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Home My WebLink AboutMORNINGSIDE (VILLAS) SUBDIVISION PLAT REVIEW - 23-00 - REPORTS - DRAINAGE REPORT(13) EROSION CONTROL COST ESTIMATE 1. 235 L.F. Silt Fence @ $3.00/FT $ 705.00 2. Straw Bale Barrier 2 @ $75 $ 150.00 3. Rock Filter 1 @ $100 $ 100.00 4. 1300 S.F. of Sod @ $0.25/S.F. $ 325.00 The collateral will be 150% X $1,280 = $1,920. CONSTRUCTION SEQUENCE IIOJECT: M0,ey1,W.C.J/D6 V/LLAJ .TUB. STANDARD FORM C QUENCE FOR 19 Tq ONLY COMPLETED BY: R A AE7 DATE: MAY Z /, /'Vel dicate by use of a bar line or symbols when.erosion:control measures will be installed. iajor modifications to an approved schedule may require submitting a new schedule for Iproval by the City Engineer. t 9 G 9 YEAR MONTH T I F I M I I M I s I �- I ,4 I s l o l /V I� )VERLOT GRADING IND EROSION CONTROL i Soil Roughening Perimeter Barrier 'Additional Barriers 3 Vegetative Methods Soil Sealant Other ; i ! ! ' WALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters - ' Straw Barriers , Silt Fence Barriers d I i Sand Bags I ; 'Bare Soil Preparation Contour Furrows i I Terracing ; ! Asphalt/Concrete Paving ' Other j ' VEGETATIVE: f Permanent Seed Planting I Mulching/Sealant 1 Temporary Seed Planting Sod Installation Nettings/Mate/Blankets I i ' Other IIUCTURES: INSTALLED BY MAINTAINED BY (ETATION/MULCHING CONTRACTOR E SUBMITTED APPROVED BY CITY OF FORT COLLINS ON MARCH 1991 8.16 DESIGN CRITERIA EFFECTIVENESS CALCULATIONS ----------------------------------------- ----------------------------- PROJECT: M08N1N(.S1DE VI(A-As rueD�v1lio✓ STANDARD FORM B COMPLETED BY: e AAL.. DATE: Erosion Control C-Factor P-Factor Method Value Value Comment ----------------- -----;----------------------------------- 13 4 p-c- Soy S / 0 0 44sD �x J. (a q.. h �4SP ./�EICOVC, 0.01 i. o p 130.p Ix . o.03a 0.01 / 0p ifad S.F. 0-of Act- UN4b1r7'V,ZBGD Ge•COU', r 6,01 /•av )-7v9 r.F. 6.04-AC. 1- 0 V A/ D A -r l o,v S 0.01 /, n ZG SpS.F• O o.1a 4 Z71 1- T FEN C r-- /, 0-b 0• SO ----- JT,equJ 3AA-R.ie_eS --------------------------------------------------------------- boo D 80 MAJORI PS SUB AREA. BASINI -- (%) BASIN (Ac) CALCULATIONS ------ ----- ------ D- L7d,. ------------ ------- W TD C = E(Wox 1.06) 4- (0-04-4 o.or�+�aogxa.v��r�o,oyx 6 .L % Of 10 -f 0•00a4-+ 0.00zg f p,ocoGf000c3 o•z� w7D P. = 0-50X O. BU = 0( 40 OFF. _ �� •-{0385x a 4o�Xl0D D'k 0 J I-�iN3 x p. oi, 1---------------------------------------------------------------------- HOI/SF-B:1989 EVALUATION -------------RAINFALL-PERFORMANCE-STANDARD PROJECT: Mo�N/N(� rID6 VILLA! --------------------------- STANUARD FORM A .rvBDivilro✓ COMPLETED -------------------------------------------------- BY: P— Awl July -------------� ---DATE: DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS SUBBASIN I ZONE (ft). (feet) (e) ------ J,4"AJAV ----------- MoaeZA7E -(ac)-- 0.27Ac. ------- 18D' --(%)-_ -,7% ------ 180' -(q)-- - 5-,770 83.35 ®I --------------------------------------------------------------------- Fillap? Aliddi C9l - ----------------------------------------------------- --------------------- UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ------------------------------------------------------------ SER:Alex Stewart............................................................ IN DATE 08-18-1997 AT TIME 07:24:36 I** PROJECT TITLE: GREAT DANE *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 10 ' INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 4.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 45.00 ' LATERAL WIDTH OF.DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.17 Note: The sump depth is additional depth to flow depth. ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.40 ' STREET CROSS SLOPE M = 0.40 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER•WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) _ 37.00 GUTTER FLOW DEPTH (ft) = 0.27 FLOW VELOCITY ON STREET (fps)= 1.32 FLOW CROSS SECTION AREA (sq ft)= 2.86 GRATE CLOGGING FACTOR (%)= 20.00 ' CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 5.15 ' BY FAA HEC-12- METHOD: DESIGN FLOW (cfs)= 3,� 3.39 FLOW INTERCEPTED (cfs)= 3 . ? 4- 3.31 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER"UDFCD METHOD: DESIGN FLOW (cfs)=' 3-7-4- 3.31 ' FLOW INTERCEPTED (cfs)= 3-:74- 3.39 CARRY-OVER FLOW (cfs)= 0.00 7WO YEAG BAs� uZ O.42 cF3 ' . 1?,qj/ .II % 1. 74- C As 13 As, ,v l¢ _ �. 2 3 c Fl ' 3.3q CF1 STEWART&kSSOCIATES 103 482-93S- ME DRUM, OR COLLINS, CO 80521 PH. FAX 482-9382 Consulting Engineers and Surveyors By: il? A le-1 — Date: jut- v 174 195- Client: 13 2C-7 LA)e)A46,e Sheet No. of Project: jM 0 CA) I /J&.: I 10 S: I- 1,,q -S 9 p wV10-( Subject: F-r 0 Z m 1A) A TF, /a_ v AJ 0 x A: A L r- to A. /A r= - z' v' t q e. 0 2 -LT '50 1A Z'; Z a L X� La', '03. X—io' 9. --5 37-!C H 'k/v STEWART& SSOCIATES 10 S. ME9331 LDRFAX FORT gOLLINS, CO 80521 Consulting Engineers and Surveyors By: 2 A• /?_ Date:J,, .-" /7, 19? r Client: i3 e C-T L n 21w1C2 Sheet No. - of Project: M02MAl6110r- 1JIt/_.4_c Div,rio.i Subject: 1;1I A -1- = AP P u .V o < A z-c a z- A -rm Ai -r T I 14 LST?01`./GG_Fi D6VE-Zt7P_EO I 4 i 1 I I�'_= f '• c Q G2 Z-1 , ( 8 S f Ate. —27'-i , i o ems; H , -7/ 729)_q- � I �/ I Z 1 '--- �I t -`- ----' 007e_= S XO._4_2.._x_(o•97x_Z_.Z9 , I i I STEWART&ASSOCIATES 103 S. 482-933MELDRUM1, FORT COLLINS, CO 80521 PH. FAX 482-9382 Consulting Engineers and Surveyors By: P A.k-' . - Date: )v-,y a .e pf Client: �X7-E-r L'4ielme5ie Sheet No. of Project:_. M o r--,,um (-r i r7:> r--- 'L L A-S A t�ou it In Aj Subject: r T- o R- m U) A -rtE,e U V nG G G A LC U 1, A 7-A9 ,US • f j T' r 7: -7 it �7 !it it it & Z"? -C- F-J 7- X 4.31 XL C x 11 L 7-7— -FT L ' STE V VART�SSOCIATES - PH S. 4482 9 31 FAX FORT COLLINS, CO 80521 Consulting Engineers and Surveyors By: R • 4,p,. Date: J14 4. .Z 12, ly,5-CIient: S i2E i L A 2IM E2 Sheet No. _ of Project: 0RAlIA)4 _S'ILbF_ VILLAS TUB P1Visfe)AJ Subject: S T n 2 M LA) A 7 ,P_ 1l ,V Q F ?= c, c. U S A -rin tit s , I , t f I I IMilo,, —�—j-¢, • 3= -- - - —, r 1 i I I .—._,... a._.._...— i I I I , Z f , —f 1----- i I i I , iA J3_IH_rN, jZ_ SSX o o x 6•-9ZiX o Z =�.. �_ G,f._ 1 • ' i j 1 I 1 I I I . 1 , I 43, jak #.,t s -� � .,..f �ti,�all��x _'�j' rF.�"' ;. '.• � 'y. Y. "�K fill i ��•. f• � r Y�4: Y. 3 1 1 1 Garfield St. > Gorfi O O 1 zM Edwards v St. « h` < n o o t E E.2 Pitkin 3 St. a* o 3i ' Buckeye St Bsfke o c _-; E.Lake n'. St. E. o o` 0* PI. ' t St tCt E. Pros ect Rd, E...Prosp, in rn c o� in c a- Parki r St o o. o. 0 AI perst Aver .E o. W. Alpert ';-. OW sows •... ,' I o:l E F Stu 3 St 1 I .. Meoeo.. 5i C E. Stuart in Lam Johnson Wnn bra Cheye . Q�. �GommOnCndlmm o DG c sa cc O M `` Os Cheyenne o s •a O 3 m Cf. o r Arthur .� G'n a�' Dr. o ' t e '' > ton to Dr s art —' -�� "D rtmouth p o o T it a 1 4i' o: a avl C i r. Rut ers o u i +ew - • tr _ o v e L ri, a- • c F j O O 7 .: Vc s V e v► 2s Colurn 1 Yale v or I I Ave.mbie \ C- ... a Yd/e Wo 0 am Qd / . ° ° tonoff.: r n A • . rncf nderbRt Ct. u �,. Qi+eens cf. a . 1 Princeton U o Baylor St, cri > 1 0� O VICINITY MAP SCALE.' 1 "= 1000' ' (2) ' West gutter of Morningside Drive and then South to Spring Creek. The 2 year historic and developed rate of runoff is 1.74 cubic feet per second and the 100 year rate of runoff is 8.31 cubic feet per second. ' Offsite Basin III contains 0.81 acres and is the area from the centerline of Momingside Drive East to the middle of the houses on the East side of the street. The North -South boundaries of Basin III is the South side of Parker Street and the North line of our site. Basin III flows to the East gutter ' of Morningside Drive and then South to Spring Creek. The two year and 100 year historic and developed runoff rates are 1.23 cubic feet per second and 5.37 cubic feet per second respectively. ' The developed runoff from all these sub -basins will be carried in the proposed concrete pan of the .parking area and driveway on Lots 1 and 2 to the Southeast corner of the parking area. A proposed 4 foot curb inlet and a 12 inch storm drain will then carry the runoff to Spring Creek. ' EROSION CONTROL REPORT: The site is in a moderate wind and rainfall erodibility zone. A silt fence will be placed along the Southerly and Easterly boundaries of the site. A straw bale dike ' will be placed at the Southeast comer of the proposed parking area as soon as it is graded. A straw bale dike will also be placed at the North side of the 12 inch P.V.C. culvert under the trail. When the parking area is paved and if the triplex and duplex are still under construction a gravel filter will be placed at the outlet from the parking area. A minimum of 1,300 square feet of sod will be placed on disturbed areas. The runoff calculations, the erosion control calculations, and the erosion control cost estimate are enclosed as a part of this report. The Utility and Grading Plan is also enclosed. This drainage report and the design of the drainage system are in compliance with the City of Fort Collins Storm Drainage specifications and criteria. If you have questions regarding this ' report, please call. ' Sincerely, ' Richard A. Rutherford, P.E. & L.S. RAR/meh enclosures I STEWART&ASSOCIATES Consulting Engineers and Surveyors May 21, 1999 Mr. Basil Hamdan Fort Collins Utilities City of Fort Collins P.O. Box 580 Fort Collins, CO 80522-0580 Dear Basil, The following is the final drainage report for Momingside Villas Subdivision, formerly named ' Great Dane Minor Subdivision, situate in the Northeast 1/4 of the Northwest 1/4 of Section 24, Township 7 North, Range 69 West of the 6th P.M., Fort Collins, Colorado. The site is in the Spring Creek Drainage Basin. ' The area of the site is 0.27 acres, and it is located at the South end ofMorningside Drive. The site is bounded on the North by existing duplexes and the end of Momingside Drive, on the East and ' South by Spring Creek and the Spring Creek Trail and open space. A single family residence is on the West of the site. The site slopes from Northwest to Southeast at an approximate slope of 6% to Spring Creek. The existing ground cover is weeds and grasses. ' The owner is proposing to build a triplex on Lot 1 and a duplex on Lot 2. The two lots will have a common driveway and parking area at the South end ofMomingside Drive. Sub -basin I is the site and contains 0.27 acres. The historic site drains Southeasterly to an existing 8 inch diameter P.V.C. pipe under the concrete Spring Creek Trail and then to Spring Creek. The two year historic runoff rate from the site is 0.10 cubic feet per second and the 100 year historic rate of runoff is 0.47 ' cubic feet per second. The developed site will have a runoff coefficient of 0.61, which will develop a two year ' developed runoff rate of 0.42 cubic feet per second and a 100 year runoff rate of 1.91 cubic feet per second. The developed site will continue to flow in the same pattern to the existing 8 inch P.V.C. culvert under the trail, which will be replaced with a 12 inch diameter P.V.C. pipe. Offsite Basin H contains 2.29 acres and' is the area from the centerline of Momingside Drive West to the middle of the lots facing Whedbee Street and from the site North to the South side of ' Parker Street. There is an existing inlet at the Southwest comer of the Parker Street-Momingside Drive intersection that picks up the Parker Street runoff The Offshe Basin H runoff flows to the James H. Stewart ' and Associates, Inc. 103 S. Meldrum Street P.O. Box 429 ' Ft. Collins, CO 80522 970/482-9331 Fax 970/482-9382 Table of Contents 1-2 Cover letter and text of report 3 Vicinity Map 4 Basin Boundary Plan 5-8 Runoff Calculations 9 Inlet Hydarulics and Sizing 10 - 12 Erosion Control Calculations 13 Erosion Control Collateral Pocket Sheet 3 of 4, Utility and Grading Plan n FINAL DRAINAGE REPORT FOR MORNINGSIDE VILLAS SUBD"ION PREPARED FOR BRET E. LARP4ER MAY 2191999 PREPARED BY STEWART & ASSOCIATES, INC. 103 SOUTH MELDRUM STREET P.O. BOX 429 FORT COLLINS, CO 80521 TEL. 970-482-9331 FAX.970-482-9382