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HomeMy WebLinkAboutDrainage Reports - 07/31/2001FINAL STORM DRAINAGE and EROSION CONTROL REPORT LEVON'S 2nd WAREHOUSE AND OFFICE BUILDING P.D.P. 300 BLOCK OF WEST HICKORY STREET FORT COLLINS, CO May 7, 2001 Revised June 18, 2001 Prepared For: Charles Meserlian North College Avenue Fort Collins, CO 80521 (970) 221-0700 Prepared By: Structured Engineering 318 East Oak Street Fort Collins, Colorado, 80524 Phone (970) 495-0810 Fax (970) 224-1314 0 7 June 18, 2001 ' Structured Engineering 318 East Oak Street Fort Collins, CO 80524 Phone (970)-495-0810 Fax (970)-224-1314 ' Mr. Basil Hamden Stormwater Utility City of Fort Collins ' PO Box 580 Fort Collins, Colorado 80522 Dear Basil, ' Attached is the Final Storm Drainage Report that accompanies the construction of a second warehouse and office building to be located in the Poudre River drainage basin in the 300 block of West Hickory Street in north Fort Collins. The project is titled Levon's 2nd Warehouse and Offirp Building P D P The report is in. essence a continuation of , or, a modification to, the previous Final ' Storm Drainage and Erosion Control Report for Levon's Warehouse and Office Building, dated March 16, 1996, revised December 11, 1996, and approved by the City of Fort Collins January 3, 1997. The development now proposed is on the same site analyzed in the earlier report. The earlier report anticipated this second building would be built at some time, and anticipated all site drainage would leave at the southwest corner of the site and sheetflow across a Salyer Open Space drainage easement obtained then from the City of Fort Collins. Proposed drainage improvements as part of this 2nd development closely follow the intent and assumptions of the drainage plan prepared for the first development. As part of water discharge quality requirements imposed on new developments since the time the first development was approved, detention will be provided on -site with appropriate ' grading and a Water Quality Capture Volume (WGCV) weir structure and in the southwest corner of the site. 1 1 All design is in conformance with the latest edition of the City of Fort Collins' Storm Drainage Design Criteria and Construction Standards and uses the latest precipitation rates. All Stormwater Utility comments from earlier submittals have been addressed herein. _.domm u..- Very �I Joseph ' Structu J \ , Porto w \ er.rtr \ r rnr t e.o \ a° Danne r°~ u v. °• COLLINS" ° \ a r e \� v \z S e \ e s L, ot4oas Y Q \ c CeuMra 12 500 t000 \ v E JANUARY 1. \' 3 , 199 S[olULet ry e in - W Wrllae Ln .Y J e.t �'Y . ; > Wrlr, • eO 'kiln .¢ a 6 L B.mnYebse sr i, \ E ♦ DrPr[! CA PPP \ Y Y Brntre<ptr Or a � s a �1 R. in decal \�jo "Ideal sr .r st Lancer j Ian Ln Cerro 4w Pima, St Ir - i Ipi srst W. 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Nenm •..st L.=mr Sr. Cr Henn t teeeale I _ - E. Eli A. To Eoarta i Ct Un rs;r L' _ '4• \� n .N! i SoerA ¢' I Gor/ier0 Sr. I I FINAL STORM DRAINAGE ' and EROSION CONTROL REPORT for Levon's 2nd Warehouse and Office Building P.D.P. June 18, 2001 iINTRODUCTION ' A second warehouse - office building is proposed for construction on a 3.36 acre (gross, 3.29 acres net after street R.O.W. dedications), parcel zoned CN, Commercial - North College, in the 300 block of West Hickory Street. The parcel ' is just west of Union Pacific railroad tracks, south of Hickory Street and north of Hemlock Street. There is an existing 14,700sf warehouse on the property. ' This report sums up the analysis that was undertaken to determine what impacts the construction of a proposed new 20,000sf speculative warehouse will have on current drainage patterns in the area. This report addresses the following: 1 .Site Descriptions 2-Storm Drainage ' A. Design Criteria B. Hydrology C. Conformance With Existing Master Drainage Plans D. Proposed Drainage Improvements 3.Erosion Control A. Erosion Control Measures ' It is intended that the recommendations found in this report become an integral part of the design documents and construction of the project. 1 SITE DESCEIPTION The property is described as "a parcel of land being a portion of Block 15, the vacated alley therein, vacated Fourth Street and vacated Fourth Avenue, in Riverside Park of the City of Fort Collins, and other property in the SE 1 /4 of I I 11 I 1 Riverside Park of the City of Fort Collins, and other property in the SE 1 /4 of Section 2, Township 7 North, Range 69 West of the 6th Principal Meridian, in Larimer County, Colorado". The parcel is being re -platted as "First Replat of Levon's Minor Subdivision". The new building is to be located in a presently undeveloped portion of the site. There are about a half dozen mature trees on this portion of the site... large diameter poplars. The remainding vegetation consists of local, native grasses or bare ground. A public concrete bike/pedestrian trail borders the site along the west side (offsite), and the Union Pacific railroad tracks are along the east side. Hemlock Street forms the south boundary, and Hickory Street the north. The proposed building, (approximately 80' x 250'), will be about 20' north of the south PL and about 78' from the west property line. Existing lot grading is at approximately .4% slope, generally from the north to the south. Hickory Street is paved and has vertical curb and gutter. Hemlock Street along the south property line is gravel now and will remain so. No street access is going to be provided to or from Hemlock Street as part of these improvements. There is a concrete cross pan across Hemlock Street near the southwest corner of the building site. This pan was designed and constructed as part of Phase 1 to pass 9.98 cfs, anticipating Levons 2nd development. There are no pronounced natural drainage features on or adjacent to the site except for an existing swale that parallels the UP railroad tracks. The soils group making up the site is primarily clay loam according to the Larimer County Soils Survey by the Soil Conservation Service. A soils report prepared by Earth Engineering Consultants April 5, 1996 (EEC Project No. 1962025) for the first building more specifically defines the on -site material as a sand and gravel granular material. A. Design Criteria The City of Fort Collins has prepared a Storm Drainage Design Criteria and Construction Standards (SDDC) which provides the ,basis for the analysis used in predicting storm runoff and the recommended drainage improvements. The latest precipitation rates have been used. 1 I F 7 L I B. Hydrology The Rational Method is used to predict the amount of peak runoff. The 100-year return frequency was used in this report to predict major peak discharges, and the 10-year storm is analyzed as the minor storm. C. Conformance With Existing Master Drainage Plans The FIRM Flood Insurance Rate Map prepared by FEMA ( Community Panel Number 08012-004-C, revised March 18, 1996) was consulted to determine flood plain boundaries in the area. The flood plains are indicated on sheet 3 of the utility drawings, and are also included in this report. In summary, the proposed building site is not affected. Because the site is located in the Poudre River Drainage Basin, the StormWater Utility does not require on -site detention to maintain historical release rates. D. Proposed Drainage Improvements ' Site grading will generally allow storm run-off to maintain existing sheet flow patterns. Concentrations of run-off will be avoided to keep run-off velocities very low, assisting in percolation and infiltration into the on -site clay loams. Existing conditions are flat and do not allow the customary 2% min. slope for earthen drainage, and there may be areas of standing water for brief periods of time after severe storms. The Owner is willing to accept this condition, and is ' asking the Stormwater Utility to grant a variance for a minimum .40 % grade due to existing conditions. The Owner is also requesting that fill areas be allowed to ' be constructed with 3:1 side slopes in lieu of the recommended 4:1 slope to diminish the amount of fill required to raise the building pad. Proposed drainage improvements consist primarily of filling and grading the site to direct runoff to the southwest corner of the site. RCP pipes, structural class IV, will be installed on -site to transport runoff from the north and east portions of the site beneath the entry drive and parking areas to the southwest corner of the site. The Stormwater Utility requires that accomodations be provided to ensure that runoff water is not polluted with nitrates, oils, sediment and other deleterious materials that could harm receiving waters. The general concept is to retain the ' initial flush of runoff to allow such matter to settle out or percolate into the ground, rather than discharging the matter into downstream waterways. One method recommended is to provide orifice plates at a headwall to detain a certain volume of runoff, ( a .water quality capture _volume, or WQC1), discharging it slowly over 40 hours. A problem arises when the release rate is very small, (slow), resulting in quite small orifice perforations that are susceptible to clogging. Structured Engineering has chosen to utilize a rectangular weir of comparable discharge rate in lieu of individual circular orifices. It is expected that such a weir ' will will perform the same function as the orifice plate with less likliehood of clogging completely. Therefore, prior to leaving the site, runoff quality will be improved with temporary detention behind a WQCV weir. The clarified runoff will ' be released over a 40hr time period through the calibrated weir. A 9.98 cfs 100yr release rate will pass over the WQCV weir and cross ' Hemlock Street in the drain pan designed and constructed during Phase 1 to pass 9.98 cfs. Runoff then will sheet flow to the Poudre River across the Salyer Open ' Space in an existing 150' wide drainage easement. The difference between the 9.98 cfs originally expected and the 13.51 cfs now anticipated from this development will be detained on site. A total of 7862 cubic feet of runoff will be detained; which includes a WQCV of 2990 cubic feet. With the full 7862 cf in storage, ie; assuming the WQCV storage is already full when the 100yr storm occurs, the 100yr WSL in the detention pond will be at elevation 4974.18, resulting in a freeboard of about 9". If the the pond is empty is when the 100yr storm occurs, ie; the storage volume provided for the WQCV is available, the 100yr WSL in the pond will beat elevation 4973.88, providing slightly more than ' 12" of freeboard. Raising the finish grade of the pond berm would reduce the volume in the pond available for detention storage, replacing the storage capacity with fill material. Owner is therefore requesting a variance from the typical requirement that a full 1 ft. of freeboard be provided in the detention area. It has been shown that the variance is only necessary if the 100yr storm were to occur while the pond was already full with the WQCV storage requirement. Additionally, ' even with 9" of freeboard in lieu of 12", the pond has 215% of the total (WQCV and 100yr) storage required. Elsewhere, in the southeast corner of the site, proposed grading results in a smaller subbasin discharging south along the Union Pacific RR than has historically been the case. Since the runoff coefficient "c" has not been altered in this subbasin because of this development, developed runoff is actually less than the historical runoff. Accordingly, it is felt that no further discussion of this subbasin ' is warranted here. ' 3. EROSION CONTROL The SDDC outlines the causes and results of soil erosion due to wind and rain. Along with the requirements of this report and the erosion control plans, the SDDC shall be considered in it's entirety for guidelines to aid in preventing rainfall and wind soil erosion. The SDDC will govern requirements and specifications for earth moving and other construction at the site. t ' Until permanent seeding is established, straw bale dikes will be constructed to cause any loose, fine grained soils transported by surface runoff to settle out. Along the south property line and a portion of the west property line, temporay silt ' fences will be constructed to prevent sediment from being deposited upon the public right of way in the event of heavy rains. The fence also will act somewhat as a wind barrier, keeping low blowing fugitive dust from leaving the site. As field operations continue, disturbed areas will have hay mulch disced into the ground to provide cohesiveness to the soils. Where disturbed areas are to be of very short term, discing ridges perpindicular to the prevailing winds may be substituted. ' Below are general erosion control requirements which the contractor will be required to follow. ' As required, a cost estimate for an erosion control security escrow is included with this report. ' A. Summary of Erosion Control Requirements ' The following is a summary of the storm drainage improvements and erosion control measures that will be adhered to during construction. 'LI • The City of Fort Collins Stormwater Utility erosion control inspector must be ' notified at least 24 hours prior to any construction on this site. • All required perimeter fencing shall be installed piiar to any land disturbing ' activity (stockpiling, stripping, grading, etc.). All other required erosion control measures shall be installed at the appropriate time in the construction sequence as indicated in the approved project schedule, construction plans, and erosion ' control report. • Pre -disturbance vegetation shall be protected and retained wherever possible. Removal or disturbance of existing vegetation shall be limited to the area required for immediate construction operations, and for the shortest practical ' period of time. • All soils exposed during land disturbing activity (stripping, grading, utility installations, stockpiling, filling, etc.) shall be kept in a roughened condition by ripping or discing along land contours until mulch, vegetation, or other permanent erosion control is installed. No soils in areas outside project street rights -of -way shall remain exposed by land disturbing activity for more than thirty (30) days before required temporary or permanent erosion control (e.g. ' seed/mulch, landscaping, etc.) is installed, unless otherwise approved by the Stormwater Utility. 11 1 The property shall be watered and maintained at all times during construction activities so as to prevent wind -caused erosion. All land disturbing activities shall be immediately discontinued when fugitive dust impacts adjacent properties, as determined by the City of Fort Collins Engineering Department. All temporary (structural) erosion control measures shall be inspected and repaired or reconstructed as necessary after each runoff event in order to assure continued performance of their intended function. All retained sediments, particularly those on paved roadway surfaces, shall be removed and disposed of in a manner and location so as to not cause their release into any drainageway. No soil stockpile shall exceed ten (10) feet in height. All soil stockpiles shall be protected from sediment transport by surface roughening, watering, and perimeter silt fencing. Any stockpile remaining after 30 days shall be seeded and mulched. City Ordinance prohibits the tracking, dropping or depositing of soils or any other material onto City streets by or from any vehicle. Any inadvertently deposited material shall be cleaned immediately by the contractor. ' EROSION CONTROL SECUR n n i ITY ROB! REQUIR h FtiT Attached is the cost estimate for the erosion control escrow required by the proposed construction of a warehouse -office building in the 300 block of West Hickory ' Street (Levons 2nd Warehouse and Office Building P.D.P.). Seeding - 2.33 ac @ $655/ac Escrow required = $1526.15 x 1.5 = 1] F u $1526.15 �l J ag WR �I9M ,�YI�N6R 48�g� pTR 1 lI I 1 n u,Zy ti' a'' Y wt Izz ,y I p_ ®r � H►STotc�c I� P ��\S � t—► Bou t�.�.� �� IV ?Repay V) L. 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Occc--)JS PfevLr�c�s Jr�Drwt I I� L.76vGIl Vo,& Wert' t,& 4ac.� loo 73 14 eo,,,,-lo u r- �ISL 73,a8 roV% V t1% Q I ffB e VV.A- -j Of'lgAJ Gv�t�J cow1Qle�Ih t��l � [wft 0 �5 I �$' Z.cl-74.R=,7i a 7 � w i� t � 1`le ' � 5lrtiiw lxccx�"5 -gyp �n I L < , l� < I,oZ 3-RI m w Ln 0 1 1 1 1 AINAGE CRITERIA MANUAL (V. 3) 9-1-1992 UDFCD I, 0.1 m 3 m 0 0.: d cc a STORMWATER QUALITY MANAGEMENT xten 10-HOL ed De r Drai entior time Basi (Dry) D 1 tentic -Hour n Pon Drain Js (W Time t) 0 10 20 30 40 50 60 70 60 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) Structured Engineering 318 East Oak Street ' Fort Collins, CO 80524 Ph.970-495-0810 1 1 1 1 11 1 1 I Printed 11:47:18 AM, 06/15/01 ShtIofI DetenbonVol.123 Date: Project: Leuon's II Design Storm: 10pjyr Qey Notes: By: J15M. Area: 3 92 acres Cf: Comp. "C": 0'53 Allow. Release rate 9.198....., ;cfs Cf x C: 0.66.,...._.. (Cf x C <=1) Inflow Allowable Difference 100yr "Q" cfs Volume In (cfs) Release (Storage Req'd) Minutes "i" ("Q"=CfCiA) Q x seconds Volume cfs cfs 5 9.95 25.84 7752 2994 4758 8 8.38 21.76 10446 4790 5656 10 7.72 20.05 12029 5988 6041 12 7.16 18.59 13388 7186 6202 14 6.71 17.43 14638 8383 6255 16 6.30 16.36 15707 9581 6126 18 5.92 15.37 16604 10778 5826 20 5.60 14.54 17452 11976 5476 22 5.32 13.82 18237 13174 5064� q. 24 5.09 13.22 19035 14371 4664 26 4.87 12.65 19730 15569 4161 28 4.69 12.18 20462 16766 3696 30 4.52 11.74 21129 17964 3165 32 4.33 11.25 21590 19162 2429 34 4.16 10.80 22039 20359 1680 36 4.01 10.41 22494 21557 937 38 3.87 10.05 22915 22754 160 40 3.74 9.71 23311 23952 42 3.62 9.40 23691 25150 44 3.51 9.12 24065 26347 46 3.41 8.86 24442 27545 48 3.31 8.60 24757 28742 50 3.23 8.39 25165 29940 52 3.14 8.15 25442 31138 54 3.07 7.97 25832 32335 56 2.99 7.77 26091 33533 58 2.92 7.58 26390 34730 60 2.86 7.43 26739 35928 I 1 1 I 1 11 I I I 1 06/15/01 11:55:14 AM Structured Engineering 318 East Oak Stree Fort Collins, CO 80524 (970)495-0810 Date: 06/15/01 Project: Levon's 2nd Location: 100yr rrelease at SW comer of property Notes: Determine dimensions to pass 9.98 cfs (Maximum release rate) AS SUPPRESSED BROAD CRESTED WEIR Q=2/3*C*B*((2*g)^1/2)*((H)^3/2) (Lindeburg Eqn. 5.26) where: C=[.6035+.0813(H/Y)+.000295/Y]*[1+(.00361/H)]^3/2 Given H ? 0 68 feet, water depth above weir 10 iooyf w5L = 74 tg, Given Y 0 88 feet, water depth from channel invert to overflow Find C = 0.672 When B 4 95 feet Then Q = 9.98 cfs Page 1 of 1 RECTWEIR.123 �r I 4 _ III {. r l_ (.r 1 06/15/01 12:32:37 PM 1 Structured Engineering 318 East Oak Stree Fort Collins, CO 80524 (970) 495-0810 1 Date: Project Levon's 2nd Location UUQCV RELEASE Notes: 2290 CF RELEASED OVt=fi 40 Hh5 021 1 ' AS CONTRACTED RECTANGULAR WEIR Q=3.33*(L-.2*H)*H^1.5 ' Q= 0.021 cfs L= ft '!ft V=Q/A = 0.44 fps r 1 1 1 1 1 L Page 1 of 1 1 RECTWEI R.123 I � L6q'o a T P A �-% C>' C; A I C. f ? 5ou A- 1 r 1 Wg[�g�g gy Usa e a 1 N i 1 r 1 1 1 1 i r 1 1 SI F/Kt- S3 /��• � NiT3 i Jow- SP'e�b�) TaJ i'Ids�' sock = Z I . Z ti.ws .s �G = Zt.v+v = Z3.7- Cam= (f�C► !k = I.zs (.ti�s.�$ (►.i6s A�� q,�� C s 'Row. l n a \8 st i?.C'P S 14 / K L 3 S\ 5Ll Z (3150 Pies O �O I3;5:1 cps 4o'e .\., Rcv Structured Engineering 318 East Oak Street Fort Collins, CO 80524 (970) 495.0810 FLOW IN PIPES Date: 06/15/01 By BASED ON MANNING'S EQUATION INCLUDING PARTIAL PIPE FLOW Job [LEVANT 2nd Location PIECE 1 " v Note .. Pipe material RGpply. ALPHA ACTUAL THEOR. (degrees) FLOW PIPE D SLOPE MANNING'S FULL FLOW 180= Full CFS inches ft/ft 'n. CFS 90= Half full, etc. 4 ©Ek 78 0.0040 0 013 6.644 10838 ['. O.K. GIVEN: 4.00 CFS Actual Flow FIND ACTUAL DEPTH OF PIPE FLOW = 11.84 in. FIND FLOW VELOCITY = 3.76 fps Sheet 1 of 1 PIPEPART.123 Structured Engineering 318 East Oak Street Fort Collins, CO 80524 (970) 495-0810 FLOW IN PIPES BASED ON MANNING'S EQUATION INCLUDING PARTIAL PIPE FLOW Date: 05/04/01 ALPHA ACTUAL THEOR. (degrees) FLOW PIPE D SLOPE MANNING'S FULL FLOW 180= Full CFS inches ft/ft In. CFS 90= Half full, etc. O.K. GIVEN: 13.51 CFS Actual Flow FIND ACTUAL DEPTH OF PIPE FLOW = 23.82 in. FIND FLOW VELOCITY = 4.55 fps By: F Sheet 1 of 1 PIPEPART.123 r Le.�5 Z 57/71�-, Pt ptAoL-%L-rj -ZJD �,aCJ�l '13u.Q C,lltp-Ptp-a.' CZ3><ta� (,J2.75 6c z3a�'1 wagggg W 2= .5 (l40> `l .37'J.' �n00� DO or 0 Sox Ict �� ` H.-c� �, r W n (3) 1Qo �Za 2zes L� 7 `Z,S) ram. /1'STu c 5b7 i 1 r 1 1 1 i awl T� = VIA M t61. l �o = 41.an .l � I � C F 6 J[� x712 CL % Z 5o 74 - s o 'I �7�v �,•, _ ?� S ` Ito 1 i t(t 3 "s FL . — ��1 � (. � �t- A-r-_J PSTVLE.4wi SIA2 pr c{;Sc f-- - -- Z2`L'�7 1 °, I Prepared by Structured Engineering 318 East Oak Street Fort Collins, CO 80524 Ph. (970) 495-0810 raoezoidal Channel Caoac Enter n, s, Z-ieft, Z-right, b, and Q=(1.49/n)*(((A/P)^.667)*A*(s^.5 OR, use "Goal Seek" if there are fixed constraints CommentsFto�+r�relctiy is iiQn eracii Printed 06/15/01 at 02:11:44 PM ' 1 of 1 FLTBOTCH.123 RAINFALL PERFORMANCE STANDARD EVALUATION 1PROJECT:---L_Evn�,;�--�---�,,,r f. ---------------------------------- STANDARD FORM A I ( COMPLETED BY: DATE: Z f ll, o ---------------------------------------------------------- ----------- IDEVELOPEDIERODIBILITY Asb I SUBBASIN I I Lsb I Ssb IPS I ZONE I (ac) (ft) I W( (feet) I _(�)_ i (,) d I I I I I t c, 0 1'53 !,::f Go I.S3 -73.1 HDI/SF-A:1989 I I C r 1 I EFFECTIVENESS CALCULATIONS -------------------------- ----------------------------------------- PROJECT: (l%k"��n.� Z ^` ��.��.F:},,.,c p STANDARD FORM B COMPLETED BY: J P v-A DATE: ' Erosion Control C-Factor P-Factor I I Method I-------------------------- Value Value Comment I I X/ 3� . 1, n ��� s-ice I /fFJL ✓u�.,�� ! O . tl J� 12�cv � Cvf �iirzK„nr� c" 6� 1 ,(2Co I,o jtgr �'I G/ft� k Id1c. w11 G.W�� 1 ------------------ 1,00 - , $o IMAJORI PS SUB AREA ------------------------------- IBASINI (w) I BASINS (Ac) CALCULATIONS I -1 -73,1 31 6,jc,\V5 rb) ------------------- 24.8% I I 41e,f = Ate, = 4►,`t% A ---------------------------------------- HOI/SF-B:1989 z . NATIONAL FLOOD INSURANCE PROGRAM IIIIIIIIIIIIII�I FIRM FLOOD INSURANCE RATE MAP CITY OF FORT COLLINS, COLORADO LARIMER COUNTy (SEE MAP INDEX FOR PANELS NOT PRINTED) �T:;r-rc.� C op` COMMUNITY -PANEL NUMBER 080102 0004 C MAP REVISED: MARCH 18, 1996 Federal Emergency Management Agency t s i tu-� r�, t.t yr M J t t {.. - "III IIIIIIII D ! a 3 W ICI I IW� f ILI1I ILf y 0/ VDU I\ MAPLEWOOD I ROAD ' UNION' PACIFIC I ZONE A LIMITOF DE (AILED STUDY 4976 �NE AE yy4 ' J p V, cF C W H Q ' ¢ 0 a 0 U P� STREET Diversion �( Ay Dam F M: �a ZL- , - m