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HomeMy WebLinkAboutDrainage Reports - 08/28/2000 (2)1� PROPERTY OF ''-'jFAORT C011 _71 R&R ENGINEERS - SURVEYORS, INC. } `` e ark F nal ZA,, . ctYc Z ' FINAL DRAINAGE REPORT AND EROSION CONTROL STUDY ' FOR WILLOX CROSSING FINAL P.U.D. ' McDonald/Texaco Site At ' Willox Lane and College Avenue Fort Collins, CO I client: MCDONALDS CORPORATION 5251 DTC PARKWAY SUITE 300 ENGLEWOOD, CO 80111 prepared by: R & R ENGINEERS -SURVEYORS, INC. 1190 S. COLORADO BLVD. ANNEX BUILDING DENVER, CO 80246 PH. (303) 753-6730 Contact: Douglas S. Dunkin, P.E. JOB # MC620 October 7, 1998 1190 SOUTH COLORADO B0l11.EVARD ANNEX BUILDING DENVER, COLORADO 80246 PH 303.7S3.6730 FX 303.753.6568 11 DRAINAGE REPORT uul_e(_yb lUt Uq;JS rn IKHN5rUKIHIIUN SVQ. rHx NU. eZ1 0 JU r. U1 FROM : R&R ENGINEER M04E NO.,: 3037900754 Oct. 27 1998 02:10PM P1 RsR I NGINEEPS-SURVEYORS, INC October 27. 1999 Mr. Basil Y. Himdan Civil Engineer 1I City of Fort Collins Stormwater Utility 235 Mathews Street Fort Collins, CO 80522 RE: Willox Crossing - Addendum to the Final Drainage Report Flood Plain Elevations Dear Mr. Harridan: This letter is in follow-up to your conference call last Friday, October 23, 1999 with Mr. Robert Taylor of our Cum regarding the variance of detention requirements. As a condition of said variance; the proposed finish floor elevation must be 18" above the 100 year 'il ' plain cross section "W" elevation as shown on FIRM Community -Panel #080102-0004C. revised March 18, 1996 or above the 5W year flood elevation. Cross section -W" shows the 100 year flood plain to be 4982.5. Per Friday's conference call, the 5W year elevation is 4983.2. The proposed finish floor of the building is 4984.6. Therefore the difference between the 100 year elevation and the finished floor is 2.1 % which exceeds the minimum requirement of 1.5'(18"). The 500 year is 1.4' below finished floor —also acceptable. Sincerely. I IN •.. WiMp . 10 INVERNESS DRIVE EAST, 4799 ENGLEWOOD, Co 80112 PIZ 303.792.2846 • rX )03.790.0734 J L INTRODUCTION ' Willox Crossing Final P.U.D. is a joint McDonald's / Amaco t_k9j-(f,0 facility proposed in north Fort Collins. More specifi ly it is located at the south-west corner of College Avenue and Willox Lane. It is a portion of Section 2, Township 7 ' North, Range 69 West of the 6th Principal Meridian, Larimer County, Colorado. ' Willox Crossing has a platted acreage of 1.8950 acres, but is significantly larger as a drainage basin due to offsite flows onto or through said property. The site is generally flat with native grass and weeds for ground cover. Several large trees also exist on the site and every effort has been made to preserve them. The slope of the site is generally eastward to an existing drainage swale along College Avenue. This ditch drains north to south passing through several CMP culverts. Observations have shown these drainage facilities ' to be in an advanced state of disrepair and probably significantly impede flows. The subject site is located in the 100-year floodplain as delineated in both the Flood Insurance Rate Map Number 080102 0004 C (dated March 18, 1996) and the Dry Creek Drainageway Planning map provided by the City of Fort Collins. However, it is not shown to be within the Floodway on either of those exhibits. The City of Fort Collins has been presented with and granted approval of a variance request to construct within the floodplain. Soils on this site and the surrounding area are classified as being Hydrologic Soil Group "B." These types of soils are characterized as moderately fine to moderately coarse in nature with moderate infiltration rates when thoroughly wetted. To the west of this site is a large open field, roughly 11 acres, with a single trailer home on it. The field, at the time of observation, was covered with short, cut grasses and is believed to be regularly cultivated with hay crops. Bordering Willox Crossing to the south is a car wash and self storage facility which drains south through on -site drainage facilities. North and east property lines are, as ' indicated above, bordered by Willox Lane and College Avenue, respectively. 2 There is, however, a large upstream contributing basin to 1 the north bordered, roughly, by the Weld Canal, College Avenue, and Willox Lane. In the natural condition these areas would have drained south-east across the subject site. With the existing construction of Willox Lane that flow is i intercepted and diverted to the swale on the west side of College Avenue. Inlets at Willox Court and the Willox / College Intersection are in place to carry runoff to the swale. However, those facilities are woefully undersized and it is expected that Willox Lane is over -topped by any significant event; including the 2-year storm. It is the intent of this report to show general compliance with the City of Fort Collins Stormwater Utility "Storm Drainage Design Criteria and Construction Standards." Due t to hardships unavoidable at this location not all of those Criteria can be met; justification and requests for variance, where applicable, are included herein. 3 IHISTORIC DRAINAGE cor developed comparison the site, less 0.116 acres, is treated as a single historic basin of 1.779 acres. Storm runoff from that site is•calculated at 0.29 CFS and 0.62 CFS for the 10- and 100-year events, respectively. The 0.116 acres broken out will not have any impervious cover in the developed condition, does not contribute to excess runoff, ' and is not routed through detention facilities. Please refer to the Appendices of this report for all calculations. Overall drainage patterns were reported in the "Present Drainage Patterns and Flow Volumes" report submitted to the City of Fort Collins in 1996. Therein the offsite flows generated north of Willox Lane as mentioned above are quantified. That report is included in its entirety in an Appendix of this report. MAJOR BASIN DESCRIPTION There exists a hydrologic study for the "Dry Creek Drainage Way," prepared by Gingery Associates, Inc. and dated December of 1997 for the City of Fort Collins, Larimer County, and Colorado Water Conservation Board. The subject site and surrounding area fall within the Dry Creek Basin. As stated above the site is inundated during the 100-year and 500-year storm events to elevations of 4982.0 and 4982.5, respectively. 4 DESIGN CRITERIA The criteria used for this study was the City of Fort Collins Stormwater Utility "Storm Drainage Design Criteria and Construction Standards," hereinafter referred to as the criteria. Peak runoff rates were determined using the widely utilized Rational Method of the form: 1 Q = CIA where, Q = peak storm runoff in cubic feet per second (cfs) C = rainfall coefficient - ratio of runoff to rainfall I = rainfall intensity in inches per hour A = drainage area in acres The 2-year, 10-year (initial), and 100-year (major) storm event rainfall intensities were determined by look -up. Runoff coefficients were taken from or composites of those tabulated in the criteria. Times of concentrations were determined using the overland and shallow concentrated flow methods as described therein. Calculations for the above referenced characteristics can be found in the appropriate appendices at the back of this report. DRAINAGE SYSTEM DESIGN For design purposes Willox Crossing P.U.D. has been divided into six onsite and three offsite basins. Each basin and resulting drainage considerations is discussed in detail below. Please refer to the enclosed drainage maps for illustration of the boundaries indicated. BASIN "A" The 0.856 acres of this basin is roughly one-half of the total developed area. Runoff will flow overland through landscape and parking areas before collecting in Detention Pond #1 in the south-west corner of the facility. Developed storm discharge rates from this basin have been calculated at 2.99 CFS and 5.98 CFS for the 10- and 100-year events. 5 BASIN "B" In combination with Basin "A" this 0.814 acres accounts for almost all of the remaining on -site impervious cover resulting from the proposed development. Runoff will be routed overland through landscaping and parking before collecting in Detention Pond #2 in the north-east corner of the facility. Runoff rates have been calculated at 2.55 CFS and 5.18 CFS for the 10- and 100-year events. BASIN "C" This is 0.028 acres of landscaping and sidewalk adjacent to the Willox Lane improvements which will i flow offsite without entering a detention facility. Developed runoff is minimal at 0.06 CFS and 0.14 CFS. Please refer to the detention facilities discussion below. BASIN "D" I A small portion of the exit drive (0.051 acres) drains to College Avenue. The resulting storm discharges 0.22 CFS and 0.36 CFS will immediately enter the swale in the west ROW of the street. ' BASIN "E" This two part basin totaling 0.080 acres is a thin band of landscaping which contains no impervious cover and does not contribute to excess runoff. However, the 0.06 and 0.07 CFS of runoff will have to be directed toward the car wash / self storage facility south of our site. It will be necessary for McDonald's Corporation to obtain a drainage easement from the owners thereof. BASIN "F" Detention Pond #1 is, itself, 0.331 acres of land which will be replanted with native grasses and will not contribute to excessive runoff from the site. Obviously,.the 0.08 CFS and 0.17 CFS of runoff generated therein will contribute to the operating parameter of that pond. no BASIN "OS-1" 1 Consisting of 11.015 acres of pasture land and landscaping this area will not contribute to excess runoff in the' developed condition. Historically, this site collected off -site near the south end of Detention Pond #1 where it sat until dissipated through infiltration and evaporation. Contours and site visits indicate that in the event of a significant event that runoff would eventually pool and discharge to the trailer park south thereof. At some point a small v- shaped swale was installed in an effort to drain ponded ' water north and east to the College Avenue swale. At less than 0.1% slope that swale would not provide significant routing capacity to prevent discharge to 1 the trailer park in a larger return period event. However, in order to better protect that facility and eliminate the aesthetically unappealing puddles we are proposing to re -grade some of the pasture area (see construction sheet C-1C) and route those flows to College Avenue through an 18" RCP. Total runoff collected at the F.E.S. intake to that pipe has been calculated at 2.12 CFS for the 10-year event and 4.56 CFS for the 100-year event. BASIN "OS-2" In the ultimate developed condition this basin could consist of as much as 1400 LF of Willox Lane. I Estimated herein at 1.303 acres the resulting 4.06 and 8.25 CFS of runoff therefrom will be intercepted by a 5' Type R Inlet at station 3+00 of that road. rBASIN "OS-3" Consists of the 0.330 acres of College Avenue which will be improved to the ultimate condition with construction of the McDonald's site. Runoff of 1.57 and 2.38 CFS will enter the ROW swale immediately south 1 of our property 7 DETENTION tThe Fort Collins' Drainage Criteria establishes a release rate for the 100-year developed site at the historic 2-year level. That historic rate is 0.17 CFS which, when compensating for the bypass of BASIN's "C" and "D" results in a negative (-) .33 CFS discharge. Obviously this is not 1 attainable. Therefore, the approach taken herein is to equip the ponds with orifices 2 inches in diameter, which is the minimum practical in our opinion, and determine discharges based on maximum attainable water surface volumes and resulting elevations. The resulting discharge rates are 0.11 CFS for Pond #1 and 0.16 CFS for Pond #2. Compensating for the bypass of the two above referenced basins total site discharge will be 0.77 CFS, or 0.15 CFS above the historic release. A request for variance from the detention requirements as set forth in the "Storm Drainage Design 1 Criteria and Construction Standards" accompanies this report. I POND #1 Total 100-year inflow to this pond is 3.67 CFS which is throttled to 0.11 CFS at discharge. This is accomplished with 82.32 cubic feet of storage volume between elevations of 79.50 and 80.51. The 2948 cubic feet between 78.76 and 79.50 is used as water quality volume. The emergency spillway for this pond has been located such that any overflow will be directed toward the F.E.S. inlet collecting drainage from Basin OS-1; thus, having a second chance to enter the storm drain system before causing any nuisance flows to neighboring properties. POND #2 The 5.18 CFS of developed flow to this facility is released at a rate of 0.16 CFS through a 2" diameter I orifice at elevation 79.75. Total detention volume is 5205 cubic feet though maximum required volume is 4868 cubic feet at an elevation of 81.61. The 1247 cubic feet between the bottom of the pond at 78.64 and the orifice at 79.75 is used as water quality volume. 8 UTILITY IMPROVEMENTS It is not economically viable to install drainage facilities at this location which would be able to handle all off -site flows. Grade restraints of existing structures maximizes pipe sizes to 24 inches in diameter at grades as shallow as 0.25%. At the cities request we are proposing to install two such pipes, one stubbing out at the proposed 5' Type R Inlet at Station 3+00 in Willox Lane. The second pipe will stub out at the west end of proposed improvements thereon. Pipe capacity will total approximately 22 CFS which is less j than the 10-year total flow at the Willox Lane and College Avenue intersection. Capacity approaches the 2-year event and will provide for all nuisance flows. The proposed inlet in College Avenue (5' Type R) has been installed at the request of Stormwater Utilities for those same nuisance flows and no capacity data is provided herein. WATER QUALITY IMPROVEMENTS Using the UDFCD Water Quality Capture Volume graph for the entire 1.90 acre site at a commercial impervious rate of 95% results in a required storage of 0.475 inches of runoff (3,276 cubic feet). Actual storage provided in ponds #1 and #2 is 4,195 cubic feet; providing 919 cubic feet of excess. CONCLUSIONS This report demonstrates the maximum level of service that can be provided for stormwater mitigation at the Willox Crossing P.U.D. Though detention facilities do not function within the standard parameters it is our assertion that the 1 runoff patterns delineated herein do not contribute adversely to the already problematic situation. In fact, the inclusion of up -sized piping in Willox Lane and College Avenue provides additional storm drain capacity serving to reduce flooding conditions already present. Therefore, the improvements as outlined herein will not contribute adversely to the safety or welfare of the general public nor impede the operation of adjacent public facilities. VJ CERTIFICATION CERTIFICATION . I hereby certify that this report and study for the final drainage an erosion control design of willox Crossing Final P.U.D. was prepared by me (or under my direct supervision) in accordance with the provisions of the City of Fort Collins Stormwater Utility "Storm Drainage Design Criteria 1 and Construction Standard" with the provisions of the accompanying variance request. v rFll �qF '0 33736 —z; gistered rofess al ngine :.7Z5-er:,c7 State of Colorado No. 33736 ,,,,�^? HISTORIC CONDITIONS LJ� i % I Iler; � it _ . I LJ I ._.. II �. 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FF# , sheet 2 of_z_ .%&,� C�iryuteece-C'�uureyyce..9ita. #10 Inverness Drive East, Suite 229 Englewood, CO Sol12 Job Mr_Mn ALAS - l aai L.OLLIAI Job No. M�6ZO Date -798 By ! D-r Chk Subject PRe)FoSE n C�,ns(Ns �.G+^/GcNT(2AJ.lGYV /ITENSI,TY_tSU/ v,q .^.c.wlc.enp,__.ocl F/.C-4iRL!3=.I�cF;Tf1E 'C s.Y ,oF_s'oRr ate_ ' ,�rNTErvS+Z[C_i..__X�eRM-1nCD i '� ice � YET�R �: ! —1— � B95/N� � ' ' 1 I �Z�la•YE.tR ! �' i i p ?_ ' —--5 z..s4 � 1 - j ._r_S;,H Go _ s. o.- --{ 7. zo i ! t S";. GO _. 262Z, _ s U _ ; � 7_20_ I 1 '77 -IZ.9�_;_ ! z!s`t---'•- 1- 4{.�x..__!_ --�— — —�"Z r u .-9.� _—� �._re.cv_ _�--_ —7�z0_ _ _���_Ll�ag.�U_G_YE�L�g/,M LrieiG�W(s-:UI• � Z..iy NR".NSED.-EGt _iLNL �..rR/IT(GN. M, L•:S f IQM(L� � ' -�---- ! I i i I I I I 1 — ! I I i I - sheet of No Text J > c w Z C W U Z L LI C C � D U u C C < u °Q z } L o 0. 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LLI O 1 w I r.l � Z I z� u I ,W u E I r, u> C < oq LJ I ! l (� r c J II I I I I I I I j I U e U V)LJ 0=i �� �I t" , w Z o Qs 0 i co � L!j _U C •J I I I — II I < - 1 1 i _° � z Z � , �� i - I. ._ ►I =� _ I j r I' , �� ca v I � w o l I I I ci O i 4 C Q ! i 3 S wi da ( I I I i z I I I n O C � fn 0 Job Job No. ✓�� 1� �iryc�eeae-eS'uureyoce.9ac. Date 4 /6 /g:r By nor Chk #10 Inverness Drive East, Suite 229 Englewood, CO80112 Subject 17�Tv.,Tlov �Atc•Icc Io�/c. IN INI NNI nI SC N/..,:&t R/1T55 _ ! _�_QS:,vC-. Z 0IAME IE12 ORIFIcL" PATE _ _ 1 MiD.'Pa,tiT UR11=7ct = 7Y•56 + Imo• = V.58 _ MAxImbIN1 14( 10 GA z = (3-w 16) L7. 1667)� vZ . FON D b✓47ER oAi=..79.7S MI17. ('DINT URI'=1L = 79 _75_ +. T;T - 79. 33 14 (yMIN_' .GA 7gi-r� 1 G i � r , ' I ,_ _T_la15 f'i?UV1nESY AiV O/✓,:.5/TC�RELE/�SE_ R/l,T Et..C-RC-ATCIZ _Z?,'An/ ?NC: Tivl �---- --_. YCRR_N15 �GC_LG_1�aT_E �Co._l.7 c�%Bt�T LEss TNAn; Tiff TEA.,:_YEAR� H.) sr0(e1c _ RASE C 0. 2`) GFs7 , LFGIRaHEICMoIZrL-I,T P,-Rov i.OES._D_,_3S_cOff: Mi lC-4 IG TCoinF n+zAT1GY/_ roPTOF-OPInaL'Rt�VEME+vTS ' RiAR1NC.___TONE /rx_YEAII _E.�E1u�_— 1 i T i# I �— ( 41sroRIL::.GESs_C?d7d#/IVED_YtATES� O,`ZcFs=_D i /1_R6�c�Es1 fOR V.ARICNCL 4eGOP_AN1CS�t7�yr5 14E1kiRT: i I - -- — sheet of Sheetl DETENTION POND 1 100-YEAR RETURN PERIOD CALCULATIONS Basin area = 1.187 acres Release Rate = 0.11 cfs Volume Duration Intensity Inflow Inflow Release Detention min sec in/hr CxA cfs CF CF CF ' 5 300 7.20 0.87 6.26 1879.2 33 1846.2 10 600 7.20 0.87 6.26 3758.4 66 3692.4 15 900 5.97 0.87 5.19 4674.5 99 4575.5 20 1200 5.20 0.87 4.52 5428.8 132 5296.8 1 25 1500 4.60 0.87 4.00 6003.0 165 5838.0 30 1800 4.16 0.87 3.62 6514.6 198 6316.6 35 2100 3.80 0.87 .3.31 6942.6 231 6711.6 40 2400 3.50 0.87 3.05 7308.0 264 7044.0 45 2700 3.23 0.87 2.81 7587.3 297 7290.3 50 3000 3.01 0.87 2.62 7856.1 330 7526.1 55 3300 2.79 0.87 2.43 8010.1 363 7647.1 60 3600 2.59 0.87 2.25 8111.9 396 7715.9 65 3900 2.43 0.87 2.11 8245.0 429 7816.0 70 4200 2.30 0.87 2.00 8404.2 462 7942.2 75 4500 2.17 0.87 1.89 8495.6 495 8000.6 80 4800 2.06 0.87 1.79 8602.6 528 8074.6 85 5100 1.95 0.87 1.70 8652.2 561 8091.2 ' 90 5400 1.86 0.87 1.62 8738.3 594 8144.3 95 5700 1.77 0.87 1.54 8777.4 627 8150.4 100 6000 1.70 0.87 1.48 8874.0 660 8214.0 105 6300 1.62 0.87 1.41 8879.2 693 8186.2 110 6600 1.56 0.87 1.36 8957.5 726 8231.5 115 6900 1.49 0.87 1.30 8944.5 759 8185.5 ' 120 7200 1.43 0.87 1.24 8957.5 792 8165.5 Page 1 VOLUME OF RESERVOIR b'1LtJ\1E EQUATION V=h/3 (AI.t.A2 +�-z)----- WHERE V = VOLUME (ft.3) H = CONTOUR INTERVAL(F-c.) A1,A2 = AREA (Ft.2) ENCLOSED BY SUCCESSIVE CONTOURS - POND 1----- .__- _m/cEbr,iAzos- F'oK GCLI.LVS- (1) _ ONTOUR ELEV (Ft.) (2) AREA (A)� (Ft`) (3) Al + A2 (Ft. ) (4) ,,1xA2 r.2) (5) i3)+(4) (A1+A2)+" I (Ft.21 I (6) 2 H (Ft.) (7) H/3 (FtJ (S)=(7) x (5) VOL(V)= H/3(A+A4 3 (9) ACCUt'v1 .0 V 78.7� 9 ZI62 13; Z3oI o.Z D.dB 1`( 7`T.l3U Z153 11 98.8 4oUZ Ie5-?c i _o.GG 9G35 I 571-7 ZISft'i to?f 3,2Z37 f ? 107`7`" --WAT R QU}?ClT`i'=H CEV.==Z9.-50----�.-._-_ - - -----_-_----_--------- - _WATER 0UA.LlTY=v001,9E E!ROVI►�E0- _DFTENT(0,' vocur7� AT .ELEv!_So�: so:: (PRoVIDfs ^f` O _FREfBOARQ) - --------------_� -RE6 _W RED.=.a%CUT1E_ =.:8 Z lZ_ '__ G. F. FoG7 MOT iv PRRCT , EnRTH WARK _ - ---- ----- _.._ GOq'STR(nG?)GN . 106E26CES.=_ *YOP cF . U✓C� - Job M<Oowt pD — FnR- COLLIui Job No. N'16 62o R&A �iryuueco-C'S'uureyace Sac. Date /98 By jo-r Chk #10 Inverness Drive East, Suite 229 Englewood, CO 80112 Subject 17er-,vT&A,, — Nn. 1,�%nTFALC STi2L1GiL1tZ� __ SPKCWAf' FL-V 1 k3 [-AA1cD IN LE; _ Z"DIAMETER ORIFICE D/cNcrlHbox ;•'i:�Sh'>1 —V.76 — A.- - .. .£ERFoR_1TdD Ca WENI"£ED $d Ml'CIRC:,ICAR 7.i!rJkAVGL WIRC CA&C. c'iµ •'OPENav65� '- .Fdl-reo m 13Gx 2 C.vVrF/N_. _&RAVEL PACK AND PKZV&,fr _ - - PACK (C50• I') ------- .—.._. .=crftd�LCL.= - _I_ >. ..... _ - - _ • I"�/� .. —.. - - - gp _PAGIC.:::: _ —_ 1 �5 ••-R: G T_ -- i i I I ; 5 i , 1 r� • I • 1 i i sheet of Sheet2 DETENTION POND 2 100-YEAR RETURN PERIOD CALCULATIONS Basin area = 0.814 acres Release Rate = 0.16 cfs Volume Duration Intensity Inflow Inflow Release Detention min sec in/hr CxA cfs CIF CIF CF . 5 300 7.20 0.72 5.18 1555.2 48 1507.2 10 600 7.20 0.72 5.18 3110.4 96 3014.4 15 900 5.97 0.72 4.30 3868.6 144 3724.6 20 1200 5.20 0.72 3.74 4492.8 192 4300.8 25 1500 4.60 0.72 3.31 4968.0 240 4728.0 30 1800 4.16 0.72 3.00 5391.4 288 5103.4 35 2100 3.80 0.72 2.74 5745.6 336 5409.6 40 2400 3.50 0.72 2.52 6048.0 384 5664.0 45 2700 3.23 0.72 2.33 6279.1 432 5847.1 50 3000 3.01 0.72 2.17 6501.6 480 6021.6 55 3300 2.79 0.72 2.01 6629.0 528 6101.0 60 3600 2.59 0.72 1.86 6713.3 576 6137.3 65 3900 2.43 0.72 1.75 6823.4 624 6199.4 70 4200 2.30 0.72 1.66 6955.2 672 6283.2 75 4500 2.17 0.72 1.56 7030.8 720 6310.8 80 4800 2.06 0.72 1.48 7119.4 768 6351.4 85 5100 1.95 0.72 1.40 7160.4 816 6344.4 90 5400 1.86 0.72 1.34 7231.7 864 6367.7 95 5700 1.77 0.72 1.27 7264.1 912 6352.1 100 6000 1.70 0.72 1.22 7344.0 960 6384.0 105 6300 1.62 0.72 1.17 7348.3 1008 6340.3 110 6600 1.56 0.72 1.12. 7413.1 1056 6357.1 115 6900 1.49 0.72 1.07 7402.3 1104 6298.3 120 7200 1.43 0.72 1.03 7413.1 1152 6261.1 Page 1 VOLU4IE OF RESERVOIR VOLUME EQUATION V_h/3 (Al.+ A2 +V- l 2) ----- WHERE V = VOLUME (ft.3) H = CONTOUR INTERVAL(F..) ADA2 = AREA (Ft.2) ENCLOSED BY SUCCESSIVE CONTOURS POND Z McDoNALos - Fop-T CdLLINZ Af RIL 6, 199� -u� arE�=-_.rt Eca- is,199a --- ONTOUR ELEV (Ft.) (2) AREA (A) (Ft2) (3) Al + A2 (Ft.2) (4) \lxA2 ( r,2) (5)-'(3)+(4) (AI+A2)+ rJClYi�2 (Ft.2) (6) H I (Fr.) (7) H/3 (Ft.) (S)=(7) x (5) VOL(V)= H/3(A+A. (Lt3T'TX ,- (9) ACCUPvI .0 2:V 3 79 . G`t 9 IISC� 102 I2��' o.3G o.IZ ISj 7-7.ou 11g7 I I I rsl 29't6 ILt3G Lt'l82 sv.vv 1799 L+Lr0Lf zl�s �s�9 ( 13 2139 77(7= '16`f9 1(, ;G-G I 3738 32.x s/j2- 7�54 TEk GtUALIT_Y-_ £LEY - 79 7,T _..-- _ WATER GiUAClTY_.I/oLUC�E Isl t 3iy �(ydl) >'RoY/br- a DeT� Tiory Vv_Lur� �r r-Lc� 82.0.- G�2ovc�5 1 1=RE�PwiIRn) --- � ---_ _._ REGtL\1RE.D VOLUC'1E-- 638`t _. - __RtG2U1RrD VoLUr1�' G LcY. = a`sZ.A_+ C63z'`t -63,i•Z) R & R ENGINEERS -SURVEYORS, INC. 1 190 South Colorado Boulevard Annex Building Denver, Colorado 80246 Phone 303.753.6730 s Fax 303.753,6568 Volume of a Reservoir V=h/3[A,+A2+(AlA2)112] JOB: POND #2 1 CONTOUR ELEV. ft.)(ft2)(ft2)(ft2)(ft2)(ft) 2 AREA (A) _a Aj+A2 4 (Aj+A2)112 5 3+4 5 H :H/ $ V 7X5 ACCUM. E V (ft3) 78.6 4 1,096 66 1,162 0.40 0.13 155 155 79.0 1,092 2,780 1,358 4,138 1.00 0.33 1,379 1,534 80.0 1,689 4,171 2,047 6,219 1.00 0.33 2,073 3,607 81.0 2,483 6,493 3,155 9,648 1.00 0.33 3,216 6,823 82.0 4,010 COMMENTS TOTAL FIT 3= 6,823 Job M 0.�,Io[Ds - FaT CoLLtAts Job No. Mci-�Zo R&R qn y4weAd-saurcyaco 9i�c. Date /s /Qs By J DT Chk #10 Inverness Drive East, Suite 229 Englewood, CO 80112 Subject DET"ENTJoiV FOND Z 0(,TFALC S-rRU(.-:-1CARE L_ 8z.7tcurar FIFv 3' C3'GRl7E�:JNcET V✓- (Z. d 1 -so ._...._ . .. _...._ _ . _TOP GRAVED —79.7s .•. .. _ZbRED CAST IN_[iOX _._ __ _ _ _- ' ' (+ �=ALVENIEE D :SEMI -CIRCULAR -: �ERFORATEP_ � : GR.tV£l-PA4K=AUO��PR"CVE �� -� GRAVEL Priuc .Cc(rn`1`). : f r icaAVEc_- RATED �CE� ' TRtGICCC CN.w <.:.•> ..�A.':.:: .:C: ..: ': O:, :bG;. .'.•:.':b'.': .-:`b: .. ____ -_ - -_-_ I f ECTFO/ -A--A _ I � i� I _' i i_• i � �` I I I ' I i I j _ I i I I , I I sheet of DRAINAGE CRITERIA MANUAL (V. 3) STORMWATER QUALITY MANAGEMENT 0.: 0.4 0.1 0 9-1-1992 UDFCD 410-HOL Extenc ed De r Draii entior i time Basi (Dry) i i Detentic I -Hour n Pon Drain Is me (W(t) 0 10 20 30 40 50 60 70 80 90 100 Percent Impervious Area in Tributary Watershed source: Urbanos, Guo, Tucker (1989) Note: Watershed inches of runoff shall apply to the entire watershed tributary to the BMP Facility. FIGURE 5-1. WATER QUALITY CAPTURE VOLUME (WQCV) Job Mc D�r,,Ai os - f iJ� ( L_IAiS Job No. M, 67i;, /�� C�iyaneece-�'tuuey.�ce 9ito. Date ±1,71n By .Ir�r Chk #10 Inverness Drive East, Suite 229 Englewood, CO 80112 Subject o)s rE.v —,ie.N t- JNp l* i A , LEN&TN. RCNu2'REb -= _CX,1614 IC Pen,lJ 7AZ -- -- - .. _ .. '.AVAIlABLF._HFAD _.. �_uP...aF.._.SERM ...L✓E12 EIEV. - ' TNyrE_,_r'JADD. d&—, C1 I=DN/)�MAS..A TAR-Z D6T�url -_OceY gCC S._R�tGZtREI-- —_.._ tiiHic.u_t�iv�y! A.ES 9_4� _t�rt1R Lv� M46 ON-4MRG£' AR' f- t t i— i ! q,VAu.A6CE_-Sim N.GT/1NFlxAXY CF2*VO 1_i—eR.._RC-CPonn.�2)_.7�gE___' CMERC-En/C(__W_FlRS L�CRrFSEp_ A1%1VE—GH+E EN(aiL-ED_--}— —L—r 1 , sheet of ' DRAINAGE CRITERIA MANUAL ---INLET _ CRPAC 17Y AT DE516-111 . A10DE= .-& - INLETS 8 CULVERTS T�Q DNERSIon7-dEQn_c-FL P_CFt-== I80 10, 000 l66 8,000 EXAMPLE(2)(I) (2) (3) 6. ' I56 6,000 0.42 league (S.S fwf) 6. S. 5,000 G•Itosfe I44 6. 4,000• Hw S. 132 r.a S' 4. 3, 000 111 !.� �.� 4. 120 1 R1 2.1 7.4 2,000 (N 2.2 7.7 4. 3. (os 3. ' •G in roar 96 1,000 3. � �.SO = 1.09 Soo 64 600 500 ' 72 400 2. = 300 S ' 60 200 .. _ \ 3 g 54lZ ~ \\ o 46 / 100 \\z i J / a < 60 _ / u 4t = u 60 Q. 1.0 1.0 U. to SO Hw ENTRANCE c 1.0 e 40 p SCALE TYPE W W 36 30 (1) Severe .Its 49 ; .9 9 W 33 Nutt 9 < 20 (2) Growe sad with < W 30 s"eeoll I 6 .8 ( Groom. end .8 ' 27 rel"time 10 T- .T 24 —7eEAa=-2GesL—_ T ' 6 To 'no meet* (a) N 43I relost 21 S se►Isentells to sualo (11,164m 4 we etrdGsl laalleed II" fs/Wes 0 and 0 "*fee. or fewer" ee 6 3 illustrated. 6 .6 I6 -�L3�AO'r__GaVfRN-SE1:._ 2 �Pr9Gr7Y=/JOMEGRAPF3_NExT=_ _...-__ ' BEET_,— IS 'S .S r.o .s For design, use charts and noelo¢Cphs 12 in chapter 10. ' FIGURE 4-2 INLET CONTROL NOMOGRAPH EXAMPLE ' IL-15-68 Dona Regional Council of Governments No Text 1.0 .9 .8 7 6 0 z z .3 W a. 0 2 15 12 10 - - 11 8 - 10 _-READ 2.9 of 11.F 6 - FaR 5' INLET 9 - \w a: 3 8 W i to 2 - 7 / W z a ^ _e_P_art '--.8- 5.5 v y .6 5 LU S z z w 4.5 z o 3 4 =- 0 .2 z_ U 3.5 z W z W a.- 0 U- U. .08 3 0 I- p .06 = 0 U. W = a: .04 2.5 a .03 a .02 a 2 d U 1.5 H sroaM \ _ / / z L O T L TNt7IAC STORM - ,- r rF :-- z I{EIJ2I:1 GE'-� OR =FOP :.5-.'-INCS71 z W --a 0 Iz 0 F- c� w 0 0 T a: w c� z H 5 4 3 2 1.5 �J J V� QQ 1.0 U Q � �M 8 �-m NA N N 7 vv41 to 111 .6 uu� .5 < v�F10 .4 JJwz V�pz' Z� £ .3 1q,1 .25 .2 .15 a _2„ h L .10 =ISAF UCA:PAC ITY.=AT=CESLbN-IJUDE _®_ . C/{ IC)T`r f3ouNDRC c6)7- I I.2 _ INLtIAf" STUt2r_I- CGRB=raP'CO S') Figure 5-2 - --- _-8Z:96_-81.60-.= 1.36 -_-- - - 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 J u Z V Z C LLI U z L u C C � C L) u c C W i- P 'z � v O U � u � e n o• U) '.J < p L L O c� p L lJ O w J `- o < zLi `p p CCH L G O O A .. ImW I U I i u t c •` I I i I I I�rF j � ' I • iHy� '• i ej Oj "IIJ �� I I lacaz I I O o I� WQ I I IY VZ I I ' I I I I l09 • „ I � i ! In V� IIO _ c 2 Iv�ro nl I I I i o � N li < ci C..) � 2— W A G N I Ad I � < � I! o .N v so a H V m�� Job Mc r!�- Kr a ws Job No. r'ae- i ?n R&R &ieyiareece-&aweyvej Y1itc. Date. isA /4-7 By an-r Chk #10 Inverness Drive East, Suite 229 Englewood, CO 80112 SubjectStzluc- - '- i —7 - • _roo- Y;.g1l. srREc-; F:vW:. wpa.lCl+! -- --�+.,T.ER. THE _SUtnTHcRL•Y' _ LN/,�tVN� _: NEai THC !fit>CN/IRC-t . .=.c.. S._:. __- - Yt 1 + i AND ` .vim_._.__..,. _.;.._...,�.,.._p.. _-..._.......,_..._._ ...._...._.--..�... _.. _. .. .._.,,—.:.-__:... A sz; rTp (:,e)" tci.vkR__._I000-YCAIt 1 _'.V '_�� or slr'ltL< ` 1 -r----._.._. .... TNEty bt S/NC "-r YPE M.��P. C-Rca..TEf��'.. FZIp- 1z'u2 +. �,;a�•tC f i?ci'fi ci . I 1 _ Re;' S7 ..or -,TNT WDa.r0 —j- I J._. K.IP RA'.... it /-G.E '�S Lh,f?owSTREQ M. wVLL+P_R/JT t V�,M C-pOS,IVE_.—EYN7s.. KA 11 JN--- ` SOI I Ex.CE5�O_�nc-rN�nt Q�P_E._,_D1sGNl1RCr� � I ! 1 i i — 1 1 f t 1 4I iI sheet of, DRAINAGE CRITERIA MANUAL RIPRAP L n JC7V TYPEI L 2 .4 Yt /D .6 .8 1.0 Use Do instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream. FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE Table 5-1 CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP Riprap % Smaller Than Ir..termediate Rock d50* Designation Given Size Dimension By Weight (Inches) (Inches) Type VL 70-100 12 50-70 9 35-50 6 6** 2-10 2 Type L 70-100 15 50-70 12 35-50 9 9** 2-10 3 Type M 70-100 21 50-70 18 35-50 12 12 2-10 4 Type H 100 30 50-70 24 35-50 18 18 2-10 6 Type VH 100 42 50-70 33 35-50 24 24 2-10 9 *d50 = Mean particle size ** Bury types VL and L with native top soil and revegetate to protect from vandalism. 5.2 Wire Enclosed Rock Wire enclosed rock refers to rocks that are bound together in a wire basket so that they act as a single unit. One of the major advantages of wire enclosed rock is that it provides an alternative in situations where available rock sizes are too small for ordinary riprap. Another advantage is the versatility that results from the regular geometric shapes of wire enclosed rock. The rectangular blocks and mats can be fashioned into almost any shape that can be 11-15-82 HYDRAULIC CALCULATIONS HYDRAULIC CALCULATIONS W U Z C LL z c LLI < u LLI LL" z 0 Z: cocc Li 0 0 Li 0 z < LL. 0 LJ J LL < z < Z < C LLJ D 0 U 91 II ( I ! I I I I a > > ci I i ce = z �t'� I �� I I �9 � �i tr) :r IOU Ll < LA I �! o I+ <OJI eII�) IS ! 1 3u: 4Lf Q, a,. x D-1 ui Q �3 tz z V-f wr V) 78 .b Z 41 ci III�.LUI�NI I___� Ni IW Q a O c 0 a � O N o rn rn n n n CO n N U rn O , N Q Q Q Q Q Q Q Q L a NmMN0oa U). n m co M v v v N M LO LO O �. O1 N L f0 L f0 L CO L t0 L A L CO � CO � N tL] C` C` C` C N U N U N U N U N U N U N U N. U N U C O O N O N 0 N N N Q n Q O Q M Q (n 00 O 0) - 0) Cn 0) N (3) N aaDD .- aD Cl) CO Q a0 Q ,� O�u y n^� NV NIT N -T N N N N N N N N CAD D CO CO n N n n 0 n O n n n to M V O N C) T V^ N N O 0 O y O W 0 0 0 0 O 0 n aD O W O N n Q n n Q n Q n 0 n Q )0 Q Q Q a CM ` O v", N Q N Q N Q N Q N M N Q N C7 N N N O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O N C a— O O O O o 0 0 0 0 0 0 0 0 0 a C 0 0 O U E Q N O N pp 0 N M N o M N 0E m O O n CO 0 0 n i0 Cl) CO Q N O CO CD O CD CO m N N , M N N N N , ,, 0 0 0 0 W CD CO CO CO 00 CO CO CD CO W 00 00 CO OD OD CD n n = a;v DO E o 0 0 0 w 0 0 0 0 0 0 0 0 0 0 0 0 0 n n n o 0 0 W 0 0 o O n n Q Q N. N. 0 C N N y y C t7 0 lh (") CV C7 C'7 (") N N (M N N N N �- CO CO CO CO CO CD CO CO CO CO CD CD CO CO CO CO CO CO O �j a3v 0 N O O O O O O O O O Um o 0 0 0 0 0 0 o c Q Q Q Q N N Q d O O 0 O O O 0 O Z Z Z Z O O cU U A Q Q Q Q CO y O O O O O o 0 o Z Z 2 Z o 0 am ym4) D N 0 Z3 a DO a o n 0 0 O M 0 n n 10 O M C7 N N E C/1 c c c c c c c c c c c c c c c c c N G a C0 N 0) C0 n Q CO N a a a a (L a a a a 0 O - c y j O a 0 < rn F' U CO m E a 0 0 U v m c c W O O 0 N U O Wm U) Cn x m W O W Z_ z D Z m W 0 a O <0 b co ti c 0 'O 0 L Ol co H m Cam' �'' /� ate, _✓f/a_h`+• 1 � // 'i ��YI ��j�� "'r _ 4 4,y�� ` ���y ..K a � .. • �A;C '' 'T•i r� b ' /\\ ��\� l^ \ �Pw\�. __ � � ; a`: +• � �� ._ z `� i } is 1 ••^J .'.' p.OL \ `.\\. O7. �,., 4 f ! a1 +S -:. � o-.�! y-' 1\, A .i, F. 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"�. 2." � � - `? ` -; yT�� , h _ __ +r _ � �'a:'�`�i: t'..f r � `�"t F•�ii- •~ '� ~•1'� � f_ieaf �F. - - `'F: , ` _ ., �- �' •y' .` .�v+!¢` a . < ds.r � J .e4 "�•u - `.i�' � x � � ) i -`a ` , `' e( y� at � N, �' .,t'1 ;" _• - ' 1 '\ - A 1> pia r f R•raM �: J �• Y'.k '� - r1 r.• r.t r / 4 s < �',�" s "_' .i=1!_.. .� ,� s • 5` <<r•.1 :J � .�'. 4_ Y. C _.A � � r T GINGERY DESiGNED s ,P DATE 9/79 CITY OF FOR COLLINS, DRY CREEK DRAWN H. G DATE 979 �? ASSOCIATES INC. CHECKED P DATE I/79 LARIMER COUNTY, COLORADO DRAINAGEWAY PLANNING SHEET5 OF SCALE: I = 400 REVISED DATE WATER CONSERM ION BOARD n� I' " ia all I Z o z E m � E a oy a 0 a U � C v O V c T N N N n n m U N o Z, v a v Q>v 000 J v N N n L4 cp N j U j U S U L U) ` C ` C ` C N � U N U N U N C cm N N N N m? OD N O N m N V 04 N N p U V V N V a yU Q N O c0 O O O D1 T V^ C` N N Cl) 0O OI ` N N M Cl)N N N 0 O O O 0 0 0 0 0 0 0 0 L O O O O O G O U 0 0 0 o N E cc O C') N n rn co J `� Cn CO N .� C DD Cc0D CONCO D) = CL 3 D 0 E o 0 0 0 0 0 N 0 0 N N n Mcn cn m m OD co coCY m p .L (7jov O Q o 0 0 �Um o 0 0 o O Q mad o a z C U U _ m Q D N a O O o Z 02 C Q U o E m y C1.N N b 0 N O N C Z 0. 3 c7 C) N N � o. N O a a a a O (D O L6 N r 0 0 N O 0 co O � U 0 jm D N (A W @ W 0 W _Z z a Z m Wo a� O aD m Z R z 0 < Z 0 a.m w D E o U) 000000000000000000 0 S0 22N727(Dco 0 + w m §�<»` y . ts # OM N 660.- /�� (L .00 co N m OD, Coll CLI Nr Cc 0 Ec + C 0 CL 3 4z: . . ®` 01 a\/�\� \:\ ,,2 . + }7\ 2 00 �/:\/\\0 an\�«� \),, « !3\ ! vo MCON cl) 0 ma N Lf) + N r - r 'NO 04) 0 N 0, wpi a C CHM 0 2� /\:\a w m > + cl) LU uj 0 0 (D v Lo z + N fn W 0 0 ca rz N. cl) Nlro*; vi CO. ji d CNN; 0 + N 0 t Lo (,��`\\ \:.� � ! \�\\\�.\� �\�� oory © >0..c >.0 0 m V /�\\\� � ��| �t x FE \ƒ } 90) + \ \\�, 0 N Q 0 'OCR ,NCO i 4 �QD i 0 0 F V.. E + a) 0 =E3 o(ru) 3 1 1 1 0 a 0 c O a ^ O p v � � O N T O1�l. Cl) (3) O � L O O Ln O J v co co N O. N A U 0 U (p N N N r° U U t� E 01 N 0 0 O 0 ,E V N O N Ih U 0, U �p 00 N N 7 ON> T O W a O C O O O O O O O n W C a 0 0 0 O U E o 0 0 Cl) m m 0 0 0 0 NC = co GD Q1 O O E O LO N O E v� n rn r m m o co co w co 00 m m Un3v p0 O O mad O O o �Um 0 O O N ZC) O O o 0 cU � - m M N 4' O O 0 0 T C Q U dE 0 ON y C Z o 3 O =p ro v IT C C C C a R Cl) a a a U 1.0 O a` co O r m O U) ~ I U O 2 w a Ir A y U) a m W W O itZ U v Z H W Q a O a6 m jr U C aE aw ao v c O V a� �E¢ p0N V O . N � O H O co U Y m m O 1 O 3 n a H o 000000000 \}\ \ \ / f \\'� _(ODcm 0 % E w . .. law;:, cl CD \ ; + r mCD °(n CL . C ; a!u) ))\ a. ( wm j� § I \ aco , a Cl) CL2 \\ §E 009 ]GQ »{e tskf /0o PRESENT DRAINAGE PATTERNS REPORT Present Drainage Patterns And Flow Volumes Contributing To The Proposed McDonalds/Amoco Site At The Southwest Corner of Willox Ave. & College Ave. Fort Collins, Co I. General location and description A. Location: The subject of this report is a portion of Section 2, Township 7 North, Range 69 West of the 6 Principal Meridian, Larimer County, Colorado. The subject site is bounded on the north by Willox Avenue, on the east by North College Avenue, on the south by an existing carwash/storage facility and a trailer court, and on the west by open fields with a single mobil home/trailer located on its eastern boundary. B. 1.) Description of property (Subject Site): The subject property is approximately 2.63 acres of flat to gently sloped land with ground cover consisting of native grasses and weeds. The slope of the site is easterly with a slight northeast slope to a low point in the northeast corner of the property. Said corner also being the intersection of roadside ditches and a drain culvert running north -south under Willox Avenue. There exist a roadside drainage ditch along the east side of the property common with the west side of College Avenue. This ditch drains north to south. Under current conditions the ditch and driveway culverts adjacent to this property are in bad order and probably impede the flows from this site and storm drain systems northerly of the subject site. There are also large trees around the north and east boundary and much smaller scrub type trees scattered around the site. 2.) Description of property (Adjacent Lands): As described above, the land west of the subject site is vacant excepting a single mobil home. The fields consist of short cut grasses and as with the subject site, flat to slightly sloped east toward the subject site. Properties to the south, i.e. the car wash - storage facility and/or mobile home court, appear to be non -contributive to the subject property. It is therefore assumed that the drainage generated on these properties is directed to other paths away from the subject site. On the north side of Willox Avenue is an area that indirectly contributes drainage flows to the subject site. Without Willox Avenue and/or College Avenue being in place, the natural flows would be east and south. But, because of these existing streets and intersection, the drainage generated by these lands (see drainage plan) are intercepted by the aforementioned roadways, picked up in an existing storm collection inlet/pipe system and delivered under Willox Avenue to the northeast corner of the subject site. The previous described pipe system is small and would only transmit a small volume of. water. ' The supplimental flows would over top Willox Avenue and flow southerly onto the subject site. To the north of contributive flow properties, north of Willox Avenue, is a canal called the Larimer and Weld canal. It runs more or less west to east. A high berm separates the canal flows from the sub basins H-1, H-2 and H-3. However, during the 100 year and larger events this canal will carry some water away but residual flow would be transmitted southerly more or less following the Dry Creek alignment. Dry Creek for the most part is an old irrigation ditch and ' for most of the year is not transmitting water except during storm events. II. Drainage Basins and Sub -Basins Hydrologic soils for the site and the surrounding area are soil group of mainly "B". The infiltration and transmission rates are: "B"-soils having moderate infiltration when thoroughly wetted. These consist chiefly of moderately fine to moderately course textures. These soils have a moderate rate of water transmition. ' A. Major Base and Description: There exist a hydrologic study for the "Drycreek Drainage Way" performed Gingery Associates, Inc., dated 12-79, for the City of Fort Collins, Larimer County, and Colorado Water Conservation Board. The property is located on Flood Insurance Rate Map (Firm), 2 of 5 community panel #080102 0002A, dated July 16, 1979. The subject site and surrounding area falls within the Drycreek Basin area. Both maps indicate inundation of the site during the 100 and the 500 year storms (under current conditions). B. Sub -Basin Description: The present drainage patterns of the property and surrounding contributive areas have been divided into four sub -basins. Sub -basin ' H-1, H-2, and H-3 are north of Willox Avenue and are collected by a minor/small inlet -pipe system. This area is comprised of single family hones to the west, commercial area along College Avenue and ' manufacturing warehouses at the central location. Sub -basin H-4 is currently open pasture land and vacant excepting the single mobil hone described earlier. ' III. Drainage Design Criteria The criteria used for this study was taken directly from the City of Fort Collins "Storm Drainage Design Criteria and Construction Standards" manual and the D.R.C.O.G. "Urban Storm Drainage Criteria Manual (Vol. 1 & 2). Formulas projected were used for all calculations. Hydrologic criteria was taken from the city's manual where the minor storm is 10 year, major storm is the 100 year. For the prospective and existing business's. This was used even though a portion of the study area is single family in nature. IV. Drainage facilities for the subject site will not be designed at this time. The purpose of this study is to review current contributive property's for patterns and flow volumes to the subject site. Further study leading to the subject sites develognent will be completed at a future date. Located in the pocket at the back of this study is the drainage plan. This plan is at a scale of 1"=100' with contours at 2' intervals and depicts the subject sites tentative layout and the study area for flow patterns and other information such as design points, flow arrows etc.. Also included in this study are the time of concentrations nomographs, rainfall -time -intensity -frequency table, and flow calculations. Since all sub -basins are less than 200 acres, the methodology for runoff calculations is the rational method. V. Conclusions This study is in compliance with the City of Fort Collins established drainage criteria, policy, regulations and standards as established by the City of Fort Collins and U.D. & F.C.D.. VI. References (1.) City of Fort Collins - Stormwater Utility "storm Drainag si= T)Psi= Criteria and ConstructionStandards", May,1984 ' (2.) Urban Drainage and Flood Control District, Urban Storm Drainage Criteria Manual (Vol. 1 & 2), 1982 (3.) National Flood Insurance Rate Program, Flood Insurance Rate Map, ' Panel 2 of 5, Community - Panel no. 080102 0002A, City of Fort Collins, Larimer County. ' (4.) Gingery Associates, Inc., City of Fort Collins, Earimer County, and Colorado Water Conservation Board - Dry Creek D ainaap_ Way 2lanniag, sheet 5 of 12, Decanber 1979. l] 1 11 1 1 Maps and Exhibits IL • ' rJali 00 col00. o 00 .., ocr �.. 101III i '♦•' /%/ .. =-�� \\,..... a) CIO if � ... '�,, _ ;�` : It• : L_I�,e c° � Gam. , � �� � .-ar, t l __ � -�/ - -�- - I \N° - rp �"• I ;ins, 19 "t t\\\. • �o :: - � II '^ !lull I� II ■ �� .•. III c 1 J � •� �O yr ,t III , r II. 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C Ov0 oY Y"u OYONN N O 1 do v v� A' C ♦T- C G:� Ya aCA 0.��._Y Z a Y ;� ; a c o uv Y E 2.2 Z C — 0: A —o •«.. —o w A; J o V YLu• •A_, «ov•� LvOo X OO cc �Y Ao O'H^ • w t AYo„ vNA yrO ��a 0eo c E foo ci vo .A,�Y vu vEo E o^c qv a�v qv %« in 'u � o0-T; ooYv o� oi.v c�mc nc E u O~ O� O�OC p.iuC Om pNn 30iD ppv Z N; 0 E „aY3 E ScOY�C w0.o p. c 3e cc oNA ,o .«�oc 00♦.E .N0 Yc .,a•' NA L cJc Nro .Alz -Z 0 'E% o aV v!Y: vn n,o�ccc^ ry N^ vE O A Q A Y A Q♦ Q O. V ¢ T O N E ¢¢ A . Z Q m O 0 Q Q Q m U O> % :^ U w z O N Design Charts, Graphs and Figures 4 No Text DRAINAGE CRITERIA MANUAL RUNOFF 5 3 20 z 1 z w V °' 10 z W a O 5 rn w cc 3 O U 2 W F- 3 1 i 5 NEEn������i���i� �'v��Iul�/II�I/,1111I� .1___._ .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. 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Date w !u 9 By a0 Chk #10 Inverness Drive East, Suite 229 Englewood, CO 80112 Subject ER6ci,-w 6rYT-RO4. - C0JS-Ru«!01V F FFECTIVEMtS> __I"LR. _SAS!-N .��•• t _ _ _. _, _ _, i I-Ar EvT.t RO ARCA Ni LL PE :JNC\LL07 CRl:G't:D lie"vO F-F WILL lab GBC^.75'i Tp -A 56v NIC+ a4SIN W'TN ROCK FILTL P- ._ ALL nlzEnC . 4 FT (ANDtS�L+RtCj)" -Jrc12 M41kC .. .__ 7Z Hb"RS wiLL EG .r•YCG-0 -1,J •�•_--____� t"iEr/L�D G-G11CTLK i P-FgCTGE .�--„-.• SE4n+E.Ni._F/1•�lIJ.._�. j. - :.... I:UU .U. 50 L'14 '.0 �..�%-S (-`giCE 1"NC' BN-1t,ie ARCH, tV'LC ,[?fir GVe ROOT .'CRM DG0 7.L\NULF WICL GC PtREC.T r. TO_/J. .. SEGINI= ^'7 c^Flro W rVi� ROCK_Frt r�l;... /.LL /:REA3 '�:15T (kwp1i74`RrVl F= 1K ..it1AN 7Z t{gNFRS _ WtLL _1P{-7,1.I4Rcf7 - LvITN - 2N5 /'KRE Cr t.nY P"!@CN. 1 FSGTOR I'-rlic r, - 00 �.@�95(4: L00 _FoR BASIN _G 1 ._ _ .__. _ i_ __ _ _ _ _. _ ! _ _ __- _. _ _ _. F._TE , C-aA0INb: 1 t nGCEp ._•. .. .... 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DlREC.C-0 To S'e6'N'(FP/7 W%7 N 6-PIl VCL F/CrZF -14WI "v(.Cli AND $�'£C OIN4 IN CTACCEO _ Imo LD1^;CLY. :)jr f6R ) _._..tom �.._....<..._.. ...-- - . _---t____.._. ._ _•_ _-_-- __ .. --. -. ... _ - CO - •-- - i - FC%ARCNir)(f-t=Acme--i�- --� __ ! __ _ --(ARER r - T - - -_ rsb?Cr:iox, tovo•o67 t�Ca Iw)(Iw><rcuxb.ob)•r Ca`.c2�)ro.ac)?/ -- -... _ _ • L._.�.�._�._ ..__.� <.o;oSl)S_! Cz,)_4 Co_u&o,1.1'IPO:x�?.t7) t tG.»L).(c.ui.�.l.?u.xoub).J _L: [G . , I , I 1 _ I + roa.ze)----- ' — C_—F(.o_o.Sl)C�o•aa.) f CO_oLa_).(o So xl:Odi.Y_Go i3l)C.o Sp x.o W*f.ay7./Z..[4o _OFF _ CL _.-- = } i i 1 t II • � f i , I � � i I 1 1 sheet z of z Job m-o:n,lJLr- - FaT Cociwjs Job No. NIc67A i2� �iyuteaco-C�uweyrco, �itG. Date e By 4r77 Chk #10 Inverness Drive East, Suite 229 Englewood, CO 80112 Subject ERosrcw �nra- _,-- J .._ A.FTEK-TPc P1 7C—C7 . HAS P_Gc"-w . (Ucm PLC-76i) ci 'nJC_- SJ.7Es.. w/Lc: _ _._.,.._ee-- c�KKE+>•-pvIT7+ Sry2NC7V1RC:.-.arl_RSI?H/)CT �'CcNc.�6JE.l_l'-/iVEN�FN-_ -_T7�E•-:RbM�li�1N.G—t_.�.______._.__- : i _ � !lRCr,S ,.JLaNn5GlP uv G-,�xn_ 4ETCn-1uv_�_b�ILL. BC_ 5o1�,oCO oR 5EEC�r-n 1 -. .. METFLD � - 'c-HAC�cK I P-FiYrZh .-._—_.._.-____� _..�N:.t2i%ILTICGr.Lt2:�Tf_.h(I�C-Mt.N-__..�._—._�._._._., rJ-•,CAI. _ .—!i.:f.'G.._.... .--_�___'.__..__. EFF = 99. 97 V -7 Rra. 93.5v X -NUT REcmEUT5.. IIR2 f4'Voep.. Y. alto 1, rIZAeZ 47 t/!E T/ME _Uf;, -iiPVRGodL .. _ HAVE: CNdIC.-FEC-r,.. OF.. PERMANCIIr_. �\A.TLPL UV14LITY CG.v. t2UL. .. TN/5. - _..IS_I1V- THE. F-GRM- or• -Sfl Dn..IG N.-i _L'/isINS t TAN DYfPC: nN0_ &kAVBL-PACk i_ 1,vCLOOE7. Ia i,.0 ......_ p T f sheet of PAGE 24 ' Table 5.2 C-Factors and P-Factors for Evaluating EFF Values. Treatment C-Factor P- Factor BARE SOIL Packed and smooth i.p0 1.00 ' Freshly disked. 1.00 0.90 Rough irregular surface . . . . . . . . . 1.00 0.90 ' SEDIMENT BASIN/TRAP. . . . . . . . . . . . . . 1.00 0.50(1) STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG. 1.00 0.80 ' SILT FENCE BARRIER . . . . . ... . . . . . . . 1.00 0.50 ASPHALT/CONCRETE PAVEMENT. . . : . . . . . . . 0.01 1.00 ESTABLISHED DRY LAND (NATIVE) GRASS. . . See Figure 1.00 SOD GRASS . . . . . . . . . . . . . . . . . . . 0.01 1.00 TEMPORARY VEGETATION/COVER CROPS . . . . . . . 0.45(2) 1.00 ' HYDRAULIC MULCH @ 2 TONS/ACRE. . . . . . . . . 0.10(3) 1.00 SOIL SEALANT . . . . . . . . . . . . . . . 0.01-0.60(4) 1.00 ' EROSION CONTROL MATS/BLANKETS. . . . . . . . . 0.10 1.00 HAY OR STRAW DRY MULCH ' After planting grass seed, apply mulch at a rate or Z tons acre (minimum) and adequately ' anchor, tack or crimp material into the soil. Maximum Slope Length W (feet) to b 400 . . . . . . . . . 0.06 1.00 6 to 10 200 . . . . . . . . . 0.06 1.'00 11 to 15 150 . . . . . . . . . 0.07 1.00 16 to 20 100 10.11 1.00 21 to 25 75 . . . . . . . . . 0.14 1.00 25 to 33 50 .. . . . . . . . . 0.17 1.00 ' > 33 35 0.20 1.00 NOTE: Use of other C-Factor or P-Factor values reported in this table must be substantiated by documentation. (1) Must be constructed as the first step in overlot grading. (2) Assumes planting by dates identified in Table 7.4 thus dry ' or hydraulic mulches are not required. (3) Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated. ' (4) Value used must be substantiated by documentation. ..�d.1� �iycaeeco-�S'usuey�,ce, .9irc. #10 Inverness Drive East, Suite 229 Englewood, CO 80112 Job WiL .ix e hNC- 1RfA.D. Job No. MC,62n Date/ I By 4r7r Chk Subject F g,�xs fnn/ CONr12UL ! I "CUS OF C1 yAm-jITrES AN/2 TSi EROSION coyrrcX 'i7csc RI AT1 UN f 1- ayAN71 Y`r' 6t"(T P_RI ,,7 4057 .. SI!_T_ FCNGX .. .. ,... t _._._ • O r_E _ 2.00_ YpUC. UO I I , .,G7FAW P-4LE C'yORRIERS.. '._ !_ _ __. ; _...__.I I. _.r.. 3.... EACH." .._ ITO. GLU 115o.00 SE DIr'nCNI _ T&AP _-.T- -, _ �-_ �._ .. _..._..2 _ EACIH, ... . SUO. UO (OOU. C O - 2S_ .f `t, 000 . QO. - . SOD_oN CJ!NpSU)I� AKEA5. '. . ____._.�.... _. 2_`t, GOU, SF. . O, iS _ 2(,!`;O , CO 1 I ' I I r , OTAL OS7, 300. 00. _. 7 i 4—t - a [ —i—r sheet of f WI-el-ud 7 E u4;j5 rn FROM : RLR ENGINEERS I KHNbrUX I H I l UN bVQ. PHA Nu. LL 1 o«a r. u l PHONE No. : 303/900754 Oct. 271998 02:10PM P1 RaR WGINXERS-S7JI7V6YC m INC October 27, 1999 Mr. Basil Y. Hamdan Civil Engineer R City of Port Collins Stormwater Utility 235 Mathews Street Fort Collins, CO 80522 RE: Willox Crossing - Addendum to the Final Drainage Report Flood plain Elevations Dear Mr. Ha7hdan: This letter is in follow-up to your conference call last Friday, October 23, 1998 with Mr. Robert Taylor of our firm regarding the variance of detention requirements. As a condition of said variance; the proposed finish floor elevation must be 18" above thq 100 year flood plain cross section "W" elevation as shown on FIRM Community -Panel #080102-0004C, revised March 18, 1996 or above_the 5W year flood elevation. Cross section "W" shows the 100 year flood plain to be 4982.5. per Friday's conference call, the 500 year elevation is 4983.2. The proposed finish floor of the building is 4984.6. Therefore the difference between the 100 year elevation and the finished floor is 2.11, which exceeds the minimum requirement of 1.5'(18"). The 500 year is 1.4' below finished floor —also acceptable. Sincerely, �l14b j i/ 10 INVERNESS DRIVE EAST. 8199 914CLEW000, Co 80111 Pit 303.792.7846 . F% 303.790.0154 FUTURE CAP AND PLUG, STUB OUT TO IMPROVEMENT$ IMPROVEMENTS BY 4p I 24' RCP TYPE 13 INLET 19.98 GET I MATCH IXISTNG BY MAr 79.tT INSTALL 4' DIAL. MH N0. 3 I IVTURE IHV. _ ]9.48 RIM 82.5+- OTHERS I STUB OUT TO IMPROVEMENTS 5 LF 15' RCP MATCH RNIS D GRADE I lr7 BYMINIMART CAP FOR FUURE IMPROVEMENTS BY O 0.25% / IHV. - 7!1 1 / IWMNING - UNDERGROUNDIHV. 80.00 OTHER$ - EXTENSION i0 BE CONSTRUCTED WIN ROAD IMPROVEMENT. ( I OF PROP9SED IMPROJEYETIHV = 79.83 / r-��_;UgUpE__ ___-______________________ TO F 4' R ET I rc 73LF 2r�' RCP O 0.25): \ i F-r fewer -�4.257. _ 0LnJ O / 1 e Q Lo PROP 4.0 MH /2 C 9P x\�RIM - 83.62 _ 0� ___________-_--�__\�_yE_______ 00 1©�/ MA791LF]NLM�D GRADE__ 'E� - GASnJi GILV/�A GAS GA$ -`GA3 POINT OF BEGININGOth �CA_jgE LL�y _ r.:G NORTH UNE OF THE NE ',7 `.' ,O FUTURE g o N IYILIiCI!ZQl�" N aQ'OFSEC1I6Fr�- - - 1 �, � 5 o Q PROP. 4.0 MH NO. • VEHICLE TRACKING CONTROL p INSTALL TYPE 'R' INLET - I D' 20' 40' 60' w/ RIM = B3.0t /TO BE INSTALLED AT ALL ACCESS POINpJS� m 0 CONCRETE ENCASE JOINTS OS- I 1"'I Q IHV. = J9.93 NO ACCESS ALLEGED OFF COLLEGE AVM ft - BLBO I TIE TONUNCTI BO% A4 ----_-_L-�9-ow IHV = 79.51 m -O WATER LWpSSING 10' I 214' ASPHALT-i1AP-S-- TT21p_ EA_ SIDE OF CROSSING-wAi- c'a T H83. 10 O zD' DETACH = ea0: SCALE: 1" = 209 *mil O _________-__ I e 78.7a L � ____ PROP 5 MN (DL�uL Q-a) ________ � FOR R.o.w. I c 0 PRORRM1 IME MMSED COMDM EXISTING CONNOTE PKKSEO STORM - M PMM! EXISTING STOR - PpPoSFO SPILL 1.01 y y PROPOSED 4TCX A IMIx ^A• 13T E NSSIX 51]C IN ASIDE 0.W R.SO WE YEAR Flow COII41a IC RUXGF WH BCMIWM SALT v a �r sTVAw dun -VTC vr>•uE TMnw wxMu MG) POND 2 SUMMARY TABLE FLOWS 100 YEAR INFLOW .....5.18 CFS DISCHARCiE........ 0. 16 CFS 1 VOLUME miner" REQUIRED DET. ....4868 aF. PROVIDED DET. .. 52 S.F. PROVIDED WO. ••• J 47 C.F. WATER SURFACE ELEV. WATER Q(JALITYI ....79.75 FT. I MAXIMUM .............81.61 FT. CITY BE GRE�IILEY WATER LINE EASEMENT m _ BK 951 P 96I AND BN 1465 P 419 (NO WIDTRR STATED) TO BE ABANDONED BY / GALL®% CRO NG FINAL DUE PLAT mAd MOTE: CITY OF GREELEY REQUESTS p,2 HER ADVANCE NOTIFICATION FAR LOCATION REQUESTS OR pONSTRUCTION ACDWWES. CONTACT IREIDI IKENWtE AT (970)-381-3586 PROP 18' F.E.S. A 5'%4' TRICKLE PAD W. w 78.86 (SEE SHEET 5) FINISHED !n^ 1 GRADING DRAINAGE 'Po' DE E>52EMPo(NT FASIEDMENi EMERGENCY SPULWAYS ELEV - TLOO EMITTING 2CON. PAN bs GRADE TIM BEC pN 15 TGP OF BDM AEG F. wax A27 SEE SHEET 35 IOR ADDTIONAL GRADING ARCHI ND 8EC11 &R DETENTION POND jt� N15 EROSION CONTINUED SEDNON M C1 DEEM SHIP ON PoMO 20 /1 DETAIL SNEEi (6). LP OF LCIM Sl.s EL MFN BI.O INECTICIN NTS -gLRLI rnrtclOF OF WALK Y�-- -- Ask CONSTRUCTION SEQUENCE Q }JH PTMwdwg3,5} -[� - •} PROJECT: Nc00XdLp3-WILLON CROSSING P.UA. SEQUENCE FOR 1000 w O Q / I nTN INN IN - 7908 ykyrr PROPERTY LNE _ _ �, COMPLETED BT: RICHAftD GRAHAM DATE: 5/2000 w (ff C Y�fB .X IHV. OUT 79.07 y. ` , )\ > EROSIOACTIVITN CONTROL YEAR 2000 MONTH MAY DUNE DULY AUGIWSL SEPT 7H O Z O O . OL I ' . elo a __ ____ Y I lm �OwleFessI 0 O LO . 1' E%. 2 E WI WATERING EROSION CONTROL V H V d REMOVE 3LF LAILIT All d 45 z=DO U�Op F\ INN, 79,t6 m 6A I +�. RAINFALL EROSION CONTROL O COADI WNW 'O to GP ® STRUCTURAL T'�T x � 19 STRAW BARRIERS W BARRIERSSILT FENCE / U S A UY 1 POND 2 BOX _ � 7 11 EXIST, JUNCTION SEDIMENT TRAP✓y �, Z LET O IMI 1 • D MONMENT SIGN I RIM = VEGETATIVE: WI'M = Q Q c7 L HEIGHT IHV. = 5, SOD INSTALLATION SEWER 2.OA / I i I.M DFR INJ.(W) . 9, 1 \\. II I STRUCTURES: INSTALLED BY GENERAL CONTRACTOR aq I be •I. I \ 7x MAINTAINED BY GENERAL C CONTRACTOR/OWNER I `�j C 6.00' DATE CONTRACTOR i0 BE AWARDED L_ •• \ t<�'�.RE ` I III GATE SUBMITTED 01/17/00 J / ._ / e \ / \ II ..• I I TYPE TIGHTEN '3T •o % Ctl CONSTRUCTION fi I - 3 CUT] N INV. M NRE EFIFECTRA p,BK �J \ a Af1Ng 1 ( 2' D IFICE FOR BMP OETAItS, SEE STREET 33.E I p I TRUCIUR TER PVC W/PLUG BASIN A AT B: m, Q \ p FAD I SEE JS TAINMENT THE EMIRS M" WILL BE OVERWT GRADED. RUNOFF WILL BE DIRECTED ' CUR Yn To A "OURS WILL BASIN WITH ROCK TONS UNDISTURBED FOR MOIRE THAN M HOUR$ WILL BE LACKED WNN 2 TONS/ ACRE Of NAY MVLCM 2 m I I a EXI51 T JUNCTION BASIN C: BOX a AFTER GRADING HAY MULCH WILL BE INSTALLED. ,/G /� 1 ` • 8 �/ \ ' pI E2 NV = 6 RIM .BETTER GUIDING RUNOFF WILL BE DIRECTED TO VILAWY BAIT SARMIEM SET I-s TI ' I IN THE DOWNSTREAM DISCHARGE SWA 1 20{ ZO. I / \ / / i \ . t \ 1 I BASIN E 1 A.I 1 III I AFTER GRADING 2 TONS/ACRES OP NAY MULCH AND SEEDING WALL INSTALLED. ADDITOXALLY SILT FENCES WILL BE INSTALLED / ow ® I I / t • II I FOR}M GQ S AND RUNOFF DIRECTED TO SEDIMENT BASIN WITH DRAWEE FILTER. MULCH I\ e.�E• ' 1 / a j I III ' = HAY AND SEEDING INSTALLED IMMEDIATELY AFTER IMAGING. Standard Ermlon ca^Hrudlan Han Notes 1. The Cry of Fort CoNim, Slormnater Utility Golan Control McDO ALD'S / TEXACO •' ce•'' III , 11 map•tor must b• notified at I•aat 24 hours prior to any SEmEs firm �' I I I.Lf eo Iraelon on this site. Z EF = 8{.6 •I .f / I II, g' iio required 1a°tin lancing shallM.li ni^ v.mr Q disturbing activity (stockpiling, a pp g, r. NLW E II \ Trading, sic.). All others required erosion c Irvl surw. J p hall M Installed at the aPp eprmt, time In Me aovlrucMon D_ 1 I i I1� Q sequence as Indicated M the pprowid project •clonall 1 I I I I sbumon plane. and •roslan mrol rayon. J I III 3. Pre -di Nrt nce Xelallon Shall be °rot"Ied and mom•a IDEwALK ELTAIL II 1 M+e whormer possiNe. Removal or dGWrWnce oexisting "OMien O RPOSES VENT I I I /F� 4 shall b• mm�•e ro me ono nqulr•d for immeeiole n tMudlon (Y 20x O 20F C. N0. 06 78B I II v u�` sa.� a E Auntie In E esly�pm,e pc period of rem. W �r .' . I II pas. g g M (tim"Ing. Z i praeIng, Wllah bwfAlkffTGM. MINEMI1 g filling, eM) hall 1 \ 1 II LE..11 b• kept In mughermsd caMOl br ippl g alsol iong land O I 1 II J oaPont%aiisannmNeach' No:ctilsaIn Whatoutside "moment do O > I'. 0 ' I I a project aa.M Q AwJ • 9 •2. i. ':• 11 moms of way thirty ( remain before by rode elswmlry aperY for W \ I .- -. /` / 11 I 1 moslonh than a G. seed/ before londimeopmg.d00 )r is inwmlba.nenT Z W W Z �u `o _ / I less otherwise approved by the Storm.ater Utility. O a5 ,' H� - �- I I 0 S. TAD. property be watered and mamlaloed at n TIMM euHmst y� O O ambucton adromes so as to prevent wino -Caused re Ten An (n QN ❑ at 'wj -- I Iv lane elawrbng ocnana shall be ImmtllmelY eisconxnuMl when p OU K W, ` pF D ` _ I fugitive dust impacts adjacent pmpwlles s atlermMea bV be (li 00 >- R' All of Fen Cantu. Engineeringmosio D•ontrol m W y�Z d a O \ v B. Au fishmompest a^ (swdarm o erosion aommr as necessary shall M ��� I \ 'I rn z I Z Iageclea a ..pai..a r reanxruct•a a. n.aea.arr enwr each W O Mµ'p� RACTOR TOVAERR4 jx- - PROP ND9 AREA IN 1 + runoff event In order m anun continued Perr°rmance of Their j O BC 0 2' CURB OrJe"' RIM 'efYX,rAFI NN _ - - �\ NV=78.46 ` / L I Intended funcion. All maintained sediments, particularly °er In a Z N z W < O d roadwaya maces, shall tea emOvtl d disposedW mamer and location Flo as not b couse Their release lore OMY Q O> Ci O 7. No soli°SKIKD , hat exceed ten (10) net m height. An soil -� X F, \ l - - _ p - I III CROP 6'%4 I erackvns matt b: protected from Bedlm.m IwnepaH tea Surface W 08 0Z O W \ 1W t q c I JUNCTION 1 I roughaninp, woretlnp and pedmster SITU fencing, Any soil U' OJ z' cue' cur eT7si I 1 N INW. 9 \ I M • 1. P No M;k IN 1' °. I11 �Ij RIM 81J I kpin remaining aver 30 Qoys snail be seeded and mwkhed. Q V J � Ify Z ® I B. City ordinance pmMMta the backing, dropping, or deposlllMg or N PoP tow RIM-B0. 1 iI IHV. 6 sos o any olther moths De onto City sir•Hs by r from READY Z 3 E LD W An • .` •. :• G .. .. .. Y P "ed material shall be cImvwd - a Am• / ( immediately by The contractor, Q ~a. W SE NT SF -- SF - } THE 30-FOOT EASEMENT FOR CITY OF GREELEY'S 27 AND VI SEE FTML _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _-G9i-�_�� _ V T 3D-INCH WATERLINES IS AN EXCLUSIVE CITY OF GREELEY / - CAS 1 I WATERLINE EASEMENT. PINY UTILTT PROPOSING TO CROSS - t a . AS METER TYPE 2 DETEMON OAR I 1 THIS EASEMENT IS REOUIRED TO SUBMIT FOR APPROVAL A REVISIONS I • 4 L BE III -- 787UCNRE O.O I W ASH I 1' SPILL SUBMITTED TO THECROSSING PLAIN. HCITY OFSING PEAK GREELEY. WATER AND SEWER SEE SHEET 35 H I DEPARTMENT 1000 LOTH STREET. GREELEY COLORADO y.Is� I M (970-350-9278) A MINIMUM TWO (2) WEEKS PRIOR TO `a- (h RB I' I I T I CONSTRUCTION. POND #1 9 DID ®�®®� go]M 1 E"I , Kii1�1E tip 1 1 �1 UMN11 1 1 1 1 I e �17Fi�rlf[!• NOTE\ III 1. LHR_10D YEAR AND 98 YEAR EVENT WATER SURFACRESPECTIVELY. li I x I BASE MONO AREA 4952.D AND FROM ,RESPECTIVELY. BASE tLOOD ELEVATION TAKEN FROM FEMA FIRM I PANEL •OB0I030004A GATED MARCH 18,1996. 2. THE HISTORIC DRAINAGE BASIN CONSISTS OF THE E- LINE ACRES WITHIN THE PROPERTY NTIR BOUHO.�ITBY. HISTORIC RELEASE RATES ARE: TO- YEAR p�1.55 CIS AND 100-YEAR 0=3.15 CFS. 3. FOR SECTIONS A -A, B-B, AND C-C, SEE DETAILS THIS SHEET. FOR DETAIL /SEE SKY C- L 1- ET VK CRO JID) IKE NC RM City OF FORT COLUNS, COLOPADO UTILITY PLAN APPROVAL APPROVED' �'rw w O4Po•a wW CHECKED BY: rim And eadvrtx mow has: CHECKED BY smRwn. unun Gary --MY BALE INSTALL M- CULVERT 0 FOR 2-27' D 91N TO IB Elq N°ma YC2012-91E Hot oaN W 18/CO Dala M 15 98 SheM 3 Dr wn JA CXWked O50 Job Nd. CHECKED BY' Russ AID lal a mn MC2012 0l 7 No Text bMo I �POIM OF BEGINING 20' 40' 60' 1 CALE: 1" = 20' WNS, COLgUDO A APPROVAL V z _o �2 O > W J o qq 0 0 vao Q c O w0c9c zuz 0 0a z�m"� °xw ozz� a1<0° W J 0 O K a z Z Q z z J w d G W ww �m d �w zwm W y:j 0¢j000 ¢ J Q0Q0 K m K X 0Z a- 0 lam H H o H ;m 0Q ow In aci O O za aq3o N zx 00 0 0 E3 MOW Z O d REVISIONS MC2012