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Drainage Reports - 04/17/2002
I Approved Repot P !Date -r�-11 Final Drainage and Erosion Control Report For OLD TOWN NORTH, PHASE 1 Fort Collins, Colorado O APPENDICES II - VIII 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 Fax (970) 282-0311 www.shearengineering.com c Project No.: 1646-01-98 Re: Final Drainage and Erosion Control Report Old Town North — Phase 1 APPENDIX II EROSION CONTROL Erosion Control Cost Estimate Rainfall Performance Standard Erosion Control Effectiveness March, 2002 March 4, 2002 Project No: 1646-01-98 City of Fort Collins Stormwater Utility P.O. Box 580 Ft. Collins, Colorado 80522 Attn: Bob Zakely Re: Erosion Control Cost Estimate Old Town North; Fort Collins, Colorado Dear Mr. Zakely: Estimated erosion control costs for the proposed Old Town North development project is presented below. According to current City of Fort Collins policy, a project's erosion control security depositis based on the larger of: • 1.5 times the estimated cost of installing the approved erosion control measures, or. • 1.5 times the cost to re -vegetate the anticipated area to be disturbed by construction activity. INSTALLATION OF APPROVED EROSION CONTROL MEASURES ITEM QUANTITY UNIT PRICE TOTAL Vehicle Tracking Pad 2 ea 82 ton $ 30.00 $ 2,460.00 Silt Fence 7945 If $ 1.65 $ 13,109.25 Gravel Inlet Filter 1 Is $ 50.00 $ 50.00 "Georid e" or Ha bale t 1 Is t $ 200.00 $ 200.00 SUBTOTAL $ 15,819.25 SUBTOTAL TIMES 1.5 $ 23.728.88 Unit prices from local contractor 06/01. 4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 Fax (970) 282-0311 www.shearengineering.com Project No: 1646-01-98 March 4, 2002 Re: Erosion Control Cost Estimate Old Town North; Fort Collins, Colorado REVEGETATION OF DISTURBED AREA ITEM QUANTITY UNIT PRICE TOTAL Straw Mulching 32.634 ac $ 655.00 $ 21,375.27 SUBTOTAL TIMES 1.5 3 06 Unit price from City of Fort Collins — Stormwater 02/02. An erosion control security deposit is required in accordance with City of Fort Collins Stormwater Utility policy. In no instance shall the amount of the security be less than $1000.00. 1. According to current City of Fort Collins policy, the erosion control security deposit is figured based on the larger amount of 1.5 times the estimated cost of installing the approved erosion control measures or 1.5 times the cost to re -vegetate the anticipated area to be disturbed by construction activity. a. Based on current unit price data provided by a local erosion control company, the cost to install the proposed erosion control measures is approximately $15,819.25. As per City requirements, 1.5 times the cost to install the erosion control measures is $23,728.88. b. Based on current unit price data obtained from the City of Fort Collins - Stormwater, and based on an actual anticipated net affected area which will be disturbed by construction activity (approximately 32.634 acres), we estimate that the cost to re - vegetate the disturbed area will be $21,375.27 ($655.00 per acre x 32.634 acres). As per City requirements, 1.5 times the cost to revegetate the disturbed area is $32,062.91. CONCLUSION: The erosion control security deposit amount required for Old Town North shall be $32,062.91. If you have aV71uestions, please contact me at 226-5334. Sincere 1 r�-W. Shear, P.E Shear Engineering C or ' n cc: Monica Sweere; Palladian Construction Company Page 2 00 o rn � a C-4 o o v m Q o o 0. C: o �4 1J O :. 00 N 0 si 0 v F >' m m b z o o cz �, a W cd b V1 U \0 \o vi X ti A ^' cd M O 0p 00 f1 N 00 N O O 0 a O�o kn 00 M M O V) Vl V' v � M ° v a. II U U z CA o N ° CIS O • � ° z ;° F CA o M W q y N C) r O O r E' O 30OD tz C/ p � Vl Q v o[ C4 o U° W U 0 0 o o K ko E 00 N ON W N N L1. rn ~ r' ~ (� c� c0 (0Lil O cd rn Cl. ;�,y/ z° rn a Q v°i E0 OU OW. o o W 0 a h A \ � \CN \ E t\2222 ,saga] §c0000c /{\\22\ §cco - moo| /.2260- as CD. o 0.\§ \ � ( \ a 2 )en2 4��-\oc \ u\ ! \ ' \ 00 � ` { W � § •rz \ � �\r k < - ® u 0 4« / /§ \2 k k }® , - o°o ooa $�k ` /§C cn ( 0 e\) )§ § u w - CONSTRUCTION SEOUENCE PROJECT: Old Town North Phase 1 STANDARD FORM C SEOUENCE FOR 2002 — 2003 ONLY COMPL':=TED BY: MPP,/Shear Engineering i Indicate by use of a bar line or symbols when erosion control measures will b= .-istalled. Major modifications to an approved schedule may reOUire submitting a new schedule r:r approval by the City Engineer. i Year 02 03 Month J A S 0 N D J F M A OVERLOT GRADING WIND EROSION CONTROL Soil Roughening �k'k Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Bosin nlet Filters -craw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other VEGETATIVE: Permanent Seed Planting Mulching/Sealont lemporary Seed Planting Sod Installation Nettings/plats/Blankets 'JUler I i STRUC URES: INSTALLED BY: OWNER, MAINT;`,INED BY: OWNER VEGETATiOiJ/MI_ILCHii\IG CONTRACTOR: OWNER .ATE PREPARED: 01/07/02 DATE SUBiMITTED: 01/07/02 APPROVED BY THE CITY OF FORT COLLIhIS 01vI Project No.: 1646-01-98 Re: Final Drainage and Erosion Control Report Old Town North — Phase 1 APPENDIX III Pump Specifications March, 2002 Dianensions 4" Submersible Pumps T Series ThermaxT"^ PUMP N0. UNIT MOTOR PEA MOD STAGES LENGTH LENGTH LENGTH 10 23.69 8.78 14.91 5-50 13 26.69 9.53 17.16 5-75 19 32.32 10.66 21.66 5-100 22 36.50 11.75 24.75 5-150 29 43.62 13.62 30.00 5-200 34 48.87 15.12 33.75 8-50R 6 20.69 8.78 11.91 8-50 10 24.44 9.53 14.91 8-75 13 27.82 10.66 17.16 8-100 16 31.16 11.75 19.41 8.150 22 38.37 13.62 24.75 8-200 1 28 44.37 15.12 29.25 12-50R 6 20.69 8.78 11.91 12-50 8 22.94 9.53 13.41 12 - 7 5 11 26.32 10.66 15.66 12-100 14 29.66 11.75 17.91 12-150 19 35.28 13.62 21.66 12-200 21 39.12 15.12 24.00 20-50 6 22.94 9.53 13.41 20-75 9 27.07 10.66 16.41 20.100 11 30.16 11.75 18.41 20-150 15 36.03 13.62 22.41 20-200 19 42.37 15.12 27.25 25-75 6 25.73 10.66 15.07 25-100 8 29.42 11.75 17.67 25-150 11 35.18 13.62 21.56 25-200 14 1 40.58 1 15.12 25.46 NOTE: The dimensions above are based upon Franklin 3-wire, single phase motors. For units using 2-wire, or 3 phase motors, adjust the motor and/or unit length as indicated below. No adjustments required on 1/3 though 1 h.p. ratings. ADJUSTMENT TO 3-W MOTOR MOTOR LENGTH H.P. 2-W 3 PH. 11/2 +1.50 -1.13 2 NA -1.50 C All Dimensions in Inches. 3.75" MOTOR DIA. �-1 I 3.94" MAX DIAMETER AT CABLE GUARD e 24 No Text Project No.: 1646-01-98 Re: Final Drainage and Erosion Control Report Old Town North — Phase 1 APPENDIX IV March, 2002 Portions Of The Final Report Hydrological Model Update For The Lower Dry Creek Basin Master Drainage Plan FINAL REPORT HYDROLOGIC MODEL UPDATE FOR THE LOWER DRY CREEK BASIN MASTER DRAINAGE PLAN. PREPARED FOR: City of Fort Collins Stormwater Utility 235 Mathews Street Fort Collins, CO 80524 PREPARED BY: MLidstone & Anderson, Inc. 760 Whalers Way, Suite B200 Fort Collins, CO 80525 (LA Project No. COFC96.06)sR...`"'''%% 43.. Y G v• September 10, 1997 j///f/, 11 I. INTRODUCTION 1.1 General Dry Creek, located in north Fort Collins, Colorado, is a major tributary to the Cache la Poudre River. The creek's confluence with the river is located in the City of Fort Collins south of Mulberry Street and west of Summit View Drive. The watershed encompasses roughly 75 square miles, with about 62 square miles actually contributing runoff [1]. It is approximately 22.5 miles long and 5 miles wide, with the long axis having a north -south orientation. The northern terminus of the Dry Creek watershed is located approximately nine miles southeast of the Town of Virginia Dale, Colorado. The watershed is roughly bounded on the north by Bobcat Mountain and Boxelder Creek, on the west by a ridge which is located directly east of U.S. Highway 287, and on the east by Boxelder Creek and County Road 15. The elevation of the watershed ranges from 7,100 to 4,900 ft, msl. A location map of the entire Dry. Creek drainage area is provided in Figure 1.1. For the purposes of this study, the City of Fort Collins has divided the Dry Creek watershed into two separate and distinct areas, an Upper and Lower Basin, with the dividing line being defined (except as described below) as the Larimer & Weld Canal. This canal transects the watershed in a roughly west -east direction approximately two miles north of Mulberry Street. The Lower Dry Creek Basin encompasses approximately 4.9 square miles. The distinction between the Upper and Lower Basins has been made in order to reflect the impact of the proposed Dry Creek Diversion Channel. As proposed by the City of Fort Collins, this channel would begin at the Larimer & Weld Canal and divert all of the upper basin flows (up to the 100-year event) to ` the Cache la_Poudre River in an alignment to be located along the west side of the Union Pacific Railroad. Consequently, the diversion channel would serve to hydrologically separate the Upper and Lower Basins. The Lower Dry Creek Basin includes in its entirety, the Evergreen/Greenbriar Basin. The Evergreen/Greenbriar Basin is, in and of itself, a separate major drainage basin as defined by the City of Fort Collins. The Evergreen/Greenbriar Basin encompasses approximately 1.2 square miles and is bounded by College Avenue on the west, Dry Creek on the south, Lemay Avenue on the east, and (except for the Crestview Subbasin) Country Club Road on the north. Reference is made to the Evergreen/Greenbriar Master Plan for the definition of all subbasins and hydrologic modeling efforts associated with that basin [2]. The northern boundary of the Evergreen/ Greenbriar Basin defines the northern limit of the Lower Dry Creek Basin between College and Lemay Avenues. It is only in this area that the Lower Dry Creek Basin extends north of the Larimer & Weld Canal. A vicinity map of the Lower Dry Creek Basin is included in Figure 1.2. / �.P• — I N If 101 /• --'�'//, E�7,; I � I1�.! �I •/f � � --�)�l 'l fff1fl / /� • : - ' \ 1 ' � % �/ / � is I� W -•,� � ,L,/!_ 1 ,� i GJ�/� .,I •`�' ' •/�(4.. � L 1`1 ) \ /-' , \ � I.bN ��`.•:. ,fir\\� IJ _�sosu ,,f lJ._.J — --- -- —r-_ - �• 'ryi# w z1 0 -____,..\:-r '�- a �\ -�_ __ r .___ _<3._.. r- �4 .�— •• 1.� ._ LIJ r I ;: ". J`� :/ .'•-----'----�IYr^s.-�11';�i i`' ` ; ��. / .�;1 �a � �!/ °�� �. l ` — (-�'� _'�-'••�, ✓ 1 ,L�k I l i. i 5 ( !•l •I yb / I . ¢' �� .I I 11 ,'■ 11 I �11iliLpIt 'I..i I '//. tl ���� // -I -� .-. .a'e !'11• III,-" J Into P If W l yr. W fir'• / 1 �� .;_e 0-11'� /' _ ;•� 1-•;�i=; =�5 S- 1,/ I . ff. �_ hl i I '^,m y /://•'� I�-��,Iy�ri-1.I 1�-,jl Ito ja t� t�i i i.: 11 a.•. .--1-u L ••11■ L / l I I:F' Al !.1- 3nr: 6 ,,. • �.I :iI I I ���' `I f 1 _�I III •.. 1. J r if 141 al. it ...r� s i 3�✓ FIN �j�! L_J��_-_T�— 3 h �' r.:• Z Cell n o r u O t F a N y4 ui W CL1 O U Q Z Z UJ W— W } Z '1,f LY m .2: l; ,• �Lf m Z W FU- W W W a �.. _ J v=i a 0w z M wcm7 co FqLr)- �+� c I ,1.3 S f. .e•-'I r �.t -. CF �'r' v � d..i } '^!a"L'•r 10 ���}s��Y��.�.�a'� yi� ar Ir 00 'rs"fJ`.� Yr.`_ u i' : 3 1 I r ri 6. C•. S4 - — - _ , � � .car, 'ti � _� ' �}-� r,l 1S'/�i , �i /.'.'��.�'•' =—ii �'>' Y `•-� � -�_ gyp- -i.. � I 00 l� '►7.'2W > I Y N � Y ' N <] m � N c W N O a o O d a U O `' U Z, ` U , Z / 1 a` n`. I / 1 1/ 0"ell"I / I // / I � / \ 1` I\ � I \\ If ! ! I I ! ! I I I 8 00 'Kr 8 8 8 N (S�P) OBJeLps! l 13 cn -1 a� 03 03 .0 U r` x 4 A c y 0 4 a C Q y cv 00 0 v O C � �. ♦+ T O .� cz c y U r> b Ca U bA bD c .r. W N W cu bOq Table 3.1. Summary of Results of the Developed Condition Hydrologic Analysis. Node Description' Drainage Area (ac) Peak;Discharge (cfs) 10 Yr.50-Yr :100 Yr' 615 Total Flow at the Poudre River 3,107 710 1 440 2 000 3 590 4 410 614 At the Poudre River (Existing Channel) 620 390 720 930 1,530 1,310 612 Mulberry Street (Existing Channel) 599 380 710 920 1,500 1,770 611 At the Poudre River (P (Proposed Channel) 21488 450 980 1,370 2,470 3,040 610 Mulberry Street (Proposed Channel) 2,469 460 980 1,380 2,490 3,060 603 Vine Drive 1,882 460 980 1,340 2,400 2,920 602 Lemay Avenue 790 240 460 600 990 1,180 600 College Avenue 155 160 290 380 590 700 \7 Results of the developed condition analysis along the proposed channel alignment (and the existing channel upstream of the airport) are graphically presented in Figure 3.1. This figure shows the 100-year hydrographs at major road crossings along the main channel. The attenuation which was noted between Vine Drive and Mulberry Street in the existing condition analysis is no longer present due to both the developed nature of the local watershed and the substantially more efficient conveyance system. Figure 3.2 shows the 100-year hydrographs along the existing channel. downstream of the airport. A summary output file for the 100-year developed condition event, which includes a printout of the main channel hydrographs at all major road crossings, is contained in Appendix C. Full output for each of the return period events, which includes hydrograph listings for all subbasins and conveyance elements, is provided on the enclosed diskettes. Table 3.2 provides a comparison of 100-year discharges for the revised Master Plan (current) model and original Master Plan model [3]. The table indicates significant differences between the two models. This is primarily due to two factors: (a) the original Master Plan assumed that approximately 2,900 cfs would be conveyed from the Upper Basin to the Lower Basin during the 100-year event, while the current model assumes that all runoff*from the Upper 18 O i ii d 4 d N �l S r CIO IL = C = as rl d E i o z m ill w H .�...�... oo a` n o I!; 0 o Ih i Iri ,r LI t � _ s § s (slo) 96/eyosia 19 0 I Em m 7 u Basin will be diverted to the Dry Creek Diversion Channel and does not enter the Lower Basin; and (b) the original Master Plan did not model the Lower Basin with the level of detail necessary to accurately estimate the magnitude of runoff potential associated with fully developed conditions. Table 3.2. Comparison of 100-Year Discharges for Developed Conditions as Reported in the Original Master Plan [3] and as Estimated by the Current Hydrologic Model. -.:. Locat sq- Poudre River Confluenceb 2,700 4,410 Mulberry Street` NR° 3,060 (1,770) Vine Drive NR 2,920 Lemay Avenue NR 1,180 College Avenue NR 700 Downstream of the Latimer & Weld Canal 2,900 0 1 Current hydrologic model b Combined discharge for the existing and proposed channels Discharge along proposed channel (discharge along existing channel) NR = Not reported 21 Table 4.1. Summary of 100-Year Peak Discharges for the Three On -Site Detention Alternatives. 100-Year Peak Discharge for the Node Description Drainage Area (ac) Given Detention Alternative (cfs) 2-Yr 5-Yr 10-Yr 615 Total Flow at the Poudre River 3,107 1,480 1,620 1,730 614 At the Poudre River 620 1,030 1,030 1,030 (Existing Channel) 612 Mulberry Street 599 980 980 980 (Existing Channel) 611 At the Poudre River 2,488 1,000 1,120 1,220 (Proposed Channel) 610 Mulberry Street 2 469 1,010 1,130 1,230 (Proposed Channel) 603 Vine Drive 1,882 1,010 1,080 1,150 602 Lemay Avenue M -720 850 860 870 IL600 College Avenue 155 560 570 570 The results presented in Table 4.1 indicate a relative insensitivity of the system to on -site detention for the range of alternatives analyzed. For the three on -site detention alternatives, the differences in 100-year discharges along the major flow paths are insignificant at many locations. Only at Mulberry Street and the Poudre River confluence along the proposed Dry Creek Channel do the 10-year detention discharges exceed the 2-year detention discharges by more than 20 percent. 4.3 Selection of the Preferred On -Site Detention Alternative Based on the results presented in the previous section, the Stormwater Utility selected the 10-year detention scenario as the preferred on -site detention alternative. Optimization of the basin's resources was the primary factor in making this selection. In choosing this alternative, it was noted that the incremental increases in discharges between the 2- and 10-year detention alternatives would not substantially affect the sizing of regional drainage facilities in the basin. At the same time, the 10-year detention scenario relieves on -site facilities of a significant burden, as compared to the 2-year detention alternative. 25 As a result of this decision, all new development within the Lower Dry Creek Basin would be required to provide detention such that, in the developed condition, runoff during the 100-Year Ievent would be reduced to the 10-year historical release rate for the site. Table 4.2 is provided as a summary of subbasins for which on -site detention would be required and the allowable unit runoff rate associated with the 10-year historical runoff for each of these subbasins. The basin's response to developed conditions with the selected on -site detention alternative is shown in Figures 4.1 and 4.2. Results of the developed condition with 10-year detention analysis along the proposed channel alignment (and the existing channel upstream of the airport) are graphically presented in Figure 4.1. Figure 4.2 shows the 100-year hydrographs along the existing channel downstream of the airport. Full output for each of the return period events, which includes hydrograph listings for all subbasins and conveyance elements, is provided on the enclosed diskettes. ( t ut., o,4 *kL,cx ti . r , . ..._z., , ) 26 id IN V Table 4.2. Summary of Subbasins for Which On -Site Detention is Required. Developed Condition Subbas rt ID Area(ac) Unit Release Rates`',Ws/ acj'. 401 14.2(8.8)3 0.38b 406 56.9 (242) 0.45b 408 19.1 0.38 410 45.6 0.38 416 69.6 0.66 417 82.0 0.32 419 108.0 0.62 420 100.4 0.44 421 43.5 0.72 422 149.9 0.31 423 88.5 0.58 425 65.2 0.65 426 7.6 0.41 428' 35.7 (24.5) 0.39b 4293 16.3 (11.9) 0.54b 432 22.9 0.39 433' 24.9 (17.7) 0.40b 4343 85.6 (37.3) 0.32b 437 54.2 0.27 438 42.0 0.31 440 195.7 0.31 446 25.3 0.35 447 32.9 0.35 454 44.1 1.46 456 24.7 0.81 ' Undeveloped area is given in ( ) for partially developed subbasins. b For the undeveloped portion only. ` Based on 10-year historical runoff rates. 27 Table D.2. Subbasins for Which On -Site Detention is Required, and Their Allowable Release Rates. Developed. Condition Subbasut ID On -Site: Detention Facility I ' :. 401' 872 4062 850 408 851 410 852 416 853 417 854 419 855 420 856 421 857 422 858 423 ,1)1� 859 RAn AllowableRelease. Rate (cfs)°' 1) Year Event 5-Year Event:`` IO-Year Event 33.7 34.7 35.6 273.6 277.1 280.4 3.1 5.3 7.3 7.4 12.7 17.5 21.2 34.7 45.7 12.4 20.2 26.6 31.7 51.4 67.0 16.6 30.6 43.8 13.8 23.2 31.2 22.1 35.8 46.8 24.5 39.8 51.6 19.7 32.1 42.1 426 861 1.2 2.2 3.1 429a 862 84.6 87.6 90.2 4292 863 38.8 41.0 43.2 432 864 3.7 6.4 8.9 433' 865 61.6 63.8 65.8. 4342 866 399.5 403.0 405.8 437 867 6.9 11.3 14.7 438 868 6.2 10.1 13.2 440 869 28.4 46.0 60.0 446 870 4.0 6.6 8.8 447 871 5.2 8.6 454 873 30.5 49.6jqit-1 456 874 8.1 14.4 Includes the 100-year runoff for the developed portion of the subbasin. U?LA-ASSOC\TLr.0 ITY\COFC9606.TD'- LOWER DRY CREEK BASIN EXISTING CONDITIONS (PROPOSED DRY CREEK CHANNEL) . soI 302q 407 507 EVERGREEN/ 508 409 GRC[NBRIAR WEST AREA (SEE FIGURE A.4) O 511 509 41( BASIN 56 FROMEVERGREEN/ GREENBRIBRIAR (SEE FIGURE A.4) 127 512 510 601 411 BASIN NAV FIT EVERGREEN/ 413 515 CREENBRIA4 513 (SEE FIGURE. A.3) 516 115 414 514 FROM EVERGREEN/ GREE NBRIAR EAST AREA B 602 CULVERT UNDER (SEE FIGURE , A.3) LEMAY 417 517/ CULVERT UNDER VINE 603 455 540 CONNECT W/ PROPOSED DRY CREEK ALIGNMENT e7s 541 560 545 PROPOSED DRY CREEK AT MULBERRY 610 ALEGC AVE./NICNORY St. TERSECTION W65 i S ►tJC U F C-rc--!��2.L E• b � 1•C7 VJ;� 549 550 [----<611 SIB 542 543 544 519 559 521 520 LEGEND 453 SUBBASIN ID CONVEYANCE 559 ELEMENT 601 NODE AO MATCH NODE 8 DETENTION POND LOWER DRY CREEK BASIN (BELOW LARIMER & WELD CANAL) FILES: EX100.DAT & .OUT 100-YR EXISTING CONDITION -- REVISED FEBRUARY 1997 BY LA, INC. "' PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS ••. CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (NR/MIN) 20 213.2 (DIRECT FLOW) 0 35. 22 166.6 .8 0 38. 32 354.3 (DIRECT FLOW) 0 35. 37 309.7 (DIRECT FLOW) 0 38. 158 185.6 .9 0 40. 202 14.4 .8 2 24. 204 49.3 3.1 0 44. 205 48.7 1.1 0 51. 206 197.5 4.2 1 17. 207 , 319.4 3.3 0 36. 209 375.9 1.8 0 49. 211 67.7 2.1 1 31. 252 50.6 (DIRECT FLOW) 0 45. 253 507.5 (DIRECT FLOW) 0 35. 255 303.1 3.3 0 42. 258 522.2 (DIRECT FLOW) 0 35. 259 617.4 (DIRECT FLOW) 0 35. 262 463.7 (DIRECT FLOW) 1 1. 265 107.6 (DIRECT FLOW) 1 24. 267 126.5 (DIRECT FLOW) 1 24. 269 298.2, 2.0 1 33. 2BO 71.4 .7 0 44. 281 72.6 .6 0 45. 282 152.0 1.1 0 54. 302 14.4 .0 17.7 2 14. 303 217.9 .0 16.6 1 9. 307 363.3 .0 14.0 1 1. 308 72.5 .0 10.9 1 21. 310 19.0 .0 7.9 1 32. 356 489.9 (DIRECT FLOW) 0 35. 501 63.0 1.5 0 40. 502 43.9 1.9 0 53. 503 64.2 1.3 1 6. 504 15.2 .9 1 3. 505 34.8 .9 0 57. 506 109.5 1.5 0 54. 507 143.7 2.3 1 27. 508 140.3 2.2 1 41. 509 118.3 2.5 0 44 510 134.8 3.5 0 54. 511 145.7 2.2 1 49. 512 357.2 2.7 1 29. 513 47.9 1.1 0 49. 514 104.1 2.1 0 50. 515 443.3 3.7 1 30. 516 430.1 4.4 1 40. 517 796.0 4.9 1 46. 518 170.0 2.9 0 38. 519 164.1 2.5 0 56. 520 74.9 1.1 1 18. 521 .0 .0 0 0. 522 9.3 1.5 2 20. 523 38.1 1.4 1 13. 524 43.1. 1.9 1 38. t t 4z t t L1 M M. M. M Z: M: ■: L. : M, R 0 M. LOWER DRY CREEK BASIN DEVELOPED CONDITIONS (PROPOSED POUDRE RIVER CONFLUENCE) 501 702 e403 404 50, EVERGREEN/ GREENBRIAR 407 707 WEST AREA (SEES FIGURE C.S) FA t08 708 \711 709 110 127 BASIN SB y 712 710 FROM EVERGREEN/ GREENBRIAR (SEE FIGURC C.,)) 411 601 BASIN MAY FROM EVERGREEN/ GREENBRIAR (SEE FIGURE C.)I) 713 413 715 y 115 714 716 31 4414 FROM EVERGREEN/ CULVERT UNDER GREENBRIAR EAST AREA O 602 LCMAY (SEE FIGURE C.A) ..s (417) 717� CULVERT VINE 1740 CONNECT W/ PROPOSED DRY CREEK ALIGNMENTtS5770 PROPOSED DRY CREEK AT MULBERRY 610 705 706 COLLEGE AVE./MCKORY ST. INTERSECTION WEsr S 1 a E u G �-ou-E66 .v OLb I r otio 767 549 518 719 742 1543 /lam 744 559 750 611 �— PROPOSED CONFLUENCE W/ POUDRE RIVER 421 760 422 761 420 3 763 762 764 7 00 721 LEGEND 453 SUSBASIN ID CONVEYANCE 559 ELEMENT 601 NODE AO MATCH NODE 804 DETENTION POND 856 857 858 859 860 861 862 863 864 865 866 867 868 869 870 871 872 873 874 875 R ORY CREEK BASIN (BELOW LARIMER & WELD CANAL) FILES: OT100-10.DAT & .OUT 1 YR DEVELOPED CONDITION W/ 10-YR RELEASE -- REVISED FEB RUARY 1997 BY LA, INC. ••• PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *'• CONVEYANCE PEAK STAGE STORAGE TIME �LT�)�UCiC [\ .f Ur c")) urnt,4 ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) of 20 278.9 (DIRECT FLOW) 0 35. 21 4.7 .0 7.3 2 17. 22 5.9 1.0 0 41. 23 2.2 .0 3.4 2 16. 25 17.1 .0 6.4 1 20. 26 4.9 .0 2.3 1 28. 27 11.0 .0 5.6 1 35. 28 74.3 .0 2.8 0 59. 32 37 197.1 .386.6 (DIRECT (DIRECT FLOW) FLOW) 0 35. 0 35. 158 179.4 .9 0 40. 201 27.9 2.3 1 33. 202 15.6 .8 6 12. 203 10.0 1.2 1 21. 204 78.7 3.2 0 41. 205 75.2 1.5 0 46. 206 25.3 1.6 2 18. 207 176.3 3.0 0 36. 209 18.7 1.7 2 29. 211 250 . 28 28.1 (DI (DIRECT FLOW) 2 2. 1 18. 252 80.2 (DIRECT FLOW) 0 42. 253 496.2 (DIRECT FLOW) 0 35. 255 179.3 (DIRECT FLOW) 0 36. 257 98.3 (DIRECT FLOW) 0 35. 258 540.9 (DIRECT FLOW) 0 35. 261 258.2 (DIRECT FLOW) 0 35. 262 64.3 (DIRECT FLOW) 1 48. 265 29.7 (DIRECT FLOW) 1 53. 267 48.7 (DIRECT FLOW) 1 41. . 1.6 2 5. 301 301 16 16.1 .0 7.5 1 21. 302 15.6 .0 22.8 6 12. 303 25.4 .0 14.7 2 8. 305 18.7 .0 20.8 2 25. 307 16.5 .0 7.8 9 34. 308 16.8 .0 9.0 1 51. 309 13.0 .0 8.3 1 46. 310 19.2 .0 8.0 1 25. 311 13.1 .0 12.3 2 0. 312 11.0 .0 3.7 1 14. 313 2.8 .0 .7 1 1, 314 12.0 .0 3.7 1 15. 315 10.0 .0 3.5 1 17. 316 10.1 .0 1.4 0 59. 35. (DIRECT FLOW) 0 35. 355 442442.6 (DIRECT FLOW)- 0 35. 356 600.7 (DIRECT FLOW) 0 35. 501 61.2 1.4 0 46. 504 70.8 2.1 0 40. 518 170.0 2.9 0 38. 526 84.5 2.0 0 56. 531 54.9 .6 0 38. 534 83.3 .7 1 7. 535 315.0 1.2 0 50. 536 279.6 1.3 0 58. 537 432.3 1.5 1 0. 543 73.3 2.4 0 42. 549 165.9 .9 0 50. . 552 8.7 .3 2 0. 555 437.0 1.2 0 38. 557 31.0 1.0 0 44. 559 316.8 5.4 0 41. 600 571.5 (DIRECT FLOW) 0 4.1. 601 797.6 (DIRECT FLOW) 0 52. 602 871.6 (DIRECT FLOW) 1 0. 603 1147.8 (DIRECT FLOW) 1 7. 604 54.1 (DIRECT FLOW) 1 27. 605 128.1 (DIRECT FLOW) 1 5. 606 512.3 (DIRECT FLOW) 0 35. 607 547.0 (DIRECT FLOW) 1 5. 608 602.4 (DIRECT FLOW) 1 6. 609 ', 238.5 (DIRECT FLOW) 0 35. 610 1230.4 (DIRECT FLOW) 1 36. 611 1224.3, (DIRECT FLOW) 1 40. 612 983.8 (DIRECT FLOW) 0 44. 613 1014.8 (DIRECT FLOW) 0 44. 614 1030.2 (DIRECT FLOW) 0 45. 615 1732.1 (DIRECT FLOW) 1 32. 702 55.4 1.8 0 55. 703 167.9 2.7 0 38. 705 84.2 2.1 0 42. 706 344.8 3.4 0 43. 707 535.3 3.1 0 46. 708 557.7 3.1 0 48. 709 219.5 3.1 710 211.2 2.7 0 46 . 711 559.3 3.2 0 49. 712 604.9 3.3 0 54. 713 105.3 2.4 0 40. 714 256.8 3.3 0 38. 715 753.7 3.3 0 58. 716 746.0 3.2 1 1. 717 861.1 3.0 1 6. 719 157.7 2.3 0 54. 720 177.4 1.2 1 51. 721 224.2 1.2 1 52. 722 12.9 1.0 1 31. 723 41.4 1.2 1 22. 724 54.0 1.3 1 31. 725 61.6 1.4 1 35. 727 126.4 1.8 1 11. 728 154.5 2.0 1 11. 729 153.6 2.0 1 15. 730 152.6 2.0 1 20. 732 48.2 1.8 0 43. 733 44.3 1.6 0 53. 738 545.6 2.3 1 7. 739 554.9 2.3 1 9. 740 994.4 2.0 1 23. 741 939.0 1.9 1 38. 742 13.1 .9 1 56. 744 106.9 .9 1 2. 745 1026.4 1.9 1 38. 746 57.1 1.9 0 41. 747 49.4 1.8 0 47. Project No.: 1646-01-98 March, 2002 Re: Final Drainage and Erosion Control Report Old Town North — Phase 1 APPENDIX V Charts and Figures Figure 3-1: City of Ft. Collins Rainfall Intensity Duration Curve Figure 3-2: Estimate of Average Flow Velocity for Use with the Rational Formula Table 3-3: Rational Method Runoff Coefficients for Composite Analysis Table 3-4: Rational Method Frequency Adjustment Factors Figure 4-2: Reduction Factor for Allowable Gutter Capacity Fig 5-2: Nomograph for Capacity of Curb Opening Inlets in Sumps Fig 5-3: Capacity of Grated Inlet in Sump Figure 5-5: Standard Curb Opening Inlet Chart Table 5 Circular Pipe Flow Capacity for Manning's W = 0.013 N 7 U 0 o = of o Kj5,. u c <` C o a m o O LL U. t S o c v �CL d cc •� c � v c c X p V IN In 1 i i O N d I c �E A I � I <1 O O N r+ A 7 O O Q O O O O O O O O O O O O O O C6 1l 6 (jylul) Ausue;ul C VRa �.vuua..v ��ria Lei rluu 1LYIGLYJ 111 I.URVG U['ll l'1 CVR 1.115 VC CVR1 �.vuu tL'..+ 2 10 100 2 10 100 TIME YEAR YEAR YEAR TIME YEAR YEAR YEAR 5.00 2.85 4.87 9.95 32.00 1.24 2.12 4.33 5.50 2.760 4.715 9.630 32.50 1.230 2.100 4.285 6.00 2.67 4.56 9.31 33.00 1.22 2.08 4.24 6.50 2.595 4.435 9.055 33.50 1.205 2.060 4.200 7.00 2.52 4.31 8.80 34.00 1.19 2.04 4.16 7.50 2.460 4.205 8.590 34.50 1.180 2.020 4.120 8.00 2.40 4.10 8.38 35.00 1.17 2.00 4.08 8.50 2.350 4.015 8.205 35.50 1.160 1.980 4.045 9.00 2.30 3.93 8.03 36.00 1.15 1.96 4.01 9.50 2.255 3.855 7.875 36.50 1.140 1.945 3.970 10.00 2.21 3.78 7.72 37.00 1.13 1.93 3.93 10.50 2.170 3.705 7.570 37.50 1.120 1.910 3.900 11.00 2.13 3.63 7.42 38.00 1.11 1.89 3.87 11.50 2.090 3.565 7.290 38.50 1.100 1.875 3.835 12.00 2.05 3.50 7.16 39.00 1.09 1.86 3.80 12.50 2.015 3.445 7.040 39.50 1.080 1.845 3.770 13.00 1.98 3.39 6.92 40.00 1.07 1.83 3.74 13.50 1.950 3.340 6.815 40.50 1.060 1.815 3.710 14.00 1.92 3.29 6.71 41.00 1.05 1.80 3.68 14.50 1.895 3.240 6.615 41.50 1.045 1.785 3.65.0, 15.00 1.87 3.19 6.52 42.00 1.04 1.77 3.62 15.50 1.840 3.135 6.410 42.50 1.030 1.755 3.590 16.00 1.81 3.08 6.30 43.00 1.02 1.74 3.56 16.50 1.780 3.035 6.200 43.50 1.015 1.730 3.535 17.00 1.75 2.99 6.10 44.00 1.01 1.72 3.51 17.50 1.725 2.945 6.010 44.50 1.000 1.705 3.485 18.00 1.70 2.90 5.92 45.00 0.99 1.69 3.46 18.50 1.675 2.860 5.835 45.50 0.985 1.680 3.435 19.00 1.65 2.82 5.75 46.00 0.98 1.67 3.41 19.50 1.630 2.780 5.675 46.50 0.970 1.655 3.385 20.00 1.61 2.74 5.60 47.00 0.96 1.64 3.36 20.50 1.585 2.705 5.530 47.50 0.955 1.630 3.335 21.00 1.56 2.67 5.46 48.00 0.95 1.62 3.31 21.50 1.545 2.640 5.390 48.50 0.945 1.610 3.290 22.00 1.53 2.61 5.32 49.00 0.94 1.60 3.27 22.50 1.510 2.580 5.260 49.50 0.930 1.590 3.250 23.00 1.49 2.55 5.20 50.00 0.92 1.58 3.23 23.50 1.47`' 2.520 5.145 50.50 0.915 1.570 3.205 24.00 1.46 2.49 5.09 51.00 0.91 1.56 3.18 24.50 1.445 2.465 5.035 51.50 0.905 1.550 3.160 25.00 1.43 2.44 4.98 52.00 0.90 1.54 3.14 25.50 1.415 2.415 4.925 52.50 0.895 1.530 3.120 26.00 1.40 2.39 4.87 53.00 0.89 1.52 3.10 26.50 1.385 2.365 4.825 53.50 0.885 1.510 3.085 27.00 1.37 2.34 4.78 54.00 0.88 1.50 3.07 27.50 1.355 2.315 4.735 54.50 0.875 1.490 3.050 28.00 1.34 2.29 4.69 55.00 0.87 1.48 3.03 28.50 1.330 2.270 4.645 55.50 0.865 1.475 3.010 29.00 1.32 2.25 4.60 56.00 0.86 1.47 2.99 29.50 1.310 2.230 4.560 56.50 0.855 1.460 2.975 30.00 1.30 2.21 4.52 57.00 0.85 1.45 2.96 30.50 1.285 2.185 4.470 57.50 0.845 1.440 2.940 31.00 1.27 2.16 4.42 58.00 0.84 1.43 2.92 31.50 1.255 2.140 4.375 58.50 0.835 1.425 2.905 59.00 .0.83 1.42 2.89 59.50 0.825 1.410 2.875 60.00 0.82 1.40 2.86 3.1.6 Runoff Coefficients 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 l 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 3-2, the runoff coefficients should not be based solely on the zoning classifications. -The Composite Runoff Coefficient shall be calculated using the following formula: C = (:E C;A;)/At Where C =Composite Runoff Coefficient C;= Runoff Coefficient for specific area A; A; = Area of surface with runoff coefficient of Ci n = Number of different surfaces to be considered At=Total area over which C is applicable; the sum.of all Al:s is equal to At Table 3-2 RATIONAL METHOD RUNOFF COEFFICIENTS FOR ZONING CLASSIFICATIONS Description of Area or Zoning Coefficient Business: BP, BL........................................................................................ 0.85 Business: BG, HB, C.................................................................................. 0.95 Industrial: IL, IP.......................................................................................... 0.85 Industrial: IG.......................................................................................:....... 0.95 Residential: RE, RLP................................................................................... 0.45 Residential: RL, ML..RP-............................................................................. 0.50 Residential: RLM, RMP................................................................................. 0.60 _t Residential: RM, MM.................................................. ................................. 0.65 Residential: PH ........................................................................................... 0.70 Parks, Cemeteries ....................................................................................... 0.25 Playgrounds............................................................................................... 0.35 RailroadYard Areas................................................................................... 0.40 UnimprovedAreas...................................................................................... 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 of0,000 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 3-3 DESIGN CRITERIA 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 tot 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. -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 Character of Surface Runoff Coefficient Streets, Parking Lots, Drives: Asphalt................................................................................................ 0.95 Concrete............................................................................................. 0.95 Gravel................................................................................................. 0.50 Roofs.......................................................................................................... 0.95 Lawns, Sandy Soil: Flat<2%............................................................................................. 0.10 Average2 to 7%.................................................................................. 0.15 Steep>7%.......................................................................................... 0.20 Lawns, Heavy Soil: Flat<2%............................................................................................. 0.20 Average2 to 7% 0.25 .................................................................................. Steep>7%......... :................................................................................ 0.35 MAY 1984 3.4 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 =1.87 (1.1 — CC,) D 112 S n7 Where Tc Time of Concentration, minutes S = Slope of Basin, % C = Rational Method Runoff Coefficient D = Length of Basin, feet C, = 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 -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) C, 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 times C, 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 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 the Rational Method, which is essentially the following equation: O = CICIA Where O = Flow Ouantity, cfs A =Total Area of Basin, acres C, = 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 ana!ysis. This procedure is detailed in the Urban Storm Drainage Criteria Manual, Volume 1, Section 4. MAY 1984 3-5 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 tr'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. I. Grates shall be secured to the headwall of end section by removable devices, such as f 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 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 Drainage Condition Inlet Type Theoretical Capacity Sump or Continuous Grade ........................................... CDOH Type R Curb Opening 5' 80% 10' 85% 15, 90% Street — Sum 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 5-6 DESIGN CRITERIA I.0 .9 .8 .7 .6 .5 z .3 w Q. 0 2 .15 12 10 II 8 10 6 H ~' L` 9 0 0 4 -� i 1L 8 w 3 w i z � - Q- N 2 L \ 7 �i` EX°mom` �Pi z i I 0 z 6 Example, a_ J -Parf w \-.8- 5.5 .. 0 to w • 6 z LL o 5 z z .4 _ 4.5 - z w 0 •3 0 w . _ 4 -- 0 2 0►- x z z o 3.5 w w Q- 1 o O w. w 0 .08 H 3 0►- 0 .06 _ c� O w z _ w = a_ .04 0 2.5 w a w Q .03 3 - v .02 a LL 0 a T 2 n w .01 0 L u. 0 0 --- - --0 Q - - �4y - - - 1.5 .I -' 1.2 5 4 3 2 1.5 1.0 .9 .8 .7 .6 5 .4 .3 .25 .2 .15 E Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2" Adapted from Bureau of Public Roads Nomograph MAY 1984 5-10 DESIGN CRITERIA No Text O. 0: e- 7- 6 EXAMPLE .5' .42- ,•3 • 1 1 I : I :1 n I I I J 1 2 3 4 5 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) MAY 1984 5-11 DESIGN CRITERIA w ara w (U o) t..t U H •O G U W KJ 4) Q N 00•t N In O 0000 hN N to O t- CO OOHr/M O OMt-tOO N V't-Nt 1f9 0 0 0. t N t0 V- O in M .• H MIO 00 to N OOOOr+ O Nt-M Q).+ HN V't- t- N O O O O H IO N If) t0 V' O t- HNv t- to H O O O O. .- MNm 00 4j In H N V' to V' H 0 0 0 0 0) O IO O) Cl) to t— H •-� N O) co N to ON CM tom tali 41 P O O O O vo tN OOOrnQtoo a) 0— Cl) tO N vH tj . . ... 00 0 0 y L1. IO t- to tT tD t- O t- t, tD D) 00 V' 'A O O to O . O O O O H O N to V' t- Vr to CD CO �r m IO O H C14 M 00 O O O O O O I O N M �r N In M to •-• O M .--� O tiNM t- O O O O O O O O to <Y O N < 0o to to V• O O H N IO O 0 0 0 0 0 o N toO t-co 0 0 H H M O 00000 Cl) O N V t N t- O O O H N O O O O O O O O 11 N Nt-MOH - O HN V•t-t- oo O O H - O O O O O O 01 SA V' CO .-+ ...t V o OOOrnv o0 8k. O•-/Ci lnH tb co V' to to co A •� C) tO 00 rt N M t-M (7) N of " N O t- of cn (M Q sY N V' to Cl) .-t V CD N M IO O o 0 � CM to O) O H tO M t- to N •?00 CO t0 . tDMm N 4 LC) 00N •tr O) N N t") t- tOO v N r; a) O to H Cl) tO to Nt.- tO to IO • N V• 0 H N M H co H N M co O) to cn to CO O H N Df MV to H 0 O H N O)0 V V• OO v O O H .+ O H M tO O O O O H M 0 0) to tD H In V` N M tD N . e! N •-t IO M O r+ M to t- Q)M to Q V' to M t0 0 N M V) H IAt— tO O t` tD tO IO H N M to M 00 v tT V' N H H N V) OtoCl) O W M M O O) .+ N N C.- 00 17 t- cl) •M't N Q N O t-t- N •" N to N In 03 to ti N O N (7) H t- If) Q) Cl) (7) rt H M O O V' N O t— H to H H H t- O N co Cl) tD tT Cl) H O M N ti O H V t- 0 H N .-t IO M O H MM1:t- to V tD co IO O N MIo 0)sYO IT N M V IO N O•tTN IO O tD O ION .+H N M N T � N " N Cl) h .� T 1: tD Q) at t- tf) tD M O eP m atO of to 0 H co O M M 00 er V to O) h to M o)NN 0400 qr IO 00 M V O) Q) N tD h O H M to 00 M to t- tD 00 tO v tO ct Cl) Q t- t- N O 00 t- Or+tD M -cr to N N to co to ti tD to N Cl) to O O to 0) 0 �+ + Q) t- N N V' N t- to Cl) N V 00 v D) t O V M 00 M 00 M co 0) H H N O h tT t:-- to O t7) N H H N M t- H 0) H 0) tD H CO O M Cl) co st V•loO O t` 00 t- . O) O) 0 to O H to m C'tD M N er Rr of to N N 00 V' .. to M -t O N to 1: N N N M Q) � In N �-+ N N M ")' 0 .-t N M O M M tD t0 O C) O Q .�. V• co N CD t- C to O o) M to 00 O) v O N V V c to N N co v O N to H N N N M Cl) H N m at O N to O •tr O NIO CO V' t-O to IN 00 co cn atv DRAINAGE CRITERIA MANUAL RUNOFF 50 30 F- 2 0 z W U cc a 10 z W 0 5 W cc 3 0 0 2 cc u1 H Q 1 61 MEN MINES IN MENEM MEN 0 Sol .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 No Text 3 2 C 0 0.01 0.02 0A3 0.04 u.w 09 . CROSS SLOPE, Sx INCREASE IN INTERCEPTION OF COMPOUND STREET SECTION FOR W=2 FT. AND CUTTER CROSS -SLOPE = 1 : 12 SOURCE, .URBAN DRAINAGE AND FLOOD CONTROL -DISTRICT. REFERENCE:, CARL IZZARD, FLOOD HAZARD NEWS, UD AND FCD, JUNE, 1977. MAY 1984 5-14 DESIGN CRITERIA Project No.: 1646-01-98 Re: Final Drainage and Erosion Control Report Old Town North — Phase 1 APPENDIX VI March, 2002 Table Of The 500-YR Flood Elevations and Recommended Finished Grades Job No. 1646-01-98 Shear Engineering Corporation 3/19/2002 Designer: mpr Old Town North 11:24 AM Max. Minimum Allowable Top of _ _ Regulatory Finished Wall _ Flood Grade _ Elevation Actual Actual _ Protection Highest Elevation (Highest Lowest Lowest _ Elevation Lot (Highest Lot Comer Floor - _ 100 yr_ 500 yr (500 yr+ Comer Lot Comer Elevation Elevation _Floor 500-yr Phase Block Lot WSEL WSEL 1.5 ft) Elevation +1.5') +2.0') (FF) Elevation (ft) (ft) ft), (ft) (ft) (ft) (ft) (ft) 1 2 1 4965.02 4965.42 4966.92 4967.03 4968.53 4969.03 4969.03 3.61 2 2 4964.90 4965.30 4966.80 4966.54 4968.04 4969.03 4969.03 3.73 2 3 4964.81 4965.21 4966.71 4966.31 4967.81 4969.03 4969.03 3.82 2 4 4964.73 4965.13 4966.63 4966.22 4967.72 4969.03 4969.03 3.90 2 5 4964.74 4965.14 4966.64 4966.26 4967.76 4968.26 4968.26 3.12 2 6 4964.68 4965.08 4966.58 4966.18 4967.68 4968.26 4968.26 3.18 2 7 4964.64 4965.04 4966.54 4966.09 4967.59 4968.26 4968.26 3.22 2 8 4964.60 4965.00 4966.50 4966.00 4967.50 4968.26 4968.26 3.26 2 9 4964.54 4964.94 4966.44 4965.94 4967.44 4967.99 4967.99 3.05 2 10 1 4964.491 4964.89 4966.39 4965.90 1 4967.40 4967.99 4967.99 3.10 2 11 4964.45 4964.85 4966.35 4965.90 4967.40 4967.99 .4967.99 3.14 2 12 4964.41 4964.81 4966.31 4965.90 4967.40 4967.99 4967.99 3.18 2 13 4963.59 4963.94 4965.44 4965.44 4966.94 4967.44 4967.44 3.50 2 14 4963.52 4963.87 4965.37 4965.42 4966.92 4967.44 4967.44 3.57 2 15 4963.48 4963.83 4965.33 4965.33 4966.83 4967.44 4967.44 3.61 2 16 4963.44 4963.78 4965.28 4965.23 4966.73 4967.44 4967.44 3.66 2 17 1 4963.401 4963.74 4965.24 4965.13 1 4966.63 4967.13 4967.13 3.39 2 18 4963.35 4963.69 4965.19 4965.01 4966.51 4967.13 4967.13 3.44 2 19 4963.31 4963.65 4965.15 4964.92 4966.42 4967.13 4967.13 3.48 2 20 4963.27 4963.60 4965.10 4964.83 4966.33 4967.13 4967.13 3.53 1 3 1 4963.98 4964.36 4965.86 4965.70 4967.20 4967.70 4967.70 3.34 3 2 4963.79 4964.16 4965.66 4965.70 4967.20 4967.70 4967.70 3.54 3 3 1 4963.641 4964.00 4965.50 4965.52 4967.02 4967.52 4967.52 1 3.52 3 4 4963.50 4963.85 4965.35 4965.32 4966.82 4967.32 4967.32 3.47 3 5 4963.37 4963.72 4965.22 4965.13 4966.63 4967.13 4967.13 3.41 3 6 4963.24 4963.58 4965.08 4964.95 4966.45 4966.95 4966.95 3.37 3 7 4963.11 4963.44 4964.94 4964.74 4966.24 4966.74 4966.74 3.30 3 8 4962.98 4963.30 4964.80 4964.55 4966.05 4966.55 4966.55 3.25 3 9 4962.86 4963.18 4964.68 4964.36 4965.86 4966.36 4966.36 3.18 3 10 1 4962.661 4962.96 4964.46 4963.68 4965.18 4965.68 4965.68 1 2.72 3 11 1 4962.541 4962.84 4964.34 4963.68 4965.18 4965.68 4965.68 2.84 3 12 4962.49 4962.79 4964.29 4963.60 4965.10 4965.68 4965.68 2.89 3 13 4962.43 4962.73 4964.23 4963.46 4964.96 4965.68 4965.68 2.95 3 14 4962.36 4962.66 4964.16 4963.26 4964.76 4965.26 4965.26 2.60 3 15 4962.28 4962.58 4964.08 4963.06 4964.56 4965.26 4965.26 2.68 3 16 4962.23 4962.53 4964.03 4962.93 4964.43 4965.26 4965.26 2.73 3 17 4962.18 4962.48 4963.98 4962.77 4964.27 4965.26 4965.26 1 2.78 3 18 1 4962.441 4962.74 4964.24 4964.06 4965.56 4966.06 4966.06 .3.32 3 19 4962.51 4962.81 4964.31 4964.26 4965.76 4966.26 4966.26 3.45 3 20 4962.59 4962.89 4964.39 4964.45 4965.95 4966.45 4966.45 3.56 3 21 4962.70 4963.01 4964.51 4964.65 4966.15 4966.65 4966.65 3.64 3 22 4962.83 4963.15 4964.65 4964.84 4966.34 4966.84 4966.84 3.69 3 23 4962.96 4963.28 4964.78 4965.03 4966.53 4967.03 4967.03 3.75 3 1 24 4963.09 4963.42 4964.92 4965.22 4966.72 4967.22 4967.22 3.80 OTN-W SEL-protect 03-13-02 Sheetl Page 1 of 6 Job No. 1646-01-98 Shear Engineering Corporation 3/19/2002 Designer: mpr Old Town North 11:24 AM Max. Minimum _ Allowable Top of _ Regulatory Finished Wall Flood Grade Elevation Actual Actual _ Protection Highest Elevation (Highest Lowest Lowest Elevation Lot (Highest Lot Corner Floor Floor - _ 100 yr 500 yr (500 yr + Comer Lot Comer Elevation Elevation 500-yr Phase Block Lot WSEL WSEL 1.5 ft) Elevation +1.51) + 2.0') (FF) Elevation (ft) (ft) (ft) (ft) ft (ft) (ft) I (ft) 3 25 4963.22 4963.56 4965.06 4965.42 4966.92 4967.42 4967.42 3.86 3 26 4963.39 4963.74 4965.24 4965.54 4967.04 4967.54 4967.54 3.80 3 1 27 4963.481 4963.82 4965.32 1 4965.27 4966.77 4967.72 4967.72 3.90 3 28 4963.58 4963.93 4965.43 4965.39 4966.89 4967.72 4967.72 3.79 3 29 4963.68 4964.08 4965.58 4965.53 4967.03 4967.72 4967.72 3.64 3 30 4963.83 4964.20 4965.70 4965.72 4967.22 4967.72 4967.72 1 3.52 3 31 4963.98 4964.36 4965.86 4965.91 4967.41 4968.00 4968.00 3.64 3 32 4964.09 4964.47 4965.97 4966.00 4967.50 4968.00 4968.00 3.53 3 33 4964.19 4964.58 1 4966.08 4966.19 4967.69 4968.00 4968.00 3.42 3 134 4964.34 4964.74 4966.24 4966.00 4967.50 4968.00 4968.00 3.26 1 4 1 4962.62 4962.93 4964.43 4964.51 4966.01 4966.51 4966.51 3.58 4 2 4962.45 4962.75 4964.25 4964.31 4965.81 4966.31 4966.31 3.56 4 3 4962.37 4962.67 4964.17 4964.18 4965.68 4966.18 4966.18 3.51 4 4 4962.30 4962.60 4964.10 4963.98 4965.48 4965.98 4965.98 3.38 4 5 1 4962.22 4962.52 1 4964.02 4963.78 4965.28 4965.78 4965.78 3.26 4 6 4962.15 4962.45 4963.95 4963.58 4965.08 4965.58 4965.58 3.13 4 7 4962.08 4962.38 4963.88 4963.37 4964.87 4965.37 4965.37 2.99 4 8 4962.01 4962.31 4963.81 4963.17 4964.67 4965.17 4965.17 2.86 4 9 4961.93 4962.23 4963.73 4962.56 4964.06 4964.56 4964.56 2.33 4 10 4961.84 4962.14 4963.64 4962.55 4964.05 4964.56 4964.56 2.42 4 11 4961.78 4962.08 4963.58 4962.45 4963.95 4964.56 4964.56 2.48 4 12 4961.73 4962.03 4963.53 4962.30 4963.80 4964.56 4964.56 2.53 4 13 4961.65 4961.95 4963.45 4962.09 4963.59 4964.09 4964.09 2.14 4 14 4961.57 4961.87 4963.37 4961.88 4963.38 4964.09 4964.09 2.22 4 15 4961.52 4961.82 4963.32 4961.73 4963.23 4964.09 4964.09 2.27 4 16 4961.46 4961.76 4963.26 4961.58 4963.08 4964.09 4964.09 2.33 4 17 4961.74 4962.04 4963.54 4962.99 4964.49 4964.99 4964.99 2.95 4 18 4961.81 4962.11 4963.61 4963.20 4964.70 4965.20 4965.20 3.09 4 19 4961.88 4962.18 4963.68 4963.40 1 4964.90 4965.40 4965.40 3.22 4 20 4961.96 4962.26 4963.76 4963.62 4965.12 4965.62 4965.62 3.36 4 21 4962.05 4962.35 4963.85 4963.88 4965.38 4965.88 4965.88 3.53 4 22 4962.20 4962.50 4964.00 4964.05 4965.55 4966.05 4966.05 3.55 4 23 4961.95 4962.25 4963.75 4963.53 4965.03 4965.98 4965.98 3.73 4 24 4962.01 4962.31 4963.81 4963.66 4965.16 4965.98 4965.98 3.67 4 25 4962.07 4962.37 4963.87 4963.79 4965.29 4965.98 4965.98 3.61 4 26 1 4962.12 4962.42 4963.92 4963.98 1 4965.48 4965.98 4965.98 1 3.56 4 27 4962.24 4962.54 4964.04 4964.18 4965.68 4966.62 4966.62 4.08 4 28 4962.30 4962.60 4964.I0 4964.30 4965.80 4966.62 4966.62 4.02 4 29 4962.36 4962.66 4964.16 4964.43 4965.93 4966.62 4966.62 3.96 4 30 4962.46 4962.76 4964.26 4964.62 4966.12 4966.62 4966.62 3.86 4 31 4962.57 4962.87 4964.37 4964.82 4966.32 4966.93 4966.93 4.06 4 132 4962.651 4962.95 4964.45 4964.92 4966.42 4966.93 4966.93 3.98 4 33 4962.75 4963.06 4964.56 4964.93 4966.43 4966.93 4966.93 3.87 4 34 1 4962.991 4963.31 1 4964.81 4964.93 4966.43 4966.93 4966.93 3.62 OTN-WSEL-protect 03-13-02 Sheen Page 2 of 6 Job No. 1646-01-98 Shear Engineering Corporation 3/19/2002 Designer: mpr Old Town North 11:24 AM Max. Minimum_ Allowable Top of Regulatory Finished Wall Flood Grade Elevation Actual Actual Protection Highest Elevation (Highest Lowest Lowest Elevation Lot (Highest Lot Corner Floor Floor - 100 yr 500 yr (500 yr + Comer Lot Corner Elevation Elevation 500-yr Phase Block Lot WSEL WSEL 1.5ft) Elevation +1.5') +2.0') (FF) Elevation ft) ft) ft ft) ft) ft ft (ft) I 5 1 4961.69 4961.99 4963.49 4963.27 4964.77 4965.74 4965.74 3.75 5 2 1 4961.601 4961.90 4963.40 4963.36 4964.86 4965.74 4965.74 3.84 5 3 4961.54 4961.84 4963.34 4963.44 4964.94 4965.74 4965.74 3.90 5 4 4961.49 4961.79 4963.29 4963.53 4965.03 4965.74 4965.74 1 3.95 5 5 4961.43 4961.73 4963.23 4963.62 4965.12 4965.74 4965.74 4.01 5 6 4961.37 4961.67 4963.17 4963.74 4965.24 4965.74 4965.74 4.07 5 7 4961.65 4961.95 4963.45 4964.20 4965.70 4966.20 4966.20 4.25 5 8 4961.54 4961.84 4963.34 4963.32 4964.82 4965.32 4965.32 3.48 5 9 1 4961.45 4961.75 4963.25 4963.06 4964.56 4965.06 4965.06 3.31 5 10 4961.38 4961.68 4963.18 4962.79 4964.29 4964.79 4964.79 3.11 5 11 4961.31 4961.61 4963.11 4962.48 4963.98 4964.48 4964.48 2.87 5 12 4961.26 4961.56 4963.06 4962.22 4963.72 4964.22 4964.22 2.66 5 13 4961.03 4961.33 4962.83 4961.88 4963.38 4963.88 4963.88 2.55 5 14 4960.88 4961.18 4962.68 4962.04 4963.54 4964.04 4964.04 2.86 5 15 4960.67 4960.97 4962.47 4962.22 1 4963.72 4964.22 4964.22 3.25 5 16 1 4960.521 4960.82 4962.32 4962.40 4963.90 4964.40 4964.40 3.58 5 17 4960.35 4960.64 4962.14 4962.40 4963.90 4964.40 , 4964.40 3.76 5 18 4960.16 4960.44 4961.94 4962.32 4963.82 4964.32 4964.32 3.88 5 19 4959.96 4960.21 4961.71 4962.12 4963.62 4964.12 4964.12 3.91 5 20 4959.75 4959.99 4961.49 4961.93 4963.43 4963.93 4963.93 3.94 5 21 4959.54 4959.76 4961.26 4961.78 4963.28 4963.78 4963.78 4.02 5 22 4959.37 4959.58 4961.08 4961.23 1 4962.73 4964.01 4964.01 4.43 5 23 1 4959.421 4959.63 4961.13 4961.35 4962.85 4964.01 4964.01 1 4.38 5 24 4959.47 4959.68 4961.18 4961.63 4963.13 4964.01 4964.01 4.33 5 25 4959.53 4959.75 4961.25 4962.01 4963.51 4964.01 4964.01 4.26 5 26 4959.59 4959.81 4961.31 4962.39 4963.89 4964.87 4964.87 5.06 5 27 4959.63 4959.86 4961.36 4962.67 4964.17 4964.87 4964.87 5.01 5 28 4959.68 4959.91 4961.41 4962.87 4964.37 4964.87 4964.87 4.96 5 29 4959.74 4959.98 4961.48 4962.87 4964.37 4964.87 4964.87 4.89 5 30 1 4959.181 4959.36 4960.86 4963.04 4964.54 4965.04 4965.04 5.68 5 31 4959.04 4959.21 4960.71 4963.24 4964.74 4965.24 4965.24 6.03 5 32 4958.90 4959.06 4960.56 4963.44 4964.94 4965.44 4965.44 6.38 5 33 4958.76 4958.91 4960.41 4963.64 4965.14 4965.64 4965.64 6.73 5 34 4958.64 4958.77 4960.27 4963.66 4965.16 4965.66 4965.66 6.89 5 35 4958.51 4958.64 4960.14 4963.66 4965.16 4965.66 4965.66 7.02 1 7 1 1 4962.341 4962.64 4964.14 4964.00 4965.50 4966.00 4966.00 3.36 7 2 4962.29 4962.59 4964.09 4964.31 4965.81 4966.31 4966.31 3.72 7 3 4962.21 4962.51 4964.01 4964.59 4966.09 4966.59 4966.59 4.08 7 4 4962.11 4962.41 4963.91 4964.76 4966.26 4966.76 4966.76 4.35 7 5 4962.03 4962.33 4963.83 4964.94 4966.44 4966.94 4966.94 4.61 7 6 4961.89 4962.19 4963.69 4965.12 4966.62 4967.12 4967.12 4.93 7 7 4961.75 4962.05 4963.55 4965.29 1 4966.79 4967.29 4967.29 5.24 7 8 1 4961.611 4961.91 1 4963.41 1 4965.47 1 4966.97 4967.47 4967.47 5.56 OTN-WSEL-protect 03-13-02 Sheen Page 3 of 6 Job No. 1646-01-98 Shear Engineering Corporation 3/19/2002 Designer: mpr Old Town North 11:24 AM Max. Minimum Allowable Top of Regulatory Finished Wall _ Flood Grade Elevation Actual Actual _ Protection Highest Elevation (Highest Lowest Lowest Elevation Lot _ (Hi hg est Lot Corner Floor Floor - 100 yr 500 yr (500 yr+ Corner Lot Comer Elevation Elevation 500-yr Phase Block Lot WSEL WSEL 1.5 ft) Elevation +1.5') +2.0') (FF) Elevation (ft) (ft) (ft) ft (ft) (ft) ft ft 7 9 4961.46 4961.76 4963.26 4965.65 4967.15 4967.65 4967.65 5.89 7 10 4961.32 4961.62 4963.12 4965.84 4967.34 4967.84 4967.84 6.22 7 11 4961.18 4961.48 4962.98 4965.98 4967.48 4967.98 4967.98 6.50 7 12 4961.02 4961.32 4962.82 4965.98 4967.48 4967.98 4967.98 6.66 7 13 4960.86 4961.16 4962.66 4965.88 4967.38 4967.88 4967.88 6.72 7 14 1 4960.711 4961.01 4962.51 4965.71 4967.21 4967.71 4967.71 6.70 7 15 4960.56 4960.86 4962.36 4965.53 4967.03 4967.53 4967.53 6.67 7 16 4960.41 4960.71 4962.21 4965.34 4966.84 4967.34 4967.34 6.63 7 17 4960.23 4960.51 4962.01 4965.16 4966.66 4967.16 4967.16 6.65 7 18 4959.91 4960.16 4961.66 4965.15 4966.65 4967.15 4967.15 6.99 7 19 4959.83 4960.08 4961.58 4965.15 4966.65 4967.15 4967.15 7.07 7 20 4959.78 4960.03 4961.53 4964.94 4966.44 4967.15 4967.15 7.12 7 21 1 4959.741 4959.98 4961.48 4964.66 4966.16 4967.15 4967.15 7.17 7 22 4959.68 4959.91 4961.41 4964.28 4965.78 4966.28 4966.28 6.37 7 23 4959.62 4959.84 4961.34 4963.90 4965.40 4966.28 4966.28 6.44 7 24 4959.57 4959.79 4961.29 4963.61 4965.11 4966.28 4966.28 1 6.49 7 25 4959.53 4959.74 4961.24 4963.39 4964.89 4966.28 4966.28 6.54 7 26 4959.99 4960.25 4961.75 4964.20 4965.70 4966.20 4966.20 5.95 7 27 4960.16 4960.44 4961.94 4964.38 4965.88 4966.38 4966.38 5.94 7 28 1 4960.341 4960.63 4962.13 4964.55 4966.05 4966.55 4966.55 5.92 7 29 4960.49 4960.79 4962.29 4964.73 4966.23 4966.73 4966.73 5.94 7 30 4960.64 4960.94 4962.44 4964.90 4966.40 4966.90 4966.90 5.96 7 31 4960.80 4961.10 4962.60 4965.09 4966.59 4967.09 4967.09 5.99 7 32 4960.95 4961.25 4962.75 4965.09 4966.59 4967.09 4967.09 5.84 7 33 4961.10 4961.40 4962.90 4965.06 4966.56 4967.06 4967.06 5.66 7 34 4961.23 4961.53 4963.03 4964.89 4966.39 4966.89 4966.89 5.36 7 35 1 4961.371 4961.67 4963.17 4964.71 4966.21 4966.71 4966.71 5.04 7 36 4961.57 4961.81 4963.31 4964.54 4966.04 4966.54 4966.54 4.73 7 37 4961.65 4961.95 4963.45 4964.36 4965.86 4966.36 4966.36 4.41 7 38 4961.79 4962.09 4963.59 4964.19 4965.69 4966.19 4966.19 4.10 7 39 4961.90 4962.20 4963.70 4964.01 4965.51 4966.01 4966.01 3.81 7 40 4962.00 4962.30 4963.80 4963.79 4965.29 4965.79 4965.79 3.49 7 41 4962.03 4962.33 4963.83 4963.49 4964.99 4965.49 4965.49 3.16 7 42 1 4962.011 4962.31 4963.81 4962.75 4964.25 4965.25 4965.25 2.94 7 43 4962.07 4962.37 4963.87 4962.90 4964.40 4965.25 4965.25 2.88 7 44 4962.12 4962.42 4963.92 4963.05 4964.55 4965.25 4965.25 2.83 7 45 4962.20 4962.50 4964.00 4963.25 4964.75 4965.25 4965.25 2.75 7 46 4962.26 4962.56 4964.06 4963.44 4964.94 4965.68 4965.68 3.12 7 47 4962.32 4962.62 4964.12 4963.58 4965.08 4965.68 4965.68 3.06 7 48 4962.37 4962.67 4964.17 4963.68 4965.18 4965.68 4965.68 3.01 7 49 1 4962.451 4962.75 4964.25 4963.68 4965.18 4965.68 4965.68 2.93 l 8 1 4961.621 4961.92 4964.14 1 4963.21 4964.71 4965.21 4965.21 3.29 8 2 4961.531 4961.83 4964.09 4963.53 4965.03 4965.53 4965.53 3.70 8 3 49617367 44961.66 4964.01 4963.53 4965.03 4965.53 4965.53 3.87 OTN-W SEL-protect 03-13-02 Sheetl Page 4 of 6 Job No. 1646-01-98 Shear Engineering Corporation 3/19/2002 Designer: mpr Old Town North 11:24 AM Max. Minimum Allowable Top of _ Regulatory Finished Wall Flood Grade Elevation Actual Actual Protection Highest Elevation (Highest Lowest Lowest _ Elevation Lot (Highest Lot Corner Floor Floor - 100 yr 500 yr (500 yr + Comer Lot Corner Elevation Elevation 500-yr Phase Block Lot WSEL WSEL 1.5 ft) Elevation +1.5') + 2.0') (FF) Elevation ft) (ft) (ft) (ft) (ft) ft ft (ft) 8 4 4961.20 4961.50 4963.91 4963.60 4965.10 4965.60 4965.60 4.10 8 5 4961.04 4961.34 4963.83 4963.60 4965.10 4965.60 4965.60 4.26 8 6 " 4960.88 4961.18 4963.69 4963.42 1 4964.92 4965.42 4965.42 4.24 8 7 4960.72 4961.02 4963.55 4963.22 4964.72 4965.22 4965,22 4.20 8 8 4960.41 4960.71 4963.41 4962.79 4964.29 4964.79 4964.79 4.08 8 9 1 4960.331 4960.62 4963.26 4962.77 4964.27 4964.79 4964.79 4.17 8 10 4960.29 4960.57 4963.12 4962.67 4964.17 4964.79 4964.79 4.22 8 11 4960.24 4960.52 4962.98 4962.51 4964.01 4964.79 4964.79 4.27 8 12 4960.18 4960.46 4962.82 4962.29 4963.79 4964.29 4964.29 3.83 8 13 4960.12 4960.39 4962.66 4962.07 1 4963.57 4964.29 4964.29 1 3.90 8 14 4960.07 4960.34 4962.51 4961.89 4963.39 4964.29 4964.29 3.95 8 15 4960.03 4960.29 4962.36 4961.74 4963.24 4964.29 4964.29 4.00 8 16 1 4960.521 4960.82 4962.21 4962.62 4964.12 4964.62 4964.62 3.80 8 17 4960.67 4960.97 4962.01 4962.81 4964.31 4964.81 4964.81 3.84 8 18 4960.82 4961.12 4961.66 4963.00 4964.50 4965.00 4965.00 3.88 8 19 4960.97 4961.27 4961.58 4963.20 4964.70 4965.20 4965.20 3.93 8 20 4961.16 4961.46 4961.53 4963.33 1 4964.83 4965.33 4965.33 3.87 8 21 4961.33 4961.63 4961.48 4963.33 4964.83 4965.33 4965.33 3.70 8 22 4961.30 4961.60 4961.41 4961.58 4963.08 4964.09 4964.09 2.49 8 23 1 4961.351 4961.65 4961.34 4961.73 4963.23 4964.09 4964.09 2.44 8 24 4961.40 4961.70 4961.29 4961.88 4963.38 4964.09 4964.09 2.39 8 25 4961.48 4961.78 4961.24 4962.09 4963.59 4964.09 4964.09 2.31 8 26 4961.56 4961.86 4961.75 4962.30 4963.80 4964.56 4964.56 2.70 8 27 4961.62 4961.92 4961.94 4962.45 4963.95 4964.56 4964.56 2.64 8 28 4961.67 4961.97 4962.13 4962.55 4964.05 4964.56 4964.56 2.59 8 29 4961.75 4962.05 4962.29 4962.56 4964.06 4964.56 4964.56 2.51 1 1 9 7 4958.21 4958.31 4959.81 4962.59 4964.09 4964.59 4964.59 6.28 9 8 4958.32 4958.42 4959.92 4963.02 4964.52 4965.02 4965.02 6.60 9 9 4958.44 4958.56 4960.06 4963.45 4964.95 4965.45 4965.45 6.89 9 10 4958.57 4958.69 4960.19 4963.88 4965.38 4965.88 4965.88 7.19 9 11 4958.69 4958.83 4960.33 4964.29 4965.79 4966.29 4966.29 7.46 9 12 4958.79 4958.94 4960.44 4964.38 4965.88 4966.38 4966.38 7.44 9 13 1 4959.061 4959.23 4960.73 4964.02 4965.52 4966.48 4966.48 7.25 9 14 4959.111 4959.28 4960.78 4964.16 4965.66 4966.48 4966.48 7.20 9 15 4959.15 4959.33 4960.83 4964.30 4965.80 4966.48 4966.48' 7.15 9 16 4959.21 4959.40 4960.90 4964.48 4965.98 4966.48 4966.48 7.08 9 17 4959.27 4959.46 4960.96 4964.66 1 4966.16 4966.97 4966.97 7.51 9 18 4959.31 4959.51 4961.01 4964.80 4966.30 4966.97 4966.97 7.46 9 1 19 4959.36 4959.56 4961.06 4964.92 4966.42 4966.97 4966.97 7.41 9 120 4959.41 4959.61 4961.11 4964.97 4966.47 4966.97 4966.97 7.36 Z FF = Finished Floor Elevation ( E I I I z lRegulatory Flood Protection Elevation i= 500-Yeari E OTN-WSEL-protect 03-13-02 Sheetl - Page 5 of 6 Job No. 1646-01-98 Shear Engineering Corporation Designer: mpr Old Town North 3/19/2002 11:24 AM Max. Minimum Allowable Top of Regulatory Finished Wall Flood Grade Elevation Actual Actual Protection Highest Elevation (Highest Lowest Lowest Elevation Lot (Highest Lot Comer Floor Floor - 100 yr 500 yr (500 yr+ Corner Lot Comer Elevation Elevation 500-yr Phase Block Lot WSEL WSEL 1.5 ft) Elevation +1.5') +2.0') (FF) Elevation (ft) (ft) (ft) ft ft ft ft (ft) = Bottom of Crawls ace Elevation - Minimum = Finished Floor Elevation (FF Actual Lowest Floor Elevation = Bottom of Crawlspace Elevation - Design = Finished I Floor Elevation (FF) OTN-W SEL-protect 03-13-02 Sheen Page 6 of 6 Project No.: 1646-01-98 Re: Final Drainage and Erosion Control Report Old Town North — Phase 1 APPENDIX VII March, 2002 Stormwater Management Model (SWMM) For Old Town North; Prepared By Northern Engineering Services Final SWMM Modeling Report for Old Town North Fort Collins, Colorado April 30, 2002 Prepared For: Palladian Construction Co. P.O. Box 270053 Fort Collins, Colorado 80527 Prepared By: NORTHERN ENGINEERING SERVICES, INC. 420 S. Howes, Suite 202 Fort Collins, Colorado 80521 Phone: (970) 221-4158 Fax: (970) 221-4159 Project Number: OTN: 01-005.01 NENORTHERN ENGINEERING SERVICES, INC. April 30, 2002 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: Final SWMM Modeling Report Old Town North Dear Staff: Northern Engineering is pleased to submit this Final SWMM Modeling Report for Old Town North for your review. This report complies with technical criteria set forth in City of Fort Collins Storm Drainage Design Criteria and Construction Standards If you should have any questions as you review this report please feel free to contact me at your earliest convenience. Sincerely, NORTHERN ENGINEERING SERVICES, INC. 0. a. - Aaron Cvar, P.E. Project Engineer 420 SOUTH HOWES, SUITE 202 / FORT COLLINS, COLORADO 80521 1 970.221.4158 / FAX 970.221.4159 Table of Contents I. INTRODUCTION................................................................................... Page1 II. SITE LOCATION................................................................................... 1 III. HISTORIC DRAINAGE...................................................................................... 1 IV. DEVELOPED DRAINAGE 4.1 Developed Conditions........................................................................................ 1 4.2 Hydrologic Criteria and References ....................................................................... 2 4.3 Site Detention.................................................................................... 2 V. CONCLUSIONS....................................................................................................3 REFERENCES............................................................................................................. 4 APPENDICES APPENDIX A - Developed SWMM Basins, SWMM Schematic APPENDIX B - Detention Pond rating curve APPENDIX C - SWMM Model OTN-100.DAT Input and Output APPENDIX D - SWMM Model OTN-100A.DAT Input and Output Culvert Under Jerome St. Capacity Calculations APPENDIX E - SWMM Model OTN-100B.DAT Input and Output Blocked Outlet Scenario SWMM Modeling Report Old Town North Northern Engineering Services, Inc. April 30, 2002 Final SWMM Modeling Report for Old Town North Fort Collins, Colorado April 30, 2002 I. INTRODUCTION Northern Engineering Services has been contracted by Palladian Construction to provide hydrologic modeling of onsite runoff for the proposed development of Old Town North. The computer program SWMM (Storm Water Management Model) Version PC.1 updated July 1985 has been utilized to model the site. The objective of this modeling was to estimate the required storage volume of the onsite detention facility. All other drainage design has been done by the project design engineer, Shear Engineering, Inc. and is outside of the scope of this report. II. SITE LOCATION AND DESCRIPTION The site is located in the south 'h of the southwest'/4 of Section 1, Township 7 North, Range 68 West of the 6th Principal Meridian, County of Larimer, State of Colorado. The site is bounded on the north by the future Vine Drive ROW, on the east by Redwood Street, on the south by the Lake Canal and on the west by several commercial sites. The Cache La Poudre River is located on the south and east of the site. III. HISTORIC DRAINAGE The site is approximately 45-acres in size. Historic runoff flows from the north to the south into Lake Canal at a slope of roughly 0.50%. Dry Creek is located just north of the site and is assumed to intercept any offsite drainage from the north. The Josh Ames Ditch, which runs through the southern portion of the site, conveys runoff from an offsite basin to the west into the site. This offsite basin, shown in the master plan for Lower Dry Creek (Reference 1), has an area of 48.$ acres, and is labeled as basin 409 in the master plan. Per conversation with Shear Engineering, flows from this basin are to be routed south into the Lake Canal just upstream of the project site IV. DEVELOPED DRAINAGE 4.1 Developed Conditions The developed site has been broken into 2 basins for the current SWMM model. Basins 1 and 3, which respectively are 28.15 and 6.52 Acres in size, drain to the proposed detention pond. Please see the developed SWMM basins exhibit in Appendix A. Developed flow paths, land use, street slopes, etc. have been provided by the site design engineer, Shear Engineering, Inc. - 1 - SWMM Modeling Report Old Town North Northern Engineering Services, Inc. April 30, 2002 4.2 Hydrologic Criteria and References Drainage criteria outlined The City of Fort Collins Storm Drainage Design Criteria and Construction Standards (updated April 1999), and Hydrologic Model Update for the Lower Dry Creek Basin Master Drainage Plan, by Lidstone and Anderson, Inc., September 1997, have been referenced for this report. 4.3 Site Detention The onsite detention pond is required to detain the difference between the 100-year developed flow and the allowable release rate of 13.29 cfs. The allowable release rate is based on the master plan for Lower Dry Creek (Reference 1), which specifies a maximum release rate of 0.38 cfs/acre in the 100-year storm. The detention pond is designed with a 18"x32" rectangular orifice. This orifice will limit release from the pond to a flow rate no greater than 13.2 cfs in the 100-year event. The detention pond is divided into two parts by the proposed Jerome Street. The two portions of the pond are hydraulically connected by three 14"X23" elliptical reinforced concrete pipes. The upper portion of the pond (west of the Jerome St.) has a storage capacity of .93 Ac-ft at water surface elevation 4961.50, the lower portion (east of Jerome St.) has a storage capacity of 14.19 Ac-Ft at WSEL 4961.50. Only the storage volume in the lower portion of the detention pond has been considered in the SWMM model created to estimate required detention volume (model OTN-100.DAT). The upper pond has been modeled separately in model OTN-100A.DAT in order to estimate peak 100-year flow in the three 14"X23" elliptical pipes under Jerome St. The rating curve used for the pipes has been based on a tailwater elevation of 4960.25, which is the maximum 100-year water surface elevation in the lower portion of the detention pond. Output from model OTN-100A shows a maximum storage of 0.6 ac-ft occurring in the upper pond with a release rate of 21.60 cfs. The maximum 100-year water surface elevation in the upper portion of pond is 4961.18. This is a conservative estimate of the maximum water surface elevation of the upper portion of the pond, as the culvert rating curve has been based on a constant tailwater equal to the 100-year water surface elevation in the lower portion of the pond. According to the site design engineer, the upper portion of the pond overflows at elevation 4961.5, so a conservative estimate of freeboard occurring in the upper portion of the detention pond is 0.32'. If the upper portion of the pond were to overflow, water would be conveyed south in Jerome Street to East Vine Drive. Due to cover limitations at Jerome Street the vertical size of the elliptical pipes cannot be increased. This, along with the ponding elevation occurring at the downstream side of the culverts has resulted in the HW/D ratio of 1.5 listed in Table 6-2 of City of Fort Collins Storm Drainage Design Criteria (Reference 2) to be exceeded. The proposed culverts will have a HW/D ratio of approximately 2.4. A blocked outlet SWMM scenario has been run for the detention pond; SWMM input and output are contained in Appendix E. This model shows that with a blocked outlet the -2- SWMM Modeling Report Old Town North Northern Engineering Services, Inc. April 30, 2002 majority of 100-year flows are retained in the pond and approximately 8.8 cfs passes the 70 foot emergency overflow weir. V. CONCLUSIONS Final SWMM modeling for Old Town North completed by Northern Engineering has shown that the proposed detention pond provides adequate volume to detain the 100-year storm with freeboard in excess of 1 foot. Output from model OTN-100.DAT shows that the proposed detention pond will detain 7.40 Ac-Ft of stormwater from pond elevation 4957.37 to the 100-year water surface elevation of 4960.25. The required water quality capture volume of 0.85 Ac-Ft will be provided from pond elevation 4956.00 to 4957.37. Water quality capture volume was considered additional to storm water detention. -3- SWMM Modeling Report Old Town North Northern Engineering Services, Inc. April 30, 2002 REFERENCES 1. Hydrologic Model Update for the Lower Dry Creek Basin Master Drainage Plan, Lidstone and Anderson, Inc., September 1997, 2. Storm Drainagesign Criteria and Construction Standards, City of Fort Collins, Colorado, updated April, 1999. -4- W' ai MEM-1 N p W U pl Z � O g p N O go U w U (n N 0 Z O J PROJECT OC.�7 �JW� NAOCITi JOBNO CLIENT CALCULATIONS FOR 1 T � MADE BY .4 I G DATE CHECKED BY t DATES� O �SHEET OF VM_. rN FORT COLLINS, COLORADO 80521 SHORT COURSE ON COLORADO URBAN HYDROGRAPH PROCEDURES - Figure 2 SUGGESTED TRAPEZOIDAL APPROXIMATIONS FOR STREETS enA201ov�rflo..l :1 /0-feet Zp:l f2.T w:.Ot6lWt/w1 tZ_� O.SIMf L' FULL STREET (TWO GUTTER) W/O STORM SEWER (FOR ONE GUTTER USE ONE-HALF OF SECTION) 2 lovw1lowl n:.020 1-INl ( )-- STORM SEWER FULL STREET WITH A STORM SEWER ,k—>©\ �� � \ to Lc) a w co s _ &��y E_ > � /« — '§ &� � ® ' ° o & §d CD_ 7m — c 0)® f »' > . Co ) E \ « . § 0 ca ui �� °� /� 2 a— �_ » 0 C) =m § 2 0f�� /(D � C k».® _= 0 5 2j $ \ Oegg a= e © _>»<_ o, & - ee§2 = cc 0) 0) cA o CD � §LL V � f a— ■/] k\ I' .< cEFaa o\ 2 o c \a « « � E °� \ z»»» ® % ca » 2 ■ e'$ �—� U � . �— _« : 2§ § �§� �� Cl . « �§° ago °t a».< Vi£ a aa2§ o =a � z ■ e�� ' \ -lid c «Q CD� y�Ln® § ,' Wk ©C6 c © §M- : �- >, a)k ° \ 0 \ k � � : �� ` � 2 k\} ee�� E\ § k§ cn mto \ \ kAA#; � ` 2 w W O O C M O N M I-- M N 1 tL U000v�c') O N ��aqo w � � � W LL. O O I-- N O w h M o 0 co O CM CM 4 fO M 0 0666 M co h OD 00 cq T H W 0 m O N n cm 0 UoornrMin H M N cMo 00 cA to o o Q LL1 v Q w 0 Mi O 0 Qooncorn LO i V) cOOo no rn y o C N c0 a (G o � N o 0 n E D Cl) v � o a O o ¢ O� N Co N I-- Cl) 0 o c c lL U LLo4DLOco0) ngo Ico n o (q Lo co w coo c(o o a LaL N N U y L V j E —' j E O o N L C V C w C O O n. E E ¢ 2 c 1 t H d O �cV covN cnLn O o U- LU C c (D H "all w z y M m w to) C9 O z O 2E � �, 0 v Z O Vl L r 0 ~ ° z Wwm LOLuid c� LLLL OU)D�_ LO( co z F U v o N CDwm N w U H a o O F¢ b 16 y o IL J a 0 coz a WJ 7 0 G �J �J Project No: 1546.01-ge Shear Engineering Corporation 6Y: 3/18/2002 d Or 'te V es 3:58 PM New Pond Maximum ft First Even Contour 7 g Increment ft T. Elevation $ @ to—FOV__ -1 P.T1r34 K a 4i Volume = 1/3 A+B+s AB d - E2-E Stage Elev Depth Area Volume Cum. Cum Req'd E d (A) (Vl) Volume Volume Volume ft ft ft s ft cf cf ac-ft cf Oil�O i 0 n K n� z... = 1/3d(A+B+sa_rt(AB) and Volume for Stage Volume ft cf ruv I -Yr event . 3507 1'. c: 100 yr WSEL — 60,2F` ft Stage = F 4311 $ 13632 cf (SWMM Model) 7111 cf (WQCV) Notes: 350,743 cf of volume includes both detention requirements plus the additional water quality volume requirements. Detention requirements include additional volume for retent;nn 62.00 61.00 60.00 59.00 V c 58.00 57.00 56.00 w 55.00 54.00 53.00 52.00 Stage Storage 0 100000 200000 300000 400000 500000 600000 700000 Volume (CI) Volume Provided —100YR WSEL OTN-pond Stage Storage Page 3 of 6 Scenario: Base »» Info: Subsurface Analysis iterations: 1 »» Info: Convergence was achieved. Gravity subnetwork discharging at: 0-1 »» Info: Loading and hydraulic computations completed successfully. >>>> Warning: 0-1 Pipe crown is above structure. »» Warning: I-1 Pipe invert is below structure. »» Warning: P-1 Pipe fails minimum cover constraint. »» Warning: P-1 Pipe fails minimum slope constraint. »» Warning: P-2 Pipe fails minimum cover constraint. »» Warning: P-2 Pipe fails minimum slope constraint. »» Warning: P-3 Pipe fails minimum slope constraint. »» Warning: P-4 Pipe fails minimum slope constraint. »» Warning: P-5 Pipe fails minimum cover constraint. »» Warning: P-5 Pipe fails minimum slope constraint. »» Warning: P-6 Pipe fails minimum cover constraint. »» Warning: P-6 Pipe fails minimum slope constraint. CALCULATION SUMMARY FOR SURFACE NETWORKS S4. ZG cZ ' r7 I Label I Inlet Inlet Total I Total Capture Gutter Gutter I Type I I Intercepted I Bypassed I Efficiency I Spread Depth I I I Flow I Flow (ft) I (ft) I I I I (cfs) I -------I--------------- ---------------------- I (cfs) I I ------------- 1 I-1 Generic Inlet Generic Default 100% 0.00 ------------------------------------------------------------------------------------------------------ I---------- 1 0.00 ------------ I 100.0 -------- 0.00 -------- 1 0.00 CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-1 Label Number I of I I---------- I Sections P-6 I 1 1 P-5 1 I P-4 I 1 I P-3 I 1 I P-2 I 1 I P-1 I ------------------- 1 Section I Section I Length I Total I Average I Hydraulic Hydraulic 1 Size I Shape I (ft) i System I Velocity I Grade I Grade I Flow 1 (ft/s) I Upstream I Downstream i ---------I---------- --------I--------I----------I-----------I------------I (cfs) I (ft) I (ft) I 24 inch I Circular 1 18.50 1 13.20 I 4.80 I 54.25 I 54.20 24 inch I Circular 1 270.00 I 13.20 I 4.87 I 55.44 I 54.54 1 24 inch Circular 1205.64 I 13.20 I 4.97 I 56.33 I 55.56 I 24 inch Circular 1 251.96 1 13.20 1 5.01 57.36 1 56.44 I 24 inch Circular 1 400.00 1 13.20 1 5.33 1 59.26 1 57.48 I 24 --------------------------------------------------------------------------- inch I Circular 22.53 1 13.20 1 4.48 1 59.70 1 59.65 i I Label I Total I Ground I System I Elevation Flow I (ft) I I (cfs) I I-------I--------I----------- I O-1 13.20 52.20 J-5 1 13.20 I 56.72 I J-4 I 13.20 I 61.37 J-3 I 13.20 62.40 I J-2 1 13.20 I 61.87 1 J-1 1 13.20 1 61.75 1 I-1 1 13.20 1 63.00 Hydraulic I Hydraulic Grade I Grade Line In I Line Out (ft) 1 ----------- (ft) ----------- 54.20 I 54.20 54.54 I 54.25 55.56 1 55.44 56.44 1 56.33 57.48 I 57.36 59.65 I 59.26 59.86 I 59.70 Title: OTN-Stormcad Project Engineer: Northern Engineering Services d:\projects (old)\otn\stormcad\otn-strmline t.stm Northern Engineering Services Storm CAD v4.1.1 [4.20'141 05/01/02 11:27:57 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Pagel of 2 I q � / \ � ■$ R §. R m f( 6 a 6 o _ ° » f § E) _ E] s§ 6 6" 6 k§ �Jk �32§V)It.1 2(� - o ; $c7 ag32§§§§§§\7� ` ` « - w w w w w w JL C5z R#§q@;8m#Gmq@ Io� g_G�ug g,g , C 0 @#6.......... w�mIrW,0,a,a 79 ' J_R@m$ma@m4;nn. \\f®edBkbBee@aaaa !®_ ;m#@@#49@ W) ƒ7/E§§§§GbSIDin (D{{ § § J> ®�§®§§§§v)§§§0)§§§vi eƒ==2 f co§ ;W_ An k § n 0 UJ > In pl:e e \ / j e Cl)LLI 8 % 4 § § 2 § A , k \ \ \ k ) ) / )� a a a 04; a J375 �7d-d- 23 Y) c c 7 Scenario: Base "S�rLF"i Li F 1 »» Info: Subsurface Analysis iterations: 1 »» Info: Convergence was achieved. Gravity subnetwork subnetwork discharging at: 0-1 »» Info: Loading and hydraulic computations completed successfully. »» Warning: 0-1 Pipe crown is above structure. »» Warning: I-1 Pipe invert is below structure. »» Warning: P-1 Pipe fails minimum cover constraint. »» Warning: P-1 Pipe fails minimum slope constraint. »» Warning: P-2 Pipe fails minimum cover constraint. »» Warning: P-2 Pipe fails minimum slope constraint. »» Warning: P-3 Pipe fails minimum slope constraint. »» Warning: P-4 Pipe fails minimum slope constraint. »» Warning: P-5 Pipe fails minimum cover constraint. »» Warning: P-5 Pipe fails minimum slope constraint. »» Warning: P-6 Pipe fails minimum cover constraint. »» Warning: P-6 Pipe fails minimum slope constraint. CALCULATION SUMMARY FOR SURFACE NETWORKS Tas-r 4 VJ ►A0 C4-444:tV--- r-A J'-JS:T" I Label I Inlet I Inlet Total I Total I Capture I Gutter I Gutter I Type Intercepted I Bypassed Efficiency I Spread I Depth I I Flow I Flow I M I (ft) I (ft) (cfs) I I -------I--------------- I---------------------- (cfs) I I I ------------- I---------- I-1 I Generic Inlet Generic Default 100% 0.00 I ------------------------------------------------------------------------------------------------------ 0.00 I------------ 100.0 I-------- 0.00 ------- 0.00 CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-1 I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I I Sections I I I Flow I (ft/s) I Upstream I Downstream i i I-------I----------I---------I----------I-------- I I I I I (cfs) -------- I I (ft) (ft) I P-6 I 1 1 24 inch I Circular 1 18.50 1 13.20 I ---------- 1 5.82 I-----------I------------I 1 54.04 I 53.86 P-5 1 1 1 24 inch I Circular 1 270.00 1 13.20 1 5.04 I 55.43 I 54.43 1 I P-4 1 1 24 inch I Circular 1 205.64 1 13.20 I 4.99 I 56.33 I 55.55 I I P-3 I 1 1 24 inch I Circular 1251.96 1 13.20 5.01 57.36 56.44 1 I P-2 1 1 24 inch I Circular 1400.00 1 13.20 5.33 5 6 57.48 I-P_1---I--------1-1 24 ------------------------------------- inch I Circular 1 22.53 1 13.20 -1---- 4.48-1---- 59.70 1------59.65 - ------ I Label I Total I Ground I Hydraulic I Hydraulic I I I System I Elevation I Grade I Grade I I Flow I (ft) I Line In I Line Out I I - ------I-------- (cfs) I I I ----------- (ft) I ----------- (ft) I 1 0-1 1 13.20 1 I 52.20 1 I 53.86 1 -----------I 53.86 1 1 J-5 1 13.20 1 56.72 1 54.43 1 54.04 1 J-4 1 13.20 1 61.37 1 55.55 1 55.43 I 1 J-3 1 13.20 1 62.40 1 56.44 1 56.33 1 J-2 1 13.20 1 61.87 1 57.48 1 57.36 1 J-1 1 13.20 1 61.75 1 59.65 1 59.26 1 I I-1 1 13.20 1 63.00 1 59.86 1 59.70 I r 4s Gt4a.-Uai,<- IA �H 4!� L. Title: OTN-Stormcad Project Engineer: Northern Engineering Services d:tprojects (old)btn\stormcadbtn-strmline 1 .stm Northern Engineering Services Storm CAD v4.1.1 [4.2014] 05/01/02 11:30:39 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2 w m 0 Z N O 0 M U v F.. N Q o >, 0 m N C 0 aS Q W IM j c C c 0 �`J to O LO t0 _ co N O- f0 591 M O 0)� LO O O O � LO N h cM N Cl O O a `- C7 0 � 4 6 O OOMO co r�co O O O -.r to N n CM r� CO Ml to O O O O � � 0 0 0 0 0 0 0 O O O O N (OG O O O O O N O 0 Cl 0 0 0 (O O u� u� ua0 O)OOOvo co m m 0cO 0 c0 E c co N Ch U O O _ :3 C J O m r 0LO (0 O r r M Cep .7-, O W 00 N a 1,- O N �t l0 W N O O cr .N.. Ofn U c 0 Cd6 �66C000r N N N N N 00 (O 00 c w 7 o N U co C O N O > C II O a N = a� Cl O O o 0 0 0 0 0 Cl O a O O O O O CD N 0 0 0 O OOr fV a COaOONm tLO0 CT r r r r r r 0 C cc O O O P.: Q U 16 It `o ID O o cn 3 W C CO 2 Ufn N LOM N LO MMONm O O N M et * N O C N N pl r r O iv A X > c Q J O O O O O O O O O O h U O i O O N >>1 = 'c 10 w w d O C O r 00 cc L w ca U N .0 N C E 0 0 m w :3 0 0 c 0 � H N Q cc w d a Z Z d U m E c cc ca OOP Q F •C' Y c O C0 J Ln LO 0)r N M (O CO W IW 15 N W f°- CO CO O M CO n OR On O N m a) cc co U C= a 00ao0)0)CD0)0)rno� «, to (O (n (n (O (n LO LO CO CO t 0 O C O N O T O c o N O d O c 2 a) N Cl 0 c o O O O CDO O N ClO O tO N Q N a O N V) LO CO N N �. N CO Na) T O 7 r r r r r r 7006 0 00 Z 0 CO (O O C 1-3A) U1B03 slpj) alepH ' f A co: Old Town North SWMM Input File: OTN-100.dat 4/30/02 2 1 1 2 3 4 WATERSHED 0 Old Town North 100-year storm file: otn-100.dat; Northern Engineering; 4/30/02 1 360 1.0 1 1. 24 5.0 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75 0.73 0.71 0.69 0.67 1 1 112452428.15 62..020 .016 .25 .100 1 3 13 3787 6.52 64..005 .016 .25 .100 0 2 5 1 3 0 11 10 4 0.5 465 0.005 12 10 465 0.005 20 0 13 10 4 0.5 541 0.005 12 10 541 0.005 20 0 10 8 2 .1 1. .001 0.00 0.00 0.87 0.00 3.05 7.38 13.20 8.47 14.73 10.63 0 1 5 10 ENDPROGRAM 1 30 .51 .50 .0018 30 .51 .50 .0018 12 0.015 0.5 20 .020 2.0 12 0.015 0.5 20 .020 2.0 .1 4.40 6.30 11.53 70.31 13.34 184.25 u ro TO 4.) O w O O r1 zp:z 3 r0cro O H O H ri o rl •'I \ 0 M W �r H U a 0 H a a W 0 z El Q a w Q 0 O W N u w Q z 0 H E U W O a w z w O n m H a z � W m N E W a w w r z H h W w u w z m O H H O In w u _ a OU O r -- w a 0 z °U QFQ h U a z o q H w O H a H U O W H U' W z q H R. z w w ° w H z >+ UEl H a H W O H W > x° ° a x o E W 0 H H E z El 9 o z F H D U h O w h z m m z o F o h O h c w w El h o � z n � t�1 0 0 El h O � z N N N c a z o E o a H P h O N z m z o M F o a W m F h O h p W q w a w O E >El ry N F U q Q h O U h z o x � H x w a q q ^. � � O h O h x El v w aEl w w E Q 3 + N 0 ri d' m H a, w v z .N m r w O z S4 S a ro 40 , z o•- o a� � ro �ro a4 o 0 o O H z G O O E+ -- 0 LL+ w a F O m r x H k E £ w W W w o q o U1 zNx O U a H z m O F H z w N H F H o A > N a oo W El N O1 Ip N •'y H H x N W x H [�� w E z H W H M O 01 £ F r1 Moln W ~ ~ o a D W > [A w W F a�tx az cioH w H £ a w H o r El H m W a H H £ ElO E H O W Q H U U O N M 0 F N o N r w Wo H O w 41 z > 0 0 H p; O o w a O 0 El E U] > a o 0 w W o 0 U w H H a£ . 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F•- >z a°z zx HRH ro + u°a w 0 O w # # W ai 1 CURRENT DATE: 04-30-2002 CTTDRENT TIME: 16:03:25 FHWA CULVERT ANALYSIS HY-8, VERSION 6.1 FILE DATE: 04-30-2002 FILE NAME: OTN-Cl C SITE DATA CULVERT SHAPE, MATERIAL, INLET U L INLET OUTLET CULVERT BARRELS V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE 1 58.41 57.30 113.85 3 RCP 1.50 1.50 .013 CONVENTIONAL 2 3 4 5 6 SUMMARY OF CULVERT FLOWS (CfS) FILE: OTN-Cl DATE: 04-30-2002 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR 60.25 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 60.25 2.0 2.0 0.0 0.0 0.0 0.0 0.0 0.00 1 60.28 4.0 4.0 0.0 0.0 0.0 0.0 0.0 0.00 1 60.32 6.0 6.0 0.0 0.0 0.01 0.0 0.0 0.00 1 60.37 8.0 8.0 0.0 0.0 0.0 0.0 0.0 0.00 1 60.44 10.0 10.0 0.0 0.0 0.0 0.0 0.0 0.00 1 60.53 12.0 12.0 0.0 0.0 0.0 0.0 0.0 0.00 1 60.63 14.0 14.0 0.0 0.0 0.0 0.0 0.0 0.00 1 60.75 16.0 16.0 0.0 0.0 0.0 0.0 0.0 0.00 1 60.88 17.9 17.9 0.0 0.0 0.0 0.0 0.0 0.00 1 61.03 20.0 20.0 0.0 0.0 0.0 0.0 0.0 0.00 1 6� 1.50 25.2 25.2 0.0 0.0 0.0 0.0 0.0 VERT P NG Q'oo = 2-1 s fo .&-r }4vl St'y-q = ('o s I $ SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: OTN-Cl DATE: 04-30-2002 HEAD HEAD TOTAL FLOW e FLOW ELEV (ft) ERROR (ft) FLOW (Cfs) ERROR (Cfs) ERROR 60.25 0.000 0.00 0.00 0.00 60.25 0.000 2.00 0.00 0.00 60.28 0.000 4.00 0.00 0.00 60.32 0.000 6.00 0.00 0.00 60.37 0.000 8.00 0.00 0.00 60.44 0.000 10.00 0.00 0.00 60.53 0.000 12.00 0.00 0.00 60.63 0.000 14.00 0.00 0.00 60.75 0.000 16.00 0.00 0.00 60.88 0.000 17.90 0.00 0.00 61.03 0.000 20.00 0.00 0.00 <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 CTTRRENT DATE: 04-30-2002 ( RENT TIME: 16:03:25 2 FILE DATE: 04-30-2002 FILE NAME: OTN-Cl PERFORMANCE CURVE FOR CULVERT 1 - 3( 1.50 (ft) BY 1.50 (ft)) RCP DIS- CHARGE FLOW (cfs) HEAD- WATER ELEV. (ft) INLET CONTROL DEPTH (ft) OUTLET CONTROL DEPTH (ft) FLOW TYPE <F4> NORMAL DEPTH (ft) CRIT. DEPTH (ft) OUTLET DEPTH (ft) TW DEPTH (ft) OUTLET VEL. (fps) TW VEL. (fps) 0.00 60.25 0.00 1.84 0-NF 0.00 0.00 0.00 2.95 0.00 0.00 2.00 60.25 0.36 1.84 4-FFt 0.25 0.30 1.50 2.95 0.38 0.00 4.00 60.28 0.56 1.87 4-FFt 0.36 0.43 1.50 2.95 0.75 0.00 6.00 60.32 0.73 1.91 4-FFt 0.44 0.53 1.50 2.95 1.13 0.00 8.00 60.37 0.88 1.96 4-FFt 0.51 0.62 1.50 2.95 1.51 0.00 10.00 60.44 1.01 2.03 4-FFt 0.58 0.69 1.50 2.95 1.89 0.00 12.00 60.53 1.13 2.12 4-FFt 0.64 0.76 1.50 2.95 2.26 0.00 14.00 60.63 1.24 2.22 4-FFt 0.70 0.83 1.50 2.95 2.64 0.00 16.00 60.75 1.35 2.34 4-FFt 0.76 0.89 1.50 2.95 3.02 0.00 17.90 60.88 1.45 2.47 4-FFt 0.81 0.94 1.50 2.95 3.38 0.00 20.00 61.03 1.57 2.62 4-FFt 0.87 1.00 1.50 2.95 3.77 0.00 El. inlet face invert 58.41 ft El. outlet invert 57.30 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft * ** SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 58.41 ft OUTLET STATION 113.84 ft OUTLET ELEVATION 57.30 ft NUMBER OF BARRELS 3 SLOPE (V/H) 0.0098 CULVERT LENGTH ALONG SLOPE 113.85 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR BARREL DIAMETER 1.50 ft BARREL MATERIAL CONCRETE BARREL MANNING'S n 0.013 INLET TYPE CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE CTTRRENT DATE: 04-30-2002 'RENT TIME: 16:03:25 TAILWATER CONSTANT WATER SURFACE ELEVATION 60.25 ROADWAY OVERTOPPING DATA WEIR COEFFICIENT 3.00 EMBANKMENT TOP WIDTH 50.00 ft CREST LENGTH 50.00 ft OVERTOPPING CREST ELEVATION 61.50 ft 3 FILE DATE: 04-30-2002 FILE NAME: OTN-Cl W QCf) W U- O O CI). � N i Uoo�a"O W �-N w W y LLOco CO) NN 0 0 N v W � O Uoo0a0 a o a of c .c w w _c c W W y q LL ^ 000 Cl z F `- co a v c 0 n ¢ c o W Q a U o o Q n o c ¢ LL 0 0 0 .- 0 a `w n a w � 3 ¢ U) o y W LL N CDur7 U E Q v M y LL c 7 v D w o E a fn � y v O1 c CL 0 oLo _ co d U- N O v fV W C W Q N O: F- 4' _€CD v r O N rn o pz o a a Z Q O w H m m 2 W (9 O N c Po)0� Q. o vOO6O, 0 0 � Z� w F a m 0 ¢ d ir a o m z 0 j J Old Town North SWMM Input File: OTN-100A.dat 4/30/02 2 1 1 2 3 4 WATERSHED 0 Old Town North 100-year storm file: Otn-100a.dat;Northern Engineering; 4/30/02 1 360 1.0 1 1. 24 5.0 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75 0.73 0.71 0.69 0.67 1 1 112452428.15 62..020 .016 .25 .100 1 3 13 3787 6.52 64..005 .016 .25 .100 0 2 5 1 3 0 11 4 0.5 465 0.005 12 10 465 0.005 20 0 13 10 4 0.5 541 0.005 12 10 541 0.005 20 0 10 5 2 .1 1. .001 0.00 0.00 0.03 0.00 0.23 0.92 25.20 0 1 5 10 ENDPROGRAM 1 30 .51 .50 .0018 30 .51 .50 .0018 12 0.015 0.5 20 .020 2.0 12 0.015 0.5 20 .020 2.0 .1 11.34 0.42 19.45 0 0 El Z F H 7 U h O a h z z r m L Z O El O m 7 O m w o (n H -� a c m m m m H z V H H tJ Z O F O fC O h 0 KU z m w z El O w n z x w a E- z o o UU M O h O U r m U H w Y O w F O H M m z Z U F K O w r� — — E+ w 7 U ?o r10 0 Ho W O 0 nU. ID O U o 0 ' z o H o H U H 0 H CY H U H O W Oa Z Q z w n G H H y o o > z y 0 0 c 0 U3 w > O U w H O a w N c v U 7 ; a w.7 Z O E O Q c h 00 z 3 z E m U z zo Eo H 7 U El h O 7 Q m z W a o z — — a K O w H N N E U w Z H E N r1 M Qa OFD Q h O 7 z Y U n. H ^ Z N E+ H o h o z z w w a a F m m w r N W W O m n x �m N F £ W a a wo q o m z x O V c N HEl z m a o W H z M E H \ o W c o q > a O a o b a W F M n r C W F m N m a N z H 11 H x N U1 U] c wEz w H a w H M o m G F OH L M > a H N a > W O W a F z az ✓ W H £ s W H O r H a ro W W Q H OEl O H £ F Elz QH W z Q 0 0E aNz 0N� O a Q a ti ff W N W O z o0 W H W Cu N \ 0 M d' wO 0 z � H Q w arsmw \ o o z N o 0 H Q ww F q Z o 0 O H N H z E H E+ a H H W H N NI z H 2 > o a H a o O w M M W W Wg F • V > a o 0 W W O O Q £ . W H a co a a > o 0 Oa0m E W N N u W Q w M O O In H m 1p r . y. .. H n O M io min �o moo ioo moo io H O N M �. 0. . N .. O m M n nt O1 N O m 0 l(1 M N N C m m 0 0 1n M M N N H N H z H w £ o 0 0 0 0 0 0 0 0 0 0 o H H F l(. r. dD 1p . '. O. . l0 . O. .r. r. r-. ti O O O O O O 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O� l0 Ifl 1p h 01 rl l(1 O� M a0 N O 1p M N ri rl O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 rl l0 rl l0 rl �O rl l0 N lD rl 1p .i l0 rl �p 'i lD rl l0 rl �p rl l0 ri �O rl 1p H � ri 1p rl l0 'i l0 ri �O rl �p rl �D rl 1p '-I l0 ri �D ri 1p .i l0 rl rl N N M M C C l(1 N ri ri N N M M C C If1 l(1 ri ri N N M M C C ll1 N N N N N M M d� C If1 1f1 ri �-1 N N r-1 rl rV rl ri rl rl �-1 i-1 fl N N N N N N N N N N N N M M M M M M M M M M M M C C C C C C W C C C er d� I(1 N 1f1 N t(1 I(1 E. m a o 0 0 0 0 w> a a N O N O 00 H N H N Lo 0 0 0 0 0 W H a 0 a N O N O y H O H N H N W F o 0 0 0 0 Hww a 0 o 0 0 0 0 W a E o 0 0 0 0 w w H x E -1 El a a r u u o ti * a + + w a O N W � N O If. O £ HA W . . U 3 O a7 w 0 C w aaw w a w a E N z N>> w w 0 o O O PL R. W W r0n z W r0i U U a \ H w a w w K� o, ° rz i w ., z a .H ElO z W K U o aN w a y r O C 0 N E. O E+ m W r� w Cw7 O O O O O O E U x a w a N O C z qQ % E. z O G W W w H W W Y it z ,r a x E-E a m a a Ow .0 W w o W W CO o CO) izi .°] W a w ?z x W x �- 0r� >1 z z El 000000 oar W U z z [w[�� q u: F oar aH H O O O H o ro w F. F y H 'O E U o 0 0 �o W a-1 q x z �2 ~ O N o El H a ,14 a E Vl W U Ela�io z s+ o H w a w a a a O o ff ° w z z H w w u z. w a H w z a ] z 30 z x H 3 W H ° 0 O v o a s E °ti' ix 04 W mmmomm 'O + F E ElF H Pw 'Oti [Ei �i o O O O w ,Hy O w 3 El H El ElO O w C� F O o 0 O O O a a a O o O 0 0 0 0 O 0 0 o M a oO o p� W C a w a C E b WO O O E W C7 S O L4 Qo 0 0 G m m s4 E >1 z a M O O F H o o ro Hro x ro 14 O a O 0 E Z a C L C7 3 O O F •• H O w 3 O a w 0 O N Q 3 a a H w m m w a a� z cD H O a W Q C� r x a a u o w m a F oz0a H U W F £• Q m F j H x ❑ W E H [ z u E w owoa. [H[�waar� F 2 m w x W W £ Q U (14 W w W a E LD m g W a m uHam>a OCu HO z a w u o w H W F z m f+ 3> W H W W U G H Q O z Q O W a H Hw0�z+2 W H W PJ H [7 rCQw�7HQ0aa0 ]C Oa0F O W Q W C07 0 [Fn Q O m m m m m W W W W W HHOOOOOwWPpPHH a a w w w w w ww£ ww Q Q Q Q Q m in m m m cn m in y m H Q Q O O O N l0 H H H m h O 0 0 0 0 0 0 0 0 0 0 [. H O N H C N N m h as W W N C O O1 O H O O W W xx z F F H a H H N N M M C C I(1 x W H F M r m N r N m � N N N N H O O m m h � Ill I C C p N m Ill O C H N N m m N O N O H� H l H m H m H m H Ill H N H O H Ill O m O H O l O N O m O� O Ill O C O m O N O N . . . . O m Ul N O Ol h �p Ifl Ill C p d� C t+1 N N H H N H H H H �O H l0 H 1p H �O H l0 H lD H �D H 1p H 1p H 1p H �O H �p H 1p H Ill H H N N (�1 N C C N Ill H H N N !'1 Nl C W Ifl Ifl O H H H H H H H H H H H H N N N N N N N N N N N N N I N N N N N N N N N N N VI N N N N N N N N N N N N N N M M M M M M M M M M M M M M M M M M M M M M M M M M O ri O rl O rl O •i 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 rl 1p rl � ri �0 '-I tp rl N rl 1p rl 1p r1 1p rl �D rl 1p 'i l0 rl 1p ri rl ti N N M M C C In N '-1 N N N M M C C N N �y M M M M M M M M M M M y p d C C C C C C v C d m N N M M M M M M M M M M 0 0 0. o.. o 0 0 0 o. o 0 0 0 o. �0 f1 � H l0 H l0 H 1p H N N M M C C N N N N N N N N N N N r E H a H U W z 0 H F w W E W q k k Q k W C7 ma q u a z o W H F C z w W E W W H 2 Q a W H N N V \ V1 •• o w M W q rn z ou o .H x m N W w N a m W w r c7 q rn 0 w c o 0 w ._ H W H 0F+ o�m w 0 C E H q y N N a N L V >>1 z° o aW F W xw FC W No o� `�a av Nevi N t ro vi � 3 H W 44o 0 H .1 w u r Z C W z F N C W O r1 F WK z H aoz v ou ro k k a rl rl k k w W ai O cc c U U i w _ O (D Y 0 O m w N X i6 N 0 ii of c 0 AT J �o n s O O N O f 0 O � co N (— (D �j l L d 0 0 a 00000aa 4*Ln OoO00000) co 0000000,Vm Cl 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 O O O O O O O O O Cl O O'* 04 O O O 0 0 0 0 0 LQ O O O O (O 00000LOaaa O O O Cl O N O O LO (0 ) (O O0 O uOLO000u� (o (o co wE§g8a0aa(D 662K wQoo666Go w \ ƒ�§8w§Rm4$A o§oaa�6R62n . � co§� �Q °�k\/ §/ ®�� w� L _ I ID - $ b°�k§§/ /§ �A ±«/&w �a g ca L E § CO I Cl)§§f 0 ) 2 $ \ ) f y « I�Sg k2 -E §b�kG■° mI 7 \\� ƒ -mpf am §fja \ ■!&± d 6 E o \ G`0 k m E 7 a E§2a I §. W��-~�-§®\ LO -� / | �D ]){_ o J3 ( �k/{ # f ® o ° $ a m $ # / 4})( / [ w mk /ESG222§§�G K\ /§� < =0� O§ 8@.. )Am2 a� EAm )£c; Old Town North SWMM Input File: OTN-100B.dat Blocked outlet scenario 5/01/02 2 1 1 2 3 4 WATERSHED 0 Old Town North 100-year storm file: otn-100b.dat; Northern Engineering; 5/01/02 1 360 1.0 1 1. 1 24 5.0 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75 0.73 0.71 0.69 0.67 1 1 112452428.15 62..020 .016 .25 .100 .30 .51 .50 .0018 1 3 13 3787 6.52 64..005 .016 .25 .100 .30 .51 .50 .0018 0 ^ 2 5 1 3 0 11 10 4 0.5 465 0.005 12 12 0.015 0.5 10 465 0.005 20 20 .020 2.0 0 13 10 4 0.5 541 0.005 12 12 0.015 0.5 10 541 0.005 20 20 .020 2.0 0 10 8 2 .1 1. .001 .1 0.00 0.00 0.87 0.00 3.05 0.00 6.30 0.00 7.38 0.00 8.47 0.00 10.63 54.94 13.34 168.52 0 1 5 10 ENDPROGRAM 9 O u ctl 11 W (d m q Rl a.) L) O N p 0 ,-i Z 0 1 0 q a41 H O 0 0 w o F x ro 14 0 0 0 U) 04 m ui U f1 0 H w !Ca J a W 0 z E+ z El W a a w a 0 E N U z w z 0 H E+ U W E a a a z 0 °a a a a U > w E zHz F � 7 3 v m m z o F o Q o h 0 N z t1 H a h O U h z N m m z o F o H 0 N h z + E z o o h 0 O q � F h p W £ W W w a w _ V O W N O FN !El A z a h h N F z � w a Q H H O h O x H h N z W W w a El F FC + 3 + wo 0zHH 4 0 W a w a E+ O o n �x mm xHa u1 E £ w a a W o q o to z�+x � m m E rzi zm H� N \ E H m a O A > > a � 0 a w S4 N 7 H N H x N V r c Elp w NQ� :4 c £ Q �i x r9� M O It O f E- a) H H 04 o a p off s4 s+ M > a .� E >.z WH W ( ll •- a z a O 1J H Wfo £ a] W H O n OH ro El W W , W H Q £p H H o O 2 E F 'zi o E z a0 z O :7 t c. o f a N z a ° a a E •• W O W W W o ro� moo O w H a s M o . . .moor . . . . H Ml0 mio �o moo loom H M C N H H H O N M 1 m v N n M O H N O m M n M M N O m O N N W m m O O l0 M M H N H z H £ \ H �O H �D H lD H 10 H l0 H l0 a H H N N M M W C N If1 x W £ o 0 0 0 0 0 0 0 0 0 0 0 E+ . . . -. . l0 M r. O. 4. \O . O. . lU p N N r. r. '. r. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1p l0 N N C C C d' M M M M N rl . . 0. 1p N l0 . 0. .i . O. . . N .r. r. O O O O . . . . . . . . . . . . . . . . . . . . . . . . . . . . rl lD ri lD 'i l0 ri �D rl l0 rl l0 rl l0 rl 1p fi l0 rl 1p rl �O '1 lD .i lD rl 1D rl 1p rl 1p .i �D ri 1p rl 1p rl l0 rl l0 r-1 1p r-I �p rl �D rl �O rl lD rl ri N N M M C C N N ri ri N N M M W C N N .i .i N N M M C C N N ri rl N N M M W C N N rl ,y rl rl li rl rl rl rl rl e-I fl rl 'i N N N N N N N N N N N N M M M M M M M M M M M M C V W C C C cr d' C C W C N N N N 0 0 0 0 0 0 0 0 0 0 0 0 0 Q 0 0 ri 1p H 1p H �0 H � N N t+1 f•'1 d� C V) U1 m m m o m m m m h W Caq/ c x U k x o 0 0 0 0 E E u. n o ff w a w . Yi Q W a W O CD z n o o H H H N H N O O H z o 0 0 0 0 E w a U) W 0 0 0 0 0 h W > a a N O N O O �1-1 H N H N N o 0 0 0 0 Q a N O N O O H p H N H N � x W F O o 0 0 0 E a w U1 U1 ul U1 H ri a 0\ o 0 0 0 0 W q E o0000 �o w w . . . . . H x G E in in H H H o zw �o pow CH . w�- ac Nut 3 a o a w O o u o n o O F Q Ct* H H 3 Gov a H w rn M a a M W W H N W W W O \ o oaw H w b z o m El m r.4 O p w q ElU] W G. O W C7 W m z z z 0 w q rai o `O W o o m U N ,� a H a U W \ S FC W P f4 rn a W x H j1 z a [W7 z H pU El FC H .1-1 p O O H El 7H7 'O H O O O E Q W z E H H w z O a E.a u z O OU O W $ W w U z PF4 z 04 Q x 3 v z 3 0 U O a s Iq W 1-1a O E 9 FC RC FC FC N ElWW H r+� o El O O O O a ro N' H H E O 3 E E. E ElW O w [9 E O O O O o 0 0 o O 0 o O N 0 0 0 N 0 0 H m H o W o \ a o 0 0 \ 1(1 H ifl a w w 04 m z a v q tzz� \a000 q W Q F w o 0 o S4 C m S4 C O v z N w m o u z ro o w z E+ co v z U a H o o o v CO F H o y� �D o(a �v C A W C A 1O Q O No a Sa4 o O E W O + z w F z C o H M C C O O O O 0 O H F � roH ro� O w a O w g O a w 0 O N a a H a m m w x w a z0 H O a W Cl C7 N rah x x a U 0 w H W E Cl z a H C7 W F a�wx� Q W F H Q z U E W H '14x H a a a Elz m G W w s Cl U m W E O W N W g w a m U H a m> a O W H O 0 Fa w U Q w H W F z U) E+ m 0 W H U k D4 7 H U 3 U O O a W R O H H w O H z W H F a a 0 oW0 rmw QmOQm Q O m m m m m W W W W W m m F F E E F HHOOOOO a a w w w w w W W Q Q Q Q Q ww as a 3 a0 Q .] xx E F O O C O m N m O M O O O O O O O O N . d. . 0. O m O m 0 H H M m z W E o 0 0 0 0 0 0 0 0 F o morno omo.i or�oinonomo0otior�ocm�nw mmm�Nrwr�o Qom ,-.. ui io �o io t� r t� .r .r .m co .co mNminwnmt.mrw�om�n ao aco aco ri m,nmivmNm d� Ifl Ifl rl rl N N �+1 !"1 C C 1(1 1(1 rl rl N N !�1 N C C I(1 �( O O O ri •i rl �-1 rl rl �y �y �y �y �y � ry ry N N N N N N N N N W lffM IfO Cr O C . r ri W ri OD ri m ri QI CO Ql m m W m N CO m aD O m m m m m m N W m N W �O rl lD r1 �p rl 1p ti lD r-I l0 ri 1p rl �D ri 1p rl l0 rl �p ri 1p rl l0 rl Ill rl ri N N M M y� cr ((� N rl ri N N M M cr � Ill Il) in � in m m m m m in v in r r r r r r r r r r r o v o a o w o a o c o w o a o c o a o r o a co co m co w m m m m eo m H H N N r'1 !�1 C C I(1 Ifl � 0 m 0 m w � m m m 0 r E H a H U Q W z 0 �H1 w E W q + + q + W qa o� E Q z W ElW A a w izi in �n ui N z H E W \ q o p; \ W ❑ Q W o b U E 0. � w0 `C m stiff E Ul W v W a a w w w4 0 w EE ma o�. t� q 4w . N v a0 � A t4 t4 z° a Q cn aC ti m o �. o E. ro H w u h u1 N H N o O w a ur z� m E 3 O Q El" z E a Z ti ti W ro� ua O w + + q W a U 0a a a a z w Project No.: 1646-01-98 Re: Final Drainage and Erosion Control Report Old Town North — Phase 1 APPENDIX VIII Stuffer Envelope Drainage Plan Flood Plain Plan Erosion Control Plan Drainage and Erosion Control Notes Detail Sheet — Storm Sewer, Drainage & Erosion Control March, 2002 FIRM map - Community -Panel Number 080102 0004 C; dated March 18,1996 No Text CQ51RJcmm SE0. m PROJECT; CIE rem North Pbaae 1 STANDARD FORM e MCCENCE IN 2002- 2003 ONLY COMPLETE) BY MPR/STea Engineering cap. Indicate by use of a W line or symbol when Anchor, control mmwra and No OSU M. Map modiRNime to an opprmed a ante may wquve ebmi Ling a new summer for mental by me GET G9nea. Year 02 03 Mora J A S 0 N D J F M A OVERLOT GRACING ••• •^ [NO ENOSO! cIXg Sol Roughening •^ Perimeter Barrie Addit'wno Bmiaa Ve9Notlw Methods Sol Seant Other RAWMICRON CM1R0. STRUCTURAL SMment Trop/Ell ••• ••• Inlet Rba Show Boone Sat Fete enn ••• ••• ••• ••• ••• ••• ••• •'• Sand Gags Berm Sal Prmmol'm Cmoour s Furrow Tar In9 AMIdt/Concreb PavingW W "I Other AGETATVE: Pammmt Seed PImIM9 Mule nq/Smlmt TeTue Y Seen Plmtnq ••• ••• ••• ••• ••• ••• eel befteral SNdumis/Moo/Blonkets Other STRUCTUNE MSTAIJfc BY oan MAINTAINED BY ORNER Kc£TATIONMULCHING CONTRACTOR OMIER DAZE PREPARED'. W/07/02 DAN SUBMITTED: 01/07/02 APPROVED BY ME 07 C4 FORT COLUNS ON: Table 112 MCOMMENDET SPECIES MR TEMPORARY VEGETATION AND / OR COVER CROPS SHM SEASON DRW.ED POUNDS/ ACAS Awust Ryegrea Cool 20 Cate Cool 70 Cereal Rye Cool 40 nest - Ftnkr Cool 40 wheat - Spring Cool R0 Barley Cool 80 Millet Cool 6o Hybrid don warm 15 r Sorghum warm 10 Coal xenon gmmum melee Marc Melor Mal W the spring. form season presses make their Milan growth m Me W Me Ist spring and summer. Table 11.4 inactive planting dates for perennial and tempormy/cover craps grasses Table 114 PIANTMG DAM MR PERENNLLL AND TEMPORARY / COVER CROP GRASSES DATE PEACNNW. TEMPORARY/COVER G1UAS583 CROP GRASSES warm cool worm cost Jere 01 - Feb 20 Yea Yes No No Mar al - May 15 To To No Yes May IB - My 31 Yes No Yes No Jim 01 - Jul 31 No No Yea No Aug 01 - Ary 31 No Yes No Yee Sep Of - Sep 30 No NO No Tm Oct 01 - Don 31 Yeas Ym No No Muehmg shell be coed la amlrt in the mtablkhmmt of ngetakon. One or Mort of Me following mutcham shall be used width a peremiel armed grans mM mixlua, or A temporary vegetaOoD Or rove crop. Much Acceptable Application Rik Dote of Um Straw our Hey Jim 01 - Dee 31 21terahl Hyaral Eromev mentral (mein orn)btmkets) Jan 01 - Dec 31 Not applicable Hey or strew much eball be free of noxiom wwMa and at leml SOS of Me fiber adult be 10 Inches our mare in length. Ifhen seeding with native grasses, bay from At nature gram W 6 neemled modeling meterlu, U available. If irrigation is used , hydreuic muches may be applied tram March 15 Mrolrgh Septembm Kid Hey or Strew fill I. Hey or SUm mulch art be anchored to Me sail by one of the following methods 1. A crimper which wIR crimp Me fiber tour Wchee or more Into Me said At lemt Mir of Me fiber short be 10 inches or more in ranged. b. Menutactured mulch netlIng 'nw• ed Inner the bey or slaw accorell to MaRWactlrrmi Natructiena. C. TaClTien sprayed on the match k Me manufacturer's "commendation. 2. AU straw or hey mud END free 01 noxious words. RaMs9 Luse M OetelUm PaM Oesaum R Stage R St Ntls AM xM. d A 5197 am 1)WB5 193 am Patl Msen 58,9) 1.00 26fIJ 6.12 191 59.9] 2m0 1018N 9.Jg 7.51 ED.97 TOO Ss51g9 1143 MAJOR 61.M 3.0 "M a I5.¢I.69 R51) T Rem M 60 2.72 5302M I I4.R 1 1, REDUCED Mal III = 49l W 2 ACTUAL 1OD-YEAR NSEL = ♦90..69 iFET 3 RAUNG CURVE FOR RETERENCE ONLY 4 SEE RATING CURVE IN Sal PREFAB) BY NORINERN BMAAi1PC hpn Sib- Na manmu V14 Pat flow s) (A) 2-F I" l0.y 21O Ion 2-I1, 1a-Y 11-F 2-Y 10-Y astir I. life Islas mar; J al am You am ILS) sm 157 an in I 7e 3 CIA III, In 771A Warsaw I news (Ind, MYN rM Area w .N w r I m m r he x Mon 147 Here r n Sfmm EROSION CONNdIL CONSTRUCTION PUN NM Aawn July Von ♦ wan Hem w ionIN A4mv 1s M wan gal Ion wNM IIm Me City of Fort CoU Structural Undity on Control Insmart he mhe notified at wee.MND AM IM least 24 before prior to any matr nurbom an this site. mew wow •esa ion win ♦MAu IJO xm AND I AM A reaWrM perimeter Mt imci%shell he inesWled prior to any Brad dlcameM mlmlm a o wens g aroma w ( ip' V n pp 8 gndWB etc) All oust erosion cantrol meemm shell he imtslled H ♦M♦.m Main I. m wan t M PP in t ti W thest action sequence as indicated k the approval molml � m a ion wmsti ' No schedule. o t etion plw and emsan control report. W ♦a o area ♦ ♦Wm NYH M 40746 N]p Pre datirbence veBetaWn Won be prokcled bad rekWed shmnm posuale. Pemovni 17 o wua aMSa wmH esfea mml o ell or Ercurbance of exiling regetaliot snail be limited W We ues naluiml for Ion Miak �m ♦a wen r m1m W construction operation d for Me shoreal pmchcal period at tune Hai N ware wan al Herb Meet, wax 4MI5 AMwuH All sods ophound dun fund disturbing actively (skckpirve lipping g ding Uty rmts9atim fling ail hall No kept in ur�h ed la by ming disekg ado vvgg 1" contours u won reptilian, other permanent erosion aWl iskUM. No rands l prv)eel Meet rights of eery shell remain exposed by land diMarbmg lummy 1 Man Miriy IN days before lemporety or permanent enrislom motrol (erg. uetl/ WchrcedaapWg etc. isinitiated, II othemiae approved by Me 3Wmwakr Utility. Me property shell N setered said times tl maintained at eduringconestructurn amolues No as to percent wine cement ermon. AO land dart burg actottles shall be an endiately pared rokdway, frompences, dead be remNM and thermal of W a manner and kichmm w on c rt odiCollins A8 min Nals deal anw� adjacent Pmpertim, DIDdekrnJned by Me City of M kmp ral (.etrvcturd) emston cur l measures Mall be impeded and repalad our vdnR m necessary after Path Inner mot W order k emcee continued perlotmmm of War WtendM ecL m All McDonnell adimenk, pertkolanlY Mee we Pit k emcee Men r into my firsheagirmy. Ne wR [xkp le ehe11 exceed ten (10) feet in height. All wit intestines shell Not prmmi Drum Ndmmt treanmrt by surface mughmtvg wal M. cod Remember Of fencing. MY void deal remmWrM after 30 days nail he N W and mulched. City Ord.mnce prohibits the thickall dropping or depmimg of mM m my Whm Tel onto City streets by or from only vehicle . Any inedverteat deposited material shall be tlPaved immediately by the mnVmtor. AU nnurbM open apace area including Me tiro mgeways .hall be Mbi win .on w ead museum or sod. Gransand Mixture In be created wheat g Seed evereare area Include 70%Westw wheal gram, 15% herd Fail 10% Perennial Rye gem Pan 5% Kentucky Blue gran (Brand time Nelurm Choice our approved wall Sell rate to be double la field planting or hey ac be mumped anspid over Me eeMedareet a ratof15020Mpund/Paw. A fl Mplm Mae permit is required for coca structure prior to obtewmg a building permit A PEMA Motion Ceruimte k command for each structure prior In oblomem a CO �OnQBPCSJ�C'sn l�F®�lE!'i vvogl3�m�C:9�®®Es>• vvn�measA¢eng¢�>.gc"u->.e'Iaarce>• vvogfspgm�P�[�PmC5S1E� 1 vvnlle�®�Im�er'I o�_» vvnllgFagS®n�®F�c-r-�c-r9�,� �FVO6.£;r®C�9®9FL"riaCL�['-iflEw+� OCOn@.®�lilOir�C3JCFC FFFIODIFLE@CIDQ�1mlSf�lf:-1 �[-><lig� �v0®�C3rlC3Pl9�1:_ I[-YiNt1L� laOm®P}�P�®l�rSl[St'JEST1 �OOtCE�iPE1IDC9®gSamC s"N[:"r�la �00661L�PL'�®PECTIC T 1C�FiE3F1 vvfo®gym®�ax>r_r1�® �Om®PL'r£IPZS�P�rIPAL'.ffl� 'Fi1C'.blPli£1 P>•06lPSflOP�PSaE^C1P2^r�1Cx Imo vvm¢t�M®�mmca ICAO �vFilL®P3rl®P�I-r•I[^S'JPls1• IrmgEv vvFnPayAN®Pmga?s!imcu vvin¢t�®CZS[P`.�3m�CCF2[0 vvcP¢p�[t+m11�®PmII®C�Nm vvF�¢sP +mom®�®gym vvFnc�s•.Pm�P�[m®P�m wEn®gym®m®®m vvFac:mrarT,P�c:tsawi:_'cIP�Ic;Inw�N2at moo©�PLT2P: s ®�PffiJ[^_SG9m moOF3�®mPIIFI�I�C]&[® won®P'"• mP'"' PL.IIIItl�P�lfi� vane wnlr;aM ;m¢.rt1a�FF�ix'>•c-ti��F.� Im�Om[:'ssaPm vvn® m�v'>•FFF�ac"te>f�'� �ClF1® ®I��7mom NE10a0 Ig�I1n11b.:BB11 C3El�Q7©�� �CI•nNEEDED vund'Im��.1e n��ize>•mEnF� F/ [�QFFL^S^_C�lI���FS)•it'�[::3>'_sl�g:)• vvm¢�FJ��[:sarm�::s:rc-�FEu PP1C1m®�P" ®f�JiIGJa lPE3i1 43%1iF� �CII06®�®FCm3J�Cfi1[:LF+[0 �pC1Fl _TC®�C"r9�t:::Si�C3llSi� �C1GlC3..®Cal®C�IIPL�iIC.: JlL11 �C1F:IC�'®�C:IgFitus4�L �IrlC.'srF1lF11 FF10ilFI�^15'®C9.'i�Oil"�Gg)0 �OiJICSD®�C�➢�C vwrl[:nail© �[lf'J6T®�®C..S.IfT..n IC3'JlAi� �I)FlC^�D L'IF•.iC"f4:1t:::f:1C:'F-1C":.£16)• vvus�®�mg®c-lrmEata _find. PaC:espO�PL::wJC —J0 vvm® � llc: �0© � D Cam[;:➢nFevgL�c�:Ft�� �vK2® o�0uo0 TOY = Top of Foundation Regulatory Flood Protection Elewlion = 5W-YW YISEL a 1.5 fast = Bollom of Dimensions )ever are - Minmum = pnbhed Fluor Elewtion (TGF) - Minimum Actual Lowest Flw Duration = Elaman of Oasmance flewtion - Design = FmN Floor Oemtan (TOF) - Design 11 MGM AM AD LID IN Val OPB1ilPDSd-'�4LP�l��Pf�PJydLP1�. �OFIPD"�6.'£PC3l�mii1�OF2>t vvn�P�:P®�mlE��m �Cl CrBP�yI��'I•IFn �0 �v C'R1�E'1•i�PS�1P1g_1 1�11 PQ-1fI:�1• vclno mr!, F�!� ®�01� 1a01E1C�®PE'Glil�®PI��m vvmo®��0m�m �111g[PIES®��P®tf�gG9IlP)a City of Fort CoB , Colorado UTUM PLAN APPROVAL CHECKED I CNFCN[0 W— Pam ever, Part CMCKFO Rf- DATE NICKED V- DVE CHECKED RF am W. Fr kw I� rwMrad icy seed vab.lw r.a.. r. r Fry r.ke•wr p W I W Otr aM Oia®wl� seW YI4�IW rrN dm:NrF W � H rr4 ourL [M � Y reNrwt �N9 W M� ¢vSNls Oak clam )aH 41a SHEAR ENGINEERING CORPORATION Ting DRAINAGE AND EROSION CONTROL NOTES cm "u' a""' hv. "silaii oa. b Wotan Feed goy G11L'yM OLO TOWN NORTH LLC ag3R SO. CONEUGE AIDE. SURE 12. FM G MS, GOL W OW25 OLD TOWN NORTH 1646-01-98 621671 Scnk 1' 1' AppmwM B W S. PHOME: (990) 22R-5334 (970) 224-4491 FAX: (970) 282-0311 FORT COLLINS. COLORADO •♦w..a-.raw ad&& Peera,•aea v.m. •y,.'K.e.. wwu wAN _ry..... tY T N t:deq, , a �� ..w mm"m°k..w w _%Av Idi V did Exange PRrrara<lon Patterns sawn qr� w dtiai x w'n meid:�•nm °>ma can 6:erisn P Y••mu M T ��Mw•n< m wr rµa1ie Ali i.wAm 5 toa remµ• =lnYl�ti . •AAN BERM CROSS SECTI❑N lim I. I t ..And A. _..m -_, n- AN - -- s" .: li r%: 4..a.m. OUTLET STRUCTURE P � wIf000d HIS m "SONS w or N osgm.— Fx Find s �o in Lu RCIIOx 6-B Tr%GL Exo vRW dddd Find nxWRR IMEf •r TPE R Y-6W-I I AAF Di CSP rt.T Ni O.W.S. mI yIZ1,11,; �%� golzz z P�Ea—..rw EMERGENCY OVERFLOW WEIR gC110N A -A Rib mitill'41 Allow IF lumil on G6©C CD IN did, 11,1A e.'L ..�. _ �L� orlid, AN oo 0 oor��e ® ,Ai MEAN lll� will 1111M iH 11111m AN ® 1 11 p�p MEN IK! ftf� AndAndindondoodoodonlooddiannAnAnt �_i. pc�-ems-." =sr ,r r�da i. =lR— eNNANANAn...a..—. rove ndoodondo. indo.aan.od. No. �nd,Admoddiddinnodiddindoodon f ,di al did s+r—a..rn,a.Andood.n. n n .mne MAN ulWF RTuz LN m © ® © u PM !(xOM6 LY(i (pn,,.qu AN p.l-b-0u1 •I M) CURB IRTLET BLOCK &_ GRAVEL FILTER NTS -,. 1�InnI1��1 T�InnI'ILIT.*•IAAII''711�1 __.moms wmom 30' CONCRETE SIDEWALK CULVERT N ®C SIIQT OLD TOWN NORTH LLC I SHEAR ENGINEERING CORPORATION I T DETAD. SHEET —STORM SEWER, DRAINAGE @ N5R SO. COIIEOE ANN SUITE 12. FORT CIXMNS, COLORAW W525 OLD TOWN NORTH PHONE: (920) 229-5M,l (970) 22R-AN1 FAX: (970) 292-0511 WORT COLLINS, COLORAD o.A _STRAIT BALE STRUCTURES NTS. "� wxr l*•w ur r0'.w,rcmw �i-mx m.r t�[yb��nd �aM.b us A to 1. VIL 0 �15 19 TIY Y! WigM..O� aaYIX.w ux.TlNiNAAFAiI IYrni...YYwNS,.d (maux TrW.., W. TyN T— Find —Y YYr �rx.r—ry" CRY of Port CoUtnK, Colarndo U7NRT PLAN APPROVAL 9rPnorcD' aN NN an< CHMIC RY arw . mmaav uun oM ONCKED rr_ � CHECKED W wev xo avm1 mn CNECIOD R� -nc am one V=m 9Y urt lV. Yne-�nYwI NIW WaWlaa ZINNIA, J MMYxhrtLLUyhW LA i.lvlml ON,QK t M Allow Y/e-. v W -n{-f.IMIRIYrhr�` ��ay��{�y,IyWNm�Ia �rtY��i�S��� •y�YKYy i nortirLnx by Nr• CONTROL I "aT "asxmr No. 1646-01-96 65 _- _Em e•2e:T ' aGP ,ib' TrPE R4y AET r .— �. 1.0 j r � I I N lit � 1 I I I I ,I 1 I'MR ST i D d�Y 31 n � 1 ACCESS •� O PRODucr �"O�717pg�-_- " 3 x➢Up APNW MMI yip tl S IIPSWEAM J M C 111CANAL Mss RIP1RNAv pw.Ir L---- eie�e�s�rr°� mVBI0N5 DW M b— psMbl RNM oA. 4— Bill b oeM.l G " W/,�rv�.I ttN V BERM - {9e1.50 -_•959-PRfP03Ei15' ' 1p EMERGENCY OKARON - Ixv.. •Po0.5p INV. W i . �• _+MAhPfMEP1aPRI. -•95e ' 29LF 2•*C* matt R. RBPI 49 /Ivo.1/ —N O.spx OF A9ERORID6R Fa W s a' mB a wlln smucnlxc MV •MOA] IV IWE e PRODUCT B CORRIDOR _ SEE DRAINAGE AND EROSION CONTROL HOLES AND POND SUMMARY ON SHEET BO EROSION CONTROL IS ONLY FOR PHASE I CORSIRUCTON Tax N M%M.MN INlsm yry 21A qL IMnP A• T an 0 a9 1-2ass d4lal as ImM m g an ¢P ¢]R RUR avY [YNW B ml MILEYw DLY Y T Mm!• aW I aM I ¢x T an am am L=E 01Y T In I Tapn mp RW,a u t,em ,L• nm ImFm g ae] 1 BEr r ue low m v as m T I OR DEY r 44 RM 4 e.,elai d p. eyW al a[n R •tl [� v� g g AxI[v Ix. Nunl pu NY.RI a p> NI l0 G„p N•N C.G.T.OM SHEAR ENGINEERING CORPORATION 9uul: ONEbE I W.S. OLD TOWN NORTH LLC ee56 50. ODLLEGE AW. SORE 12. FORT DOWNS. COLORADO M25 y* 1• a (M' Appwel B W 5. PHONE: (970) US-SSS¢ (970) 226-ea51 I'M (070) 262-0511 UNINa LANE CANAL COMPANY APPR0NED: R,xiI XNeon, PmIEe,R Dow PPRDrto' Alden V. XIII. yCR1ary W1i WLE DRAINAGE PLAN OLD TOWN NORTH FORT COLLINS, COLORADO A 61 lS IR' RCP C 0,501% GRAPHIC SCALE lop 0 'A IN 200 I I I I I 1 1¢ao - IN R. IMP City of Port Collins, Colorado U7 M PLAN APPROVAL N.Iw B x� 06CODclow 6h CHUM 6r tlE01G0 dY• ran w amcaol u2 OECRD IY• T7,1111c: mw wN RfGATO MN 1✓ Yw lw,eawr WCIId MI Callow rAblwb Ye Wp401!]pW YFldeI. W OB a MW. Eeeh.e, won oh a OiP IN swat r s,aa� d W sYaN.a PeleWeNW r.. ewre44r slle W ]Lm w W r 91mmIN b nMe W r Mw4WlYwww�wMeaBwil l' HIM 4 W Ob a M ai W .emlwl d Ile aw.w wMWNJa e.yW Pew PRNJELT NO. SXEU 40. SHEETS 98 7 1848-01—p pp a nMmap.O O O� ;OR ti 0i PWLGI mTw.b l srllaYpmc Ya1t FM M- M MY IW v m/3 60 GP stem �l�a.�n a�w�bme�k Nrw �Prv•m�. eiu,Y �nrN ar En9v m I ] s p x p + r e aNepTno]WrN N •• mmawN a PNnJnYq N eeeemmrm aNr b:me L m1 We nglll sNaw NmA NO at" 6nYr SIT rm New en, an sa v S,, fmlr Torun 1n7 l[mnmi. N s wnina � nI us . . NO ON NO SH"Ne min NO, Mfq/Ib,/Pa.N OM SIrtFMR r6TMIE0 n aeP DATE da.. MEP rt NtvePN o prryl o5rt sxllm wMM w On THE Ono rm, wlm5N MY ITt RN ]Nmm1011 MIN mast Mm STeNS SEASK mmm w+xul AM eOyAm mmnm IS :,m flF TI m,In ON w rml wOn,, I`I Imm•: a ur Hy mime W Imm". "mT.eNI1I ja,.Ima oven Tbk n, now Non]m run vlrWnu M 1pnewm I mM Psu bre lexaNNrcmm Cv ssm new cPAoa In m-Nemia T M NI, my "-wT 31 Tm ON NO Y. my is x v I W ONE m N To I. in Try SHE m IN, be v IN r: I, xn Nmw eke: mit NI ma, rya er :+IgI ml NIEI Ormu, ITN q N rum bible N vwen +mWkpeu,' Vdlubn n.I, flN (`.oa m nmq : 15 so 15 •rum m Or ru pN vn®W N mbHI luw- A NO rNI e{5rb 39nmlleflb WhlO Nr m M. rum Ieepfl. Are n,elN .M,nvY Pe+m. 5 M1wn a Mlw p� Y Nm`aWmml.e mmN=I,mm Nlmu, tl lery,Ym a ueE . 5r@,ue, mokEv m,r h M5M Peru YueL IS Woad ]rasa o. q m run. YekE {. tlOe, Ana voYf.W ee ,mnudmWeweT mMa0e 1r6+.4 mmsW .5nmmme l.b W..n II k.. 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A pl ae tmn Certificate Is rquimd for each structure poor to obtaining a CO `I y Y la lIJ City of Fort Collins, Coloaedo UTM PIAN APPROFAL eplWvrto- CNEm 6f' mq a rlv m ulun m5 Ex m Iff � ORION MCIIED VA — No C elm Ef' OEM M fa�d,N Y15 ]M rrhmr Ohb MCirY gel alb, le. rr r r �y mWwmt b m• 1wY.y egYvl nr W W M Or leF,r.. m1 b MQWrY r�{SrYq�YYYW aeeWIM ON ON plain m5 dem er ^wla�{SrteL b {mr w r YMaWIYgnWM. gastlamlm Ww� h Wn rub W M aW. ke aMr a a� Yn W mh F IAMI e.M W, IWm w< OLD TOWN NORTH LLC Mn b— OmmeM rieleBose Owrr obi le— e.nYeN N . 1' error m W.4 SHEAR ENGINEERING CORPORATION 436 W. COLILOE AW, SORE 12. f01Ef C 111S. C01ONe00 60525 DRAINAGE AND EROSION CONTROL NOTES OLD TOWN NORTH FORT COLIANS. COLORADO ��, R x 0 OrIfIce PerNforatim 9ete9e WIN,. wMwa �■=iiM IBM =m3�1 0 m._ reN. B.. awLNe INN TW w-I 4- k- 9 a*. -00: a e• 4' ENaMte P"forNation Pattern raw ni�m.wr'w.. i .v.a1 rvu-.m wcv BERM CROSS SECTION KIM x:�:r,a. ate:•-s j .. r Oulu eTR I IRIR MM 2a*i uaN 1 iNeal� - Buaii .I� : �i aaaiil CC�1 I ea9 yB/f 99M 9R9P 1 �tl iwinii L•ME !I iti1 /....e'er SEC 1-9 1L ^ YtW U� CMA p mxRW REM ONE I HAYBALES IN CHANNEL I MIMI ONE Mw amL w r r w era ror.eNr_mNee ead, a Nw 9s waL,.z s Baee, a.d.eL.w,ml dR�. N EMERGENCY OVERFLOW WEIR SECTION A -A s■96v iL._ -�0'rho 6' M *a ■ u NOON ME 9 EaaoWaal, _ EILLBuMIT ®®® m® MOULMEIN R 9n RICO CA lzFMMlIllVNM ©e� �s¢:raor,rfom m�e IN 1. =-_aaaa. SIN:_..._ NM a �w VBMOLC Rela �4IN .Y ma i m— y�a�F��7_',�� j`i�I!—I ,II 'I�,6l,R� ��j"-I��'' _mn CII.NXR V.NVT RTYLS I_L CI LJ M ® LJ ® ® TONI a. ,m 9N BERM IL WERu15 (d,mnie,m ae Oul-b-Oul 0 R,I CURB IRLET ME CUBE RM T BLOCK k GRAVEL IV T NawmNada A`M —s% LNG 6eellm aAM „aTRNm .L. s.+. Raw pamamal Oamm VNMalNN ., I r.. fNa Mmmo Seeeba 9-9 - Nenyw Secnen C-e , _Lk rawao. ON rw."*MA d:.w. r ne.. N_ a_.a, E.r...mamm THINNamp, numb Eva) CHINA ON,. aa"I A WEENN moll a _ ,.I'I1I'I'I1I1I© 30' CONCRETE SIDEWALK CULVERT m m 9TR[T SMW BALE =UCTURES NTS. twat,: Burt_..ewpLvnworPlnarow..,carga:'. NaN,m_wm... OWNS MINN NEW Isk TXbS 9r �vTmpY Wbtay, W73'pr,_d,.Y19aly �_r'—,1WNv]YI PMib.,e Imgtll Te. Yi R,IP INaN blei_ wB....,rumam a+m er �Yr�w_Ir NertPoa X- A•vaarJ aw r.��...r..._ m.,..r�m.N CKY of FWL Collm. Colmdo UMM PIAN APPROVAL BPRXIRO w, m. MARINE CMQ® 6!' v,u . mmaalm unnr 9aa CNItRID Bf am.-v uru,r NOR CNEOtfD B1 ead nd vuRmn wrz CXECRD 6P aw.0 vom e.rt � YelrnrlbbglMY'�LY ~p rftd ANN = ft w art a r�a.raWRs= IY atlas YLlrtijY lr wwr�EW W� �r..w, maB s.Wq b.N ab w M ai w�ieW Er9Be 9� �a Y ^ b MV Be41W mMeYm 9N. uam CSP °°" SHEAR ENGINEERING CORPORATION RRFDETAIL SHEET —STORY SERER, DRAINAGE k EROSION CONTROL ""O1L`T M0' SHEET sOaTos BUSTERS ob b Oervrw __ FNIE B CAeckE 9 W.S OLD TOWN NORTH LLC bX SO. COLLEGE AVE. SORE 12, FORT COWNS. COLORA00 60525 OLD TOWN NORTH 184E-01-98 offO 83 1• . 1. /LORD BWS ONE: (970) 226-5654 970) 226-4431 FAX: (970) 282-0311 FORT COLLINS. COLORADO BET-oLw-Ew ONi 00 b SMOOT_ _ 6dTb ZONE DO witox CASE DID t - 1 ...r\ �. o e r lV -OPEN""_ mnepi A4 n -- \ IN POP i p om Am M � A .JE F CNO x.. wevE m,.M Q ODEAVER: A,N. YSSw Atifar FRED III DO DO WN% thm I FOOD IF III OTHER AREAS zlENTER AVON.,...e. me.. DOI ..x ENDS IRDI FI MNORCO LIM" I xnI VOTED u. �ww nrie.m rx, CAll CI L I, 4 I I PMll v...f uur. %lOI SCI cAm!I A.. DIN 1M.r Iv..n.n All.. DI 'EL rtm... �..•,x ,., .... NOTES ....... MqS It �.% em ZONFp r......, x.,�PROMIS.IN.'.IO:.. .. �%% pt43x 3 e 'i� FAA N MIPILPI EAST MAP STAT CONFOXATE LIMBS TT 235 DOMINION, SwMEAN,p IVLLMI6 mxriOnm[xn FIND, SOFTxrDx. MIT, F Wo1N5A,P,wx°,PMAP .nr.r;rE�I D RANCE A41E MAP 1 ME � e — — NMA Of EA D!FIS.A. A..H..r..INDEED. p \ \ S°EM uxr FIT �t Ilmalln FLOOD INSURANCE +I FIRM FLOOD INSURANCE RAI REST CI]Y OF FORT COLLINS, COLORADO LAI Comm (I MAP DOIFOR r...E,En° rOor 'PTA? SAI Oil MAP MARCH 1�