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HomeMy WebLinkAboutDrainage Reports - 12/13/1993$TORMWATER REVIEW COPY ]Paor�r of Final Approudd Report FORT COLL11�iS n ADDENDUM.TO THE FINAL STORM DRAINAGE REPORT FOR WASTE MANAGEMENT - EAST VINE DRIVE FACILITY OCTOBER, 1993 STEWART & ASSOCIATES, INC. CONSULTING ENGINEERS AND SURVEYORS 103 SOUTH MELDRUM STREET FORT COLLINS, COLORADO 80521 303/482-9331 �1�ww� for S•v. STEWART&ASSOCIATES Consulting Engineers and Surveyors October 28, 1993 Mr..Glen Schlueter Storm Water Utility City of Fort Collins P.O. Box 580 Fort Collins, Colorado 80522 Dear Glen: Re: Addendum to the Final Drainage Report for Waste Management —East Vine Drive Facility We are making two revisions to the original plan: 1) The original plan showed a 6' concrete pan west from the proposed area inlet. We are removing the pan and replacing it with a 6" diameter perforated ADS pipe subdrain. A detail of the subdrain and the location are shown on Sheet Two of Two on the original plan. 2) An asphalt berm was designed south of the existing building and new building along the north right—of—way line of East Vine Drive. The owner of this site developed landscape planter and stairs in the area of this berm making it impractical to construct this designed berm. We are replacing the original design with an area inlet in the existing flow line of the asphalt in front of the new addition and piping the runoff from the new proposed inlet to the inlet in the detention pond. The City of Fort Collins Development Coordinator, Mike Herzig, did not have a problem with this design in the City right—of—way as long as the owner knows this is a temporary solution until the ultimate street design of East Vine Drive is constructed'.We agreed to add a note to this affect to Sheet Two of Two of the original design. The pipe from the new proposed area inlet is required to be a 15" R.C.P. Class III. Sincerely, ._7�_ Frankl i n D. B1 ake, P. E. & L. S. Secretary/Treasurer jrr enclosures i James H. Stewart and Associates, Inc. 103 S. Meldrum Street P.O. Box 429 Ft. Collins, CO 80522 303/482-9331 — Fax 303/482-9382 CT ART IATF C, 103 S. MELDRUM, FORT COLLINS, CO 80521 ✓ �S50C "J PH. 482-9331 FAX 482-9382 Consulting Engineers and Surveyors By: - /i4'�' /Date: Client: ! a�✓/-'/,?�r'i� r ����✓3 Sheet No. of Project: �.� , Subject: --- -� /9-2q e G' I! i ( _1. _I f I I C�.D of I i i STEWART&kSSOCIATES 103 PH. 4S8. MELD1 RUAMX 4 8 2 93C8O2LLINS, CO 80521 Consulting Engineers and Surveyors By: Date: Client: Sheet No. of Project: Subject: pal 0.8 0.7 0.s lAJ Z 0.5 w > 0.4 O x a 0.3 w 0 O z 0.2 0 z O a 0.1 0.0 0 I 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 ..... t_•Iay.�ICo.��. �yl o,p�s Gn�P I n .'o.uzo I i Solutions by v� I Kutter's Formula'` O01Z P Sb ' ! . _ 470.15s4e6l i. 56 i l�c.�aes c i ii Fi oo' 0000iido .000/ - Z0 I - /00 39' 90 ` - i e 36'� - .0007 I - `_ 70 30 i s 1: .0004 - 50 - - ly. 74' .0005 '0006 /5 - .,I q ?i. 21" In' _ 0007 I Q0 - _ .0002 .00/ is.� 5' p_ .001 p ' ' I t_ �' . .. - 2.0 a 40 I ..' .. .003 I 20 - - 004 . �. •° .005007 I o tk v : Onetz e 0/- e -. /0 V 1, 08 ;0.7 s.. 6' � V 7 �. I J .04 •I _ '' .06 4.0 o - 5 .07 .08 .09 4.5 - � I 5.57 ' - 011— of hutter's formula for circular pips r;�. > d: Dis ram R for the solutiou ! n����,rg full. _ d 1 j I Fig. 16. Dis,,: ,._.Final Storm Drainage Report Waste Management East Vine Drive Facility I STEWART&ISSOCIATES Consulting Engineers and Surveyors 103 South l4e� SLwet Fo/at Co.Cti",P Catoaado 80521 3031482-9331 ` � c n c Spaulding c Lone �C npl/ l \ o a V > rE•ton 5t X — lox Ln j�/.w `o 0 \j d / E Wlllox Ln o� 'AWestw Or U A v o F U L Lon) Sun Gc ,G D \7uQ BufCq e � n C°ss. o a pr t 7 . o L Peregrine o \ O 3 Bristlecone Or °7 Run w Q, �. H i b in \ Ct, a Cir. C1 f .. O ai C u d m Sitko > Me wleo f Hickory St �`� m L i Q: L L Conifer St I_u ine�� `\Hemlock St Yo ow Cir, •� c � Spurge. Pinon St — Cir. C% z (pine St I 4\ 0 \ ' E. V'ne Drive Elm \ St Cock ... . — . — — — O Ct \ I -more. St Linden \ / Center D ter r CherrySt "1 euckln ha a ' St o N. N r Q5� ` in c`n c Q Q N > Logan Av 3 v E g o u c rn v o _ o �p v rt L V A���� L T !1 Q Il ` U. - EXECUTIVE SUMMARY The drainage basin master plan for the Poudre River and Dry Creek would best describe the area for this intensified usage. - Improvements in the surrounding area adjacent to the project are not pertinent to this construction permit application. Proposed is a 3500-sq.ft. metal building office space. Finished floors will be set 1-ft above the flood plain of the Poudre River, or 4960.0 by interpolation. A Flood Plain Use Permit is.part of this submission. The necessity for an Elevation Certificate is acknowledged, following completion of this office space. Storm water release rates are addressed in our utilizing a newly developed and sized detention facility. Release rates have been determined to be 1.8-cfs. - Stormwater flows will be detained on site. The volume of this detention will be .63-ac.ft. There is no upstream concerns for this 4.76 ac. No upstream flow currently crosses nor will be allowed to cross this site. The affects of this project will be to improve current conditions in the existing drainage basin. - Areas will be left with a grade of less than one percent. It is for that reason that a variance is being requested for the area within the detention pond onsite. All flows from this site are being released into the Poudre River. Property damage will not be expected as a result of this 4.76 ac development. NOTE: Please refer to the excerpts from previous work, to detail their inclusion in this project. These are included in the Storm Drainage Report for Waste Management. FINAL STORM DRAINAGE REPORT FOR WASTE MANAGEMENT VINE DRIVE FACILITY GENERAL SITE: This commercially zoned site is located approximately.1/3 miles east of North College Avenue on the north side of East Vine Drive; specifically in two sections, the Southwest 4 of Section 36, Township 8 North, Range 69 West and also in the Northwest a of Section 1, Township 7 North, Range 69 West of the 6th P.M., City of Fort Collins, County of Larimer, State of Colorado. The site gently slopes south towards the Cache la Poudre River, with soils that appear granular and natural in appearance. Noteworthy is that this site lies within two different flood plains, the Cache la Poudre River and Dry Creek. It has been acknowledged that the Cache la Poudre River flood plain is the most significant concern. Attached are portions of referenced reports for the aforementioned. All design criteria included in this report are in compliance with the City of Fort Collins "Storm Drainage Design Criteria.and, Construction Standards." SPECIFIC SITE CONDITIONS: The 4.76—acre drainage basin (the site) is currently used for storage of a variety of the owner's equipment. This includes dumpsters, temporary restrooms, recycle bins and trucks. The proposal currently under consideration is a metal building addition to be used as office space. The total area of this improvement is approximately 3500 square feet. Adjacent property has a variety of usages. To the east is State of Colorado Highway Department property with commercial usage. Westerly is a private residence. South of the site, across East Vine Drive, is a large animal stable. Historically, drainage in the area has been problematic; however, it appears that this project will provide some relief to this existing basin. Runoff from the north is blocked by the Lake Canal. Use of onsite detention will be part of this design. The basin historically discharges into the Cache la Poudre River east of North College Avenue and will maintain this pattern following the new construction. HYDROLOGY: The Rational Method was indicated as an acceptable design methodology since the site is 4.76 acres. This site consists primarily of two distinct basins. East Vine Drive is .63 acres, and the site is 4.76 acres. Time of Concentration (TOC's) were computed for the 2—year and 100—year storms in all circumstances. A conservative application of TOC 2—year in the historic and TOC 100—year for the developed were applied to establish the rainfall intensities. The TOC for Vine Drive did not indicate a change in times from 2—year to 100—year since this basin is a channelized condition. Berms with a top elevation of 4959.0 will be constructed to isolate the site hydrologicaltv�� while providing detention. Waste Management Vine Drive Facility Page 2 As recently as 1981, the site was utilized as the primary residence for three single—family homes and accompanying out buildings. This development was includd as part of the historic, thus resulting in a Weighted Runoff Coefficient C=.38. Significant to this "C" value is that the property is located primarily adjacent to the river basin where gravel is the predominant soil type. Judgment indicates a "C" factor between gravel (C=.50) and sandy soil (C=.20) which was utilized to establish runoff rates. Design storms are the 2—year, 10—year and 100—year recurrence intervals throughout. This historic basin resulted in runoff rates of 1.8 c.f.s, 3.3 c.f.s. and 6.6 c.f.s. for the design storms identified. A release rate for detention is 1.8 c.f.s. historic 2—year runoff. The area within the rights—of—way'of East Vine Drive (.63—acre) had a Weighted "C" Factor of C=.59. This area within the rights —of —way is not being included in the detention for this site, but it is being shown as a component of the hydraulic design of the 18" DI piping crossing East Vine Drive. The runoff from the design storms is 0.9 c.f.s., 1.5 c.f.s. and 3.1 c.f.s. respectively. These rates are not modified from historic to developed design standards. The result of this site improvement is a reduction in what this 18" DI pipe will have to carry. Development, including the new office building, indicates a "C" factor of C=.60. The 4.76—acre site develops 5.1 c.f.s., 9.1 c.f.s. and 18.6 c.f.s. for the aforementioned design storms. HYDRAULICS: Two methods of hydraulic control will be included in the design for the site, surface and piped control means. Flow rates are minimal, thus indicating nothing extraordinary in this circumstance. Two six—foot wide and six—inch deep (6' X 6") drainage pans will be part of this surface design. The first will run from the newly constucted area inlet due west approximately 510 linear feet at a slope of 0.4%. Flowing full, the capacity is 3.5 c.f.s. The second will meander (see GP) through the bulk of the eastern one—half of the site to provide surface control in that portion. At .7%, the full depth capacity is 4.6 c.f.s. Substantial regrading will be required to necessitate this new drainage plan. Downstream to the newly constructed area inlet, the piped control will begin a new 12—inch ADS. This new pipe installation will exit the area inlet. and terminate adjacent_to the existing 18—inch which crosses East Vine Drive. This pipe will provide inlet control to the detention pond: This new pond will be discussed in detail in the detention section of the report. The orifice plate on the 12—inch ADS will have a radius of 2.9 inches under a design head water of 3.4 feet which allows a discharge of 1.8 c.f.s., the previously computed 2—year historic. The existing 18—inch ductile iron pipe crossing East Vine Drive is at a slope of .3%. This indicates an available capacity of 5.8 c.f.s.-by Manning's Eq. Required is the 1.8 c.f:s. detention release and the 0.9 c.f.-s. from East Vine Drive, or 2.7 c.f.s. Waste Management Vine -Drive Facility Page 3 Since the site is located within the 100—year flood plain for the Cache la Poudre River, overtopping of East Vine Drive has not been a consideration of this design. This flood plain, according to the FEMA, will develop a water surface elevation on the northwest corner of 4962.1, by interpolation, and 4959.0 at the.new office construction. Additionally, the site lies within the "Sheet Flow" of the Dry Creek flood plain which has estimated water surfaces of 4958.3. The Cache la Poudre River would control if correlation of these two models is correct. Finish floor elevation of this new office space will be set 1.5 feet above the Cache la Poudre flood plain, or Flood Plain = 4960.5 feet. This meets current City criteria. DETENTION: Detention is being included as part of this design to maintain the historic 2—year release from the developed site. Berms will be installed on the west,' east and southern boundaries of the site. On the north side these berms will blend into the Lake Canal that borders the property. A constant grade will be established of 4959.0 and carried throughout. In areas of asphalt pavement, an asphalt berm will -be installed to provide the continuity of the detention pond. The allowable release rate was calculated to be 1.8 c.f.s. When the 100— year design storm is applied to the site, a detention volume of .63—acre feet is indicated. Regrading that will be part of this project will develop volumes between contours 4957.0 and 4958.0 and will result in a high water line of 4957.5. This detained volume will accumulate along the south boundary where a newly constructed area inlet will provide inlet control (see Hydraulics). CONCLUSIONS: Since the flood plain is a primary concern in the development of the new office space, a Flood Plain Use Permit is part of this submission. Finish floor grades will meet the one —foot minimum to any point of access. This implies that for this site the new finish floor will be at least 4960.0 as set by "Black Bolt" datum, Following completion of construction and prior to the issuance of a Certificate of Occupancy, an Elevation Certificate will be required. Generally, no risk to health and/or human safety will result from allowing construction of a 3500 square foot metal building addition. Property ownersadjacent to Waste Management's East Vine Drive facility will not be adversely affected as a result of this construction activity. A net benefit to this problematic drainage basin will be realized. Onsite detention with controlled release, along with the berm construction, should provide an increased benefit to those surrounding property owners. Waste Management Vine Drive Facility Page 4 • EROSION CONTROL: This 3500 square foot addition is contiguous to existing site improvements. Construction scheduling falls within the period of the year of high rainfall erodibility and low winderodibility. The site itself is'considered to be in the moderate zones of.erosion due to wind and to rainfall. This is according to the "Erosion Control Reference Manual for Construction Sites." Silt fencing is to be placed generally around the perimeter of the construction area of 120 foot X 70 foot. A second silt fence will be installed around the current drainage piping on the south side of the site crossing Vine Drive. This second fence will be placed in conjunction with hay bales for support of the fabric fence barrier. Scheduling for this construction is based directly upon the release of the permit. It is generally envisioned that the first activities will begin on or around the first of June, 1993. Placement of the aforementioned erosion measures will preclude any subsurface disturbance. Utilities, footers and foundation walls will be the sequence of events. Following completion of the subsurface activities, the metal building will be erected.. Certification of the storm drainage improvements by a Professional Engineer will be required prior to issuance of a certificate of occupancy by the City. Total time of construgion is estimated to be 90 days. Franklin D. Blake, P.E. & L.S. * y 7839 3 I+CER •.00 STEWART&LSSOCIATES 103 PH. S. ME9331 LDRUM,FAX FORT gOLLINS, CO 80521 Consulting Engineers and Surveyors By: Date: S/B 9 Client: Sheet No. —of Project: f'l�0sf` //Sm0 �,Pi✓ Subject: �(20S�o�/ 4�0rA704 LOSE QcS�i•s.,� 6 Dmrrle Ala 37, Ooo SF 0 RAINFALL PERFORMANCE STANDARD EVALUATION -------------------------------------------------------------------- PROJECT: IJp�s,E MN�ytk�L,�r �STANDARD FORM A COMPLETED BY: DATE: ------------------------------------------------------- ---- -- DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS SUBBASIN I ZONE ` (ac) (ft) (%) (feet) (%) ------ IMo�cugl--------------------- i------- ------ -------Li K-jG ---------------------------------------------------------------------� DI/SF-A:1989 r EFFECTIVENESS CALCULATIONS ------=-------------------------------------------------------------- PROJECT: StNIUARU FUI',I1 B COMPLETED BY: GATE: Erosion Control C-Factor P-Factor' Nethod Value Value Comment ----�--------------- _ 0 AIIDO Y t5 W$ o y- 4 ® �2 \,o � 0O --------------------------- MAJOR PS. SUB AREA BASIIi (ro) BASIN .(Ac) CALCULATIONS 101.1 r— ------------------------------------------------------------------- CONSTRUCTION SEQUENCE PROJECT:. SFOUENCE. FOR 19 4�03 ONLY ' COMPLETED BY: STANDARD FORM C DATE: S-ZO-73 Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by. the City .Engineer. ._. YEAR _-MONTH OVERLOT GRADING WIND EROSION CONTROL Soil Roughing Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other -- VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation Nettings/Mats/Blankets I -----Other------------------------- -------------------------------------------- CAIdD KKK BoiLDEtS Cl+VD w�l►e � STRUCTURES: INSTALLED BY 6%00-of MAINTAINED BY VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED 5 -ZO APPROVED BY CITY OF FORT COLLINS ON HI ',F-C:1989 U VJ Z L_0 L gZ D U) J Q m Q I Uma 0 LL D LL V/ a 0 Z m co 3 �Um QN w W �—_ O 0 LL 1C1.. 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MELDR2-9331FUMAX , FORT C2OLLINS, CO 80521 PH. 482-938 Consulting Engineers and Surveyors By: Date: Client: Sheet No. of Project: Subject: -7 A7 - - --------- a ARVA 2N Wr REQ EN-Fz, f ' CHART 5 i 180 10,000 168 8,000 EXAMPLE. 156 6,000.:- .' _ D• 36 Inches (3.0 fell) 6 121 . 5,000 0.66 cts 144 4,000 a 5, 6. HW HIS 132 3,000 D (fool) 5• 6. d (1) toe s.s 120 .W- 2,000 (2) 2.1 6.3 5 4. I08 a a - (3) 2.2 6.6 F ,J 'D In Nd 3. 4. — 96 a 1,000 -- 3. I: F 800 3. 64 600 2 l 500 r 72 400 —• --• 2. 2. w 300 Z 2 Z \60 Z 200 1.5 1.5 E+P�t� 54 0 w I— LU w LD 100 / a w- -I 48 G 801-11 -I= 60 z I.0 1.0 42 rn 50 F a o 40 1.0 0 — ¢ w / 36 30 . HW A ENTRANCE w SCALE- D TYPE 9 a Q20 33 11) Hesd.all .8 ,8 30 Q (2) Mitered to conform W to slope _ .8 s 27 10 (3) Projecting T 7 z 24 6 .7 H 5 r To use scale (2) or (3) project -; 21 4 horizontally to scale (1), then 6 use straight inclined line through •6 3 D and 0 scales, or reverse as 6 l _ 18 illustrated... - 2 i i 15 5 , 1.0, .4 12 HEADWATER DEPTH FOR v C. M. PIPE CULVERTS WITH INLET CONTROL BUREAU O PUBLIC ROADS JAN. 1963 5-25 STEWART&ASSOCIATES 103 S. PH. 82-9 3DiRUM, FORT gOLLINS, CO 80521 FAXConsulting Engineers and Surveyors / By: Date: ia) Client: Sheet No. of Project: A i (_r Subject: i CV- jR 1 t� -I Czo-,Si Lo 2c �r wee I •fev- � p ! 7eRtL I MM■1111111IF I iiIi l/v I,ICIiii IMMUNE! 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