry subdivision ' Dear Mr Kellogg: In response to your request, This letter is being submitted as Brookwood Homeowners acceptance ' and permission for the proposed enclosure by piping of the ditch laterals which are presently crossing over or under the property being developed as the Coventry Subdivision. It is expressly understood that no additional storm drainage water is to be accepted or transmitted in the ' irrigation piping system proposed for the development. It is also understood that pursuant to your discussion with Ed Wendell, the ditch rider for the Pleasant Valley and Lake Canal Irrigation Co. and Joe Bouchard, who resides in the Brookwood Subdivision that the ditch will be piped with no less then an 18-inch pipe with either manholes or cleanout structures at a maximum of 200 foot ' intervals along the course of the installed pipeline. The irrigation pipelines should be installed within a 15 foot easement which can be easily contained in their proposed location in the greenbelt easements that are so dedicated. ' The proposed storm drainage at the southeasterly corner of the subdivision discharging under Crest Road and easterly into the historic drainage flow will be at least an 18-inch pipe and we ' agree with that point of discharge resulting from the discussion that that flow will not exceed historic flows caused by modifications or construction of the proposed development. With the above conditions, the undersigned representing the Brookwood Homeowners Association; ' hereby, accept and approve the proposed utility improvements to the irrigation ditches proposed by the development. ' Approved and Accepted, Brookwood Homeowners Association ' By I I I I ' SECTION 3. HYDROLOGY STANDARDS 3.1 General Design Storms All drainage systems have to take into consideration two separate and distinct drainage problems. The first is the initial storm which occurs at fairly regular intervals, usually based on the two to ten-year storm, depending on land use. The runoff from this type of storm is considered the "nuisance flow". The second is the major storm which is usually based on an infrequent storm, such as the 100-year storm. In some instances the major storm routing will not be the same as the initial storm. In this case, a complete set of drainage plans shall be. submitted for each storm system. 3.1.1 Initial Storm Provisions As stated before, the initial storm shall be based on the two to ten-year storm. The objectives of such drainage system planning are to minimize inconvenience, to protect against recur- ring minor damage and to reduce maintenance costs in order to create an orderly drainage system at a reasonable cost for the urban resident. The initial storm drainage system may in- clude such facilities as curb and gutter, storm sewer and open drainageways, and detention facilities. -- 3.1.2 Major Storm Provisions The major storm shall be considered the 100-year storm. The objectives of the major storm planning are to eliminate substantial property damage or loss of life. Major drainage systems may include storm sewers, open drainageways, and detention facilities. The correlation between the initial and major storm system shall be analyzed to insure a well coordinated. drainage system. 3.1.3 Storm Frequency The initial and major storm design frequencies shall not be less than those found in the fol- lowing table: - Table 3-1 DESIGN STORM FREQUENCIES Design Storm Return Period landUseorZoning t InitialStortn MalorStorm Residential: (RE, RL, RLP. RP, ML, RM, RMP, RLM, MM, RH)...................................................................... 2-year 100-year Business: (BG, BL, BP, HB,.C, IL, IP, IG)...................................... I........ 10-year 100-year Public Building Areas............................................................... 10-year 100-year Parks. Greenbelts, etc.............................................................. 2-year 100-year Open Channels & Drainageways............................................. — 100-year Detention Facilities................................................................... — 100-year t See Table 3-2 for zoning definitions 3.1.4 Rainfall Intensities The rainfall intensities to be used in the computation of runoff shall be obtained from the Rainfall Intensity Duration Curves for the City of Fort Collins, included in these specifications as Figure 3.1. 3.1.5 Runoff Computations Storm Runoff computations for both the initial and major storm shall comply with the criteria set forth in Section 3.2 "Analysis Methodology." All runoff calculations made in the design of both initial and major drainage systems shall be included with the storm drainage plans in the form of a Drainage Report. Reports submitted for approval should have a typed narrative with computations and maps in a legible form. MAY 1984 3-1 DESIGN CRITERIA No Text 3.1.6 Runoff Coeffidenfs , The runoff coefficients. to be used with the Rational Method referred to in Section 3.2 "Analysis Methodology" can be determined based on either zoning classifications or the types of surfaces on the drainage area. Table 3-2 lists the runoff coefficients for the various types of zoning along with the zoning definitions. Table 3-3 lists coefficients for the different - kinds of surfaces. Since the Land Development Guidance System for Fort Collins allows land development to occur which may vary the zoning requirements and produce runoff coeffi- cients different from those specified in Table 372, the runoff coefficients should not be based solelyon the zoning classifications. The Composite Runoff Coefficient shall be calculated using the following formula: Where C =Composite Runoff Coefficient ' C, = Runoff Coefficient for specific area Ai A, = Area of surface with runoff coefficient of Ci t n = Number of different surfaces to be considered A,=Total area over which C is applicable; the sum of all A,'s is equal to A, Table 3-2 ' RATIONAL METHOD RUNOFF COEFFICIENTS FOR ZONING CLASSIFICATIONS Description of Area or Zoning Coefficient ' Business: BP, BL .................................................................................. 0.5 Business: BG, HB, CC 0.95 Industrial: IL, IP.......................................................................................... 0.85 Industrial: IG............................................................................................... 0.95 Residential: RE, RL, 0.45 P............................................................................ Residential: RL, MLRP . 0.50 Residential:. FILM, RMP.............................................................................. 0.60 ' Residential: RMM0. 65 70 Residential: RH - 0.70 .................................................................................... Parks, Cemeteries . 0.25 Playgrounds............................................................................................... 0.35 ' Railroad Yard Areas................................................................................... 0.40 Unimproved Areas...................................................................................... 0.20 Zoning Definitions ' R-E Estate Residential District — a low density residential area primarily in outlying areas with a minimum lot area of 9,000 square feet. ' R-L Low Density Residential District — low density residential areas located throughout the City with a minimum lot area of 6,000 square feet. R-M Medium Density Residential District — both low and medium density residential ' areas with a minimum lot area of 6,000 square feet for one -family or two=family dwellings and 9,000 square feet for a multiple family dwelling. R-H High Density Residential District —high density residential areas with a minimum lot area of 6,000 square feet for one -family or two-family dwellings, 9,000 square feet for a multiple family dwelling, and 12,000 square feet for other specified uses. R-P Planned Residential District — designation of areas planned as a unit (PUD) to pro- vide a variation in use and building placements with a minimum lot area of 6,000 ' square feet. R-L-P Low Density Planned Residential District —areas planned as a unit (PUD) to permit variations in use, density and building placements, with a minumum lot area of 6,000 ' square feet. MAY 1984 I 3-3 DESIGN CRITERIA [J 1 1 t 1 1 R-M-P Medium Density Planned Residential District designation for medium density areas planned as a unit (PUD) to provide a variation in use and building placements with a minimum lot area of 6,000 square feet. - R-L-M Low Density Multiple Family District— areas containing low density multiple family units or any other.use in the R-L District with a minimum lot area of 6,000 square feet for one -family or two-family dwellings and 9,000 square feet for multiple -family dwellings. - - M-L Low Density Mobile Home District — designation for areas for mobile home parks containing independent mobile homes not exceeding 6 units per acre. M-M Medium Density Mobile Home District — designation for areas of mobile home parks containing independent mobile homes not exceeding 12 units per acre. B-G General Business District — district designation for downtown business areas, including a variety of permitted uses, with minimum lot areas equal to 1 /2 of the total floor area of the building. B-P Planned Business District — designates areas planned as unit developments to provide business services while protecting the surrounding residential areas with minumum lot areas the same as R-M. H-B Highway Business District — designates an area of automobile -orientated busi- nesses with a minimum lot area equal to 1 /2 of the total floor area of the building. B-L limited Business District — designates areas for neighborhood convenience centers, including a variety of community uses with minimum lot areas equal to two times the total floor area of the building. C Commercial District —designates areas of commercial, service and storage areas. I-L Limited Industrial District —designates areas of light industrial uses with a minimum area of lot equal to two times the total floor area of the building not to be less than 20,000 square feet. I-P Industrial Park District —designates light industrial park areas containing controlled industrial uses with minimum lot areas equal to two times the total floor area of the building not to be less than 20,000 square feet. I-G General Industrial District — designates areas of major industrial development. T Transition District — designates areas which are in a transitional stage with regard to ultimate development. For current and more explicit definitions of land uses and zoning classifications, refer to the Code of the City of Fort Collins, Chapters 99 and 118. Table 3-3 RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS Characterof Surface Runoff Coefficient Streets, Parking Lots, Drives: Asphalt................................................................................................ 0.95 Concrete............................................................................................. 0.95 Gravel................................................................................................. 0.50 Roofs.......................................................................................................... Lawns, Sandy Soil: Flat<20/6 ............................................................................................. Average2 to 70/6 .................................................................................. Steep>70/6.......................................................................................... Lawns, Heavy Soil: ' Flat <20/6 ...................................................... Average2 to 7%........................................... Steep>7%................................................... 1 MAY 1984, 3-4 0.95 0.10 0.15 0.20 0.20 0.25 0.35 DESIGN CRITERIA 3.1.7 Time of Concentration In order to use the Rainfall Intensity Duration Curve, the time of concentration must be known. This can be determined either by the following equation or the "Overland Time of • Flow Curves" from the Urban Storm Drainage Criteria Manual, included in this report (See Figure 3-2)• ' Tc=1.67(1.1 CCJD12 Where Tc = Time of Concentration, minutes ' S = Slope of Basin, % C = Rational Method Runoff Coefficient D = Length of Basin, feet ' Ci = Frequency Adjustment Factor Time of concentration calculations should reflect channel and storm sewer velocities as well as overland flow times. ' 3.1.8 Adjustment for Infrequent Storms The preceding variables are based on the initial storm, that is, the two to ten year storms. For storms with higher intensities an adjustment of the runoff coefficient is required because of t the lessening amount of infiltration, depression retention, and other losses that have a proportionally smaller effect on storm runoff. These frequency adjustment factors are found in Table 3-4. ' Table 3-4 RATIONAL METHOD FREQUENCY ADJUSTMENT FACTORS ' Storm Return Period Frequency Factor (Years) G 2 to 10 1.00 11 to 25 1.10 26 to 50 1.20 51 to 100 1.25 Note: The product of C tlmes G shall not exceed 1.00 ' 3.2 Analysis Methodology The methods presented in this section will be instituted for use in the determination and/or verification t of runoff at specific design points in the drainage system. These methods are (1), the Rational Method and (2) the Colorado Urban Hydrograph Procedure (CUHP). Other computer methods, such as SWMM, STORM, and HEC-1 are allowable if results are not radically different than these two. Where ' applicable, drainage systems proposed for construction should provide the minimum protection as determined by the methodology so mentioned above. 3.2.1 Rational Method .' For drainage basins of 200 acres or less, the runoff may be calculated by thet Rational Method, which is essentially the following equation: Q = C1CIA Where Q = Flow Quantity, cfs A =Total Area of Basin, acres Cf = Storm Frequency Adjustment Factor (See Section 3.1.8) C = Runoff Coefficient (See Section 3.1.6) ' 1 = Rainfall Intensity, inches per hour (See Section 3.1.4) 3.2.2 Colorado Urban Hydrograph Procedure ' For basins larger than 200 acres, the design storm runoff should be analyzed by deriving synthetic unit hydrographs. It is recommended that the Colorado Urban Hydrograph Procedure be used for such analysis. This procedure is detailed in the Urban Storm Drainage Criteria Manual, Volume 1, Section 4. MAY 1984 3-5 DESIGN CRITERIA 1 No Text *SECTION* 4. STREETS ' The classification of streets as referred to in this section shall meet the criteria set forth by the local ordinances' established by the City of Fort Collins. ' The criteria, specifications, and procedures found in this section have been established with the idea that the pri- mary function of a street is to carry traffic. Street runoff from both the initial and major storms shall be analyzed and checked for compliance with these specifications. Such runoff calculations shall be submitted for approval, with Criteria sections referenced. Streets, curbs and gutters, walks, crosspans and curb cuts shall conform to the ' specifications set forth in the City of Fort Collins Design Criteria and Standards for Streets. 4.1 Drainage Facilities At Intersections 4.1.1 Storm Sewer Inlets ' Any storm sewer inlet located in an intersection shall be designed so that the encroachment of gutter flow on the intersection does not exceed the specified encroachment for that street and.design storm as described in Section 4.2.2.1 "Street Encroachment" and Section 4.2.3.1 ' "Street Encroachment". 4.1.2 Drop Inlet Culverts ' When sufficient grade is available, a drop inlet culvert may be used to transport runoff under a street when a storm sewer system if not justified. The culvert must be designed to handle sufficient runoff so that the encroachment of runoff on the intersection is limited to that allowed for the street. ' 4.1.3 Crosspans Where storm sewer systems are not justified, crosspans may be installed to transport runoff across local streets. Crosspans shall be a minimum of six (6) feet wide. Larger widths may be required by the City Engineer. The minimum grade on crosspans shall be 0.5% at the flowline of the pan. No crosspans are allowed on arterial or collector streets except in extreme cases when approved by the City Engineer. When used on arterial or collector streets; minimum width shall be ten (10) feet. Crosspan approaches shall be designed in accord- ance with the City of Fort Collins' Design Criteria and Standards for Streets. Covered cross - pans, notched crosspans and bubblers will not be allowed. 4.2 Design Criteria ' The following sections set forth the minimum design criteria for the runoff in urban streets. 4.2.1 Grade ' The minimum gutter grade shall be 0.4%. The maximum gutter grade shall be such that the average flow velocity should not exceed ten (10) feet per second, unless site conditions so govern. ' The minumum cross -slope on all streets shall be 2.0% and may vary from 2.0% to 4.0%. The street and gutter section having the most restrictive capacity shall be used for design. Gutter flow design capacities shall utilize the reduction factor in Figure 4-2. At the intersection of two streets, any variation in grade shall be governed by the characteris- tics of the drainage, the traffic patterns for that intersection, and Section 1.02.03 "Design Requirements" of the Design Criteria and Standards for Streets. 4.2.2 Initial Storms ' The determination of the street runoff carrying capacity shall be based on the following pro- cedure: ' • Compute the theoretical flow conditions for pavement encroachment. • Apply a reduction factor to the theorectical flow rate to take into account field conditions (See Section 4.2.2.3 "Allowable Gutter Flow"). MAY 1984 4-1 DESIGN CRITERIA 4.2.2.1 Street Encroachment ' The encroachment of gutter flow on the street for the initial storm runoff shall not ex- ceed the specifications set forth in Table 4-1. A storm drainage system shall begin where the encroachment reaches the limits found in this table. ' Table 4-1 INITIAL STORM — STREET RUNOFF ENCROACHMENT street classification Maximum Encmachment Local (includes places, alleys, No curb -topping: t Flow may spread to marginal access) crown of street ' Collector No curb -topping. t Flow spread must leave at least one lane width free of water Major Arterial No curb -topping. t Flow spread must leave at least one-half (1/2) of roadway width free of water in each direction t where no curbing exists, encroachment shall not extend over property lines. 1 1 1 1 ' MAY 1984 4.2.2.2Theoretical Capacity Once the allowable pavement encroachment has been established, theoretical gutter capacity shall be computed using the following revised Manning's equation for flow in shallow triangular channels: 0=0.56ZS"y' n Where Q =Theoretical Gutter Capacity, CIS y = Depth of Flow at Face of Gutter, feet n = Roughness Coefficient S =Channel Slope, feet/feet Z = Reciprocal of Cross Slope, feet/feet A nomograph based on the previous equation has been developed and is included in Figure 4-1. The graph is applicable for all gutter configurations. An "n" value of 0.016 shall be used for all calculations involving street runoff. 4.2.2.3 Allowable Gutter Flow In order to calculate the actual flow rate allowable, the theoretical capacity shall be multiplied by a reduction factor. These factors are determined by the curve in Figure 4-2 entitled "Reduction Factors for Allowable Gutter Capacity". The allowable gutter flow calculated thusly is the value to be used in the drainage system calculations. 4-2 DESIGN CRITERIA 2.0 r 1 10000 n IS OOUGwW[ss COEFFICIENT 10 WARNING .10 9000 FONWOIA AN00PIRAT[ TO MATERIAL 14 8000 Borrow OF CHANNEL 7000 t IS RECIPROCAL OF COME SLOPE .08 1.0 8000 REFERENCEw 4 a POOC[tO s I9411, 07 5000 PAC[ ISO. [owTq 4.41 .80 06 4000 •70 EXAMPLEn[t oAGREo urn, W .05 3000 aura s . o.oa too .60 [ • to a/n • Itoo I (n IL TO so \ % .04 n • .ot .50 2000 , • 0.22 U 30 W W FIND, o • E.0 Cps ao .40 OF z Z 1000 — — � s 2 HOW .30 _ --- x__` .02 1900 Soo C 700 Q I --__•• Soo T ^ I'ms = W 500 c 3 v 0 400 ~ W .2 INSTRUCTIONS 0 ,I J Q 300 tY oT W .01 N 1. CONNECT t.n RATIO WITH SLOPE IS$ N1 z Awo cosmic? o1acHAROc 10) WITH U 03 Z .008 200 OCPTw 1.11 THIS[ two LIR[s rust .Di Q INTERSECT IT TURNING LINE PRO (n _ •C07 .CorKIT[ fOlYT10N 0 .OI .006 2. LOG SHALLOW 1 _ T ��1 .005 100 +-SHAKO CHANNEL F O 90 so AS iHOWa us& NOMOGRAM OLT" t . r .004 70 60 a 50 To -n r-, .003 f DITERMINc 1- • ... J 40 auwuac o, IN N "arm" of wAFING W10TH [: I • 30 O91100149 BIRTH I FOR TOTAL C-SCHIRGE 1+ .002 [IIrO[ 9E011" IF TNIO us[ NOWOGRAPH TO 2c OET[O11INE 0. 10 SECTION O FOR BERTH i •' J. (7) rt • r0 of T[RruE DTlCwAASE Iw COYPOs11[ SECTION :- I • • S ' �iroLLeO ,Hsnuc neH f 10 001 To ONTAM OISCIIAOGC IN Imo[ t�;• SECTION + 41 ASSUN[0 • t-U•F'I D[PTw S y OBTAIN 0 1e0 From BPR sLOPt 04110 t, ANC WIN ; THEM 0, . 0. . e, Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads,1965) F .20 Z 0 a f— V) .10 W a .08 W C .07 06 O .05 fn CC .04 M U �T .03 i ~ .02 a W G MAY 1984 4-3 DESIGN CRITERIA 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 MAY 1984 IL • .9 .8 .7 .3 .2 0 2 4 6 e 10 12 14 SLOPE OF GUTTER (%) Figure 4-2 REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY Apply reduction factor for applicable slope to the theoretical gutter capacity to obtain allowable gutter capacity. (From: U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 4-4 DESIGN CRITERIA ' 4.2.3 Major Storms The determination of the allowable street flow due to the major storm shall be based on the ' following criteria: a Theoretical capacity based on allowable depth and inundated area. e • Reduced allowable flow due to velocity conditions. ' 4.2.3.1 Street Encroachment Table 4-2 sets forth the allowable street inundation for the major storm runoff. ' Table 4-2 MAJOR STORM — STREET RUNOFF ENCROACHMENT ' StreetflasslHcation Maximum Encroachment Local (includes places, alleys. Residential dwellings, public, marginal access & collector) commercial, and industrial buildings shall not be inundated at the ground line ' unless buildings are flood proofed. The depth of water over the crown shall not exceed 6 inches. Arterial and Major Arterial 4.2.3.2Theoritical Capacity Residential dwellings, public, commercial and industrial buildings shall not be inundated at the ground line unless buildings are flood proofed. Depth of water at the street crown shall not exceed 6 inches to allow operation of emergency vehicles. The depth of water over the gutter flowline shall not exceed 18 inches. In some cases, the 18 inch depth over the gutter flowline is more restrictive than the 6 inch depth over the street crown. For these conditions, the most restrictive of the two criteria shall govern. Manning's equation shall be used to calculate the theoretical runoff -carrying capac- ity based on the allowable street inundation. The equation will be as follows: a =1.486 R23 S'n A n Where 0=Capacity, cfs n = Roughness Coefficient R=Hydraulic Radius, A/P S = Slope, feettfeet A=Area, feet Appropriate "n" values can be found in Table 4-3. Any values not listed should be located in the Geological Survey Water Supply Paper, 1849. ' Table 4-3 MANNING'S ROUGHNESS COEFFICIENTS. FOR STREET SURFACES ' Surface Roughness Coefficient Gutter& Street...................................................................... 0.016 DryRubble........................................................................... 0.035 Mowed Kentucky Bluegrass ................................................. 0.035 ' Rough Stony Field w/Weeds................................................ .0.040 Sidewalk& Driveway............................................................ 0.016 MAY 1984 4-5 DESIGN CRITERIA 4.2.3.3 Allowable Gutter Flow , r. The theoretical capacity must be reduced in order to obtain the actual flow rate al- lowable. The procedures and criteria are identical to those found in Section 4.2.2.3 "Allowable Gutter Flow", which is finding a reduction factor from the chart included in that section.=a z;: v :_._ r�?x• z Any street ponding of storm water shall be controlled by the same criteria set forth in Table 4-2 <a, a 4.2.3.4 Cross Street Flow _ . • . ,: , . - ' Table 4-4 is the criteria to be used for allowable cross street flow. Both the theoretical and allowable cross street flow shall be determined by the methods described in the preceding sections, depending upon which design storm is being considered. ' However, the gutter slope variable should be replaced with the cross street water surface slope. Table 4-4 _•._ ' ALLOWABLE CROSS STREET FLOW Sheetgaadtkadon Initial Design Runoff major Design Runoff ' Local (includes places, 6 inch depth in crosspan 18 inch depth above gutter alleys, marginal flowline access) t Collector Where crosspans 18 inch depth above gutter allowed, depth of flow flowline shall not exceed 6 inches ' Major Arterial None 6 inches or less over crown t 1 MAY 1984 4-6 DESIGN CRITERIA 1 I 1 1 1 1 1 1 h SECTION 5 `STORM SEWERS The term storm sewer shall be defined as an underground system designed to transport storm water runoff to major drainageways. This includes inlets, conduits, manholes, and all appurtenances. . A storm sewer system shall be deemed necessary whenever street capacities to carry design storm runoff are exceeded. This includes both the initial storm and major storm runoff. The placement of storm inlets shall be determined by a thorough analysis of the drainage area and streets involved. These inlets shall be located where sump (low -spot) conditions exist or where street runoff -carrying capacities are exceeded as in the previous paragraph. Capacities of storm sewers shall be computed using Manning's equation unless designed for pressure flow and the hydraulic gradient shall be calculated for each stone sewer system. Storm sewers with pressure flows shall be designed to withstand the forces of such pressure in accordance with the appropriate standards. 5.1 Frequency Of Design Runoff When conditions warrant the installation of a storm sewer system, and the street runoff -carrying capacity does not govem the design, the storm sewer shall be designed for the storm frequencies for the specific land uses listed in Table 5-1. Table 5-1 STORM DRAINAGE SYSTEM DESIGN STORM FREQUENCY Initial Design Storm Land use Period (Frequency) Residential: (RE, RL, RLP, RP, ML, RM, RMP, RLM, MM, RH)................................ 2 years Commercial or Business Area: BG, BL, BP, HB, C, IL, IP, IG)................................................................ 10 years Public Buildings Area.................................................................................... 10 years Airports......................................................................................................... 5 years 5.2 Rational Method For Siang Storm Sewer System The method in this section is from the Urban Storm Drainage Criteria Manual. The following step-by-step procedure should be used in conjunction with Figure 5-1. This procedure is for the average situation and variations will often be necessary to fit actual field conditions. Column 1 — Determine design point location and list. This design point should correspond to the sub -basin illustrated on the preliminary layout map. Column 2 — List basins contributing runoff to this point which have not previously been analyzed. Column 3 — Enter length of flow path between previous design point and design point under consid- eration. Column 4 — Determine the inlet time for the particular design point. For the first design point on a system the inlet time will be equal to the time of concentration. For subsequent design points, inlet time should also be tabulated to determine if it may be of greater magnitude than the accumulated time of concentration from upstream basins. If the inlet time ex- ceeds the time of concentration from the upstream basin, and the area tributary to the inlet is of sufficient magnitude, the inlet time should be substituted for time of concentra- tion and used for this and subsequent basins. See the runoff part of this criteria for methods of determining inlet time. MAY 1984 5-1 DESIGN CRITERIA ' .5.3.5 Grates for Pipes _ Where a clear and present danger exists such as a siphon, a drop in elevation adjacent to a ' sidewalk or road, a long pipe with one or more manholes, or at pipes which are near play- grounds, parks, and residential areas, a grate may be required. For most culverts through embankments and crossing streets, grates will not be required. ' When called for on the plans, grates shall meet the following' requirements: a. Grating shall be constructed of steel bars with a minimum diameter of 5/8". Reinforcing bars shall not be used. ' b. Welded connections shall be 1/4" minimum. c. Spacing between bars shall normally be 6" unless site conditions are prohibitive. ' d. All exposed steel shall be galvanized in accordance with AASHTO M 111. e. Welded joints shall be galvanized with a.rust preventive paint. f. Grates shall be secured to the headwall or end section by removable devices such as bolts or hinges to allow maintenance access, prevent vandalism, and prohibit entrance by children. ' '5.4 Inlets Storm inlets shall be installed where sump (low -spot) conditions exist or street runoff -carrying capacities are exceeded. ' The curb inlets shown in the Standard Details, pages D=7, 8,12 & 13, shall be used in all City Streets. If larger inlets are required, the Colorado Department of Highways Type R Curb Inlet, Standard M-604- 12, shall be used. For drainageways other than streets (for example, parking lots, medians, sump basins) an Area Inlet similar to the detail on. page D-9 shall be used. ' The outlet pipe of the storm inlet shall be sized on the basis of the theoretical capacity of the inlet, with a minimum diameter of 15 inches, or 12 inches if elliptical or arch pipe is used. All curb openings shall be installed with the opening at least 2 inches below the flow line elevation. The ' minimum transition length shall be 3'6" as shown on the standard details previously listed. Because of debris plugging, pavement overlaying, parked vehicles, and other factors which decrease ' inlet capacity, the reduction factors listed in Table 5-4 shall be utilized. Table 5-4 ' INLET CAPACITY REDUCTION FACTORS Percentage of DrainageConcitfon IrdetType Theoretical Capacity ' Sump or Continuous Grade ........................................... CDOH Type R-Curb Opening 5' 80% 10, 85% 15' 90% ' Street Sump .............................................................. 4' Curb Opening 80% Street —Continuous Grade .......................................... 4' Curb Opening 80% Parking Lots, Medians ................................................... Area Inlet 80% ' The theoretical capacity of inlets in a low point or sump shall be determined from Figures 5-2 and 5-3. The theoretical capacity of curb openings on a continuous grade shall be determined from Figures 5-4, 5-5 and 5-6. ' The standard curb -opening is illustrated by Figure 5-4 and is defined as having a gutter depression apron W feet wide at the inlet opening which extends W feet upstream and downstream from the open- ing, has a depression depth (a) equal to W/12 feet'at the curb face, and a curb opening height (h) of at least 0.5 feet. The graph as presented by Figure 5-5 is based on a depression apron width (W) equal to ' 2 feet and depression width (a) equal to 2 inches. The pavement cross-section is straight to the curb ' MAY 1984 5-8 DESIGN CRITERIA 1.0 12. 5 II 10 4 1 9 8 10 .3 .8 f- 6 U_. 9 0 4 2 .7 U. z 3 ' 8 a-� i z 1.5 .6 po1�i 2/ o ' �m%\ey z & 1.0 1.0 z 9 ' S 6-_ Example=Part a_ J _----- z �-W 5.5 0 - o .8 6' U. 5 = z ' W O .% uW.. .4 z W .4.8- = CL 0 6 4.5 z c .3 W t U. O .5 . 2 ' z z - c� o a'3 3.5 W w � .4 ' 0 0- 1 0: O W o u. c" .08 .25 3 O 0 o .06 .3 ' 0 z m .04 0: .25 2.5 2 a .03 a 'a .02- o .2 a = o- .I5 .01 � 15 U O 0 ' --- -- - -- yO ~ 1.5 ' a=2 .10 h .1 1.2 ' Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS"IN SUMPS. DEPRESSION DEPTH 2" ' Adapted from Bureau of Public Roads Nomograph MAY 1§84 5-10 DESIGN CRITERIA [1 0.8 0.7 u- 0.6 �L Z 0.5 cr > 0.4 O F o- 0.3 w 0 ? 0.2 0 z O a 0.1 EXAMPLE 0.01IfII1111111111111t1111111111111111111111111111 0 I 2 3 4 FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2) Figure 5-3 CAPACITY OF GRATED INLET IN SUMP (From: Wright -McLaughlin Engineers, 1969) 5 MAY 1984 5-11 DESIGN CRITERIA SX (Cross Slope) 1 1 1 1 STREET 4 S Longltudlnal Slope) SIDE B A44-1 so G tm (Gutter Flow) t— CARRY OVER Froude No. at This Point _ _ -fir OI B 41 (Intercepted Flow) U Length of Opening) A4J MR M-111,11, Gutter Depr083ion at Inlet SECTION A —A C • o CL 00 m �a SECTION B—B SECTION B—B ( Straight Cross Slope) ( Forr Collins Standard 6• Vertical CSG) NOTE: THE FORT COLLINS STANDARDS HAVE GUTTERS WITH CROSS SLOPES STEEPER THAN SX. FIGURE 5-4 STANDARD CURB —OPENING INLET 5-12 DESIGN CRITERIA MAY 1984. No Text No Text ' Flow computations shall assume uniform flow and utilize the following Manning's equation: P _ ' 0=1.49R23St2A . n Where 0 = Flow quantity, cis - ' n = Roughness Coefficient R = Hydraulic radius S = Channel bottom slope, ft/ft A=Cross-sectional area, ft.2 Table 7-2 lists the minimum roughness coefficients to be used for lined open channels. Table 7-2 ' MINIMUM ROUGHNESS COEFFICIENTS FOR LINED OPEN CHANNELS Lining Roughness Coefficient ' tRiprap ....ripr p.......................................................................................... 0.023 (0.030 Grouted riprap . 0.023 to 0.030 Wireenclosed rock....................................................................................... 6.035 ' Concrete Trowellfinish ................................................................................................. 0.013 Floatfinish..................................................................................................... 0.015 Unfinished..................................................................................................... 0.017 ' Concrete bottom with sides of Groutedriprap............................................................................................... Riprap........................................................................................................... 0.020 0.030 ' t Equation obtained from the Urban Storm Drainage Criteria Manual. Does not apply to very shallow flow (hydraulic radius is less than or equal to 2 times the maximum rock size) where the coefficient will be greater than indicated by the formula. d5o = the mean stone size in feet. 7.2 Unlined Channels Unlined channels shall be used when hydraulics, topography, and right of way limitations so permit. Channel side slopes shall be a maximum of 4:1 on all improvements subject to future maintenance by the City. Any slopes steeper than 4:1 are not permitted unless stabilization is used, which is subject to approval. The maximum channel depth of flow shall be 4.0 feet. The critical depth shall be determined for both the major and initial storms in order to insure supercritical flows do not occur. The minimum amount of freeboard shall be 1.0 foot or additional capacity for 1/3 of the design flow. 'Channel slopes shall be constructed so that flow velocities do not exceed 7.5 feet per second during the major storm nor less than 2.0 feet per second for the initial storm. Drop structures may be used to control the grade in order to meet these limits. Table 7-3 lists some permissible velocities for channel linings constructed from various types of grasses. The grasses listed along with other similar types of grasses which are used can be compared to this chart for estimating velocity requirements. Curved, unlined channels shall not have a radius less than 100 feet or twice the top width of the design flow. Slope protection shall be provided if necessitated by the hydraulics of the channel. In order to carry low flows, unlined channels shall be designed with trickle channels or underdrain piping. The capacity of such devices shall be sufficient to carry 0.5 - 1% of the major storm runoff. Trickle channels shall be stabilized to prevent erosion damage, and should have a natural, meander- ing appearance. Grass should not be used as a lining for trickle channels that are continuously running water. When concrete trickle channels are used, they shall be at least 6' wide with a 4" high curb, 6" thick, and shaped like the detail on page D-20. Aggradation and degradation of open channels should be considered in trickle channel design. A re- cent manual prepared for the Urban Drainage and Flood Control District entitled Criteria for Design of Channels and Hydraulic Structures on Sandy Soils, 1981, describes a method to predict the slope at which the channel's sediment transporting capacity is equal to the incoming sediment supply. MAY 1984 7-2 DESIGN CRITERIA Table 7-3 PERMISSIBLE VELOCITIES FOR CHANNELS LINED WITH VEGETATION (USDA, SCS-TP-61,1954) These values apply to average uniform standards of each type of cover. ' Perrnissible Velocity0l Slope rangeOl Erosion resistant soils Easily eroded sods Grass Cover (Percent) (Ft per sec) (Ft per see) ' Buffalograss Kentucky bluegrass 0-5 7 5 Smooth brome ............................... 5-10 6 4 ' Blue grama over-10 5 3 Native grass mix Grass mixture .............................. 12t0-5 5 4 ' 5-10 4- 3 ("Use velocities exceeding.5 feet per second only where good covers and proper maintenance can be obtained. (2)Do not use on slopes steeper than 10 percent except for side slopes in a combination channel. ' A water surface profile shall be computed for all channels and shall be shown in the drainage report. The hydraulic computations shall be complete, detailing all hydraulic parameters located along the channel reach. ' The minimum roughness coefficients to be used for unlined channels are as follows: Table 7-4 ' MINIMUM ROUGHNESS COEFFICIENTS FOR UNLINED CHANNELS Type of Channel Coefficient Earthen, straight and uniform, no brush or debris ' a. Grasses (1) Depth of flow s2.0 ft.............................................................................. 0.060 (2) Depth of flow >2.0 It .............................................................................. 0.035 ' b. Earth bottom with riprap on sides................................................................ 0.040 7.3 1 Irrigation Ditches Irrigation ditches shall not be used as outf all points for initial or major drainage systems unless such use is shown to be without unreasonable hazard or excessive future maintenance costs substantiated by thorough hydraulic engineering analysis. Neither the concept of the irrigation ditches' acceptance of "historical runoff" or the approval by the particular ditch company or authority of a drainage outfall point into the irrigation system shall be considered sufficient justification to waive the requirement of a thorough hydraulic analysis. Required ditch flows shall be determined by existing water rights below the design points and documentation of the water rights flowing across and below the property shall be submitted with the hydraulic analysis for approval. Such hydraulic analyses must obtain written acceptance by both the City Engineer and the appropriate ditch authority prior to the approval of utility plans incorporating an irrigation ditch into the storm drain- age system. Any information that is part of the permanent records in the City Engineer's office pertaining to previous analysis or studies of the irrigation ditches may be obtained upon request by any interested party. ' MAY 1984 7-3 DESIGN CRITERIA DRAINAGE CRITERIA MANUAL RUNOFF 50 20 z w U cc III a 10 z w a O 5 w c 3 O cc U � w H a MEMO n��nr►�nrnrn�i� �innnn��n►�n n►vruira ZEE . I ,/n � • Inning . ��■■■� �n / �I��►I III ■/.��—/����■■■�� ���I III �I.��I/����■����� 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 ■ STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA TABLE 802 A - ' STORM SEWER ENERGY LOSS COEFFICIENT (EXPANSION, CONTRACTION) ' (a) Expansion (K ) '. e �D� (b) Pipe Entrance D 2= D �= from Reservoir a* 3 Dl 1.5 D1 I Bell -mouth HL 0.04 V 2 e• 20 10 0.17 0.17 20 0.40 0.40 3 V2 t 45 0.86 1.06 Square -edge g 0.5 2g 60 1.02 1.21 L. 90 1.06 1.14 Groove end U/S 120 1.04 1.07 For Concrete 180 1 1.00 1.00 the angle in Pipe HL 0.2 V2 * The angle a is DI 2g degrees between the sides of the tapering section. /n (c) Contractions (K ) c 2 Kc D 1 cJ �I 0 0.5 0.4 0.4 0.6 •0.3 0.8 0.1 1.0 d Date: NOV 1984 REFERENCE: Linsley and Franzini "Dater Resources Engineering" Rev: McGraw-Hill, 1964 (C rl 1 1 [J 1 1 1 1 ' STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA TABLE 803 MANHOLE AND JUNCTION LOSSES zip:._:----_�:------ 0/ PL A— NOTE it Any Ty"N •f Iwl•1. �/ PLAN A Or,ri T— Or USE EQUATION 801 SECTION CASE I INLET ON MAIN LINE \o, ♦ ♦ � r PLAN USE EQUATION 805 °r.•r USE EQUATION 805 A Oyy SECTION CASE II INLET ON MAIN LINE PLAN USE EQUATION 801 A 7. SECTION CASE INLET OR MANHOLE AT u BEGINNING OF LINE CASE SECTION CASE TITL MANHOLE ON MAIN LINE CASE III WITH a° BRANCHLATERAL- CASE NO. K. gc Y� I 0.05 22-1/2 0.75 II 0.25 45 0.50 IV 1.25: 60. 0.35 90 0.25 No Lateral See Case I Date: NOV 1984 REFERENCE.-. APWA Special Report No. 49. 1981 TORM DRAINAGE DESIGN AND TECHNICAL CRITERIA TABLE 804 21 =1 N M1 n = n n u 8 9 O O pp O O O - 1 rr O 1 e N e N e N a N a N a N a N a p a a a a V V _ u o L N N N N N N N O O O O N 0 N 0 N 8 N s N 0 N sS N 9 N 0 N 0 N N 8a 8Y O O o 0 o . O. o . . . V L N p 3 2 C p 2 p 2 p 2 p p N s s 8 8 N Iv V ¢ 1V a J N N n � N Y a P M1 a P P a P O N a O b P _ P b P V' M1 P S P O P a m V O N O .'! O O - 7 N N - O 1 N N N N N : n N : a N V O N b N N N n n JI Ip ate: NOV 1984 I REFERENCE 3ev: MODERN SEWER DESIGN, AISI. WASH DC 1980 c I C�T JREngineering, Lt . d. cllmfr JOB NO. PROJFCHK. = —By ✓ 7—S By DAM suwwr 4k s MET NO. OF AD It fly 4 e- f YL ef Z- or 4-6- .'Op cy el Z. 11 Jr f 7� L jA IT. t7l* n.A f 90 1 fl -7 A -- if po, it f r— K JREngineering, Ltd.. PROJECT clsocr JOBNQ 37-76 CHK. BY BY DATE S= NQ _.5Z OF -S7 it :E zi it it 71-1-711, 7_1 S �644_ 7-t(,7. CO :J S-% 7.4 —0/f �1; - I If 00 if & -7. ki 4 1 it 0 r FINAL DRAINAGE PLAN DEVELOPED COVENTRY SUBDIVISION FILING NO. 1 ' A PORTOOO M OF THE NORTH CH EmNALfF OF B EC T90H 2, OSZC - - - -" 99 „u9 4OWNSHOP 8 NORTH, RA GIE (59 Cn _EST OF THE SEXTH PRONC HP6^AL Gn�CEG�000Aa, 6MKEY 3e" a9 , �I193 CUTY OO fF FORT C�OLLONS, C OOUNTY OIF LARONER9 STATCE OF CC�'OLORADOO ' ? 1.23 .78 Toso-- g��---------- \`l = - - - - --- --- --- _ _ _ \ =1� N y4 OR SEC-Y�-f4- `\ 6N. RBS 6 N P.M. ®��' ` WEST��NY ROAD - \�F _ ���a?�f� `tea-�f�af�fM..rt - 'E i WINES \ / m4II Vw O51 B. - l - \ _ _� _-_ -- ---� j / ! eYAx p +4 \� - - __I- `� --� � \. 1/ f roTYPICAL SWALE SECTION '� 0.9 rJ :2 ; ♦ . \ `. \�.:' \` - v. .yam p'i(pjcriJ=---�/�/ ' 1 r.... -AT F�R©B_� SWI�CAL0�3EC171 ` i .z _ ou>ISEI-xro i O I VNbES � N a'YIH i0 B'Iq -- c rt I11 / av a(wHsuv 1 I I 1' 11 `�`\ �`��t♦` awn?uuert YxLaA- OSJ "'\� �-. „gY �'v / V i II rvUTi SCALE .. _ 1 alar�-J"' I \••'--- �a 'N . VICINITY MAP Y� Yet 11 -� �•i I I• �'r.1� `. �Pe W srvor f-u-94. / ' OS1A I \\ "\ \� �� ``` --I 2.92.23 ♦ \ \` �`♦ \- \ �` _"-s.tr�___ �\-150.00 \ \ ♦ t -TOE �\ \ ♦WETLA D BOl`RBD'YRY 1 I I, O . 0.94 .62 \\ '` TOP �u 51.0 \. A IB I I 3 IN _ Naito upkiiiiii is' CAP 3DR p I , _ __ 88 ♦ \ 0 14P t cp OL .2 � AI-IMP-IMPxW % GToMa+mr 2.72 .62 55®169 \ II Ii-TM158. 1 ABANDON AND REMOVE 18' RCP ._ .. I - ..,_ _ _ J __ 1 867.8W - ' 1 m IIIIIIII 1 II / � 2YR/t OOM Si M RU �l. I r T mil'" -T . • \ I ANNEL. 1 1 / a 'q.}; ♦ \ A%. SLo =1.3%) 1 �t6 RCP -n -n y mmim 11I �I-1I-�1I y n Ill I _ lT T I ?I fT 'h /�i \♦ IINE 4} I III mu"CIt REMOVE 5' TYPE'R' INLET AND II \ \ - -�"` J / -_ ' 1 $' mm� WTLETPIPE. CONSTRUM'I-1 I Jwsm 7.98.23 (({ OUTLET PIPE, 24' EMSTI G RCP, P NEW24' RCP $ AND NEW 15' RCP. PROP SEE PARK BERM • I awed ss _INVERT OU 59.90 _�•-- 0 1 0 III WI I/ I " I II --- - ---- - -- --- 60 r -- 65 5' I DRAINAGE SUMMARY TABLE) DESIGN POINT AREA DESIGN AREA (ACRES) C2 GIBE To (�) (MIN TO(MIooCFS) ) ( (CFS ) 11 1.1 13.] 13.7 4.1 + OS2A+4.1 +6.1+OS1A+ 12.13 18.02 18.02 13.55 36.65 4 4 Z.913 9.23 15.7 1 7 .75 11 4 2+2.,+2.1A+4+54 18.57 23.78 22.69 12.58 41.03 ow was _ i0R�48.4 I 3 _-- _ - -- LEGEND J� \ � ACNVLYArLD R9rN KSVr W ttSYNttWr r ®pl mM„ cxvrEmA ft#WVT nrcnvr 1 AKA N AWES w I � �117• I rLKTLIMY(NrflA,IM'YArN Q6e5x.0 �♦ 1 ET 1 ^ � -...� now rcmw i v� 1 IIIdI -_- II , � II - EA91NLpRS �-� VFOMSED MYEr. ARE AM nAKO G9 SZ17IXIV I� • mrwAu cu �rxr y 5iMtl5F0 SrC9l SFRx wANN(YE DRAINAGE SUMMARY TABLE DESIGN AREA AREA C2 C1U0 Tc (2) To (100) 0 ((2)) O ((100) POINT DESIGN (ACRES) (MIN) (MIN) (CFS) (CFS) 3 3 1.30 0.53 0.58 13.0 13.0 1.57 4.86 Oslo usib U.95 0.20 - 0.25 13.7 13.7 0.42 1.48 1.23 U.]8 0.83 7.3 10.0 2.71 7.27 2.92 0.23 0.28 13.5 13.5 1.51 5.20 3 OSIB+OS2B+OS2C+ T84 17.92 17.92 5.46 17.58 3+0S3 MAIN +.++.+ OSIA+OS2A+4.1+2+ 30.69 23.78 22.69 24.55 74.27 POND 2.1+2.1A+4+S4 4. POND OUTROW 1.56 2.51 a1 Y@{ 1.1 oas �o ® IOr OYY _� � 2CIYWAN NLMM.. 50 25 0 so 100 FINAL DRAINAGE PLAN COVENTRY SUBDIVISION SCALE: 1' - 50• NE QUADRANT PROJECT NO. 3270.00 \I DRAINAGE STRUC :URE INVERTS TYPE OF STRUCTURE REFERENCE INVERT IN I INVERT OUT 10' TYPE R INLET NO. 1 45.28 45.18 rc/vv/DJ ,r/1b6 9 Ur YV REVISED 3/7/94 REVISED 4/7/94 REVISED 8/1/94 REVISED 9/12/94 MREngineering, Ltd. 6110 Greenwood Plaza Blvd Englewood Colorado 80111 Tel (303) 740 9393 NOjE� i'A1( (303) )21 90I9 '1N!14E;41MIC SWALE SECTION' ARE REQUIRED, CAM, LOT OWNER MUST MAINTAIN SWALE SECTION ENGINEERING/PUNNING/SURVEYING �*IN6URC 1NA NO BLOCKAGE NULL OCCUR' - VARIES ON"W�5, VARIES TYPICAL SWALE SECTION AT FEN CROSSING NOT TO i0 SCALE NOTE: WHERE "TYPICAL SWALE SECTION' ARE REWIRED, ALL LOT OWNERS MUST MAINTAIN SWALE SECTION TO INSURE'TNAT NO BLOCKAGE WLL OCWR. DRAINAGE STRUCTURE INVE116TS TYPE OF STRUCTURE REFERENCE I INVERT IN I INVER OUT 5' TYPE R INLET NO. 2.1 60.75 (W) 60.4q (E) 61.91 (S) 5' TYPE R INLET N0. 2.1A 10' TYPE R INLET N0. 2.2 Bak 90.�0 2A 1.14 � o .26 FINAL DRAINAGE PLAN DEVELOPED COVENTRY SUBDIVISION FILING NO. 1 A POR TOOa OF THE MONTH OHEmHAL F OIL SEC 7000H 2, 7OWNSHOP 6 HOO G° TH9 RAHOE 69 WEST OF THE SOX TH PRO nMCOPAL NERODD O&H9 C HTY OF FORT COOLLONS, COUNTY OF LARONER9 STATE OF COLORADOO 00 711 � 1 50 " \ ® 55 54 I amnv .58 DRAINAGE SUMMARY TABLE DESIGN POINT AREA DESIGN AREA (ACRES) I C2 C100 (MIN)) TC(MIN)) (CFS)) (CFS) ) 2.1 2A 4.91 0.55 0.60 15.0 15.0 5.70 17.66 2.1A 2.1A 2.70 0.51 0.57 14.8 14.8 2.90 9.19 2.82 1 0.58 1 0.63 1 17.5 1 17.5 3.22 9.98 2A 2A 1.14 1 0.26 1 0.31 1 14.0 1 14.0 1 0.64 1 2.17 M 0211 2 4.91 .55 as p® •aYWRaA2o xmv rews. Qrcv rtR. 1 W.aav wrEmA ,wu w „aWs �l� rsar ar•rrATv ® L III` '6N. ® 62 TOF!80.2 1 TOL=71 TOF}73.5 29 •-y aWmYo MET, w. AW rzeeev[Nos fimf SO 25 0 50 100 • 9awAu nA,ms PsmvYAEW WAWevttc SCA1E: 1':50' ® Lor me 10' YR INLE T 2 OTYPER INLET 708j�ff 2 0 1 ' RCP 5' TYPE R INLE N0. 2.2 m m - OUT - 59.90 KEY MAP SCALE: 1'-500' FINAL DRAINAGE PLAN COVENTRY SUBDIVISION SW QUADRANT PROJECT NO. 3270.00 12/06/93, PAGE 7 OF 40 REVISED 4/7/94 REVISED 6/9/94 REVISED 8/1/94 REVISED 9/12/94 REVISED 10/21/94 JR Engineering, Ltd. BIIO Greenwood Plan Blvd. EoITel eNaa, 009393 80111 Tel 303) 721-9093 PA% 303) 721-9019 ENGINEERING/PUNNING/SURVEYING FINAL DRAINAGE PLAN DEVELOPED COVENTRY SUBDIVISION FILING NO. 1 A POO R TUGH OF THE NORTH TH O nH EmHALF OF SCEC4000 N 2, TOWNSHOP 8 HOOIR4a9 RANGE 69 WEST OF THE SEX TH PRONCOPAL HER00116^ H9 C OTY OF FORT C OO LLOMS, COMITY ITY OF LARU CER, STATE OF COLORADD O 10.:8 1 8 ..120 INVERT OUT = r.90 . T� Il}I 1 I 5 - /I - 7- of I S4_ 1.1 A�_, 1 ; 0.16 .95 I r Y 0.31 95--r 51 It Al / l 1 e 1` I / / �. i (1 I I r rI I l �1 to / 7/ i/ i I 1 %I 1 i/ U I I I (TII II If I ---------------------- v.VE4 6W To 5 TYPICAL SWALE SECTION M51RQ NOTE: WHERE'TYPICAL SWALE SECTW' ARE REWIRED. ALL LOT OWNERS MUST MAINTAIN SCALE SECTION TO INSURE THAT NO BLOCKAGE WILL OCCUR S3 2.86 .25 EXISTING 10` PVd PONO`OUTLET FLOW RESTRICTED TO 0.41 US 1.1B 0817.20 7( 79 U `/- NORTH "DETENTION' I I,I 1 ' O /POND , 1 .�'����'' 5E(01,T4 BE 'r wu ; uRl.^IN 6- N Illlllll / IN T OUT845.I0 Ij + OF-45.5 1.1C 1.12 .20 11 II + "I SOUTH IDETEt TION i PO DI 1 \ I I UP 5LT•1`22 R • I yr 11 TOf 94.8 1 et 4. \184 10' P�C INVERT WT=41<5 / Ill DRAINAGE SUMMARY TABLE DESIGN POINT AREA DESIGN AREA (ACRES) C2 C10D Tc (2) (MIN) Tc (100) (MIN) 0 ((2)) (CFS) 0 (100) ICES) ME) 1.1A 0.31 0.95 1.00 5.0 10.0 0.92 2.19 1.10 LAB 2.08 0.20 0.25 12.5 1 5 0.95 3.37 1.1C LAC 1.12 0.20 0.25 11.7 11.7 0.53 1.86 1.1 1.1 0.88 0.20 0.25 13.7 117 0.38 1.36 1 1 3.01 0.50 0.55 14.3 14.3 327 10.17 O 1+1.1A+1.1 +1.1C+ 1.1+S1+S2+S3 14.55 15.19 15,19 4.85. 12.86r 4 VALUES INCLUDE 0.41 CFS FROM MCGRAW ELEMENTARY SCHOOL DETENTION POND \\- S1 E R INLET N0. 6 II! V TYPE R INLET N0, Td FLOG 5: VANDON EXISTING 18- RCP < I l I I I I I I ` I � I ' I I 1 1 i 18 R 9NVERT+OIIT,c 37.81. - DRAINAGE STRUCTURE INVERTS TYPE OF STRUCTURE REFERENCE INVERT IN INVERT OUT 5' TYPE R INLET 5' TYPE R INLET N0, 6 NO. 7 37.94 1 38.06 37.99 VICINITY MAP SCALE: ,' - 5V LEGEND AYXN W � a T - t lbtW MIER01 S.BI .5D flf/NM LRRKX T AREAW AC1VeT -'•' MY O` [nIC MADON PAM aow osetc/rcw BAgN BdMIOAFY EMSPNG NVEs ry fliOVYD A4 r VNE A a IAE? SEZ7 N mcw.¢o snww sEv6R MAxwnc FINAL DRAINAGE PLAN COVENTRY SUBDIVISION SE QUADRANT PROJECT NO. 3270.00 "PAGE 6 OF 40 REVISED 4/7/94 REVISED 6/9/94 REVISED 8/1/94 REVISED 9/12/94 REVISED 10/21/94 JR Engineering, Ltd. 6110 Greenwood PIoO Blvd. 0Colorado 80111 Tel (3 P9 (000) 740-5999 ENGINEERING/PLANNING/SURVEYING No Text o IIIIIIIIIIIIIIIIIIIIIIIII , - - +� IIIIIIIIIIIIIIIIIIIIIIIII , �� Immmmmmmnl �� � _ :. .: - ,�� � � I/� •1 I Ti ��� 9, ':. ,� '41 �Milli\. Z' MEUCCI 11 A viff, m NUNN mis o4imi vw/o low %rl� UTILITY PLAN APPROVAL PROWD BE C =mEm � MEN =EMEs i _ G SEE FINAL DRAINAGE PLAN DEVELOPED COVENTRY SUBDIVISION FILING NO. 1 TOWNSHIP a HOOO$5PH9 R6;1HBE so WEST OF THE SOXTH PRONCOPaL mmDDOG19mq KEY MAP C OTT OF FORT C6'OLLONSS'9 C OOMnHTY OF L ROGnER9 STATE OF C OOLOO G' ADDO SCALE:,•_500' -i At ---- --- ------ =` ____- \ `,\ NORM DNE SECTION 2 (BASIS OF WPARI\) `.\ __ NB95500E\ ,--�-�� fI.\ T28CA") COR SEC 2 I_ R.69W.BM P.M. 1.43 .20 5 .ss .s7 E -• _ / /5D10/ F OS2A 1.12 .67 � DcDPGN BOUNDARY 5TYPE R INIET -, ® 32 00 kilo I I ri ABANDON AND REMOVE I 1W RCP li/ I Ikm�lF11 IWONA -��WI I I I I TYPICAL $WALE SECTION' 24 I11YQD I25 VICINITY MAP 50 25 0 50 100 LEGEND AttWIHAaX? 0R fiI KYII) I 5 1 Qp arncv Ptwn I I 1 9A.ID Cn MARA VWS 6v 10 s• xm .30 � orc r AFEA W AW S TYPICARLmSWALESECTION mr a'ew¢xmAntw PAM _. NOTE: WHERE'TYPICAL SCALE SECTION' ARE REQUIRED. ALL LOT OWNERS MUST MAINTAIN SWAM SECTION TO INSURE THAT NO BLOCKAGE WILL OCCUR. -DRAINAGE-YSUMMARY TAB-LE DESIGN POINT AREA DESIGN AREA (ACRES) C2 C100 (IAIN)) To(MIN)) ))--l'" (CFS) (CFS) ) 2.71 0.51 0.56 1 13.3 3.05 9.50 6 1.19 0.66 071 12.7 12.7 1.80 5.47 .1 5.1 Z89 0.51 0.56 12.9 12.9 3.35 10.41 5 5 0.56 0.67 0.72 12.5 12.5 0.85 2.58 5 OS2A 1.12 0.67 0.25 12.8 12.8 1.69 1.80 OS28 01 1.43 0.20 0.25 12.3 12.3 0.66 2.34 052C 01 1.23 0.78 0.83 7 .71 7.27 DRAINAGE STRUCTURE INVERTS TYPE OF STRUCTURE REFERENCE I INVERT IN INVERT OUT 5' TYPE R INLET NO. 2 52.81 51.81 5' TYPE R INLET N0. 3 54.10 5' TYPE R IN NO. 4 58.51 58.31 5' TYPE R IN N0. 5 58.79 - - BAPN 9pM/OAP. f SMm. P�Fj V FA Mp95'EO XNEI /. RL AM R.4HD ENO SiG'MYI .vxxutr MNA! a.Pmatto srzw .axER NUlwttc ® tor rm FINAL DRAINAGE PLAN COVENTRY SUBDIVISION NW QUADRANT PROJECT NO. 3270.00 12/06/93 PAGE 8 OF 40 REVISED 4/7/94 REVISED. 8/1/94 REVISED 9/12/94 REVISED 10/21/94 JR Engineering, Ltd. 6110 Greenwood, oPlaza Blvd. lil Englewood, Colorado9393B0111 Tel. SOS) WI-019 FM( 303) 721-9019 ENGINEERING/PLANNING/SURVEYING LEGEND pj asvarvs ®I ALGLMVLAW 6 i1 BA9N OfvGW .{ M A M AF£A M APY 1IIMII �c�0�ua�atf �E�>•��f>•�x:a>• Es��x��xri•rlExiilr•:� �1c>•�.a•>•�alt�>•�>• �•��_� Est•>•axi>,axt��ca��ics��A��u� ��x��r>_�xr�r>r�.�iloc•>. ta>•irx>•�Isya�si� 00�����iCll;1•�BV� �0��rlc>:ifa=>•� � ���f���a���af>.�:�E��a>•�6x�a�>Es� cc.�.��x+>_�1r�ar.1�>.rlcxi�nEE��EIr•�>•�Irxi VALUES INCLUDE 0.41 R FINAL DRAINAGE PLAN HISTORIC COVENTRY SUBDIVISION FILING NO. 1 1% POR750M OF THE NORTH ONEmMALP OF SLEC TOOOM 2, 4OWHSHUP 6 MORTH9 RANGE 69 WEST OF THE 30XTH PRONC;OPAL MER909G^AM9 C UTY OF FORT COLLONS, COUNTY OF LARUN ER, STATE OF C OO LORMO i I IN w 0 100 SCALE, 1' = 100' 'ICINITY MAP -.__F-GI RE_'2.1 COVENTRY SUBDNISION PROJECT NO. 3270.00 12/06/93 REVISED 3/7/94 REVISED 4/7/94 REVISED 10/21/94 JR Engineering, Ltd. 6110 Greenwood. Col Plaza Rlvd. Tel, Colorado 80111 Tel. (SOS) - FAX (303) M ]21-N901919 ENGINEERING/PL NING/SURVEYING The following series of photographs were taken looking west along the south property line of the Coventry Subdivision Filing No. 1. The developed Clarendon Hills is to the left and the proposed Coventry Subdivision Filing No. 1 is to the right. These photographs demonstrate that the property line is along the ridge line between the subdivisions, therefore, drainage flows from the property each way and no offsite drainage will impact the project. T IyY •:ems n r • . t�' y t. r