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Home My WebLink AboutDrainage Reports - 07/12/1995 (2)�r�/ia�1 f �.•' 1 �col= PRO DRAINAGE AND EROSION CONTROL REPORT FOR ENGLISH RANCH P.U.D., SIXTH FILING PREPARED FOR BARTRAN & COMPANY, INC. STEWART & ASSOCIATES, INC. 103 SOUTH MELDRUM STREET FORT COLLINS, COLORADO 80521 970/482-9331 APRIL 1995 VICINITY MAP SCALE — 1„ East Drake Rood COI - a m E �Ole , o\\So0io \ lLGo�cr East Horsefooth Roo'cl � p Ro }l� S1T_L •� 3° �pp �� r L� 2,w _-' i v° zi a Harmony Road 1 U a ' STEWAUMSSOCWES Consulting Engineers and Surveyors t ' April 17, 1995 Mr. Glen Schlueter I ' Stormwater Utility City of Fort Collins P.O. Box 580 ' Fort Collins, CO 80522 Dear Glen: English Ranch P.U.D., Sixth Filing is a proposed 16 lot paired housing and a 24 lot single family development. The gross area of this proposed development is 9.76 acres. This proposed ' project is the last phase of The English Ranch -Overall Development. This development is part of the Stormwater Utility's "Fox Meadows Basin Drainage Master Plan." All design and calculations within this report are incompliance with the City of Fort Collins Storm Drainage Design Criteria and Construction Standards. ' If you have any questions regarding the attached report, please let me know. Sincerely, iV 1J, �8hpi .,�QN.!Ea,sreRF,;•; • Franklin D. Blake P.E. & L. S. ' Secretary/Treasurer 7839 rSC enclosures ' 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 I Drainage and Erosion Control Report For English Ranch P.U.D., Sixth Filing ' INTRODUCTION: The English Ranch P.U.D., Sixth Filing consists of a 9.76 gross acre parcel of land located ' m the Northeast 1/4 of Section 32, Township 7 North, Range 68 West of the Sixth P.M., Fort Collins, Larimer County, Colorado. This parcel is the last phase of the Overall English Ranch Master Plan. This site is East of English Ranch Fifth Filing. The proposed improvements on this project consist of 24 single family patio homes and 16 paired houses. The average lot size is 5875 square feet. There are two open space tracts along County Road No. 9. The open space tracts contain 0.68 acres. The West one half of County Road No. 9 abutting this project will be completed with this project. The proposed project is bordered on the North by a detention pond constructed with English Ranch Fourth Filing, for which an "As Built" drawing has been submitted to the Stormwater Utility; on the East by County Road No. 9; on the South by a single family house on about a five acre tract of land, and also by English Ranch Fifth Filing; and on the West by English Ranch Fifth Filing. Carrington Road separates this project from the Fifth Filing and is being constructed with the Fifth Filing. EXISTING SITE CONDITIONS: The proposed site is located in the Fox Meadows Basin Drainage Master Plan, which was developed for the City Stormwater Utility by Resource Consultants, Inc., dated February 1981. Runoff from this basin is North/Northeast to Horsetooth Road, then East in an existing 36 inch storm drain pipe to County Road No. 9 and then North to an existing drainage outfall channel that routes the runoff to the Poudre River. Alldrainage facilities for the English Ranch First through Fourth Filing are in place. English Ranch Fifth Filing is currently under construction. This proposed site is presently undeveloped consisting of irrigated farm land. This site slopes North at about 0.7% grade. There are no offsite flows from the North. Offsite flows from the West, South and East will be routed through this project. 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 U L 1 English Ranch P.U.D., Sixth Filing Page 2 developed site will be detained in the existing detention pond and released at the 2-year undeveloped rate. PROPOSED DRAINAGE FACILITIES: tDesign calculations, site grading plan, the "As Built" drawing of the existing detention pond and calculations from the Fourth Filing pertaining to detention pond sizing have been ' included with this report. The proposed drainage facilities for this site are summarized as follows: 1. A four foot curb inlet in a sump condition will be placed on Carrington Road at the ' Southeast comer of the inter section of Antelope Road and Carrington Road. This inlet location is described as concentration point 3 and is designed to handle the 2-year runoff rate from Sub -basin 3, which is 1.25 acres. ' 2. A four foot curb inlet in a sump condition will be placed on Carrington Road at the Southeast comer of the intersection of Carrington Court and Carrington Road. This inlet location is described as concentration point 4 and is designed to handle the 2-year runoff ' rate from sub -basin 4, which is 1.52 acres. 3. A four foot curb inlet in a sump condition will be placed on Carrington Road at the Southeast comer of the intersection of Carrington Road and Eastgate Lane. This inlet location is described as concentration point 5 and is designed to handle the 2-year runoff rate from Sub -basin 5 which is 2.50 acres. ' 4. A four foot curb inlet in a sump condition will be placed on Carrington Road at the Southeast comer of the intersection of Carrington Road and the North Carrington Circle. This inlet location is described as concentration point 6 and is designed to handle the 2- year runoff rate from Sub -basin 6, which is 6.40 acres. Runoff from all the inlets will be into a storm drain pipe. This pipe will be in Carrington ' Drive. Flows will be North in the piping system to an outlet in the existing pond. Concentration points 11 2 and 7 will use the existing drainage facilities developed with the Fourth Filing. Runoff from this filing were taken into account with the design of the Fourth Filing facilities. ' EROSION CONTROL: ' The proposed English Ranch P.U.D., Sixth Filing is in a moderate zone for both wind and rainfall erodibility. ' Rainfall erosion will be controlled by the installation of pavement and walk and by overseeding the rear 40 feet of the lots after overlot grading is complete. Sediment will be controlled on the site by gravel filters around the entrance to the curb inlets and straw bale filter ' around the outlet of the existing detention pond. A gravel filter will also be required to the English Ranch P.U.D., Sixth Filing Page 3 existing curb inlets on Horsetooth Road and Ashmount Drive that flow into the existing detention pond used with this proposed English Ranch P.U.D.. A silt fence will be required along English Ranch Road and this project's South property line. The construction of pavement and walks and mulched seeding will provide adequate 200 foot barriers to control wind erosion. The required erosion control deposit for this project is $7,322. Franklin D. Blake, P.E. & Secretary/Treasurer Stewart & Associates, Inc. I 1 1 1 i 1 .1 1 1 1 1 1 1 1 II STEWART&NSSOCIATES 103 S. 938 RUM,FAX FORT gOLLINS, CO 80521 Consulting Engineers and Surveyors By: Date: / 3/9S /Client: Sheet No. -/ -of Project: Subject: 40 fS00 �07 ' f /�D�/�CT �I I I , ail i I i I I • 9S1 f�y,�7S �;G7, 2) STEWART&kSSOCIATES 103 S. MEL9331 DRUM, FORT COLLINS, CO 80521 PH. 482-FAX 482-9382 Consulting Engineers and Surveyors By: Date: Client: Sheet No. z of Project: Subject: "5 I el,7e do -�-t-. r -1- jr Gz _.a :sy Ile J-1 A- 7 STEWART&6SSOCIATES 103 PH. S. 93 DRUM, F1 FAX ORT COLLINS, CO 80521 382 Consulting Engineers and Surveyors 1 By: �/�C c/ Date: Client: Sheet No. .3 of Project: -e!5'F-/9f Xo/;Fz7eyal!/�� Subject: ot, I STEWART&OSSOCIATES 103 S. ME9331 LDRUM, FORT COLLINS, CO 80521 PH. 482-FAX 482-9382 Consulting Engineers and Surveyors By: Date: J Client: Sheet No. of Project: Subject: l=,__,--�- LI _f 7 ___ __ _ __ _ . z__-__! _ -7e !- E ' C?i � I( I l l �i 4 II I .j f:117 STEWART&ASSOCIATES 103 S482-9331. MELDRUMFAX , FORT 938COLLINS, CO 8052 PH. 482-2 11 Consulting Engineers and Surveyors By: Date: Client: Sheet No. -fi::Of— Project: 715PI10.4 Subject: /-J V �- -- -- - I-,qr�-2 I S� ve' 7o: r - �2i'- D S - ��„ 4- !Of 175 112 921.1 A010 I I szs :t -T- STEWART$,06SOCIATES 10 S. MEL9 3DIRUM,FAX FORT gOLLINS,.CO 80521 Consulting Engineers and Surveyors By: daG Date: 7� 9� / Client:—2�/7/.7/7 Sheet No. -4::� of Project:��5.� Subject: -.0-1 _� 0-7 r ---- - -- - -- - r?� _I_ , W. ' I i I S 7 L I i STEWART&&SSOCIATES P1 ' 03S. M'ELDRUM, FORT COLLINS, CO 80521 H. 482-9331 FAX 482-9382 Consulting Engineers and Surveyors By: Date: Client: Sheet No. -7 of Project: A�5rll Subject: I —T 0 '0 164 or 17 l- - _ goo 3 7 A Ile .f -A �-i.l�t � i(1'�ii�lj� {li �i4ifi�i{I��'�: n ------------------- 7------------------- -------------------------------------- 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:Stewart and.Associates-Ft Collins Colorado .............................. N DATE 03-19-1995 AT TIME 15:48:57 '** PROJECT TITLE: ENGLISH RANCH P.U.D. *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 0 ' 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 ($) = 0.50 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 ' GUTTER WIDTH (ft) = 1.4.0 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft).= 14.50 GUTTER FLOW DEPTH (ft) = 0.41 FLOW VELOCITY ON STREET (fps)=, 2.32 FLOW CROSS SECTION AREA (sq ft)= 2.22 GRATE CLOGGING FACTOR ($)= 50.00 ' CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: ' IDEAL INTERCEPTION CAPACITY (cfs)= BY FAA HEC-12 METHOD: DESIGN FLOW 7.82 (cfs)= 5.11. FLOW INTERCEPTED (cfs)= 5.11 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 5.11 ' FLOW INTERCEPTED (cfs)= 5.11 CARRY-OVER FLOW (cfs)= 0.00 1 4�111:7 STEWART&ASSOCIATES 103 S. 938 RUM, FORT gOLLINS, CO 80521 Consulting Engineers and Surveyors By: //7 Date.-,-TZ 5 Client: Sheet No. g of Project:7/��d Subject: �/a7//%0 g e L� 1/G a1.;7 7 S 1 1 1 1 1. 1 i 1 I STE V VART&&SSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 Consulting Engineers and Surveyors T 1 By: �/aG� Date: 9S Client: .�a//�� Sheet No. L of 1 Project: 5r Jr,h �.?hG� Subject: 1 , 1 1 1 1 1 i 1 I ' i K !his 1< --------_-------------_-------------------------------------------------------- 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 rSER:Stewart and Associates -Ft Collins Colorado..... ... ..................... ON DATE 03-18-1995 AT TIME 08:24:08 ** PROJECT TITLE: ENGLISH RANCH P.U.D. *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 7 4F�rl,: W �'SyLI<TgT f/6PSE7OOTH_,PO/��✓ ��O INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 8.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 45.00 ' LATERAL WIDTH OF DEPRESSION (ft)= 2.60 SUMP DEPTH (ft)= 0.17 ' Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL -SLOPE ($) = 1.00 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 18.44 GUTTER FLOW DEPTH (ft) = 0.49 ' FLOW VELOCITY ON STREET (fps)= 3.76 FLOW CROSS SECTION AREA (sq ft)=. 3.52 GRATE CLOGGING FACTOR ($)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 . INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 15.01 BY FAA.HEC-12 METHOD: DESIGN FLOW (cfs)= 13.27 FLOW INTERCEPTED (cfs)= 13.27 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 13.27 FLOW.INTERCEPTED (cfs)= 13.27 CARRY-OVER FLOW (cfs)= 0.00 R,1111DF,t' To SNL E 7- �z ,� 79 cfs f 1-�i0s Rio = a. ay afs To f��..�/ 2 7 C '/s STEWART&ASSOCIATES 103 S. ME DRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 Consulting Engineers and Surveyors By: Date: Client: Sheet No. A? of Project: 4�4rfzl-:5w 7,710wel-ve Subject: L77 J 0010 1<1 1 STE V VART&OSSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 1 Consulting Engineers and Surveyors By: Date: 9s Client: Sheet No. of 1 Project: Subject: --------.1- 00 - - - I I _ �l/t/�7•��... /DO��f �.. _c5 'I Z�o I I y i �r- 13 U5V�1 171 74 I i _ _ I I Z• •I I �y�/�; � I I I'� � i I _ 1 I 4 STEWART&&SSOCIATES 103 S. M 3DRUM,FAX FORT gOLLINS, CO 80521 Consulting Engineers and Surveyors By: r/aGh Date: Client: Sheet No. Z7'—/of Project: ,�_ I—n5h ��7Gf� "�"vz? Subject: � s -------------------- ---- ------------------------------------------------------- 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=:Stewart and Associates -Ft Collins ' Colorado...... N DATE 03-18-1995 AT TIME 08:39:55 ..•...••••....•.•.•....• ** PROJECT TITLE: ENGLISH RANCH P.U.D. ** STREET CROSS SECTIONAL IDEAL CAPACITY: THE GIVEN STREET X-SECTIONAL GOEMETRIES: LONGITUDINAL STREET SLOPE (%)_ 1.00 MANNING N = 0.016 CURB HEIGHT (in)= 6.00 MAXIMUM FLOW DEPTH (in)= 9.00 ' STREET ON LEFTSIDE OF CROWN: LEFTSIDE STREET WIDTH (ft)= 35.00 CROSS SLOPE (%) = .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)= 35.00 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 0.04 1.17 0.81 0.04 1.17 0.81 0.08 ' 2.00 0.44 2.15 2.00 0.44 2.15 2.00 0.89 3.00 0.77 2.25 4.17 0.77 2.25 4.17 1.53 ' 4.00 2.09 2.43 5.00 4.82 2.79 8..33 12.50 2.09 4.82 2.43 2.79 8.33 12.50 4.19 9.64, 6.00 9.42 3.20 16.67 9.42 3.20 16.67 18.83 7.00 16.46 3.52 25.00 16.46 3.52 25.00 32.92 ' 8.00 26.90 3.78 33.33 26.90 3.78 33.33 53.80 9.00 41.54 4.06 41.67 41.54 4.06 41.67 83.08 ---------------------------------------------------------------------- THE CURB HEIGHT IS .6 INCHES. ' THE STREET CAPACITY REDUCTION FACTOR FOR MINOR STORM= .8 THE STREET CAPACITY REDUCTION ---------------------------------------------------------------------- FACTOR FOR MAJOR STORM= .8 1 g°"i 5, 0 rz�s>" y Q) /4P -------------------------------------- ---------------------------------------- ' 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 ------------------------------------------------------------------------------ ' USER=:Stewart and Associates -Ft Collins Colorado .............................. ON DATE 04-15-1995 AT TIME 05:56:08 *** PROJECT TITLE: ENGLISH RANCH PUD 6TH *** STREET CROSS SECTIONAL IDEAL CAPACITY: ,51 oPE ' THE GIVEN STREET X-SECTIONAL GOEMETRIES: LONGITUDINAL STREET SLOPE ' MANNING N = 0.016 CURB HEIGHT (in)= 6.00 MAXIMUM FLOW DEPTH (in)= 6.00 STREET ON LEFTSIDE OF CROWN: LEFTSIDE STREET WIDTH (ft)= 18.00 CROSS SLOPE (%) = 2.00 DEPRESSION AT GUTTER (in)= 1.00 GUTTER WIDTH (ft)= 1.10. SIDEWALK CROSS SLOPE (1V:ZH) Z = . 50.00 STREET ON RIGHTSIDE OF CROWN RIGHTSIDE STREET WIDTH (ft)= 18.00 CROSS SLOPE (%) = 2.00 DEPRESSION AT GUTTER (in)= 1.00 GUTTER WIDTH (ft)= 1.10 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 0:06 ---------- 1.04 -------- 1.10 --------------- 0.06 1.04 ------- 1.10 -------- 0.12 2.00 0.26 1.18 4.17 0.26 1.18 4.17 0.52 3.00 1.14 1.54 8.33 1.14 1.54 8.33 2.28 4.00 3.10 1.93 12.50 3.10 1.93 12.50 6.20 5.00 6.49 2.30 16.67 6.49 2.30 16.67 12.97 ---------------------------------------------------------------------- 6.00 11.56 2.63 18.00 11.56 2.63 18.00 23.11 THE CURB HEIGHT IS 6 INCHES. THE STREET CAPACITY REDUCTION FACTOR FOR MINOR STORM= .8 THE ---------------------------------------------------------------------- STREET CAPACITY REDUCTION FACTOR FOR MAJOR STORM= .8 �%2 r yras g S/� C �5 m o 4.F'¢7 1,e. e2 c 1..s 0 a 2 U z Q [L (2 J z W Q I a z 0 F U W U a C C 0 C N � I N coC J C N Q m :c U II o co O 0 •C13 CD r N Oa IQt CO O a a (n CU -� ° 0 �� C r U in un in U u }' L O O O L 00 0 o0 CD �L ~_ -C � �E c a Co N .0 N L O U 4— • i c� L CO +.d N f U a O O W O O W C U) O a, z c '4 — 0 -c o 0 �, C (n (n C w c ro (z t C G in II U) II U II 00 0 r r O O O ¢¢¢¢¢¢¢¢¢¢ U W W W W W W W W W W m = C N 0 N 5 ro� sn F-F- N ¢(I¢¢¢¢¢¢¢¢ W W W W W W W W W W ro d Q N ¢¢¢¢¢¢¢¢¢¢ sv¢¢¢¢¢¢¢¢¢¢ W W W W W W W W W W U E C � ¢¢¢¢¢¢¢¢¢¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ r Wwwwwwwwww (O Q N J Cl ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ (r O`Ewwwwwwwwww a) o .N: .:0) .It .,r, O r CO N Ih (D U N O M GO O O r M n r lr m V 0 0 0 r N N N N M M cu c r U 0 N ov t NONO V MN(DNN ONd'c0 a0 OOOOrN Cl) CF Q N J0000 0 0 0 0 0 0 NMcnaoo 0 o 0 0 E�(vrivvvvvvui a)o C: ui O ui O d' a0 N t0 � to O N�i'(0000001OrN r ro O O O O O O O r r r CD u N 0000000000 �'--�OOOOrNM<D �00 NU V' It, LO U E`' d `o OOOOrNM(DNO t rNM�Y V� V V sYN s_ ooCi00Ci000o CD - o� 3 0 LL STE V VART&ASSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 ' Consulting Engineers and Surveyors By: LIo7k/Date: /9.S Client: Sheet No. 1B of ' Project:-1-%�C��.$� ��/IC�7 -72� u' Subject: e 6y /a - - ------ --- - z_ s a ! r I .17 ; I ZCooed AFV ----_—_ — i - `z9ol I (I II ! I ! t ! I i Y8 if ! i i; .� /4-50�..i 1 � 1=l�jC.ISN . RP.Y /9 ---------------------------- REPORT OF STORM SEWER SYSTEM DESIGN USING UDSEWER-MODEL 10-19-1992 DEVELOPED BY ' JAMES C.Y. GUO ,PHD, PE DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER IN COOPERATION WITH ' URBAN DRAINAGE AND FLOOD CONTROL DISTRICT DENVER, COLORADO --------------------------------------------------------------- --------------- *** EXECUTED BY STEWART AND ASSOCIATES (FT �OLLINS-COLORADO)............................ ON DATA 03-20-1995 AT TIME 11:15:02 ** PROJECT TITLE ENGLISH RANCH P.U.D.-STORM SEWER IN CARRINGTON DRIVE '** RETURN PERIOD OF FLOOD IS 2 YEARS ** SUMMARY OF HYDRAULICS AT MANHOLES t----------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL. DESIGN GROUND WATER COMMENTS �D NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION ---------.---------------------------------------------------------------------- MINUTES INCH/HR CFS FEET FEET 2.00 0.00 0.00 0.00 16.54 19.45 16.45 OK ' 3.00 0.00 0.00 0.00 9.84 20.45 19.85 OK 4.00 0.00 0.00 0.00 7.95 23.00 21.09 OK 5.00 6.00 0.00 0.00 0.00 0.00 0.00 0.00 5.11 5.08 24.39 19.45 22.81 17.92 OK OK 21.00 0.00 0.00 0.00 1.62 19.45 17.24 OK 31.00 0.00 0.00 0.00 1.89 20.45 20.39 OK ' 41.00 0.00 0.00 0.00 2.84 23.00 21.70 OK 51.00 0.00 0.00 0.00 5.11 24.39 23.16 OK 61.00 0.00 0.00 0.00 5.08 19.45 18.39 OK 1.00 0.00 0.00 0.00 16.54 17.60 15.00 OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION Zo '** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .9 '------------------------------- SEWER MAMHOLE NUMBER 'ID NUMBER UPSTREAM DNSTREAM -------------------------------- ID NO. ID NO. 100.00 2.00 1.00 ' 200.00 3.00 2.00 300.00 4.00 3.00 400.00 5.00 4.00 t 101.00 21.00 2.00 201.00 31.00 3.00 301.00 41.00 4.00 401.00 51.00 5.00 ' 500.00 6.00 2.00 501.00 61.00 6.00 ---------------------------------------------- SEWER REQUIRED SUGGESTED EXISTING SHAPE DIA(HIGH) DIA(HIGH) DIA(HIGH) WIDTH ---------------------------------------------- (IN) (FT) (IN) (FT) (IN) (FT) (FT) ROUND 23.49 24.00 21.00 0.00 ROUND 20.40 21.00 18.00 0.00 ROUND 16.91 18.00 18.00 0.00 ROUND 14.50 15.00 15.QO 0.00 ROUND 13.75 15.00 15.00 0.00 ROUND 14.57 15.00 .15.00 0.00 ROUND 16.98 18.00 15.00 0.00 ROUND 21.16 24.00 15.00 0.00 ROUND 13.71 15.00 15.00 0.00 ROUND. 21.11 24.00 15.00 0.00 tMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET VQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. GGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW.SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, FISITNG SIZE WAS USED SEWER �MMENT ID NUMBER 100.0 '200.0_ 300.0 400.0 ' 1 201.001.0 301.0 401.0 ' 500.0 501.0 DESIGN FLOW NORMAL NORAML CRITIC ------------------------------ CRITIC FULL FROUDE FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. CFS --- CFS FEET FPS FEET FPS FPS 16.5 12.3 1.75 6.88 ----------------------------------- 1.49 7.60 6.88 0.00 V-OK 9.8 7.1 1.50 5.57 1.21 6.45 5.57 0.00 V-OK 7.9 9.4 1.'06 5.98 1.06 5.94 4.50 1.07 V-OK 5.1 5.6 0.94 5.18 0.92 5.30 4.16 0.96 V-OK 1.6 2.0 0.84 1.85 0.52 10.58 1.32 0.38 V-LOW 1.9 2.0 0.95 1.89 0.55 3.10 1.54 0.35 V-LOW 2.8 2.0 1.25 2.31 0.68 2.77 2.31 0.00 V-LOW 5.1 2.0 1.25 4.16 0.92 2.94 4.16 0.00 V-OK 5.1 6.5 0.83 5.84 0.89 5.50 4.14 1.20 V-OK 5.1 2.0 1.25 4.14 0.89 5.47 4.14 0.00 V-OK OUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS 1 ------------------------------------------ ---------------------------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM ----------=--------------------------------------------------------- % (FT) (FT) (FT) (FT) 100.00 0.60 16.17 15.00 1.53 0.85 NO 200.00 0.45 17.73 16.42 1.22 1.53 OK 300.00 0.80 20.03 17.73 1.47 1.22 OK 400.0.0 0.75 21.70 20.28 1.44 1.47 OK 101.00 0.10 16.68 16.68 1.52 1.52 OK 1 201.00 0.10 17.99 17.99. 1.21 1.21 OK 301.00 0.10 20.29 20.29 1.46 1.46 OK ' 401.00 500.00 0.10 1.00 21.71 17:03 21.71 16.67 1.43 1.17 1.43 1.53 OK OK 501.00 0.10 17.04 17.64 1.16 1.16 OK IK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET ** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS -------------------- ---------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION �D NUMBER LENGTH LENGTH UPSTREAM DNSTREAM -------------------------------------------------- FEET FEET FEET FEET 100.00 195.00 195.00 17.92 16.75 1 200.00 290.00 290.00 19.23 17.92 300.00 287.00 108.08 21.53 19.23 400.00 189.00 .0.00 22.95 21.53 101.00 1.00 0.00 17.93 17.93 201.00 1.00 0.00 19.24 19.24 301.00 1.00 0.00 21.54 21.54 401.00 1.00 0.00 22.96 22.96 1 500.00 36.00 0.00 18.28 17.92 501.00 1.00 0.00 18.29 18.29 ---------------------------- WATER ELEVATION FLOW UPSTREAM DNSTREAM CONDITION FEET ---------------------------- FEET 16.45 15.00 PRSS'ED 19.85 16.45 PRSS'ED 21.09 19.85 JUMP 22.81 21.09 SUBCR 17.24 16.45 SUBCR 20.39 19.85 SUBCR 21.70 21.09 PRSS'ED 23.16 22.81 PRSS'ED 17.92 16.45 JUMP 18.39 17.92 PRSS'ED FSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW 1 1 1 zo '** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS '-----------=------------------ UPST MANHOLE SEWER SEWER MANHOLE ENERGY FRCTION '-ID NO ID NO. ELEV FT FT 100.0 2.00 17.19 - 2.11 200.0 3.00 20.33 2.53 300.0 4.00 21.65 0.99 400.0 5.00 23.23 1.40 ' 101.0 201.0 21.00 31.00 17.30 20.44 0.10 0.10 301.0_ 41.00 21.78 0.10 401.0 51.00 23.43 0.10 '500.0 6.00 18.45 0.91 501.0 61.00 18.65 0.10 ------------------------------------------- JUNCTURE LOSSES DOWNST MANHOLE BEND BEND LATERAL LATERAL MANHOLE ENERGY K COEF ------------------------------------ LOSS FT K COEF LOSS FT IDFT 0.10 0.07 0:00 0.00 ------ 1.00 - 15.00 0.00 0.00 0.25 0.61 2.00 17.19 0.00 0.00 0.50 0.32 3.00 20.33 .0.00 0.00 0.50 0.18 4.00 21.65 0.40 0.01 0.00 0.00 2.00 17.19 0.40 0.01 0.00 0.00 3.00 20.33 0.40 0.03 0.00 0.00 4.00 21.65 0.40 0.11 0.00 0.00 .5.00 23.23 1.32 0.35 0.00 0.00 2.00 17.19 0.40 0.11 0.00 0.00 6.00 18.45 'BEND LOSS =BEND K* VHEAD IN SEWER. LATERAL LOSS=OUTFLOW VHEAD-JCT LOSS K*INFLOW VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE ' NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. DRAINAGE CRITERIA MANUAL RUNOFF Z�r 50 30 1- 20 z w U Cr a 10 z w a O 5 N w cc 3 O U 2 Cr w a `- J 1 5 .1 NEI FA FA Mill .2 .3 .5 1 r5 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 No Text STE V VART&ASSOCIATES 103 PH. S. ME9331 LDRUM, FORFAX 482 T COLLINS, CO 80521 82 Consulting Engineers and Surveyors By: Date: _/7/'?/� Sheet No. z.Sot Project: Subject: zG i 1 I p 1 S � s 1 RAINFALL PERFORMANCE STAUDARD EVALUATI011' •----------------------------------------------- ROJECT: EV&LrrH P..a4KH Pt).D. STANDARD FOR14 A 0 E MPLETED BY: /Z.q.�, DATE: 3 zo 9S •------------------------------------------------------------------- VELOPED ERODIBILITY Asb Lsb Ssb Lb Sb I PS UBBASIN Z011E -(ac)--(ft)_---(%)-_ (feet)- M I (e) ------------------ - -------------------- veBAr/N, /Pi0DB8ATE >-7SAc. q-oOFr 0.8% 2, e SV S g4riN 1 1 sv s/P 1 . 1 1 1 1 1 1 1� 1 1 OD E,e q TE 14 •9% 4-,994c. 8ZoFr, 0.-7-7510 6° ?,c 4c. 80/ol Z7 EFFECTIVENESS CALCULATIONS ---------------------------------------------- ----------------- PROJECT: E llGl irH )CA,uGN ' P. U. D. STANDARD FORM B ;,OMPLETED BY: 2 .A Z DATE: 3 zo 9S Erosion Control C-Factor P-Factor Method ------------------------------------- Value Value Comment A$e So#L AD /10 I�,QAV6t-FcTEc /,o 68b 51L-T FE.VLE /1O 0.570 HAy Mu /cL, 6, 0(go, 00 ASPHALT STR.EFT 0-01 /,&V ----------------------------------------------�----------------------- WOR PS SUB AREA BASIN (q) BASIN (Ac) CALCULATIONS ----- lQu-$-. &is /N I -7s.-- ----- ),IF ------ /,7SAc -------------------------------------------- Hoy MuccH C) 58 Ac. I,LN 3 / BA 2 e foie /,62Ac. Arpkq&r. 0,IrAe, S66 YAS1u 4- Is,9%l 4- w.To G = (oS$x o,ov)t(/.oLX �•o� f (o.rsxao�� /• 7S 0.60 WTc p = O,Soxo.s = o.9-a H41/ MV6GH •-6-50At. ' B 4 P-S -fom. — o, 8 7,4 c , AJPN4(,T - 0-1S'Ac. WTD G=(40, Soxac&X0.87xbo)�-(e.is- xao►) W To, • VT b P 01 60 = O, 9-0 E rF - (0.5-9A 0,400 Aio'a = 7G. ¢ /u Oki ---------------------------------------------------------------------- DI/SF-B:19B9 EFFECTIVENESS CALCULATIONS ---------------------------------------------------- PROJECT: CR.AueH U.O. COMPLETED BY: R q je,. ---------------- STANDARD FORM B DATE: 3 zv 9 S r - I Erosion Control C-Factor P-Factor Method Value Value Comment ---------------------------------------------------------- A r-c- .So't� /,o ,TJ. G � A\/ L Flt�TEe J, 0 a•a o JIL-7 FEAJC F, Ao 6,50 14Ay lk�c�y D,o6 /-od AJ PHALT f7-,ec6T ---------------- 1------------------------------- ----------------------- MAJORI PS SUB AREA BASIN (q) BASIN (Ac) CALCULATIONS f - --------------------------75 --------------------- Sub - �s.g� sG ¢,y NAY MULCH - A BAJ,v ° B A -E5 J'dIr_ sot, 0,33 4e,' WTO C -�/%SX000lf iZq/x�,.,ia/e. ,.A W T1s, C = wTD = o, So A d. Err-. =-(o.c2,xo,4o)3xI0,0 ]"oTq� E �o 7sak4tiy)t(6;7,�f.x i0,760A /,7S)/8 = 75-q'% a/, ----------------------------------------------- DI/SF-B:1989 i 1 I WIND EROSION CONTROL ' Soil Roughing Perimeter Barrier Additional Barriers 1 Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: ' Sediment Trap/Basin Inlet Filters Straw Barriers 1 Silt Fence Barriers Sand Bags Bare Soil Preparation.. 1 Contour Furrows Terracing Asphalt/Concrete Paving ' Other VEGETATIVE: 1 Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation ' Nettinos/Mats/Blankets Other 1 ----------------------------- STRUCTURES: INSTALLED BY 1 VEGETATION/MULCHING CONTRACTOR ' DATE SUBMITTED HOI/SF-C:1989 1 z�. CONSTRUCTION SEQUENCE PROJECT: E Qref-isel E ANcH P. U. D. STANDARD FORM C SEQUENCE. FOR 19 95- ONLY 'COMPLETED BY: /Z - A.,e. DATE: AtAXCH Zo,I 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. 1995 YEAR MONTH J 1 F 1 M 1 A i M 7 i s I A 1 S 1 0 1 ,v- I D. I ---------------------------- ----T--------------------------- ---- ---- ---- --- ----I OVERLOT GRADING I I � I � I I i 1 I I I I 1 ' I I i I I I I ----- -----------------------------I MAINTAINED BY APPROVED BY CITY OF FORT COLLINS ON ' JAVL1.?i 1991 8-20 DESIGN CRITEVIT_A ENGLISH RANCH 5TH FILING DETENTION POND SIZING CALCULATIONS ' STE V VART&kSSOCIATES 103 PH. S. ME9331 LDRUM,FAX FORT COLLINS, CO 80521 _ 82 Consulting Engineers and Surveyors / By: �?tiDate: G S Client: Sheet No. J/ of _ ' Project:rr�Jh- Subject: /a/i7a9 e• �a �c S Fin ..... _or I ! ;� i 1 STEWART8'&SSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 ' Consulting Engineers and Surveyors By: Jaa Date: F 6 9S Client UI- 77- n Sheet No. 27of ' Project:As Subject: -171 1 F%90/ �I i 1 I I I I i i I I i _ I i 1, II1 ' __...._ __m o__!/Si.U4: . �S. /� ice%' I - ,o •a: I�r� a��a 1 _- 01,_ I I I I i j i - - -. -- - - --I I I I _ _.. _._..! ::' ..'mom-; ��s� !as.. 6�y�► I � i 1------_� y.- !ice/S�A�✓i /� ��j..� ! „'F"' '=' , � J I ' ��P�,y 'Wn. I o j I j i 7T�IJ'./S�G� 28 1 t 1 - V d � J ' O = II N 1 �7 M � Z O O = ' T W fO N N F N 0 = R� ' Z Z O Q 1 F: M Z = w U) Q � U Y z w 0 C m U W CV � II o N Z � O ' a 0- D Q ' m W LL LnOf. V. . d. . N C9 �" O . N . g ((Qpp .d. N N 00 . CO N . � . In In a) . r� . � IMn .ISO(. CD I(Qn�J M h N r M CA r I��p 00 L!i M "C7_ co � pp C`')(D pp�� 00O r (MM� NN 1C0 p� Nt'7MC7 Lpr�p ((M�Q CJ MgCm')M cl OOO0000pop000000pDp0ppp000000a NCONO(DNOO�O CO � co �jj dN r �0 � 00 mONM�No0M� MM r CA I 2 r co CO ��pp Ll- I rNM (Of�00 r r T (D000nr1l T T T N N N :N M ~ U O IOO It O'(D'I�ONO 'tj'm*-�,NdvdON U_ cor�N8-,d comMNl.,mCDwto1-LOcmIt co44 uim00Nf-r,,6 N(Dtp )00t`m MMN�j� M�M $rLn0N-- LO�I NLO0SL0 rDrfDLD.(MD MDODm0rNNcIcr) ZUr T T T r T T T r T T T T r T T r r c am) oM MM C r i CMD o i U i 0 i rn rn@@ Q lFvvvlilt vd v �v v v�tv cFv v��rd v V- U U� ($O0N(D VoMLOANSM(ODMOco�Ln�MN�O 00 1,L`(OLnd d v)mm0NNNCV rTrrrr�-r Z� W C Z 0000000000000000000000 uiouip uicigIujgLri000�go�l l' Ln(DI,0o r olr�o In O rrNNCM 00 z w w w m z 0 z w w 0 LL 0 U) U) Movamn.* luillul ROOM spunnou JLRHJ DillfiD do S00001 O cq �D co CL ca 0 cn a) 0 CL LU LLl z 130 DETENTION POND 1 HIGH WATER LINE (sq.ft.) (sq.ft.) VOLUME (cu.ft.) VOLUME (cu.ft.) LINE (ft.) 12.5 0.0 ..... ..... 0 Y. 13.0 3,621.0 0.0 . ....... 0. ot 11564 4, 14.0 18,302.0 ................ 0.0 . . . ........... .... . ......... . ............ ..... . ......... .37. .. ........ . .. 15.0 33,629.0 0.0 ..:'7353650 0 " 72894.9, 16.0 37,101.01- 0.0 .... I ...... Xwo: X: ..... 6. .. ......... .... .. .... ... 1.11"..., .......... 17.0 40,672.0 17.6 68 01159,449 42,668 4 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/6 (A + 4AB mean + B) 3. HWL= (VOL. REQ. —VOL.LOW CUML)*6/(AREA LOW+4*AVG.AREA+AREA HIGH) HWLPQND�i�!i!� am Ill ire, No in am 0.00 = All bkvaDWDes. 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Zs3 Yr, ��'i � �• � r TF '1'i W 1 \ irG N / i' ,�'� '�''-'.'.r. wiz: a�^�:>--... "�. ------------------ �.✓.+9✓ N o Oil an L ��III �'i: L•Lr,i tmj I'" � Z LLJ :::,oQ.hl!•Lgi�:: 1:„ fl/Sd Fae,L� AWe"°. x li I: V III � cu x± FisC'/.W .9L'YSSY sru,WLfss'eui/diar>.rvL G� � _ _ rsve�sJJ /rx y Y CLrtl6%lpAw SUA qr ,oV ,/,lfs ell Mw> s+m+ �f 101 ._.... _ _�.��. .Mmnratw _ •7 Z.i 23> 3>9 6eY /S3> '.. Rw�� I Ysv¢ .... M mrM Mpuvc IDr[IWL rlruOlr nmrn N'8 / " ;T -- �ne.mrw,rvr. rrwrwinnrn urvl. A Z3> 3.SG 8. 59wlVrwMM r ��r'W rmrm �_ urn,nnrmn e/3 y- VAN _Na AC r h� DETENTION POND 1 HIGH WATER LINE u VOL00 4 ae 4 n M 00 _ Mmo IN maw.VS)i _ p�AABOt)IDIFFENENCEINCOUNTOuv FLEW pq%jA.*A HAAAIS UM ES BETWEEN CONTOuas (SECTION s xl IB.4BRCMIG- a.Emt_Ap,�co. va. mr Cuuy'xWULOw.. nVcwNu.wu wOp 1 M-IMM'I _ ifops7oors� )P0.90 ' DETENTION POND 2 HIGH WATER LINE —�avTo�w _...Ail. cvewaE.n,. _ � ; —_ ' \vLua ure Ma 941 Al load 37�.91 to _ MMA MA ISO Stand Coo ai 160 . MIA i -�100 v0. _ WfANMg0f�6 uxiouv FlEVI l� IEN.VL4nwM IYIXL.OIIV.bIN11�OW IBFGIin s L a nvx_ryol rto'_vOL.LOW CMytllE/6� LOW.4-AVOwmw..LxEA xiOp I 1).0-IIryL pCWp 1 IDb H to A Lilt" 'AS Ii da" LptilL x 'Mt W l lt" P IL mMAM, Mall, :ru t arnlun V till 61n,Lmn Vmd, , mGutn Pan.n Hu nq Eu,t eul fi u..J[nlV,au.' Thai .. x.LN un b.ct. •t .na •f •. nn L .ml.a 11..hn o, LhIS plat. P¢MN A. PytN.IFval. p.t 4 L.5