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HomeMy WebLinkAboutDrainage Reports - 12/18/2001r rund Report 6 i opm.T t of Date i a iy P/ i FORT WILMS FINAL DRAINAGE, EROSION CONTROL & EXTENDED DETENTION REPORT PLANTATION MANOR P.D.P. l SITUATE IN THE FOOTHILLS DRAINAGE BASIN AND SPRING CREEK DRAINAGE BASIN PREPARED FOR BRET LARIMER OCTOBER 23, 2001 PREPARED BY STEWART & ASSOCIATES 103 SOUTH MELDRUM STREET P.O. BOX 429 FORT COLLINS, CO 80522 TEL. 970-482-9331 FAX. 970-482-9382 TABLE OF CONTENTS 1 Vicinity Map 2-4 Text of Report 5-8 Historic Drainage Calculations 9-20 Developed Drainage Calculations 21-22 Detention Pond and Spillway Calculations 23-27 Extended Detention Calculations 28-29 Big Ben Drive Capacity Calculations 30-36 Pipe Sizing Calculations 37-39 Erosion Control Calculations 40-42 Drainage Criteria Manual Charts 43 Erosion Control Cost Estimate Letter to City Pocket Grading, Drainage, and Erosion Control Plans 0) 4 Liaaisoc D,■ W-aff was Olffolklrr.Dr. � L's WIO)Wi NW, Sv,-Ilow Id. 7- Ott, mc :i� ;z , 0% ct IV CL..; Olt a SL La i_qla re JLv Pro N I Pro M 4N N cl, R442 .7 LMN ■ dWl d= Westfield Di ■ -36 rt �Lm WAR m a D"m va . 40 L2 VICINITY MAP 1 SCALE: 1 1000' i 1 October 23, 2001 1 Mr. Basil Hamdan Stormwater Utilities 1 City of Fort Collins P.O. Box 580 ' Fort Collins, CO 80522-0580 1 Dear Basil, EXISTING SITE: 1 The following is the Final Drainage, Erosion Control & Extended Detention Report for Plantation Manor P.D.P. which is situated in the Southwest 1/4 of Section 27, Township 7 North, Range 69 West of the 6th P.M., Fort Collins, Colorado. The site contains 4.78 acres and is located in the City's Foothills Drainage Basin and the Spring Creek Drainage Basin. The site is bounded on the South by West Horsetooth Road and on the West and North by Rossborough Third Filing, and ' on the East by an existing horse boarding establishment. The site has two older frame houses and nine out buildings that are existing. There are many ' existing Chinese Elm trees on the site. The ground cover is grass and weeds. The historic site is divided into two sub -basins. Historic Basin -I is the South 1.93 acres of the site, and also 0.92 offsite acres from Horsetooth Road that now flows West to East in the curb and gutter and dumps onto this site. There is an existing ridge in the site that runs East to West. Historic Basin-1 slopes from Northwest to Southeast at about 2.2%. The Southeast corner of the ' site is approximately two feet lower than Horsetooth Road. The Major Basin Map shows this sub - basin being in the Spring Creek Drainage Basin but it is actually in the Foothills Basin. Historic 1 Basin -II is the North 1.95 acres of the site and is on the North side of the ridge. Historic Basin -II slopes from Southwest to Northeast and historically drains offsite to the Pleasant Valley and Lake Canal. The two year runoff rate from Historic Basin -I is 2.19 c.f.s. and the 100 year runoff rate is 9.88 c.f.s.. The two year runoff rate from Historic Basin-H is 1.08 c.f.s. and the 100 year runoff rate is 4.90 c.f.s.. DRAINAGE CRITERIA: Due to the small size, the Rational Method has been utilized to determine peak runoff rates and required detention pond volumes. Design factors used are in accordance with the recommendations of the City of Fort Collins Storm Drainage Criteria and Construction Standards Manual. In accordance with the City of Fort Collins drainage policy, the 100-year runoff from the 1 1 developed site will be detained in the proposed detention pond and released at one c.f.s. as determined by the City because our runoff is into the Wesfield Park PUD Pond Southeast of this site. The Master Plan identified the maximum release rate of 2.8 c.f.s. of which our portion is one c.f.s.. DEVELOPED SITE: This project is proposed to develop 38 single family attached homes, private drives and parking areas, Big Ben Drive and an onsite detention pond. All runoff from this site will be directed to the detention pond to be constructed in the Southeast comer of this site; then released at one c.f.s. as identified by the above mentioned master plan into a piping system that will take the runoff to the Westfield Park Detention Pond which is on the South side of Horsetooth Road about 800 feet East of this site. The Westfield Park Detention Pond is constructed. This developed site is divided into six sub -basins. Sub -basin 1 is located in the Southwest ' comer of the project. It will also include runoff from Horsetooth Road that flows onto this site. The offsite portion is constructed. There is also an existing two foot curb chase that takes 1.04 c.f.s. of runoff from Horsetooth and routes it through the Rossborough Subdivision. The concentration point for this basin is located at the proposed 10 foot curb inlet on the West side of Big Ben Drive at Horsetooth Road. This inlet will be in a sump condition. Runoff from this inlet is in a pipe to the East under Big Ben Drive to the proposed pond. ' Sub -basin 2 is located in the Northwest part of this site. The concentration point for this basin is the 20 foot curb inlet located on the West side of Big Ben Drive at the North side of this Project. This inlet is ongrade and will handle the 2 year runoff rate. This inlet will also capture the 100-year runoff. Sub -basin 3 is located along the East side of Big Ben Drive on the North side of this project. The concentration point is at the 15 foot curb inlet located on the East side of Big Ben Drive at the ' North end of this project. This inlet handles the 100-year runoff. Flow from the inlet is in a pipe East, then South to the detention pond. Sub -basin 4 is located along the East side of Big Ben Drive on the South end of this site. The concentration point is at a 10 foot curb inlet at the East side of Big Ben Drive at the Horsetooth Road Intersection. This Inlet will handle the 100-year runoff. All flows from this inlet are piped East to the detention pond. Sub -basin 5 is along the East side of this project and is where the detention pond is located. All runoff from this project will be to this pond. The pond is sized to store the 100-year runoff less the historic two year runoff and the extended detention pond volume. The spillway for this pond will be 25 feet wide and will be directed to flow to Horsetooth Road. It will be located at the Southeast ' comer of the pond on the South side. An outlet structure is proposed and located in the Southeast corner of the pond. It is designed to detain and release for the 40-hour extended detention, then overtop into the structure but still being restricted on the outlet pipe to release at one c.f.s. The I ' outlet will be in a pipe that flows South about 85 feet; then East along Horsetooth Road to a drain swale; then in the drain swale to the Westfield Park Detention Pond. The existing drain swale on the ' South side of Horsetooth will require lowering and a concrete pan constructed as part of this project. ' Sub -basin 6 is the North side of Horsetooth Road lying East of Big Ben Drive. The concentration point will be at the proposed 16 foot wide sidewalk chase and curb opening. Flows will be into the detention pond. ' EROSION CONTROL: ' The site is in the high rainfall erodibility zone and in the moderate wind erodibility zone. The site will be divided into two phases for erosion control. The first phase that will be constructed is Big Ben Drive and the utilities that are in the street and all of the units on the East side of Big Ben Drive. ' The detention pond will be constructed at the beginning of the grading of the first phase. The water quality extended detention will be constructed with the detention pond. A silt fence will be constructed along the East line of the site. The extended detention pond will be used also as a sediment pond during construction. The existing ground cover on the West side of Big Ben Drive will not be disturbed until the 1 units on the East side of the site are completed. At that time, a silt fence will be placed along the West side of Big Ben Drive. I I The extended detention calculations and erosion control calculations are enclosed as part of this report. This drainage report and the design of the drainage system are in compliance with the City of Fort Collins Storm Drainage Design and Criteria. If you have any questions regarding this report, please call. ISincerely, LI I I I i Franklin D. Blake, FDB/meh 1 STEWART$,06SOCIATES 10 S. 9 LDRU31 482 T COLLINS, CO 80521 Consulting Engineers and Surveyors ' 82 By: Date: Client: ZOWIAI Sheet No. S of — ' Project: Subject: cc `S 1�3 Tol T!� lc2a ��D�vTD��'CO,Crr9 a : : l O)T14 It - qz _ I _ I .213= L T !-q-i Z_ .� 'd�ia._,�-�_� ��f c5 I !T I x r i t7 _ 1 STEWART9,6SSOCIATES 10 S. MEL9331DRUM,FAX FORT gOLLINS, CO 80521 Consulting Engineers and Surveyors J By: �aG� Date: "/-/S-O/ Client: 'F&OA"r L,F ,,oWF z Sheet No. 6 of Project: I G<1 itJTi3TI0� %%t�it942 — — Subject: /0Wr1V x�ZDPE2 ?Y 1 1 1 1 1 1 1 1 1 1 STEWART&ASSOCIATES Consulting Engineers and Surveyors 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 By: (lid'! Date: Client: Sheet No. -7 of Project: Subject: 0Iw ✓ 79.7.G/ I ' LA 1 i i w _ I _ ' I I F G i 4- I 1 641 I 7 i L— _ I 000 00;1/ mot Cel) I ---------------------------------------------------------------------------- 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 --------------------------------------------------------------------------- ISER:Alex Stewart............................................................ ON DATE 04-22-2001 AT TIME 14:01:49 ** PROJECT TITLE: plantation manor *** CURB OPENING INLET HYDRAULICS AND SIZING: ' Ul E,r�s�iay 2 C ' INLET ID NUMBER: 10 e �iase JP 9�6X1,f 11,71 ' INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 2.00 ' REQUIRED CURB OPENING LENGTH (ft)= 27.13 IDEAL CURB OPENNING EFFICIENCY = 0.13 ACTURAL CURB OPENNING EFFICIENCY = 0.10 ' STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (%) = 0.90 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 16.56 ' GUTTER FLOW DEPTH (ft) = 0.50 FLOW VELOCITY ON STREET (fps)= 3.42 FLOW CROSS SECTION AREA (sq ft)= 2.91 GRATE CLOGGING FACTOR (%)= 20.00 ' CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 1.29 �_` BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 10.00 Avowe cl- FLOW INTERCEPTED (cfs)= 1.04 ' CARRY-OVER FLOW (cfs)= 8.96 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 10.00 FLOW INTERCEPTED (cfs) 1.03 CARRY-OVER FLOW (cfs)= 8.97 I STEWART&ASSOCIATES 103 S- MELDRUM, FORT COLLINS, CO 80521 Consulting Engineers and Surveyors PH. 482-9331 FAX 482-9382 By: Date: Client: Sheet No. of_ Project: Subject:, 'e la, T-Al 77� v4/ jc, rsv WaGO F- 'elf L 0002 77- Apo 7-4- I U°J 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 ............................................. • ... .... ON DATE 04-22-2001 AT TIME 15: 11:24 ** PROJECT TITLE: plantation manor _�? 13e-n *** CURB OPENING INLET HYDRAULICS AND SIZING: kL,rSB/J%OD7�V7 /`?� 1 ` INLET ID NUMBER: 20 Q / ' INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: ' GIVEN CURB OPENING LENGTH (ft)= 10.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 45.00 LATERAL WIDTH OF DEPRESSION (ft)= 1.10 ' SUMP DEPTH (ft)= 0.17 Note: The sump depth is additional depth .to ' STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = STREET CROSS SLOPE M = STREET MANNING N = GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) = STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = GUTTER FLOW DEPTH (ft) = FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= GRATE CLOGGING FACTOR M = CURB OPENNING CLOGGING FACTOR(%)= 0.60 2.00 0.016 1.10 1.10 20.03 0.49 3.02 4.10 20.00 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW 18.73 (cfs)= (cfS)= (cfS)= (cfs)= (cfs)= (cfs)= flow depth. 12.37 12.37 0.00 12.37 12.37 0.00 I 11 1 1 1 1 1 11 1 1 1 1 1 1 STEWART&ASSOCIATES 10 S. 9 LD1RFM, FORAX T COLLINS, CO 80521 82 Consulting Engineers and Surveyors / By: 4 Date: Client: Sheet No. of_ Project: Jar?• Ageop, Subject: 7716VI 1 g�j C � /C /S ��� srti = 2 e - - cP �T �o 'C4l,erj„Z�vZ44To� M�sT 1 -------------------------------------------------------------------------- /Z 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 � -------------------------------7---------------------------- ------------- SER:Alex Stewart ....................................... ..... ............. ON DATE 10-16-2001 AT TIME 12:58:23 Z '** PROJECT TITLE: PLANTAION MANOR /V""" L 'oh *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 30 ' INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 20.00 77 ZD �nldL ' REQUIRED CURB OPENING LENGTH (ft)= 20.97 IDEAL CURB OPENNING EFFICIENCY = 1.00 ACTURAL CURB OPENNING EFFICIENCY = 0.95 STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (%) = 0.50 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 ' GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 1 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET GUTTER FLOW DEPTH (ft) = = 17.13 0.51 ' FLOW VELOCITY ON STREET (ft) (fps)= 2.60 'II FLOW CROSS SECTION AREA (sq ft)= 3.10 71 S �S GRATE CLOGGING FACTOR (%)= 15.00 y �lol ' CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: ' IDEAL INTERCEPTION CAPACITY (cfs)= 7.97 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 8.00 FLOW INTERCEPTED (Cfs)= 7.60 CARRY-OVER FLOW (cfs)= 0.40 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 8.00 FLOW INTERCEPTED (cfs)= 6.77 CARRY-OVER FLOW (cfs)= 1.23 1 I STEWART&kSSOCIATES Consulting Engineers and Surveyors 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 By: G Date: /5' D/ Client: Sheet No. 13 of Project: Subject: 41 fa flGs1, %%�/74 ✓ I I 04 I / /� -- - I ,eD.9,v_ lo�P — , LI _ !JI, PIP �1 I - i ----------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING 1 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............................................................ ON DATE 10-16-2001 AT TIME 13:12:57 ,/ 1** PROJECT TITLE: PLANTAION MANOR 1 1 *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 40 lFelP give INLET HYDRAULICS: ON A GRADE. 1 GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 1 REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = 1 STREET GEOMETRIES: q2= D�� cis 15.00 /� 17 12.00 /00 1.00 1.00 1 STREET LONGITUDINAL SLOPE (%) = 0.50 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 1 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 11.31 GUTTER FLOW DEPTH (ft) = 0.39 FLOW VELOCITY ON STREET (fps)= 2.14 FLOW CROSS SECTION AREA (sq ft)= 1.45 GRATE CLOGGING FACTOR ($)= 15.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 3.08 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (Cfs)= CARRY-OVER FLOW (cfs)= BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= FLOW INTERCEPTED (cfs)= CARRY-OVER FLOW (cfs)= 3.08 3.08 -dt-- 0.00 3.08 2.62 0.46 1 i i STEWART&kSSOCIATES Consulting Engineers and Surveyors 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 By: Date: Client: ��//r!%G1001, Sheet No. /.s of Project: Subject: a.ao ✓ 1 v r_orV e�sr <� Z71�IREti 1 1 J 1 1 1 C 1 AlF a Z f 0./Sae �S�o � xO. 9)5 i , 1 17 I I 1 ------------------------------------------ 010 �------------------------- 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........................................................... ON DATE 04-23-2001 AT TIME 07:15:40 '** PROJECT TITLE: plantation manor ' *** CURB OPENING INLET HYDRAULICS AND SIZING: e ea /TZ✓� — G INLET ID NUMBER: 50 Qi? ' INLET HYDRAULICS: ON A GRADE. L /• 9.5 ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00 ' REQUIRED CURB OPENING LENGTH (ft)= 8.47 IDEAL CURB OPENNING EFFICIENCY = 1.00 ACTURAL CURB OPENNING EFFICIENCY = 0.99 STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE (%) = 0.50 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 t GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 1.10 ' STREET FLOW HYDRAULICS: WATER SPREAD. ON STREET (ft) = 9.50 ' GUTTER FLOW DEPTH (ft) = 0.32 FLOW VELOCITY ON STREET (fps)= 1.90 FLOW CROSS SECTION AREA (sq ft)= 1.02 GRATE CLOGGING FACTOR (%)= 20.00 ' CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 1.95 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 1.95 ��Od FLOW INTERCEPTED (cfs)= 1.94 CARRY-OVER FLOW (cfs)= 0.01 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 1.95 FLOW INTERCEPTED (cfs)= 1.56 ' CARRY-OVER FLOW (cfs)= 0.39 /xv r- 7 1 STEWART&ASSOC(ATES 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 Consulting Engineers and Surveyors 1 / By: �2G Date: y /S- D� Client: 2a 111171r°/ Sheet No. _J7 of 1 Project: Subject: m 1 1 1 1 1 STEWART&ASSOCIATES 10 S. LD1RF , FORT COLLINS, CO 80521 Consulting Engineers and Surveyors By: �G`i 1 fT /Date: y S O Client: Z�7101 1 Sheet No. _ of Project: 07 /i ,oy, O/ Subject: SUBS S�.v 6 e 4:5pN T,11 ' STEWART&ASSOCIATES Consulting Engineers and Surveyors 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 By: �aG/ Date: S D/ Client: / drl�led Sheet No. 11 of_ Project: Subject: 1 1 1 1 1 1 1 1 1-------------------------------------- -------------------------------------- UDINLET: INLET HYDARULICS AND SIZING 1 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............................................................ ON DATE 04-23-2001 AT TIME 07:40:23 c�98hSIW� � : t 1** PROJECT TITLE: plantation manor o �E7/�v�! z�se 1 *** CURB OPENING INLET HYDRAULICS AND SIZING: lflepll.4 �Qe /arse f� INLET ID NUMBER: 60 �Qa 1 INLET HYDRAULICS: ON A GRADE. ' GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 1 REQUIRED CURB OPENING LENGTH (ft)= IDEAL CURB OPENNING EFFICIENCY = ACTURAL CURB OPENNING EFFICIENCY = 1 STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 1 STREET CROSS SLOPE M = STREET MANNING N = 1 GUTTER GUTTER DEPRESSION WIDTH (inch)= (ft) = 1 1 1 1 1 1 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = GUTTER FLOW DEPTH (ft) = FLOW VELOCITY ON STREET (fps)= FLOW CROSS SECTION AREA (sq ft)= GRATE CLOGGING FACTOR M = CURB OPENNING CLOGGING FACTOR(%)= �z'O7yc'41's A? 16.00 14.74 1.00 0.97 1.57 2.00 0.016 2.00 2.00 8.19 0.33 3.43 0.84 20.00 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW BY DENVER UDFCD METHOD: DESIGN FLOW FLOW INTERCEPTED CARRY-OVER FLOW rl- 2.89 (cfS) = (cfS)= (cfS) = (cfS) = (cfS) = (cfS) = 2.89 2.82 0.07 2.89 2.31 0.58 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 A 1 O LL z O Z F— tr D a LU C1 a a II c T it Z a c oC u w O O O C7 00 I� O CO ao N M M M 0o I� LV I,:C MOOMONt tog ��rCn01�ppCL)rNL� clo-NrtCir- o ce)co M 4N,00�Cpp qTcom (} r rCW'1'Cp NM 0MM[h� NM qt CY) V-LL7tn 9Mr N~:NNMNSO LOLC)qtqT O� 000O00000000000000'000 � Co MoO coN Mopp tnOpT��OMCON 0 pp 00 OCD 0000 0000 rOMCA J rTrNNNMMM���CDCON.00MM0 I U T � O 00MOO NLg0coOONMMC cor,0 q- �tCD0'gr LL r mCOMoi pN� Mraj0N. ��0r,w,M0 OONtnIl- 0rc066 toCD CD 00 M CNp IApONSd 00ZNMMMvgtlq-1 �.0I�� �rN�O to U cc 0 0 0 000 0 0 0 0 0 0 0 0 P0 0 0 :;0' 0000 Q vv�rvv��r�r��vvvvvv�'a�:�vvv w a� U � U ca LANNOCDNco 0NtocoMtn0t�gt it MCDOOppo000LOLAto coCD�N0 MOO .CO�r0 . Mf:COtf) 4446666NNNNNTr.rrr L Z� H c Z 00000000000000000:',0000 Lriotrioptriouio0*0*m000 r T ly N M M qt v In to 0 N w M Oo:opt� O r 'R M otrio UO CD o W c CO r. I— 2/ EMERGENCY SPILLWAY DESIGN Weir Equation Q = C L (H) ^ 3/2 Q (cfs), C (weir coefficient), L (crest length, feet), H (energy head, feet) 25 = Weir Length L in feet 3.1 = Weir Coefficient Weir Shape Broadcrested Design Flow 46.8 (cfs) = 9 gS,rc�,7d _,FlefS Depth of flow (ft) Flow Over Weir cfs 0.20 6.93 0.30 12.73 0.40 19.61 0.50 27.40 0.60 36.02 0.701 45.39 0.75 50.34 0.80 55.45 0.90 66.17 1.90 202.97 iSTEWART8,66SOCIATES 10 S. M 3DRF , FORT COLLINS, CO 80521 Consulting Engineers and Surveyors 1 / By: Cf7 Date: .S4%1 Client: �/el G V1M7;7&1 Sheet No. — of Project: Subject: �C — �ln�pervwv5- _ 1 I X rlrwJ. " 1 r - - F- -1 i _ tt I r 1 e;I EXTENDED + DETENTION POND HIGH WATER LINE EXTENDED = 6273 CF DETENTION = 53,744.4 CF F777760,0174=11REO. VOLUME'< CONTOUR AREA AVERAGE AREA INTERVAL CUMMULATIVE HIGH WATER s .ft. s .ft. VOLUME cu.ft. VOLUME cu.ft. LINE ft. 4.71 0.01 1 1 5.01 2,506.01 1 1 1 0.01 6.01 10,487.01 1 1 1 0.0 1 7.01 13,057.01 1 1 1 0.01 1 8.01 17,025.01 1 1 1 0.01 1 9.01 19,418.01 1 1 1 9.31 1 10.01 49,118.01 1 1 1 0.01 NOTES: 1. FOR THE FIRST CONTOUR VOLUME A CONIC SHAPE WAS ASSUMED VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN COUNTOUR ELEV.) 2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2) VOL. = DEPTH/3 (A +(AB) ^ .5 + B) FOR: Uniform Sides sec.(9.2) 3. HWL=(VOL.REO.—VOL.LOW CUML)*3/(AREA LOW+AREA HIGH+(low area*high area) ^.5) HWL POND ORIFICE SIZING ORIGINAL DESIGN DATA 1.00 = Allowable Des. Release Rate cfs NOTE: 1. VERT. PLATES WILL BE PLACED 4.66 = Flowline Orifice Elevation ftAT PIPE FLOWLINE 0.65 = Orifice Coefficient Cd 4.60 = Avaliable Driving Head ft VERT. SQUARE PLATE 13.08 = OutletArea s nches 3 62 = Side for S O :'emn inches 4.45 Actual H draulic Dnvin :Head ft 1 1- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 D, 2J� DRAINAGE CRITERIA MANUAL N. 3) STORMWATER QUALITY MANAGEMENT Ul (- Note: Watershed inches of runoff shag to the apply entire watershed tributary to the N Facility. FIGURE 5-1. WATER QUALITY CAPTURE VOLUME (WQCV) 9-1-1992 UOFCO ' _ DRAINAGE CRITERIA MANUAL (V. 3) _ 01a STRUCTURAL EMPs 1 10.f 1 6.0 ' 4..0 1 ' 2.( ' m 0.6( m OAC E 0.2 � T a T 3 ' O.a 0.0 \ 0.a I 1 OWN W, 4, Pyre IPA 0A WOCV - 2.1 acre-feet MEN SOLU ION: Required Area per Row 1.75 in.2 Or rom, FAR PJAP 1A I ijFA i I I rJAM, MAN rj A PA FA I m I I .'/�■I■11 Gy/.' owl FAR WA 11mi mVZO 1�1 D. d2 0.01 1 0.20 0. 0.60 1.0 2.0 4.0 6.0 Required Area per Row (n.2 ) Source: Douglas County Stone Drainage and Tedrnkal Crireri41986. FIGURE 5-3. WATER QUALITY OUTLET SIZING: DRY EXTENDED DETENTION BASIN WITH A 40-HOUR DRAIN TIME OF THE CAPTURE VOLUME 9-1-1992 UDFCD 0 v �f %rya Ice I 1 1 i 1 1 1 1 1 1 1 i 1 1 1 1 STEWART&kSSOGATES 103 PH. S. LD1RUM,FAX FORT gOLLINS, CO 80521 Consulting Engineers and Surveyors % By: cJ alC h Date: y'�S -r Client: �J,c l zyl-lt l e / Sheet No. � of Project: P&O, A ?/ON Subject: -L-3'e7/i9 Sy / �S 1 i STEWART&,SSOCIATES 103 S. 82-9 3DIRUM,FAX FORT COLLINS, CO 80521 PH.82 Consulting Engineers and Surveyors �� / By: J� Date: �'�0'0/ Client: Ab:-1 G?�'���Sheet No. 20 of _ Project: S� ubject: x. '7b _ I . s _� I � I / 1 I I _ I i I , - '-- iv�I'e.� 1 _00 I I � I r — i- '—,--j- I I ----------------------------------------------------------------------------- UDINLET: STREET CAPACITY ANALYSIS ' DEVELOPED BY DR. JAMES GUO, CIVIL ENG, U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD POOL FUND STUDY ------------------------------------------------------------------------------ SER=:Alex Stewart............................ ....... ......... N DATE 10-23-2001 ATTIME10:18:59•.••••• .•. ** PROJECT TITLE: PLANTATION MANOR *** STREET CROSS SECTIONAL IDEAL CAPACITY: ' THE GIVEN STREET X-SECTIONAL GOEMETRIES: ' LONGITUDINAL STREET SLOPE MANNING N M = 0.60 0.016 CURB HEIGHT (in)= 6.00 MAXIMUM FLOW DEPTH (in)= 6.00 ' STREET ON LEFTSIDE OF CROWN: ' LEFTSIDE STREET WIDTH (ft)= 15.00 CROSS SLOPE M = 2.00 DEPRESSION AT GUTTER (in)= 2.00 ' GUTTER WIDTH (ft)= 2.00 SIDEWALK CROSS SLOPE (1V:ZH) Z = 50.00 ' STREET ON RIGHTSIDE OF CROWN RIGHTSIDE STREET WIDTH (ft)= 15.00 CROSS SLOPE M = 2.00 DEPRESSION AT GUTTER (in)= 2.00 GUTTER WIDTH (ft)= 2.00 SIDEWALK CROSS SLOPE (1V:ZH) Z = 50.00 ** RATING CURVE FOR STREET IDEAL CAPACITY-FLOWRATE VS DEPTH: FLOW DEPTH LEFTSIDE RIGHTSIDE TOTAL AT GUTTER RATE VLCITY SPREAD RATE VLCITY SPREAD FLOW ---- INCHES ------ CFS ---------------- FPS FT ---------------------- CFS FPS FT CFS 1.00 0.03 1.03 0.81 0.03 1.03 ----------- 0.81 0.07 2.00 0.39 1.89 2.00 0.39 1.89 2.00 0.78 3.00 0.67 1.98 4.17 0.67 1.98 4.17 1.35 4.00 1.84 2.13 8.33 1.84 2.13 8.33 3.67 5.00 4.23 2.45 12.50 4.23 2.45 12.50 8.46 ---------------------------------------------------------------------- 6.00 8.24 2.80 15.00 8.24 2.80 15.00 16.49 THE CURB HEIGHT IS 6 INCHES. THE STREET CAPACITY REDUCTION FACTOR FOR MINOR STORM= .8 THE ------------------------------------ STREET CAPACITY REDUCTION FACTOR --- FOR MAJOR STORM= ----- -------------------------- .8 STEWART$,(�SSOCIATEs 103 S. PH 482 9 3DiRFAX 482 938OLLINS, CO 80521 Consulting Engineers and Surveyors By: Date: A6 l�-O Client: /�5/e T/ Zallh'JC r Sheet No..N�/► of Project: / /- 7;f 7/p,:q J /�%/t%Oz Subject: Off 11Ij z � L ar 'y STEWART&ASSOCIATES 103 S. MEL9331 DRUM, FORT COLLINS, CO 80521 PH. 482-FAX 482-9382 Consulting Engineers and Surveyors By: Date:4-/0-4/ Client-, a0le Sheet No. of Project: Subject: l �o� �� d � �e7_�a �as p of 7 J SLdOE = D• m00% )pet visa d Cap�s� �e�rasc �� = l D c S O �. 55 lIydratilies off, Sewers - �:r I r�o^.�c23vV� o .000/ /00 r i i �-i'.v' ' _ 95' I. 60 _ ��. 71 Qa. 6B" .0114 _ 50 ,30 60' _ sQ_ 54' .0006 40 .0007 4B" .000, 30 Ell o ; i L0 .. - 10 30. 003 �.005 006 4.5 • m 007 m ._ I . h I 70 I u B ie i /8' ` o S 5 1 .� h ic ! '�°' C� ems.. /S' chi .02 6. { zz 6 S S_ 03 Ii /?" a 04 Y T J i ioe /0'i07 06 3 B if 9 y l 2 .3 a11. 6 7 4• 7 ti •1 . Fig. 15. Diogram for tLr. solution of Kutter's formula, for circular pipes flowv ing full. } /dpe llydraulics of, Sewers.00(71 - i e :� 90' -84' -.U001 2 i :I • 70 - B: 73' 60 ��• 1 72' " .0003 j ac' 66' 50 .0004 ..; . eo 60' .0005 ' ,15 ; 54. .0005 at 40 '0007 0009 30 Vt 1 i. •io. 39� O,. ��. t 36' �.003 { h14 04 L O U u a p.007 .008 Lz I j .02 �? n^ i'. .05 r. 4 mac- /0; ".06 8 j .07 yr{ 0,9 9} t j o' • S {�! T 4 . . .I J/ %0 Fig. 15. Diagram for the solution of Iiutter's formula, for circular pipes flow- ing full. a �2•c�'s'� /.���s 4011a /f "" X-fir Al I v/Z G • 56 Hydraulics o{. Se.wers . .00(71 /00 �• .I •y4- .0001 2 t 70 - B:- 73' 60 ��• 7?"' .0003 0004 .. .50 moo• 60" .:�. ' .coos ..Z..5 �. Jy' 54' •0005 . 40 .0007 I 4B. 'RS" .0008 .0009 \i ' I _30 Pl GZ"O • _ t IIto 39" • c �i- 27" 0 4 c ° 0 004 ti u ° 21. - 007 m f _ u I l !S".02IV •C ! i� ° f.4 Q1. As .07 y I S. i 3` 0 8• 08 9 1 ^i I. 2 4 .3 _. 56 lMraulics off. Sewers/00 - � 4 a 30 60 ��- 71 • :.0003 ss- 66' _ 50 .000J so- 60' .COOS ..T.S 54. .0005 ct 40 _ ;O /0 i PB- 46' - .0009 b IF 0 33 0. 10 70• moo:.003 _ ��- n' 004 o a .707 o . C ?/• 1 1l' .o. '� .COB .. h .009 i .0 a 6_Sol `- �� /1^ a r m I : of I 'I IN 1 o9 9 - 10 _ . O -....- .T _ . _ If. T s 10 Fig. 15. Diagram for the solution of ICutter's formula, for circular pipes ow- ing full. _ 1 �G r 5G Hydraulics of. Sewers i e .000/ t� JO "'y' .0001 Z rt 70 - B: 73• . 60 ��• 77' .0001 Qs. 66• " • SO av 60' .coos Z.5 .� 54• A006 40 •0007 1,700.1 ' I ..'. ems- 3e.• 007 a ��.. i 24. c.00S 1 Y - j c 007 v .. z/• .e. 006 H . S.5 .. � CAB.-- '• v 0 V~ ...,I .02 6. IV 4 moo• /0 06 B 1 .07 .. ... ., 1 i , .OB wd 9 3 O 9• JOr `f a 1' 4- Fig. 15. Diogmm for the solution of ICutter's formula, for Circular pipes .flow- ing full. RAINFALL PERFORMANCE STANDARD EVALUATION --------------------------------------------------------------------= PROJECT: PcAurA-rjaA) MA u o !e P. D. iP STANDARD FORM A COMPLETED BY: fz,A.R. DATE: Ape'— ---------------------------------------------------------- -Z� --� DEVELOPEDIERODIBILITYI Asb I Lsb• I Ssb I Lb ( Sb I PS SUBBASIN I ZONE I (ac) I (ft) I W .I(feet) I (ro) i(ia ) ---------------------------I-------I ° I ------- I --------------------- I 1101A, Z70 I O.00%I I I h1.2,H I.p.97.gc1 340 II l• lG%� I I HIGH II 0,39�.i z80� !I i /•34—%�I I I I HlGI+ 0.ZS4c{ I 190' I I 0.74%I I I I I I I HIGH I I (,pot I 0.4670 I I I HIGH � O.z9.gci 190� I /•53%I I I I I 479Ac•I �. � I I ¢26' I 0.-7G%I 75.-4 ?ZOx /•oi�+ ( 3+0xo.97� f(Zroxo• j) +{11oA61�s) LSoxIjB7 4.7 s I TABLE 8 lir Sb - •GOX!•ol�t ( 1.lbx o9�) � (Id4xo.3 I +- 0.74X�.tS f �•G�l -------------------------------------------------------------------- DI/SF-A:1989.. I 3y", 1 11 1 i i 1 1 1 1 1 1 1 1 1 1 1 1 1 EFFECTIVENESS CALCULATIONS PROJECT: FLAM--Arfo-0 MAMO P-P-R STANDARD FORM B COMPLETED BY: A, f2, DATE: AvRic 2 rzaol Erosion Control C-Factor P-Factor Method Value Value Comment BArze Sq .._. -. 1.00 boo. Z8¢ ..__.... .... ,...... ._..-...,...L_o.0_......._...__...._ O•af- AC. SrP-A(J -5A 1. 00 o. 80 .... __........_._.. FEA)CE ._ /,00 0.•SO -_Exts_-r/A).& GRASr 0.0$ l• 00......_...-. l 6:7 Ac. MAJOR PS SUB AREA BASIN BASIN (Ac) CALCULATIONS oo>!!iu 7S2 °�u Svs Bra 3,4,Sy PgerG. Wra G = 0-00 x2.83) + (0.01 X 0./4. + (0.08x/.6$)4.01Yo.i 4:7 8 4•�S WTD P = 0-SO X 0.80 = 0.4-0 x 0.40) X /00 = %SZ �9 I i [1 1 1 CONSTRUCTION SEQUENCE P PROJECT: c.AAuT,aTio,y MA Ue - V.P. STANDARD FORM C 5LQU-ENCE. FOR -.2ool ONLY COMPLETED BY: �.,q,�. DATE: Sp 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. Z ooiYEAR I I ------MONTH I.S I F I M I_,q I M I T I T I A 15. I p I AJ I D -----------------I----------------------T--------T---�----j----y----=---- OVERLOT GRADING I I I I I I. �- I I I WIND EROSION CONTROL 1 Soil Roughing Perimeter Barrier Additional Barriers 1 Vegetative Methods Soil Sealant Other 1 1 1 L� 1 1 1 1 1 1 1 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 Nettinas/Mats/Blankets Other STRUCTURES: INSTALLED BY MAINTAINED BY VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON HDI/SF-C:1989 , 1 l� I I E i I I i I 1 JA-Nn A_?Z 1991 8-20 DESIGN CRITERIA ■///muumuu■/■■/■oommmomom■■met■meee■ �,I ■■■■Imam•/'nams"Mall, mmm�mnm■■mmmm■/immn■ ■■■■■■MIN■MmE■N: Era■■aamOmm■eaE■M■■ II dE■a/m �maw■■a■UM■■EO/Amomm■ ■■■■■aaammmaa■aN■ Cammmmmamu■mmwe/EMI ■ , ■■ ■'dm •tmE■aa■■Em■Er.m■■me'. ■■Emmmmam■■mmEEam■EEEamamaaasmNE■E■ •fW d -F 'E■ECOmmaaama■■mm■■■Bm■aC■CC■Nm■ • ■E .■ ■EoBoononoSB d■ n d■EmmMIm■■■aBmmo■■mEaEEmosa■emCOae■ENNC■XER' it �'m■ d■ ` ■omm■■�....I.Ma-Mm.M.mm-mmmme a.mm a.■sa.■ ed .amva■ A■■■■NNAMMM■ OEM■omm�nnmm�nmmnnnmmm■ II OB A mm O'emme'dmtn■m�e ■ • .�momama• ..®P.--.w-.......--.m.......... . .. .�-. mm.r -...mv .....m.m. .a .mm■■mmCMmesmmmmmma■.mB.m■•mmm■..ms va.Vm..m m®t'dNmMwCWA/■Nm■uBOM ■ .EEEmma e�.m ■■mmemmM■EEeemmemaeMOmemMemmmememeluau ANEW of ®D�.m ®menmd®mm©■■mOmeim■ .A ■EMME■/.m■ ■■■aE■m■■mE■e/ENE■mmEma■mmaE■mEEMrWan ANEW dll Mrmmmm■m•.aMe■■mmMmW.■mm ®.■■■■■SCENE ■EmElmwmm am omemmN■ aWOONNOME Emu, nl aroa•Ami m'Vmmumar MEM■mem■m►.Mwe ■•.■■■ W'.■O■■■ m■■■Um■ammw■■m■em MONOMMMOmMMMMEMWAANA■OVENI V.mmmmavAmemmMamM®.mmmm•.NE■ • .■MOMM■ .■■aEea.Em Im■■M..M..ma.I■MMmmv.r ■rmamvam aMOMM.,OMMNMMMWW.am■m•.maM Amm.mm■m ■Eaw■MoonsamommumMECOEEMC■■me■■eA'AN/mEV.mam'.mmm■m',tanmmMEMPAaaM/.MEB NmmEmee/. ■■■■s■saMm■I asset mmmmsmmmmmmmmir.r mr.I W.smr i ■m. 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DRAINAGE CRITERIA MANUAL RUNOFF 1 1 1 1 50 30 F- 20 Z w U Cr III IL 10 Z w 0. 0 5 w ¢ 3 0 U 2 CM w F Q 1 5 MINES 111111551 _-■.,,111WA 03111/"M FA M ►I■■ I FAR ,■■■■� 0101011MENINE r .,"11_ milli / •I ' Il I' �I��I/III ■L�1�1 ����■■■■� �►i�r��►ems►���rsas������■ .2 .3 .5 1 2 3 5 10 VELOCITY IN FEET PER SECOND FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. 20 *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 AtZ City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (5 minutes - 30 minutes) Figure 3-1 a Duration (minutes) 2-year Intensity in/hr 10-year Intensity in/hr 100-year Intensity in/hr 5.00 2.85 4.87 9.95 6.00 2.67 4.56 9.31 7.00 2.52 4.31 8.80 8.00 2.40 4.10 8.38 9.00 2.30 3.93 8.03 10.00 2.21 3.78 7.72 11.00 2.13 3.63 7.42 12.00 2.05 3.50 7.16 13.00 1.98 3.39 6.92 14.00 1.92 3.29 6.71 15.00 1.87 3.19 6.52 16.00 1.81 3.08 6.30 17.00 1.75 2.99 6.10 18.00 1.70 2.90 5.92 19.00 1.65 2.82 5.75 20.00 1.61 2.74 5.60 21.00 1.56 2.67 5.46 22.00 1.53 2.61 5.32 23.00 1.49 2.55 5.20 24.00 1.46 2.49 5.09 25.00 1.43 2.44 4.98 26.00 1.40 2.39 4.87 27.00 1.37 2.34 4.78 28.00 1.34 2.29 4.69 29.00 1.32 2.25 4.60 30.00 1.30 2.21 4.52 4,� City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (31 minutes - 60 minutes) Figure 3-1 b Duration (minutes) 2-year Intensity in/hr 10-year - Intensity in/hr 100-year, Intensity in/hr 31.00 1.27 2.16 4.42 32.00 1.24 2.12 4.33 33.00 1.22 2.08 4.24 34.00 1.19 2.04 4.16 35.00 1.17 2.00 4.08 36.00 1.15 1.96 4.01 37.00 1.13 1.93 3.93 38.00 1.11 1.89 3.87 39.00 1.09 1.86 3.80 40.00 1.07 1.83 3.74 41.00 1.05 1.80 3.68 42.00 1.04 1.77 3.62 43.00 1.02 1.74 3.56 44.00 1.01 1.72 3.51 45.00 0.99 1.69 3.46 46.00 0.98 1.67 3.41 47.00 0.96 1.64 3.36 48.00 0.95 1.62 3.31 49.00 0.94 1.60 3.27 50.00 0.92 1.58 3.23 51.00 0.91 1.56 3.18 52.00 0.90 1.54 3.14 53.00 0.89 1.52 3.10 54.00 0.88 1.50 3.07 55.00 0.87 1.48 3.03 56.00 0.86 1.47 2.99 57.00 0.85 1.45 2.96 58.00 0.84 1.43 2.92 59.00 0.8L__L 1.42 2.89 60.00 0.82 1 1.40 2.86 4.3 ' $TEWAU946SSOCIATES Consulting Engineers and Surveyors ' August 31, 2001 ' Stormwater Utilities City of Fort Collins P.O. Box 580 Fort Collins, CO 80522-0580 Gentlemen; The following is the cost estimate for the erosion control measures for Plantation Manor. 1. Silt fence, 490 L.F. @ $3 per L.F. $ 1,470.00 ' 2. Straw Bale Dikes 2 @ $75 $ 150.00 Total Estimate Items 1 & 2 $ 1,620.00 3. Reseeding 2.84 acres @ $655/acre $ 1,860.20 ' Escrow For Site = $1860.20 X 1.5 $ 2,790.30 If you have any questions regarding this estimate, please call. ' Sincerely, ' Franklin D. Blake, P.E. & L. S. ' FDB/meh 1 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 P,Q C r av /L5 Jo 0 BO BO i u CAAPHK SCWE -FEET n SCALE P' - JO' _. 13.75 COLD SEASON TEMPORARY VEGETATION TABLE SB SKCYES 1&/AG xMIT Yam NWL PIT 20 511; to N, .. NI RP WNGI TO JOl IO ` NOTES. TTl tx Z 13�� SEED $I{4L W DRILLED to A M➢I4 OF 112 ro J/A" 14 MCwES AIIO sN4L INK A ROW Si W CF ]O' OF 13.5 O I FCS DIF OTLL S4ML OF FgtlGVtD WIN A SOREM a ,ON nRwNc [.0 saL arm DrE NEIW Y aucED SFEO. - S O AREAS S A YULCNED MIx A GRA55 N WY AT ME MTE CF 2 Td/5/ACFE ME ANY FIB[% 9IHl BE L'RryPED A" M YiWF MIO ME SqL. AT 1 } $ LEUT so; v ME nazRs SxML tr ra• OR MORE Ix IENGM. y 14 D - IME 490K Mu' rs A'eJOL NEAT ' MIN NTO W SR4L BC PWIIED BC/W£FN JULY l r A40 Y9I 20. � WARM SEASON TEMPORARY ✓EGETATTON TABLE SPECIES LB./K ;WN WXEDf1BS✓AC) MALLET do 759 21.5 To 259 25 F' 1 I. .WN"AUY TOT& 25.0 UIS✓AO. V) ' YED �' SYLLL d' DRN1E0 ro A QE9m CF I/2" rO J7.• Try URe MCMfS AVO SNLLL INK A ROW SPACMG CF M" pV W LESS IME PWIL SY4l. BE EWYPEO W1M A SYSIEY N15T�IL fOR iKWAG DK 50.'L O\£R TEff NEMlY PUGED SEED '; i,. -- SEEDED WYASF - ... '-" .. IVY AT DK RATE 2 TBE.YOLGNEDWTxACRWS IONAOI ME ANY HBFRS .... .... �. 51W1 BETMUPED42 E W DIF SpL AT ." OR YPP£ „ • WE LEAST Sp; OF ME i1BEA5 SN41 9E /0" OR Y0.K M or , LEHOIN. y - ME ABOK Va S A'w'.uVM WFAMER' MY AND SIWL A FlM'20 BEIMEEN WY IG ANO JULY J1. L y� Y • IN 1� 7 ,9 'B 1IrrI JO V� OF r' 14.5 y a h - CP1 WEST HORSE -TOOTH ROAD NNSENTWIICN _ L w �• HM 5L89ASoew I I s�54ABBAS,NNDMBER SPILLWAY SECTION 1 ` NDRNE14AY-24 Yl LY aw,ro/ 5ro1 .I wwwl 21' ASGw(I 3' P TM M R.r i" 4M4 1Bat[ Y[ O(,Y DRIVEWAY DETAIL NTS i I I I I I NOTES: F. A SILT FENCE SHALL BE CONSTRUCTED ALONG THE EAST PROPERTY LINE BEFORE CONSTRUCTION. THEN THE POND AREA AND EXTENDED DETENTION SHALL BE CONSTRUCTED FIRST. THENCE A SILT FENCE SHALL BE CONSTRUCTED ALONG THE WEST SIDE OF BIG BEN BEFORE CONSTRUCTION ON THE WEST CAN BEGIN. 2. TF- DENOTES TOP OF FOUNDATION GARAGE ELEVATION IS SLAB GRADE 3. SOILS WEST OF BIG BEN DRIVE SHALL NOT BE DISTURBED UNTIL ALL THE UNITS ARE CONSTRUCTED ON THE EAST SIDE OF 810 BEN 4. THE WATER QUALITY POND IS TO BE USED AS A SEDIMENT TRAP DURING CONSTRUCTION. WHEN CON57RUCPON IS COMPLETED THE WATER QUALITY POND WILL NEED TO BE CLEANED OUT AND FINISHED DETENTION POND DATA REQUIRED DETENTION 53,7444 CF EXTENDED DETENTION' 6,273 CF TOTAL DETENTION 60,017.4 OF POND RELEASE RATE' 1.0 CF POND 100-YE4R WATER LINE ELEVATION- 09.3 TOP OF POND ELEVATION: 10.3 TOP OF OUTIET STRUCTURE 6.0 SUBBISIN DATA fUBBASIN AREA ACRES 0=2 CFS 0-100 CFS C-2 C- 100 STRUCTURE AT CONCENTRATION POINT OF? 0,92 0.61 06.05 0.81 1.00 10' CURB INLET OFi41 1.93 1.90 12.37 0.69 0.86 10, CURB INLET 2 0.97 1.41 0725 0.68 D85 20' CURB INLET 3 0.39 0.65 03.06 0,66 0.82 15' CURB INLET 4 D25 0.41 OT95 0.65 0.81 10' CURB INLET 5 5.70 4,56 21.62 0.57 0.71 POND OUTLET 1.0 CFS 6 019 0.74 02.87 0.90 1.00 16' CURB INLET 9.3 POND HIGH WATER LINE 10.3 TOP OF POND 25' G4AC5 SWLLMM, SEE SAIL TTITO SNL[[ P I LLJ M o Q [+0 m 0 j 0 V/ Y�/5 V/ on o Q W i z J o 00 � V •L W O N L1 V z � Q A N W 2 O U a � / � V O O O U d d o W a o � O W K g 2 � 2 LQ e Z o 0 m 2 City of Fort Collins, Colorado cl UTILITY PLAN APPROVAL Q- 2 APPROVED: _ O CHECKED BY G U wero. a wa:k.=I. u„nx ool. CHECKED BY 51o.mwln Jf ry 0.1, X8 NUMBER OUT 0014 CHECKED BY: J O 0-12_2001 Vol, & Re.,quen Poh CHECKED BY Im,n FIF,ml tale SHIFT WIAKR CHECKED BY' 4 OF 10