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HomeMy WebLinkAboutDrainage Reports - 08/17/199273) 00, DRAINAGE REPORT FOR WINDEMERE PROFESSIONAL PARK MINOR SUBDIVISION Final Approved Report Date�� AUGUST 10, 1992 STEWART & ASSOCIATES. INC. 103 SOUTH MELDRUM STREET FORT COLLINS, COLORADO 80521 303/482-9331 � ��9 •.1 �"'1. •.(�•�.r i;l is l+i .1 J . ,Q. `�/G.�,. .;,� . 1'a, •`irt: � is , l] iIlellY/ly ,�,9P DRAINAGE REPORT WINDEMERE PROFESSIONAL PARK MINOR SUBDIVISION SITE LOCATION The proposed Windemere Professional Park Minor Subdivision, being Lot 1, Edora Acres Fourth Filing, is situate in the Northeast 4L of Section 19, Township 7 North, Range 68 West of the Sixth P.M., Fort Collins, Larimer County, Colorado. The site contains 2.2935 acres more or less. The site is bordered on the north by East Prospect Road; on the east by Riverside Avenue; on the south by Edora Acres Second Filing, and on the west by Edora Acres First Filing. EXISTING CONDITIONS The existing vegetation on site is basic weeds. The ground slopes north to south at about 3.5% grade. There is no offsite drainage onto the site. East Prospect Road on the north side of the site is an arterial street and is constructed. Runoff on the north 2 of the street is west to east to two curb inlets at the northwest corner of the Riverside Avenue/Prospect Road intersection. Overflow from this point is east. The runoff on the north side of Prospect Road does not affect the site. Runoff on the south 2 of Prospect Road is west to east on a 1.27% grade to the intersection of Riverside Avenue. At that point, the runoff is Q = 1.68 c.f.s.; Q n = 2.85 c.f.s.; and Q1p0 = 5.18 c.f.s. There is an old—s�yle curb inlet atlihe PT of the curb M urn on Riverside Avenue. It has the theoretical capacity to handle 6.79 c.f.s. from Prospect Road. Riverside Avenue on the east side of the site is a local street and is constructed. The runoff is north to south at slopes of 2.5% to 6.9%. Runoff from Riverside Avenue is to Spring Creek. There is a 6—foot curb opening on the east side and a 10—foot curb inlet on the west side of Riverside Avenue approximately 300 feet south of this project. All runoff is to these points. -Any overtopping of Riverside Avenue will go east also to Spring Creek through part of Edora Park. Riverside Avenue has the capacity to carry 321 c.f.s. at a depth of 6 inches over the crown of the street at the southeast corner of the site (Section "B"). The existing 100—year runoff to Section "B" from Prospect Road and Riverside Avenue is 12.45 c.f.s., assuming the existing inlet at the street intersection is plugged. The existing street flow only runoff along the west 2 of Riverside Avenue, including the south 2 of Prospect Road at Section "B", is Q2 = 2.27 c.f.s.; Q10 = 3.89 c.f.s.; and Q100 = 6.68 c.f.s. There is an existing 30" storm sewer in Riverside Avenue that begins at the two curb inlets at the northwest corner of the intersection of Prospect Road and Riverside Avenue and runs south to Spring Creek. The capacity of the storm sewer using Kutters Diagram for flowing full is Q = 55 c.f.s. At present, the only flow into the storm sewer is from the three existing curb inlets as far as can be determined from existing "City" records. Discharge from the three curb inlets is Q = 21.67 c.f.s. Therefore, the pipe has the capacity to handle 33.33 c.f:s. more. Windemere Professional Park Minor Subdivision Page 2 00 DEVELOPED SITE The developed site will have four (4) office buildings along Prospect Road and Riverside Avenue. The south portion of the site will be for parking. Entrance to the site will be at the northwest corner of the site for Phase I and at the southeast corner of the site when Phase II is constructed. All runoff from the site will be to Spring Creek by overland flow. The master plan for this site indicates that no detention is required for this site; therefore, there is no detention planned. From the southeast corner of the site, it is 280 feet overland to Spring Creek or 550 feet along Riverside Avenue to Spring Creek. The runoff from Sub —basin "B" at Section "B" is Q2 = 3.90 c.f.s.; Q10 = 6.96 c.f.s.; and NO = 15.36 c.f.s. The combined runoff from Sub —basins "A", "B" and "OA" is Q2 = 7.78 c.f.s.; Q10 = 14.13 c.f.s.; and Q1pnn = 27.81 c.f.s., assuming the existing inlet is plugged. The reduced tfieoretical capacity to the top of the curb of the west 2 of Riverside Avenue at Section "B" is Q = 27 c.f.s. Therefore, no curb inlet on Riverside Avenue is required. The developed site is divided into two subbasins. Subbasin "A" is along Prospect Road and the building. The area is 0.5 acres more or less. Runoff is from west to east in a grass Swale at 1.3% grade and then to Riverside Avenue. Subbasin "B" is the parking lot and part of the buildings. The runoff is north to south across the parking lot at about 5% grade to the south curb line of the parking lot, then west to east along the curb line at 0.5% grade to a 3—foot pan, then to Riverside Avenue. The capacity of the curb at Section "C" was checked, and it was determined that the curb would not carry the 100—year runoff at that point. A berm, 1—foot high, above the curb is designed. The top of the berm is 4.0 feet south of the back of the curb. EROSION CONTROL Windemere Professional Park is a proposed development containing 2.29 acres located at the Southwest corner of the East Prospect Road and Riverside Drive intersection. The first phase of the project is the construction of the west building and its portion of the parking lot. The next building to be built will trigger the construction of the remainder of the parking area. The site is in a moderate rainfall erodibility zone and in a moderate wind erodibility zone. It is anticipated that construction will begin on Phase I in mid —July. The building foundation will be started as soon as the water and sewer lines are completed, so that will prevent erosion of the building area. The only part of the second phase area that will have its ground cover removed will be along the sewer and water lines and along the south parking lot curb line and the sediment trap area which are to be constructed with Phase I. Those areas will be drilled and straw mulched imediately after the utilities are completed. Windemere Professional Park Minor Subdivision Page 3 The sediment trap will remain in place during the entire construction period for Phase I and Phase II. Calculations and plans are included with this report. Franklin D. Blake, P.E. & L.S. :o o. m W�� 7839 N • O ;• A. 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Se }viers 100 9s. 90. 70 73- so 72' AM 66 .0004 io To 60' os (IV 1.5 54 - .000s 4 :0000,0,8, 48 .000-4 4 30 is1# .002 3.5 ��a 33 30P .00 3 27- .005 24- .00S 4j .007 008 10 Ba 5- 6 7 12o .04 t9s /0" 96 B 7 • 4 .07 08 :09 z .4. 4'. 7 - formula for circular pipes flow- - Hutte Fi9. 16, Diagram for the solution Of r's mg full. No Text .1 DRAINAGE CRITERIA MANUAL RUNOFF 5( 3( F- 2 C z w U• D: W 1C z w a O 5 N W cr 3 0 U 2 W Q t 1 �1�■ ������ / ANHAFM �0�001� �0■ FA 0 , No I /0■■� MEMOI �SEES_ I■■■■� ■i �ORION rii •' / •, ' Il I� �01�001II01I400//00I /0001��010�/■� F�IMFAMF ii iiisi'eiIIii�i►,i�i MVAMWs►�01ri®11OMENIN1� .2 .3 .5 1 1 '' 2' 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR i USE WITH THE RATIONAL FORMULA. *MOST FREQUENTLY OCCURRING"UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrology For Small Watersheds" Technical Release No. 55, USDA, SCS Jan. 1975. 5 —1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT ■��ttt�ttti t ■tt�t�tttl ■tttttttttl ■ttttt�t■■I ■t��tt�tttl ■tt��t�tttl ■ttt�ttt■■I ■tt��t�tttl ■�tttt�tt�i ■tttttttt� ■tt��ttt�%' ■t�tttt�i�' ■ttttt�'/ : i' Manoroor:!! No an 1.0 .9 .8 .7 r, .5 t`- w u- .4 z z .3 w o_ 0 .2 .15 12 II 10 8 10 6 w 9 U- 4 -H i w 8 w 3 ��� z (L Po b�_�ti o 7 z L 6-- ExarrpleiFa a -- 1.0 z -.8- _ _ w 5.5 v - - -._ _ o.. cn `- .6 0 w c� u. 5 = z_. o z z .4 z w _ 4.5 z. o .3 w w _ 4 L o 2 0 _ E- z z � O 3.5 z z w w a. -j I ar o w 3 0 0 .08 X o .06 CD o U. z = x .04 a 2.5 w w 03 �. a 3 a .02 0 a 2 a w .01 0 L U. 0 0 1.5 --- -- - -- -- ya a 5 4 3 2 1.5 1.0 .9 . .8 .7 .6 .5 .4 .3 .25 .2 15 we Figure 5-2 _ NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2" Adapted from Bureau of Public Roads Nomograph MAY 1984 5-10 DESIGN CRITERIA M 0.7 f- w 0.6 z 0.5 w > 0.4 0 x F a 0.3 w 0 0 z 0.2 0 z 0 a 0.1 EXAMPLE • FLOW INTO INLET PER SQ. FT. OF •• Figure 5-3 CAPACITY OF GRATED INLET IN SUMP (From: Wright -McLaughlin Engineers, 1969) 5 MAY 1984 5-11 DESIGN CRITERIA No Text RAINFALL PERFORMANCE STANDARD EVALUATION ----------- ----------------------------------------- PROJECT:-- W IAIDEAj Fe E- PP- 0F essioNAt- PAek STANDARD FORM A (COMPLETED BY: Jp q DATE: 712 -------------------------------------------------------------- IDEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb I PS ISUBBASIN + ZONE (ac) I (ft) ------- - (%)-_`(feet) I--(%) I W --- --------------------------�-- --- --- I------ � q'' M ODEieATE � 0.33 qc.) 4RS I /, sa % I m M ODELA7E I 570 1.84% ss9 I 1.8D% Bo./% 1 ---------------------------------------------------------------------I HDI/SF-A:1989 EFFECTIVENESS CALCULATIONS PROJECT: WIN ---------- --=------=-----------------=---------------I E p2".0FESI10,vAL PAP-t STANDARD FORM B COMPLETED BY: TZ AAe. DATE: Erosion Control C-Factor `� \O P-Factor Method Value Value Comment $ v IL D /,v (. 6,01 !- oa O.oa Ac. ASP" 9LT £GO,vc.W,4LK 0,01 &0 O.Z7 Ac. �ITABLIsh}Ep i=;i2gsl 0,0 S>✓ D I B.vT T12AP h" } A50 _]_eair_neAe ------ _y__v_�6 -----------------------------------� / o9S4,. MAJOR PS. SUB AREA BASIN (;) BASIN (Ac) CALCULATIONS ----- -go,►y m--m 2 z� - --'1-,---=----------------------=--------------I S ITG W TD — •17X .0) r 0.08 x 0,01) F (D Z�XU•DI) F ( 0; 80 x U 09) f O,.Gss/z,Zy WTD C. .= ,0,Z19 w-rc P : 0• SU E FF 291x O.S) X !09 = gS g s• 0 % >' �0•/ 0.4 ---------------------------------- ------------------------------------ HDI/SF-8:1989 CONSTRUCTION SEQUENCE PROJECT: W j Av p c--M r- ,e a Rao f; asu /n,v A-L P,9.e.E STANDARD FORM C SEQUENCE. FOR 19 9Z ONLY 'COMPLETED BY: z. � � DATE: 7/7/TL 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- F: ou,vpAT,ox/ VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation Nettings/Mats/Blankets Other 19q& ' .� IFIAl MIJ ----t--------- ----- T----t---- J- Ai A I s. . 10 1 Av I D I I I I I I I I !I I I 1 ------------------------� I I I STRUCTURES: INSTALLED BY MAINTAINED BY VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON HDI/SF-C:1989 JA`!l ?RY 1991 8-20 DESIGN CRITERIA f_X:} 1�,; i.i:..11 S. �Ji�!.4 �.M: 't. ::I. �•..iY.: M:,� (0'�•:, ,� 'h''ll �: 'i"r t0l�f t.\: ;iiti'�«•' :1• •.� If 1 ^jK -tYj �fr 4.1x- IfL/•j 1 . i :�/ s h, Y; ! , � �.�t�; • ' �a� fti:��`ia�y �3 � � �' -. i. /`l� �i1• /i�ti}• ,•�: 4..a�01:��. i!A . �, � 1 � ..:.X. 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