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Drainage Reports - 06/25/1997
o '- o0 OFFS€ OF inai A- s,-- � Repori `FO;RT cG�ymrr1w a?o c FINAL DRAINAGE AND EROSION ,- CONTROL STUDY FOR OAKRIDGE BUSINESS PARK o� _� TWENTY FOURTH FILING ORT COLLINS, COLORADO ' o APRIL 1997 (Do 0 0 00 0 o APR 919w THE SEAR -BROWN GROUP Standards in Excellence 1 ' THE SEAR BROWN GROUP FULL -SERVICE DESIGN PROFESSIONALS ' FORMERLY RBD, INC. 209 SOUTH MELDRUM FORT COLLINS, COLORADO 80521-2603 ' 970-482-5922 FAX:970-482-6368 March 10, 1997 ' Mr. Basil Hamden City of Fort Collins ' Stormwater Utility 235 Matthews Fort Collins, Colorado 80522 RE: Final Drainage and Erosion Control Study ' for the Oakridge Business Park Twenty -Fourth Filing Basil: ' We are re -submitting to you, for your review and approval, the Final Drainage and Erosion Control Study for the Oakridge Business Park Twenty -Fourth Filing. The ' computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. ' We appreciate your time and consideration in reviewing this submittal. Please call if you .have any questions. ' Respectfully, ' RBD Inc. Engineering C ants QP�0 REG/Sc� P d by: �o •• a KgpF•.•.9� Reviewed by: • `i���1?itI'�i'li ' Patricia Kroetch,;•.• .�.d. Kevin W. Ginge , Project Manager �trop►a.��i► Water Resources NEW YORK • PENNSYLVANIA - COLORADO•UTAH ' STANDARDS IN EXCELLENCE EOUAL OPPORTUNITY EMPLOYER TABLE OF CONTENTS DESCRIPTION PAGE I. GENERAL LOCATION AND DESCRIPTION 1 A. LOCATION 1 B. DESCRIPTION OF PROPERTY 1 II. DRAINAGE BASINS 1 A. MAJOR BASIN DESCRIPTION 1 B. EXISTING CONDITIONS 1 III. DRAINAGE DESIGN CRITERIA 2 A. REGULATIONS 2 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 2 C. HYDROLOGICAL CRITERIA 2 D. HYDRAULIC CRITERIA 3 E. VARIANCES FROM CRITERIA 3 IV. DRAINAGE FACILITY DESIGN 3 A. GENERAL CONCEPT 3 V. EROSION CONTROL 4 A. GENERAL CONCEPT 4. VI. CONCLUSIONS 5 A. COMPLIANCE WITH STANDARDS 5 B. DRAINAGE CONCEPT 5 C. EROSION CONTROL CONCEPT 5 REFERENCES 6 ="AffffM VICINITY MAP 2 SITE HYDROLOGY 4 CURB OPENING AND SWALE SIZING 11 EROSION CONTROL 35 CHARTS, FIGURES AND TABLES 41 McCLELLANDS BASIN SWMM OUTPUT 48 1 1 1 1 FINAL DRAINAGE AND EROSION CONTROL STUDY FOR THE OAKRIDGE BUSINESS PARK TWENTY- FOURTH FILING FORT COLLINS, COLORADO March 10, 1997 Prepared for: Client: Dana McBride Homes 1510 Hillside Homes Fort Collins, CO 80524 Prepared by: RBD, Inc. Engineering Consultants 209 S. Meldrum Fort Collins, Colorado 80521 (303) 482-5922 RBD Job No. 744-001 FINAL DRAINAGE AND EROSION CONTROL STUDY FOR THE OAKRIDGE BUSINESS PARK TWENTY- FOURTH FILING ' FORT COLLINS, COLORADO GENERAL LOCATION AND DESCRIPTION ' A Location The Oakridge Business Park Twenty -Fourth Filing is located within the ' Oakridge Business Park. The site contains approximately 4.01 acres and is bordered by Innovation Drive to the north, by McMurray Drive to the west, Oakridge Village Seventh Filing to the south and undeveloped land ' to the east. The site can also be described as being located in the Northeast Quarter of Section 6, Township 6 North, Range 68 West of the 6th P.M., City of Fort Collins, County of Larimer, State of Colorado. A location map is included in the appendix of this report. B. Description of Property ' This site is presently undeveloped and native grasses cover the property. ' The topography of the site is from northwest to southeast at approximately 1.5%. Innovation Drive, McMurray Drive, water and sanitary sewer mains, and storm drains adjacent to the site are already ' existing. 11. DRAINAGE BASINS A. Major Basin Description ' The proposed development lies within Basins 190 and 200 of the McClellands Basin 100-year Master Plan Update (County Road 9 to ' Fairway Estates) for Proposed Modifications to the Oakridge Village Regional Detention Pond, as prepared by RBD Inc. Engineering ' Consultants dated April 1, 1996. Overall, it lies within the McClellands Master Drainage Basin. ' B. Existing Conditions Two Type 'R' ' located at the inlets exist in curb inlets exist in Innovation Drive in a sump condition northeast corner of the site. Two more Type 'R' curb McMurray Drive also in a sump condition located at the 1 1 11 southwest corner of the site. A storm drain system, consisting primarily of 27" and 33" RCP exists in Innovation and McMurray Drive conveying ' stormwater to a regional drainage channel that borders the southern boundary of the site. This regional channel releases to the Oakridge ' Regional Detention Pond #2 located north of Keenland Drive, east of Oakridge Village Seventh Filing, and west of Union Pacific Railroad. An open channel, SWMM conveyance element 44, currently runs from north to south along the eastern boundary of the site. This channel conveys stormwater that overtops the existing sump inlets located in Innovation Drive and conveys these flows to the Regional Detention Pond #2. This ' conveyance element conveys a peak 100 year discharge of 59.3 cfs. Per the McClellands Basin 100-year Master Plan Update, developed flows from Basins 190 and 200 will be released and detained in the ' Regional Detention Pond #2. There is no on -site detention proposed with this development. ' Offsite drainage flows cross the southeast corner of the site by way of an open channel, conveyance element 44. The channel will continue to ' convey these flows to the regional detention pond. DRAINAGE DESIGN CRITERIA A. Regulations ' The City of Fort Collins Storm Drainage Design Criteria is being used for the subject site. B. Development Criteria Reference and Constraints ' From the Master Drainage Plan, 2 year and 100 year developed flows from Basins 190 and 200 will be conveyed through . open channels to ' the existing Regional Detention Pond #2. This regional pond has previously been designed to accommodate developed runoff from Basins 190 and 200. It should be noted that this development follows the McClellands Basin 100-year Master Plan Update that assumes a maximum imperviousness of 80%. The proposed development results in an imperviousness of 50% ' C. Hydrological Criteria ' The rational method for determining surface runoff was used for the project site. The 2 and 100 year storm event criteria, obtained by the 1 2 ' City of Fort Collins, was used in calculating runoff values. These calculations and criteria are included in the appendix. ' D. Hydraulic Criteria The hydraulic calculations within this report have been prepared in ' accordance with the City of Fort Collins Drainage Criteria and are included in the appendix. 1 E. Variances from Criteria ' No variances from City of Fort Collins Storm Drainage Criteria are being sought for this project. ' IV. DRAINAGE FACILITY DESIGN A. General Concert Generally, stormwater is routed through the site by way of the private ' drive, small grass lined swales and sheet flow to the drainage channels that border the southern and eastern boundaries of the site. Runoff from Basin 1 releases as sheet flow to the south boundary regional channel. Runoff from Basin 2 is conveyed by a grass lined Swale to the south boundary regional channel. Runoff from Basins 4, 5, ' 6 and 7 is conveyed by the private drive to a low point located between lots 11 and 12. From this low point, runoff is removed from the street ' by a sidewalk chase and conveyed by a grass lined channel to the eastern boundary drainage channel. Runoff from Basin 10 releases as sheet flow to the eastern boundary drainage channel. Runoff from Basins 3 and 8 is collected in McMurray and Innovation Drive, respectively. Runoff from Basin 3 is removed from McMurray ' Drive by a 10 foot Type'R' inlet located at the southwest corner of the site. Runoff from Basin 8 is removed from Innovation Drive by a 4 foot Type 'R' inlet located at the north east corner of the site. It should be ' noted that the tributary area to McMurray and Innovation Drive is increased slightly from what presently exists which results in a minor 1 3 n I, increase in the runoff peak. This increase in the 100 year runoff peak for Basins 3 and 8 was calculated to be 0.4 cfs which will not ' significantly impact the existing street drainage system. Included in the back pocket of this report is the proposed Drainage and ' Erosion Control Plan for the subject property. The phasing shown on the Drainage and Erosion Control Plan reflects the phasing of the units ' and the landscaping. The site improvements, including utilities,. overlot grading, drainage facilities, erosion control, sidewalk and roadway construction will be completed in phase 1. V. EROSION CONTROL 1 A. General Concept This development lies with the Moderate Wind Erodibility Zone and the Moderate Rainfall Erodibility Zone per the City of Fort Collins zone maps. The Erosion Control Performance Standard (PS) for the site was ' computed to be 81.2% during construction and 95.5% after construction per the City of Fort Collins Erosion Control Reference ' Manual for Construction Sites. The Effectiveness (EEF) of the proposed erosion control plan was calculated to be 88.1 % during construction and 96.8% after construction. The erosion control plan as detailed in the ' appendix and on the drainage and erosion control plan meets the City of Fort Collins requirements. 1 Prior to overlot grading, silt fence is to be installed along the south property line as indicated on the Drainage and Erosion Control Plan attached in the back pocket of this report. After the overlot grading has been completed, straw bales are to be placed in the drainage swales as shown on the Drainage and Erosion Control Plan. These bales are to be left in place until the swales are seeded and the riprap is installed. Any area stripped of its vegetation cover shall be kept in a roughened condition by ripping, plowing, disking, or other. acceptable means. In no case shall any area remain disturbed for more than four weeks. All disturbed areas, not located within a sidewalk or asphalt area shall have a temporary vegetation seed applied per the specifications shown on the Drainage and Erosion Control Plan. After seeding, a hay or straw mulch shall be applied over the seed at a rate of 2 tons per acre, minimum. The mulch shall be adequately anchored, tacked, or crimped onto the soil per the methods shown on the Drainage and Erosion C) Control Plan. In no. case shall any stripped area remain unseeded and unmulched for more than four weeks. After utilities have been installed, ' the parking area shall receive pavement. If paving does not occur withing four weeks, base course shall be installed or gravel mulch must be applied at a rate of 135 tons per acre. ' VI. CONCLUSIONS ' A. Compliance with Standards All computations that have been completed within this report are in ' compliance with the City of Fort Collins Erosion Control Reference Manual and the Storm Drainage Design Criteria Manual. In addition, all computations and recommendations are in compliance with the ' McClellands Basin 100-year Master Plan Update (County Road 9 to Fairway Estates) for Proposed Modifications to the Oakridge Village Regional Detention Pond, as prepared by RBD Inc. Engineering ' Consultants dated April 1, 1996. ' B. Drainage Concept The proposed drainage concepts adequately provide for the transmission ' of developed on -site runoff to the existing Regional Detention Pond #2 located north of Keenland Drive, east of Oakridge Village, Seventh Filing, and west of Union Pacific Railroad. ' C. Erosion Control Concept ' The proposed erosion control concepts adequately provide for the control of wind and rainfall erosion from the Oakridge Business Park, Twenty -Fourth Filing site. Through the installation of the proposed ' erosion control concepts, the City of Fort Collins performance standard will be met except as previously noted. The proposed erosion control ' concepts presented in this report are in compliance with the City of Fort Collins Erosion Control Criteria. 1 1 5 0 1 1 REFERENCES 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984, Revised March, 1991. 2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, Colorado, January 1991. 3. Master Drainage Study for the Oakridge Business Park, Fort Collins, Colorado, by RBD, Inc. Engineering Consultants. June 1990. 4. McClellands Basin 100-year Master Plan Update (County Road 9 to Fairway Estates) for Proposed Modifications to the Oakridge Village Regional Detention Pond, RBD Inc. Engineering Consultants. April 1, 1996. F: I �I UIR - 1 ilI I r- F- L 1 F F. j VICINITY MAP 2 HORSETOOTH RD. WARREN d LAKE v L o TROUTM N PKWY. 60 Q z O`L9� w z o z F v ? HARMONY ROD. DR.K DGE Off• �` DR VA T10 a OAKRIDGE p� o LU a Q NL OR PROJECT vi o a 0 BURY o T SITE w MAIL cy eEk PORTNER T 0 LAKE VICINITY MAP :BDI n c . SCALE: 1"=2000' Engineering Consultants A division of The Seer -Brawn Group ol I I " i I SITE HYDROLOGY 2 RBD, Inc., Engineering Consultants Weighted Runoff Coefficients Project 744-001 Oakridge Business Park, 24th Filing This sheet calculates the composite "C" values for the Rational Method. RBT 11 /18/96 Design Area Impervious "C" Pervious "C" A,total ac. A,imp ac. Percent Im erv. Percent Pervious Comp. "C" 1 0.95 0.25 0.30 0.04 13.3 86.7 0.34 2 0.95 0.25 0.33 0.06 18.2 81.8 0.38 31 0.95 0.251 0.43 0.38 88.41 11.6 0.87 4 0.95 0.25 0.50 0.16 32.0 68.0 0.47 5 0.95 0.25 0.80 0.58 72.5 27.5 0.76 6 0.95 0.25 0.11 0.03 27.3 72.7 0.44 7 0.95 0.25 1.14 0.74 64.9 35.1 0.70 8 0.95 0.25 0.211 0.18 85.7 .14.31 0.85 9 0.951 0.25 0.19 0.04 21.1 78.9 0.40 10 0.95 0.25 0.54 0.17 31.5 68.5 0.47 Storm Drainage Design and Technical Criteria 1 1 i 1 1 1 1 1 1 i 1 i 1 1 1 1 1 1 1 4 O 4 J .i O O r I I U T N 0) r 2 o ~Q E Q N r E w c E Lo OOOtC)011�CO O t` O 0 0 O O Z w E L v OCAr�ttCOr(pljj�O .. O Or�'rf7c-C r -i•C: v I�vrnr,�r-vrn0rr� 'V'to0�'a'toOtoOt7 U y r r r r r r N N N r O W J W ~ JW 0000000000 LUa, 001-000Nr�r�0 00 6r000 rr.rr0 QOo J � H r aa¢.n¢.aC�7a¢.a�n<0000000000 MLONMONN0 Z� W J OCACOCON'�7(�000 OtnOl1)CMt()C r LU :. (D C v Z W 0000000000 ti O O M O O O M O O 00(V NONNNNNN JEL v W (n O= 0OW0000000 r�M r�V'MNMrttlO ~_ Z Z W _ J '4-00 �rl-0'cY0tn0rl. U M 6666666666 QQ OMthOOr,TMd' MMd tn00rrNrtn ~ 0 W U O N O O O O O O r 0 0 0 Q Z CO Q m Cl)r (n� rNM�tA(DI�000� O U a) 0 Z 'y �r, 11 U O F- LU T V O 0) Z p� O U O W W w f- F- cn o rn c M w N a N N m C O w m g o o >0 m seJ ti w O U > Y > > c_ c c_ Q CN g E E E w of c c c E E E Ln Lo LO CM O LQ 0 0 `7 J ^ Q C LO1�tocotoLOLOLOt,-LO Z w E L v 0Mr�Iq D0LO V 0 ^ 0 OMO C- v 1�'d'0N1-q'OOc-1� �'lnln��?lnOlnO'�Y' U N NNN�- O W J W F- JW O O O O O O O O O O W a 00r- 000NF�1-0 > o co v Jcc Q Q(ID: Q D^ Q Q Q'' Q'' ^ ^�^ 1].. V 11 Q. 1].. V 11. 11 1].. = 0000000000 w 0 N 0 0 N N 0 Z W J MMf-O0tn cf V w 0000000000 t\ O O M M O O O M O qZ JIL 0 LO cONNLOLONNNNCV of j >U) O= LOOCOLO0000LO0 r� ce) �7 M N ce) IT LO �Z`T Z w J MCMc~DN7�����'14' U M 0000000000 QQ OMMOO�`a M V, M0ITLO DN� LO ~ W U W cu N 66 0 0 0 0 0 0 0 cl Z Fn m- m W 1n� �Nmvool�wm0 T w cu v C6 N C N O to N � �5p it U � o c > L J o 06 CD N O.� cUD N 0.. C it O J L w U aQ O N U > cm a C t1 7 0- 0 U ai O Z r7 2 I R o ! Lu A am E� . k£R �kk; _ ;; — 17 . 11N` tu 2 / _; :: » w§7, \!; » |! . _`#° z§ § | 15 | 5 §|_ o ,■#_ ;;����,��� w .. � p|� §§I— \�t� !! 5 �I— §E5§§!5|!§ § !! K�' ;W=Q:;;=;Q ; /) ; |{© §|{� Pm . « k k k � §£\ �w�wwtdww-\ \ \\ \ ! , 0 � � � 2 © ! ® k) /1 . »k® w(a kS27` \� ■§I� §zz �® ; 2 ;; \\ k k k§ k k | K0 70# ���. 0-0N - ®d �ILL_ 22£= ;2;==;;_;_ ; Q; § Wf\ |g3!l555!! ! !! S ,a- �, !!|!|!|||| !M @` Z�m ! !!§0d6dd62 | || | . {� ;:;;:_:::: ; ;; § &{° /7 \� . . , < k \ k k 0z !\� & t ' CLIENT JOB NO. r74VOOI RWUA,t�IVbt ' INC. PROJECT Q,� �% CALCULATIONSFOR Engineering Consultants MADEBY��_8 DATE 419 CHECKED BY DATE SHEETOF A division of The Sear -Brown Group 10 ' CURB OPENING AND SWALE SIZING .1 J 1 11 '-------------------------------------------------------------------- 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 USER:KEVIN GINGERY-RDB INC FT. COLLINS COLORADO............................... ON DATE 11-21-1996 AT TIME 08:47:44 '*** PROJECT'TITLE: Sidewalk Chase *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 7 ' INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= HEIGHT OF CURB OPENING (in)= INCLINED THROAT ANGLE (degree)= LATERAL WIDTH OF DEPRESSION (ft)= SUMP DEPTH (ft)= ' Note: The sump depth is additional STREET GEOMETRIES: ' STREET LONGITUDINAL SLOPE M _ STREET CROSS SLOPE STREET MANNING N = ' GUTTER DEPRESSION (inch)= GUTTER WIDTH (ft) = 0 11 STREET FLOW HYDRAULICS: 4.00 6.00 45.00 3.50 0.17 depth to flow depth. 0.40 2.00 0.016 1.50 1.00 WATER SPREAD ON STREET (ft) = 13.84 GUTTER FLOW DEPTH (ft) = 0.40 FLOW VELOCITY ON STREET (fps)= 2.02 FLOW CROSS SECTION AREA (sq ft)= 2.03 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 15.00 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 10.25 QZ (cfs) = 4. 10 -4� (cfs)= 4.10 (cfs)= 0.00 (cfs)= 4.10 (cfs)= 4.10 (cfs) = 0.00 1z '-------------------------------------------------- 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:KEVIN GINGERY-RDB INC FT..COLLINS COLORADO ............................. ON DATE 01-02-1997 AT TIME 11:50:56 '*** PROJECT TITLE: Sidewalk Chase *** CURB OPENING INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 7 ' 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)= 3.50 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) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 ' GUTTER WIDTH (ft) = 1.00 ' STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 23.31 GUTTER FLOW DEPTH (ft) = 0.59 FLOW VELOCITY ON STREET (fps)= 2.73 ' FLOW CROSS SECTION AREA (sq ft)= 5.55 GRATE CLOGGING FACTOR (%)= 50.00 ' CURB OPENNING CLOGGING FACTOR(%)= 15.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 8.22 ' BY FAA HEC-12 METHOD: DESIGN FLOW (cfs) = 15.30 er--C:! i00 FLOW INTERCEPTED (cfs)= 6.99 CARRY-OVER FLOW (cfs) = 8. 31+ — w ,7Q�zvs's BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 15.30 ' FLOW INTERCEPTED (cfs)= 6.99 CARRY-OVER FLOW (cfs)= 8.31 1 l3 1 1 1 1 1 1 1 1 RED INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA Overflow for Sidewalk culvert to swale #7 WEIR COEF. 2.600 STA ELEV 0.0 56.96 38.0 56.60 42.0 56.60 78.0 56.96 ELEVATION DISCHARGE (feet) (cfs) 56.60 0.00 56.70 0.93 56.90 . S� ' 8c11.024.31 I 1 1 1 1 I 1 1 11 1 n Triangular.Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: Basin 2 swale/berm along back of lots 4-10 Solve For Depth Given Input Data: Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... }� ee .ct�scnrt� \ 8.00:1 (H:V) 8.00:1 (H:V) 0.060 0.0060 ft/ft 1.30 cfs -d — �,Or> 0.47 ft 0.73 fps 1.78 sf 7.55 ft 7.61 ft 0.28 ft 0.1025 ft/ft 0.26 (flow is Subcritical) ' Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 1 1 /4 L Triangular Channel Analysis & Design Open Channel - Uniform flow ' Worksheet Name: 1 Comment: Basin 2 swale/berm Solve For Depth along back of lots 4-10 Given Input Data: Left Side Slope.. 8.00:1 (H:V) Right Side Slope. 8.00:1 (H:V) ' Manning's n...... Channel Slope.... Discharge........ 0.060 0.0060 ft/ft 1.70 cfs ' Computed Results: Depth. 0.52 ft Velocity......... 0.78 fps ' Flow Area........ Flow Top Width... 2.18 sf 8.35 ft Wetted Perimeter. 8.42 ft ' Critical Depth... Critical Slope... 0.31 ft 0.0989 ft/ft Froude Number.... 0.27 (flow is Subcritical) 11 1 ' Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 1 ' Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: Invert crown acess Solve For Depth for lots 31 & 32, Basin 4 Given Input Data: Left Side Slope.. 50.00:1 (H:V) Right Side Slope. 50.00:1 (H:V) ' Manning's n...... Channel Slope.... Discharge........ 0.016 0.0060 ft/ft 2.50 c f s -a --(:!�,«) Computed Results: ' Depth............ 0.18 ft Velocity......... 1.47 fps ' Flow Area.....:.. Flow Top Width... 1.70 sf 18.45 ft Wetted Perimeter. 18.46 ft ' Critical Depth... Critical Slope... 0.17 ft 0.0084 ft/ft Froude Number.... 0.85 (flow is Subcritical) d40 Dl8 wa- 1 ' Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 1 1 1 Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: Invert crown acess for lots 31 & 32, Basin 4 1 Solve For Depth Given Input Data: ' Left Side Slope.. 50.00:1 (H:V) Right Side Slope. 50.00:1 (H:V) ' Manning's n...... Channel Slope.... 0.016 0.0060 ft/ft Discharge........ 3.33 f 335,JQ,-j c s ' Computed Results: Depth. 0.21 ft Velocity......... 1.58 fps ' Flow Area........ Flow Top Width... 2.11 sf 20.55 ft Wetted Perimeter. 20.55 ft ' Critical Depth... Critical Slope... 0.19 ft 0.0081 ft/ft Froude Number.... 0.87 (flow is Subcritical) 1 ' Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 1 ' Triangular Channel Analysis & Design Open Channel - Uniform flow ' Worksheet Name: ' Comment: Swale #6, Adjacent Solve For Depth to McMurray Dr. Given Input Data: Left Side Slope.. 4.00:1 (H:V) Right Side Slope. 4.00:1 (H:V) Manning's n...... Channel Slope..... Discharge........ 0.060 0.0100 ft/ft 0.50 cfs ' Computed Results: Depth. 0.39 ft Velocity......... 0.82 fps ' Flow Area........ Flow Top Width... 0.61 sf 3.13 ft Wetted Perimeter. 3.22 ft Critical Depth... Critical Slope... 0.25 ft 0.1094 ft/ft Froude Number.... 0.33 (flow is Subcritical) 1 11 ' Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ' Triangular Channel Analysis & Design Open Channel - Uniform flow ' Worksheet Name: ' Comment: Swale #6, Adjacent to McMurray Dr. Solve For Depth Given Input Data: Left Side Slope.. 4.00:1 (H:V) Right Side Slope. 4.00:1 (H:V) ' Manning's n...... Channel Slope.... 0.060 0.0100 ft/ft Discharge........ 0.67 cfs ' Computed Results: Depth............ 0.44 ft Velocity......... 0.88 fps Flow Area........ 0.76 sf Flow Top Width... 3.49 ft Wetted Perimeter. 3.60 ft ' Critical Depth... Critical Slope... 0.28 ft 0.1052 ft/ft Froude Number.... 0.33 (flow is Subcritical) 1 ' Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 /9 I F 11 1 1] Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Oakridge Comment: Swale #7, Between lots 11 & 12 Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge. ..... Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 2.00 ft 4.00:1 (H:V) 4.00:1 (H:V) 0.035 0.0050 ft/ft 15.30 c f s -a- Q-o0 1.09 ft 2.21 fps 6.93 sf 10.72 ft 10.99 ft 0.77 ft 0.0235 ft/ft 0.48 (flow is Subcritical) � of Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ' S ' G' C 1 1 So Trapezoidal Channel Analysis & Design Open Channel - Uniform flow o >rksheet Name: Oakridge )mment: Swale #7, Between lots 11 & 12 lve For Depth ven Input Data: Bottom Width..... 2.00 ft Left Side Slope.. 4.00:1 (H:V) Right Side Slope. 4.00:1 (H:V) Manning's n...... 0.035 Channel Slope.... 0.0050 ft/ft \ Discharge........ 20.30 cfs mputed Results: Depth............ 1.23 ft Velocity......... 2.37 fps Flow Area........ 8.55 sf Flow Top Width... 11.87 ft Wetted Perimeter. 12.17 ft Critical Depth... 0.88 ft Critical Slope... 0.0227 ft/ft Froude Number.... 0.49 (flow is Subcritical) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ;21 I Triangular Channel Analysis & Design Open Channel - Uniform flow ' Worksheet Name: Comment: Swale #9, Adjacent to Innovation Drive Solve For Depth ' Given Input Data: Left Side Slope.. Right Side Slope. ' Manning's n...... Channel Slope.... Discharge........ ' Computed Results: Depth............ Velocity......... Flow Area........ ' Flow Top Width.. Wetted Perimeter. ' Critical Depth... Critical Slope... Froude Number.... I 4.00:1 (H:V) 4.00:1 (H:V) 0.060 0.0100 ft/ft 0.80 c f s ---- Q, c o 0.47 ft 0.92 fps 0.87 sf 3.73 ft 3.85 ft 0.30 ft 0.1027 ft/ft 0.34 (flow is Subcritical) ' Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 oZ-2- Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: Swale #9, Adjacent to Innovation Drive Solve For Depth Given Input Data: Left Side Slope.. 4.00:1 (H:V) Right Side Slope. 4.00:1 (H:V) Manning's n...... 0.060 Channel Slope.... 0.0100 ft/ft Discharge........ 1.10 cfs Computed Results: Depth............ 0.53 ft Velocity......... 1.00 fps Flow Area........ 1.10 sf Flow Top Width... 4.20 ft Wetted Perimeter. 4.33 ft Critical Depth... 0.34 ft Critical Slope... 0.0985 ft/ft Froude Number.... 0.34 (flow is Subcritical) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 340 34 340 (SA 35) 10 100 YR. YR. ' 1so 29 18 10 i 23 100 YR. 14 220 10 100 YR. YR. 43 <12> MASTER 110 INC., l' u 10 C13 11 OAKRIDGE REGIONAL DETENTI01 POND au)44 19 16 CU Z Cxki61T- F20 i-7t-r cc ��lu �'G.�cLLlINbS 3A5i�/ UJI m � JW ✓K 11�h'sTcR �t..kiJ � u PaA7� Amu- R9,0 ~ N 0 HARMONY CROSSING 91 93 94 WILLOW SPRINGS WILLOW SPRINGS P.U.D., BY LIDSTONE & ANDERSON, INC., DATED AUGUST 1994. 41 30 30 I (LA 326) A 299) ;2q HARMONY ROAD EXISTING , 1 ' CEMETER/Y 15" DIA. RCP 33 �+DGE .-- - IS'DIA.RCFi � � 4' IULE-r ,. NESS PARK �`�, _ _ I '—I8°DIA.RCA TILING - _ J1 a AREA ` 18° PIA. f cp 1 . - 18" DIA. RCP-:�-'--'---" INLETS ._ . .., ' _ --- - OAKR DGE to BUSINESS PARK 3 I Iz IA RCP ? 9TH' FILING ' AREA INLETS 18"DIA.RCP / 7O� 6b ... i Wl < P ' OAKRIDGE /ry lI l� BUSINESS PARK %' ig 7TM'FUNG 1 I" VIA. RC? �= _- 15i1 DIA.RCP- 200 / Ji 210 /7.51 ` — ' i i 10' INLET 21" PIA. RCP ! r! i 181.. PIA.RCP I ' --4' INLET (-s"o-0 Cd./DI7ior4 `•27"DIA.RP -,AK2�=7� 10 it / P �- 33" DIA.RCP CPs VIA. a-I�' 1 - �� If' l rXrFl Lil% rzow l 4.3 �i 1� 5uw �I�� ^!^ 7-:'vs l„k» -2S �, F 1 1 1 n 1 1 1 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: Swale #44, East boundary of Site Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 4.00 ft 4.00:1 (H:V) 4.00:1 (H:V) 0.035 0.0100 ft/ft 59.30 cfs -.&-- i%00 1.49 ft 3.99 fps 14.86 sf 15.93 ft 16.29 ft 1.27 ft 0.0197 ft/ft 0.73 (flow is Subcritical) ' Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 M- U 1 11 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: Swale #44, East boundary of Site Solve For Depth Given Input Data: Bottom Width..... Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 4.00 ft 4.00:1 (H:V) 4.00:1 (H:V) 0.035 0.0100 ft/ft 78.90 cfs -�s---- (/33%)Q,00 1.70 ft 4.30 fps 18.35 sf 17.60 ft 18.02 ft 1.47 ft 0.0189 ft/ft 0.74 (flow is Subcritical) ' Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 No Text Cross Section 11+23.85 Cross Section for Irregular Channel � UJ ACE At. -c/a, s ou-r ,l R- Project Description Project File c:\haestad\fmw\744001.fm2 Worksheet STA 1123.85 ' Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data ' Wtd. Mannings Coefficient 0.035 Channel Slope 0.005000 ft/ft Water Surface Elevation 55.12 ft ' Discharge 157.10 cfs �� E�/ice )j S�JYY1;✓ Cl�"r F� CQ C INCu.IDED A-r END OF THIS FORT, ' 59.0 57.0 1 ' v 56.0 c 0 lL 55.0 54.0- -7z ' 53.0 ' 52.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 ' Station (ft) 03/03/97 FlowMaster v5.13 ' 05:00:12 PM Haeslad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 2} Cross Section ' Cross Section for Irregular Channel 55 SOUTi-t F, ' Project Description Project File c:\haestad\ftnw\oak24.fm2 ' Worksheet Flow Element oakridge 24th Irregular Channel Method Manning's Formula Solve For Water Elevation 1 Section Data ' Wtd. Mannings. Coefficient 0.018 Channel Slope 0.005000 fvft Water Surface Elevation 4,954.43 ft ' Discharge 157.10 cfs 4958. ------------------- •----------•----------•---------- ---------- •------- -• 1 1 1 1 1 I 1 1 1 1 1 I 1 I 1 I I I 1 I 1 1 I ----------- I I 1 1 1---------- ,---------- 1 1 I 1 1 1 I I I 1 1 1 1 1 I 1 1 1 1 1 1 I I 1 1 I 4957.0 ------------------ '----------'-------'--------------------- ' - -------' I 1 1 I 1 1 1 1 1 1 I 1 1 1 ' 1 1 1 4956.5 r------------------- ---------�-- - -----1 ---------'---------I �----------� I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 I I I 1 I 1 1 1 1 I------ I 1 I 1 1 1 1 I 1 1 1 1 1 I 1 1 14955.5 --------1--------- 1----------I- 1 I ----!- 1 1 1 i 1 1 1 g 4955.0 1 - I I 1 I 1 ---------' I 1 1 ---------'---------' (Q 1 1 1 1 1 I I > 1 1 I 1 1 1 1 w 1 1 I 1---------1 4954.5 - I _ 1 I I 1 = 1 1 I 1 1 1 1 1 I 1 I 1 1 1 I I 1 1 1 I 1 I I t 1 1 1 1 1 I 4953.5 - --------,----------1-- ----- --,__--------' ---------1--------- j----------- 1 1 1 1 1 1 1 1 1 1 1 I 1 I I 1 1 I I I I 4953.0 ---------------------------- ------ ------------------------------- ' 1 1 1 I 1 I 1 I I 1 1 1 I 1 I I 1 I 1 I 4952.5 ---------I I 1 -------------------- 1 1 I I I 1 I 1 1 1 1 1 I I I I I 4952.0 1 I 1 1 1 I I 1 1 I I 10.0 20.0 30.0 40.0 50.0 60.0 70.0 0.0 ' Station (ft) 04/25117 FlowMaster v5.13 09:58:03 AM Haestad Methods, Inc. 37 Brookside Road . Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 i IIN n jNn 3 rokid N 31 ID 0 MMEM I MN" Idmiqual lq� also' f FIRM ifillnum Ist-M mrm_, I Fq 'CURRENT DATE: 04-25-1997 CURRENT TIME: 11:17:01 FILE DATE: 04-25-1997 FILE NAME: OAKRIDGE aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaadadaaaaaaadaaaaaada ' aaaaaaaaaaaaaaaaaaaaaaaaaa FHWA CULVERT ANALYSIS aaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa HY-8, VERSION 6.0 aaaaaaaaaaaaaaaaaaaaaaaada OdaaoaaaaaaaaaaaaaaaaaaaaadaaadoaadadadadaaaaaaaaaaaadaaaaadaaaaaaaaaaaaaadaaaaC '° C ° SITE DATA ° CULVERT SHAPE, MATERIAL, INLET ° ° U uaaaaaaaaaaaaaaaaaaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa� ° L ° INLET OUTLET CULVERT ° BARRELS ° ° V ° ELEV. ELEV. LENGTH ° SHAPE SPAN RISE MANNING INLET ° ONO. ° (ft) (ft) (ft) ° MATERIAL (ft) (ft) n TYPE ° ° 1 ° 51.70 50.70 100.00 ° 2 RCP 4.00 4.00 .013 CONVENTIONAL° ° 2 ° 3 ° ° ° ° ° ° ° 4 ° ° ° ° 5 ° ° ° asaaeaaaaaaaaaaaaaaaaaaaaaaaaaaeaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaal 'aaaaaaaaaaaasaaaaaasaaaaaaaaaaaaaaaaaaaa&aaaaaaa&aaaaaa&daaaaaaaaaaaaaaaaaaaaaaa SUMMARY OF CULVERT FLOWS (cfs) FILE: OAKRIDGE DATE: 04-25-1997 ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR ' 53.62 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 1 53.78 20.0 20.0 0.0 0.0 0.0 0.0 0.0 0.00 1 53.88 40.0 40.0 0.0 0.0 0.0 0.0 0.0 0.00 1 53.99 60.0 60.0 0.0 0.0 0.0 0.0 0.0 0.00 1 ' 54.44 80.0 80.0 0.0 0.0 0.0 0.0 0.0 0.00 1 54.84 100.0 100.0 0.0 0.0 0.0 0.0 0.0 0.00 1 55.22 120.0 120.0 0.0 0.0 0.0 0.0 0.0 0.00 1 ' 55.60 140.0 140.0 0.0 0.0 0.0 0.0 0.0 0.00 1 55.94 157.1 157.1 0. 0 1 51(A/ld FLDW Cf=-eQM . o:bWfnM 0.00 1 56.42 180.0 180.0 0.0 0.0 0.0 0.0 0.0 0.00 1 ' 56.84 200.0 198.1 0.0 0.0 0.0 0.0 0.0 0.02 18 56.83 197.6 197.6 0.0 0.0 0.0 0.0 0.0 OVERTOPPING rd`daa`daaaaadaaaaaaaidaaaaaaaaaaaadaaadaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaclaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaadaaaaaaaa SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: OAKRIDGE DATE: 04-25-1997 ' HEAD HEAD TOTAL FLOW % FLOW ELEV (ft) ERROR (ft) FLOW (cfs) ERROR (cfs) ERROR 53.62 0.000 0.00 0.00 0.00 53.78 0.000 20.00 0.00 0.00 53.88 0.000 40.00 0.00 0.00 53.99 0.000 60.00 0.00 0.00 54-44 0.000 80..00 0.00 0.00 54.84 0.000 100.00 0.00 0.00 55.22 0.000 120.00 0.00 0.00 55.60 0.000 140.00 0.00 0.00 ' 55.94 0.000 157.10 0.00 0.00 56.42 0.000 180.00 0.00 0.00 56.84 -0.005 200.00 1.89 0.94 aaaaaaaaaaaaaasaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa&aaaaaaaaaaaaaaaaaaaaaaaa <1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000 aaaaaaaaaaasaaaaasaaaaaaaaaaaaaaa'aaaaadada&&aaa&aaaaa&aaaaaaaaaaaaaaaaaaaaaaaaaa 3Z I 2 'CURRENT DATE: 04-25-1997 FILE DATE: 04-25-1997 CURRENT TIME: 11:17:01 FILE NAME: OAKRIDGE 3aaaaaaaaaaaaaaaaaaaaaaaa3aaaaaaaaaaaaaa3aa3aaaaaaaaaaaaaaaaaaaaaaaaaadaa2aaaaaa PERFORMANCE CURVE FOR CULVERT 1 - 2.( 4.00 (ft) BY 4.00 (ft)) RCP a aaaaa3aaaaaaaaaaaaaaaada3aaaaa3aaaaaadaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaad DIS- HEAD- INLET OUTLET ' CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL. (cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps) aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ' 0.00 53.62 0.00 1.92 0-NF 0.00 0.00 0.00 2.92 0.00 0.00 20.00 53.78 1.12 2.08 3-Mlt 0.69 0.91 2.92 2.92 1.02 0.00 ' 40.00 53.88 60.00 53.99 1.76 2.29 2.18 3-Mlt 2.10 1-S2n 0.99 1.24 1.31 2.92 2.92 1.62 1.27 2.92 2.04 0.00 8.76 0.00 80.00 54.44 2.74 2.25 1-S2n 1.43 1.88 1.38 2.92 10.38 0.00 100.00 54.84 3.14 2.55 1-S2n 1.63 2.11 1.68 2.92 9.94 0.00 '120.00 55.22 3.52 2.87 1-S2n 1.80 2.33 1.87 2.92 10.41 0.00 140.00 55.60 3.90 3.22 1-S2n 1.97 2.52 2.05 2.92 10.79 0.00 157.10 55.94 4.24 3.55 1-S2n 2.11 2.68 2.20 2.92 11.12 0.00 180.00 56.42 4.72 4.02 5-S2n 2.29 2.87 2.39 2.92 11.50 0.00 198.09 56.84 5.14 4.42 5-S2n 2.44 3.00 2.53 2.92 11.82 0.00 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaadaa El. inlet face invert 51.70 ft El. outlet invert 50.70 ft El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa SITE DATA ***** CULVERT INVERT ************** INLET STATION 0.00 ft INLET ELEVATION 51.70 ft OUTLET STATION 100.00 ft ' OUTLET ELEVATION 50.70 ft NUMBER OF BARRELS 2 SLOPE (V/H) 0.0100 ' CULVERT LENGTH ALONG SLOPE 100.00 ft ***** CULVERT DATA SUMMARY ************************ BARREL SHAPE CIRCULAR ' BARREL DIAMETER 4.00 ft BARREL MATERIAL CONCRETE ' BARREL MANNING'S n INLET TYPE 0.013 CONVENTIONAL INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL INLET DEPRESSION NONE 'aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 1 1 33 I 3 'CURRENT DATE: 04-25-1997 CURRENT TIME: 11:17:01 FILE DATE: 04-25-1997 FILE NAME: OAKRIDGE 'aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaasaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaa TAILWATER aaaaaaaaaaaaaaaaaaaaaaaaaa a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a aa,aaaaaAaaaaaaaaa 'aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa'aaaaaaaaaaaaaaa'aaaaaaaaaaaaaaaaaaaa'aaaa CONSTANT WATER SURFACE ELEVATION ' 53.62 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ,.'.- aaaaaaaaaaaaaaaaaaaaaaaaaa ROADWAY OVERTOPPING DATA aaaaaaaaaaaaaaaaaaaaaaaaaa aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ROADWAY SURFACE PAVED EMBANKMENT TOP WIDTH 80.00 ft ***** USER DEFINED ROADWAY PROFILE CROSS-SECTION X Y ' COORD. NO. ft ft 1 0.00 58.39 2 100.00 57.49 ' 3 200.00 56.91 4 300.00 56.83 5 350.00 57.04 aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa NO I I I I I I 1 OUEL iOPP/MG ON /YJCNUR2 y vu lLL nf� 1 34 I I I I I EROSION CONTROL 35 F RBD, Inc., Engineering Consultants #744-001 PROJEC 1 CALCU DEVELO SUBBA 1 2 3 4 5 6 7 8 9 RAINFALL PERFORMANCE STANDARD EVALUATION T: Oakridge 24th Filing STANDARD FORM LATED BY: RBT DATE: 11/25/95 PED ERODIBILIT Asb Lsb Ssb Lb Sb PS SIN ZONE (ac) (ft % ft 1 moderate 0.30 75 8.7 4.9 0:6 moderate 0.33 210 1.1 15.2 0.1 moderate 0.43 456 0.7 43.1 0.1 moderate 0.50 195 2.5 21.4 0.3 moderate 0.80 375 0.8 65.9 0.1 moderate 0.11 130 1.2 3.1 0.0 moderate 1.14 345 1.2 86.4 0.3 moderate 0.21 250 1.8 11.5 0.1 moderate 0.19 210 1.8 8.8 0.1 10 moderate 0.54 50 6.6 5.9 0.8 Total 4.55 266.5 2.4 81.2 EXAMPLE CALCULATIONS ' Lb = sum(AiLi)/sum(Ai) _ (0.30 x 75 +... + 0.33 x 210)/ 4.55 266.5 ft ' Sb = sum(AiSi)/sum(Ai) _ (0.30 x 8.70 +... + 0.33 x 1.10)/ 4.55 2.4 % ' PS (during construction) = 81.2 PS (after construction) = 81.2/0.85 = (from Table 8A) 95.5 ROW 0 RBD, Inc., Engineering Consultants EFFECTIVENESS CALCULATIONS #744-001 PROJECT: Oakridge 24th Filing STANDARD FORM B CALCULATED BY: RBT DATE: 11/20/96 Erosion Control C-Factor P-Factor Comment Number Method Value Value 3 Bare Soil - Rough Irregular Surface 1 0.9 5 Straw Bale Barrier 1 0.8 6 Gravel Filter 1 0.8 8 Silt Fence Barrier 1 0.5 39 Hay or Straw Dry Mulch (1-5% slope) 0.06 1 0 Existing surface not disturbed 0 1 SUB PS AREA BASIN % ac Site 81.2 4.55 SUB SUB AREA Practice C * A P * A Remarks BASIN AREA ac DURING CONSTRUCTION 1 1 0.30 39 0.02 0.30 Hay or Straw Dry Mulch (1-5% slope) 2 2 north 0.19 39 0.01 0.19 Hay or Straw Dry Mulch (1-5% slope) 2 south existing berm 0.14 o 0.00 0.14 Landscaped berm not to be disturbed 3 3 east 0.05 39 0.00 0.05 Hay or Straw Dry Mulch (1-5% slope) 3 existing McMurray dr. 0.38 o 0.00 0.38 Existing asphalt surface 4 4 0.50 39 0.03 0.50 Hay or Straw Dry Mulch (1-5% slope) 5 5 street area 0.16 6 0.16 0.13 Gravel Filter 5 outside street 0.64 39 0.04 0.64 Hay or Straw Dry Mulch (1-5% slope) 6 6 0.11 39 0.01 0.11 Hay or Straw Dry Mulch (1-5% slope) 7 7 street area 0.14 6 0.14 0.11 Gravel Filter 7 outside street 1.00 39 0.06 1.00 Hay or Straw Dry Mulch (1-5% slope) 8 8 south 0.03 39 0.00 0.03 Hay or Straw Dry Mulch (1-5% slope) 8 existing Innovation dr 0.18 0 0.00 0.18 Existing asphalt surface 9 9 0.19 5 0.19 0.15 Straw Bale Barrier 10 10 0.54 39 0.03 0.54 Hay or Straw Dry Mulch (1-5% slope) Total 4.55 Cnet = [0.30x1.00+...+0.05x1.00)/0.30 = 0.15 Pnet = 0.8x[0.30x0.80+...+0.05x0.80]/0.30 = 0.78 EFF = (1-C*P)100 = (1-0.15*0.78)100 = 88.10 > 81.2 (PS) 37 RBD, Inc., Engineering Consultants 1 1 1 1 EFFECTIVENESS CALCULATIONS F..MIE19d6il PROJECT: Oakridge 24th Filing STANDARD FORM B CALCULATED BY: RBT DATE: 11/20/96 Erosion Control C-Factor P-Factor Comment Number Method Value Value 9 Asphalt/Concrete Pavement 0.01 1 16 Established Grass Ground Cover - 70% 0.04 1 18 Established Grass Ground Cover - 90% 0.025 1 0 Existing surface not disturbed 0 1 SUB PS AREA BASIN % aC Site 95.5 4.55 SUB SUB AREA Practice C *A P * A Remarks BASIN AREA ac AFTER CONSTRUCTION 1 1 0.30 16 0.01 0.30 Established Grass Ground Cover - 70 2 2 north 0.19 16 0.01 0.19 Established Grass Ground Cover - 70 2 south existing berm 0.14 0 0.00 0.14 Landscaped berm not to be disturbed 3 3 east 0.05 16 0.00 0.05 Established Grass Ground Cover - 70 3 existing McMurray dr. 0.38 0 0.00 0.38 Existing asphalt surface 4 4 0.50 16 0.02 0.50 Established Grass Ground Cover - 70 5 5 street area 0.16 9 0.00 0.16 AsphalUConcrete Pavement 5 outside street 0.64 16 0.03 0.64 Established Grass Ground Cover-70 6 6 0.11 16 0.00 0.11 Established Grass Ground Cover - 70 7 7 street area 0.14 9 0.00 0.14 AsphalUConcrete Pavement 7 outside street 1.00 16 0.04 1.00 Established Grass Ground Cover-70 8 8 south 0.03 16 0.00 0.03 Established Grass Ground Cover - 70 8 existing Innovation di 0.18 0 0.00 0.18 Existing asphalt surface 9 9 0.19 16 0.01 0.19 Established Grass Ground Cover - 70 10 10 0.54 16 0.02 0.54 Established Grass Ground Cover - 70 Total 4.55 Cnet = [0.30x0.04+...+0.05x0.04Y0.30 = 0.03 Pnet = O.Bx[0.30x1.00+...+0.05x1.00YO.30 1.00 EFF = (1-C*P)100 = (1-0.03*1.00)100 = 96.81 > 95.5 (PS) 303 ' RBD, Inc., Engineering Consultants ':1rP•_•ir�Iri' EROSION CONTROL CONSTRUCTION SEQUENCE PROJECT: Oakridge 24th Filing STANDARD FORM C CALCULATED BY: RBT DATE: 1120196 SEQUENCE FOR 1997 ONLY 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 97 MONTH J F M A M J J A S 0 N D OVERLOT GRADING WIND EROSION CONTROL Soil Roughening Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers :niM:.x:JVJ. A«..ppfvJ:.•N:i:v':Y:v'+:v'.: •`""'^ v'4}i:y,:'vvli: ik ""•"•^ • "^ Sift Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphaft/Concrete Paving Other VEGETATIVE: Permanent Seed Planting Mulching/Sealant '" z Temporary Seed Planting Sod Installation Nettings/MatsBlankets Other ' STRUCTURES: INSTALLED BY_ VEGETATIONIMULCHING CONTRACTOR ' DATE SUBMITTED 1 1 MAINTAINED BY APPROVED BY CITY OF FORT COLLINS O .3`7 RBD, Inc., Engineering Consultants EROSION CONTROL COST ESTIMATE PROJECT: Oakrl ge 24th Filing 744-001 PREPARED BY: RBT DATE: 03/10/97 KT"ESEEDING COS Unit Total Method Quantity Unit Cost Cost Notes Reseed/mulch 4.00 ac $636 $2,544 See Note 1. Subtotal $2,544 Contingency 50% $1,272 Total $3,816 EROSION,CONTROL MEASURES Unit Total Number Method Quantity Unit Cost Cost Notes 5 Straw Bale Barrier 5 ea $50 $250 6 Gravel Filter 1 ea $300 $300 8 Silt Fence Barrier 300 LF $3 $900 39 Hay or Straw Dry Mulch (1-5% slope) 3.7 ac $500 $1,850 area outside private drive 59 Seeding (Native) 3.7 ac $305 $1,128 area outside private drive Subtotal $4,428 Contingency 50% $2,214 Total $6 642 Total Security $6,642 Notes: 1. A<=5 ac=$636/ac; A>5 ac=$531/ac. /6 TABLES AND FIGURES 41 No Text DRAINAGE CRITERIA MANUAL sc 3C r 2C z L! U CC u 1 a z w a 05 u c 3 O U 2 Dc u r 3 t ,5 RUNOFF WAN FAIVAIrm • ► �� MENEM %none isoil sIMMUNE �NNIMMIRMIKEN MEN �iN�iESERIE .2 .3 ,5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE 3-2.• ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. - *MOST FREQUENTLY OCCURRING "UNDEVELQPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrology Foi Small Watersheds" Technical F.elease No, 55. USDA, SCS Jan. 1975. 4-D 5-1-84 URBAN DRAINAGE k FLOOD CONTROL CISTP.ICT . DRCOG CLIENT c r1 pP 1 IVC JOB NO. am PROJECT CALCULATIONS FORifmLrj""rr—_—p, ;= r 1 i Engineering Consultants MADE BY--Cl2, DATE 2S7 CHECKED BY_ DATE SHEET OF ESl L7cW-MdL. lL� b l V CI✓Tlr^I G�1�Z3 GUTT>=JL �.�,.t_t....owo[31:..E. 5 Ie�.Er �-oPocl-rl �• ' I i PE7z SEzT1orJ. `. �.2.2.2. GTY ci - NS ZEStC-U G2li �?Jd wuEeE Q iT�+Ec2E=Tlc� G urT�e C� pccLTY LG1=s) j i ? y C ' ' 1 . I - � I . Ft..oW_-' f7>. QoL?Cr7Fn1ESS COEP'F:UE1.1T C� v6E O.clb� _ z-` }IZ.ECJP2G?COL br- Czos:s 6toPE 1 i aTOTOL' bl i i cQI } t _ ZCK)(0.32X I4=2 )a Lp.32x2, ' s 3.3-7 or= a - ' To-raL. Co'.s��� i az 'co-sU� ;12.00\Co.3Z /a) Zo.1z-} i I = Iz9.87 Nc ' - Engineering Consultants 1 r' I��S JOBNO. CLIENT �- :�P-�I PROTECT CALCULATIONS FOR YL=.--- ` `tea MADEEY %Z`I DATE li•9; CHECKED BY- DATE SNEET_OF - -'------- -----1- ------ ---- --- - ---- 1 o'� I --�' I �1--^ 01- ,- . - - ,— _ '- Pill t I i 1 I :: _ : i_ i : I i i I 1 i : 1 :' I __ i :_ --• i 1_: i "1 _ 1 f 11 ! 7TS 1 1 1 1 1 1 1 11-L • P �� �O1J=' S1.D8_pE� %.E � p.1JL - ... ; T j +? 'JJ�[S- S t �1 �.j. �,� 1Xz�.--f s sue:CGo►x�3 -- . _T��2Xloo�-�_.�95?�- .r'_. 1t ..1i ;r?__y. , .�._-•jam(--."_.; :.-; :. �_ — (1.__, 1 —= — _��'•�— _. ,r--j_ , _ , 5V — _ .f- _ I ; - I - - — 1 --- — — -- ----- - --7�5 j --- f. 1 I- - I .... so x•s _ _.. (7 ':7 ::__.... -- _ a Ow I I r Calculations for Curb Capacities and Velocities Major and Minor Storms per City of Fort Collins Storm Drainage Design Criteria RESIDENTIAL w/ 611 Vertical curb and gutter o is for one side of the road only V is based on theoretical capacities Slope Red. . (%) :Factor : 0.40 : 0.50 : 0.50 : 0.65 : 0.60 : 0.80 : 0.70 : 0.80 : 0.80 : 0.80 : 0.90 : 0.80 : 1.00 : 0.80 : 1.25 : 0.80 : 1.50 : 0.80 : 1.75 : 0.80 : 2.00 : 0.80 : 2.25 : 0.78 : 2.50 : 0.76 2.75 : 0.74 3.00 : 0.72 3.25 : 0.69 3.50 0.66 3.75 : 0.63 4.00 : 0.60 4.25 0.58 4.50 : 0.54 4.75 . 0.52 5.00 : 0.49 5.25 : 0.46 5.50 : 0.144 5.75 : 0.42 . 6.00 0.40 Area = 3.37 sq.ft. Minor Storm Minor . 0 V X : (cfs) (fps) Prepared by: RSD, Inc. November 23, 1993 Area = 18.495 sq.ft. Major Storm Major . 0 V X : (cfs) (fps) .129.87 : 4.11 : 2.31 : 647.33 : 20.47 : 1.41 : 129.87 : 5.97 : 2.59 : 647.33 : 29.75 1.58 : 129.87 : 8.05 : 2.83 : 647.33 : 40.11 1.73 : 129.87 : .8.69 : 3.06 : 647.33 : 43.33 1.87 : 129.87 : 9.29 : 3.27 : 647.33 : 46.32 2.00 : 129.67 : 9.86 : 3.47 : 647.33 : 49.13 2.12 : 129.87.: 10.39 : 3.66 : 647.33 : 51.79 : 2.24 : 129.87 : 11.62 : 4.09 : 647.33 : 57.90 : 2.50 : 129.87 : 12.72 : 4.48 a 647.33 : 63.43 : 2.74 : 129.87 : 13.74 : 4,84 : 647.33 : 68.51 2.96 : 129.87 : 14.69 : 5.17 : 647.33 : 73.24r. 3.16 : 129.87 : 15.19 : 5.49 : 6.47.33 : 75.74 : 3.35 : 129.87 : 15.61 : 5.78 : 647.33.: 77.79 : 3.53 : 129.87 : 15.94 : 6.07 : 647.33 : 79.".: 3.71 : 129.67 : 16.20 : 6.34 : 647.33 : 80.73 : 3.87 : 129.87 : 16.15 6.60 : 647.33 : 80.52 : 4.03 : 129.87 : 16.04 : 6.84 : 647.33 : 79.93 : 4.18 : 129.87 : 15.84 : 7.08 : 647.33 : 78.97 : 4.33 : 129.87 : 15.58 : 7.32 : 647.33 : 77.68 : 4.47 : 129.87 : 15.53 7.54 : 647.33 : 77.40 : 4.61 : 129.87 : 14.88 : 7.76 : 647.33 : 74.15 : 4.74 : 129.87 : 14.72 : 7.97 : 647.33 : 73.36 : 4.87 : 129.87 : 14.23 ; 8.18 : 647.33 : 10.93 : 5.00 : 129.87 : 13.69 : 8.38 : 647.33 : 68.23 : 5.12 : 129.87 : 13.40 8.58 : 647.33 : 66.80 : 5.24 : 129.87 : 13.08 8.77 : 647.33 : 65.19 : 5.36 : 129.87 : 12.72 : 8.96 : 647.33 : 63.43 : 5.48 : I y� ' STORM DRAINAGE DESIGN AND TECHNICAL.CRITERIAI TABLE 1401 �^ WEIR FLOW COEFFICIENTS SHAPE COEFFICIENT COMMENTS Sharp Crested - ' Projection Ratio (H/P = 0.4) 3.4 H G 1.0 Projection Ratio (H/P = 2.0) 4.0 H> 1.0 Broad Crested - ' W/Sharp_ U/S Corner 2.6 Minimum Value W/Rounded U/S Corner 3.1 Critical Depth ' Triangular Section - A) Vertical U/S Slope - 1:1 D/S Slope 3.8 H > 0.7 ' -:LDJ-5_SlgPE 3.2 H>0.7 H 0.7 10:1 D/S Slope 2.9 > B) 1:1 U/S Slope - ' 1:1 D/S Slope 3.8 H >0.5 3:1 D/S Slope 3.5 H >0.5 ' Trapezoidal Section 1s1 U/S Sicpe, 2:. "/S Slope 3.4 `I'.:•0 �( Road Cressings Gravel., 3.0 H>1.0 ' Paved 3.1 H> 1.0 1 1 •"1 / —1rJ • cc ..cc a eo. It ICE w ADJUSTMENT FOR TAILWATER SCHEMATIC A. r u 3 - D/3 H r U/S D/3 u/s D/:i �7 Dat?: r!C`J. S i)n T i •,; r.FRrriC F: ICi:.. r D.. ,!...... ter.- r.l. ;,. 'r?..1;:. . :.p: ?' 000K l-0111Piilly 1 170J -� V['71h11 UJ 5111611 Valll� 1 iJV i ccii .v• McCLELLANDS BASIN SWMM OUTPUT 1 11 1 48 11 1 1 1 i 1 1 r 1 1 1 1 1 1 1 r CLIENT ML RC'JOB NO. INC. PROJEC�r_ DA4'-1210'- 4 &CALCULATIONSFOR .�[ 1� L Engineering Consultants MADE BYJAM. DATE _-CHECKED BY DATE -SHEET —OF A division of The Star -Brown Group 1 W } ' w J 1 1 1 169 ' B304) ' 170 :BD 305) ' 174 ?BD 309) 175 ' 1BD 310) ' 1) 177 ' RBD 312) ' 341 >A 301301 Ili) 10 YR. 10 / 100 YR. YR. YR. YR' HARMONY CROSSING 190 19 AFGc 1J I� m,1Zz-,, fl44 SLD ��TNtLk wr LI— 3O\qlG- 1 .5em oAk -too 11.bA7,N- 100 YR. (52604) 42 \ 14 2/ 20\ 1 I I I �' �00 i R\Y.D 10 100 0 YR. YR. 303 25 51 43 12 ---- 50 9 11 250 120 320 WILLOW SPRINGS 90 WILLOW SPRINGS P.U.D., BY LIDSTONE k ANDERSON, INC., / OAKRIDGE 110 DATED AUGUST 1994. OAKRIDGE BUSINESS PARK MASTER DRAINAGE STUDY BY RBD, INC., OAKRIDGE DATED SEPTEMBER 1990. REGIONAL 30 DETENTION POND w V C (L1 310) (L 202 Z > i 2 om 3 (L SWMM output rile OAK-1O0A.0UT: March 3, 1997 1 ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) ' WATERSHED PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** McCLELLANDS BASIN REGIONAL SWMM MODEL (UPDATED W/ ROUTING CORRECTIONS) 100-YEAR EVENT RBD, INC., ENGR. CONS. (d3) FILE: OAK-100 A •-t>4i"T 'NUMBER OF TIME STEPS 50 INTEGRATION TIME INTERVAL (MINUTES) 5.00 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH '1.0 FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 ' .24 .24 .12 .12 .00 'McCLELLANDS BASIN REGIONAL SWMM MODEL (UPDATED W/ ROUTING CORRECTIONS) 100-YEAR EVENT RBD, INC., ENGR. CONS. (dkt) 03 APR 96 FILE: OAK-100 ' SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO -2 0 .0 .0 .0 .0300 .016 .250 .100 .500 .50 .50 .00180 8 3130.0 57.1 40.0 .0100 .016 .250 .100 .5,00 .50 .50 .00180 1 '80 60 6 1150.0 8.9 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 70 7 1350.0 29.4 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 130 13 675.0 24.7 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 100 10 850.0 13.2 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 15 50.0 1.8 80.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 '150 110 11 34.0 9.6 84.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 320 11 305.0 2.1 10.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 120 12 500.0 17.8 80.0 .0200 .016 .250 .100 ..500 .50 .50 .00180 1 90 9 400.0 13.1 10.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 190 19 250.0 .7 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 200 20 700.0 32.0 35.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 210 21 500.0 7.5 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 24 300.0 5.0 80.0 .0100 .016 .250 1 '240 280 28 50.0 6.9 80.0 .0200 .016 .250 .100 .100 .500 .500 .50 .50 .50 .50 .00180 .00180 1 330 33 700.0 5.6 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 160 16 3500.0 4.0 84.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 250 250 500.0 1.6 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 270 625.0 3.3 60.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 '270 271 271 2017.0 6.3 55.0 .0100 .016 .250 .100 .500 .50 .50 .00180 1 272 272 817.0 1.5 31.0 .0900 .016 .250 .100 .500 .50 .50 .00180 1 360 36 3223.0 2.4 87.0 .0200 .016 .250 .100 .500 .50 .50 .00180 1 2111 320 315.0 14.8 25.0 .0183 .016 .250 .100 .500 .50 .50 .00180 1 202 322 700.0 21.5 50.0 .0165 .016 250 .100 .500 .50 .50 .00180 203 172 1000.0 32.3 80.0 .0100 .016 .250 .100 .500 .50 .50 .00180 '204 205 166 168 900.0 650.0 19.0 5.8 80.0 47.0 .0100 .0105 .016 .016 .250 .250 .100 .100 .500 .500 .50 .50 .50 .50 .00180 .00180 206 171 650.0 7.7 70.0 .0080 .016 .250 .100 .500 .50 .50 .00180 207 176 1000.0 13.8 57.0 .0235 .016 .250 .100 .500 .50 .50 .00180 208 178 950.0 33.6 70.0 .0170 .016 .250 .100 .500 .50 .50. .00180 '209 321 435.0 23.4 40.0 .0085 .016 .250 .100 .500 .50 .50 .00180 165 324 400.0 10.3 40.0 .0100 .016 .250 .100 .500 .50 .50 .00180 211 325 1000.0 10.9 64.0 .0200 .016 .250 .100 .500 .50 .50 .00180 212 328 400.0 4.2 80.0 .0380 .016 .250 .100 .500 .50 .50 .00180 180 700.0 16.9 30.0 .0055 .016 .250 .100 .500 .50 .50 .00180 '213 214 179 2200.0 1.6 90.0 .0110 .016 .250 .100 .500 .50 .50 .00180 215 331 500.0 .7 90.0 .0270 .016 .250 .100 .500 .50 .50 .00180 216 327 1400.0 1.0 90.0 .0060 .016 .250 .100 .500 .50 .50 .00180 301 301 4385.0 30.2 45.0 .0077 .016 .430 .100 .600 .50 .50 .00180 95 3500.0 .47.3 45.0 .0100 .016 .390 .100 .600 .50 .50 .00180 '302 303 303 7260.0 50.0 45.0 .0113 .016 .250 .100 .500 .50 .50 .00180 305 365 1988.0 78.5 3.9 .0110 .016 .250 .100 .250 .50 .50 .00180 306 372 1729.0 8.7 31.2 .0200 .016 .250 .100 .950 .50 .50 .00180 359 960.0 5.4 17.0 .1262 .016 .250 .100 .950 .50 .50 .00180 '307 308 370 1335.0 7.0 40.0 .0200 .016 .250 .100 .600 .50 .50 .00180 309 361 507.0 1:6 4.0 .1262 .016 .250 .100 .990 .50 .50 .00180 311 371 315.0 2.8 40.0 .0200 .016 .250 .100 .900 .50 .50 .00180 363 569.0 2.1 2.3 .1262 .016 .250 .100 .990 .50 .50 .00180 '312 313 366 495.0 .9 1.0 .0500 .016 .250 .100 .900 .50 .50 .00180 314 373 9932.0 91.2 34.0 .0200 .016 .250 .100 .550 .50 .50 .00180 315 374 1000.0 14.4 40.0 .0200 .016 .250 .100 .350 .50 .50 .00180 316 39 2764.0 99.0 2.0 .0169 .016 .250 .100 .300 .50 .50 .00180 217 367 890.0 18.4 5.0 .0100 .016 .250 .100 .500 .50 .50 .00180 218 367 950.0 17.4 5.0 .0300 .016 .250 .100 .500 .50 .50 .00180 222 32 375.0 19.3 5.0 .0080 .016 .250 .100 .500 .50 .50 .00180 223 368 2000.0 23.0 5.0 .0400 .016 .250 .100 .500 .50 .50 .00180 224 225 368 35 1500.0 2858.0 13.8 65.6 5.0 5.0 .0100 .0060 .016 .016 .250 .250 .100 .100 .500 .500 .50 .50 .50 .50 .00180 .00180 1 201 1200.0 8.4 38.0 .0200 .020 .250 .100 .300 .51 .50 .00180 2 202 1350.0 4.6 64.0 .0200 .020 .250 .100 .300 .51 .50 .00180 3 203 800.0 5.7 44.0 .0200 .020 .250 .100 .300 .51 .50 .00180 ' 4 209 300.0 1.6 74.0 .0200 .020 .250 .100 .300 .51 .50 .00180 5 209 800.0 3.1 64.0 .0200 .020 .250 .100 .300 .51 .50 .00180 6 210 2500.0 11.6 60.0 .0200 .020 .250 .100 .300 .51 .50 .00180 7 209 750.0 3.3 57.0 .0200 .020 .250 .100 .300 .51 .50 .00180 8 210 450.0 2.3 67.0 .0200 .020 .250 .100 .300 .51 .50 .00180 ' 9 209 3000.0 18.3 29.0 .0200 .020 .250 .100 .300 .51 .50 .00180 10 210 1400.0 8.5 25.0 .0200 .020 .250 .100 .300 .51 .50 .00180 15 215 1300.0 7.1 17.0 .0150 .020 .250 .100 .300 .51 .50 .00180 16 216 200.0 1.8 12.0 .0200 .020 .250 .100 .300 .51 .50 .00180 20 219 600.0 4.1 46.0 .0200 .020 .250 .100 .300 .51 .50 .00180 21 219 1400.0 9.0 46.0 .0200 .020 .250 .100 .300 .51 .50 .00180 22 219 1800.0 7.2 51.0 .0200 .020 .250 .100 .300 .51 .50 .00180 23 224 1000.0 2.2 61.0 .0200 .020 .250 .100 .300 .51 .50 .00180 224 500.0 3.4 42.0 .0200 .020 .250 .100 .300 .51 .50 .00180 '24 25 226 900.0 4.0 65.0 .0200 .020 .250 .100 .300 .51 .50 .00180 26 226 1000.0 2.9 31.0 .0200 .020 .250 .100 .300 .51 .50 .00180 30 330 1700.0 11.7 60.0 .0200 .020 .250 .100 .300 .51 .50 .00180 40 140 1300.0 6.1 29.0 .0200 .020 .250 .100 .300 .51 .50 .00180 41 357 800.0 3.5 50.0 .0200 .020 .250 .100 .300 .51 .50 .00180 TOTAL NUMBER OF SUBCATCHMENTS, 80 TOTAL TRIBUTARY AREA (ACRES), 1199.06 ' McCLELLANDS BASIN REGIONAL SWMM MODEL (UPDATED W/ ROUTING CORRECTIONS) 100-YEAR EVENT RBD, INC., ENGR. CONS. (dkt) 03 APR 96 FILE: OAK-100 *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** ' WATERSHED AREA (ACRES) 1199.060 TOTAL RAINFALL (INCHES) 2.890 TOTAL INFILTRATION (INCHES) .542 TOTAL WATERSHED OUTFLOW (INCHES) 1.825 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .524 ' ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .002 McCLELLANDS BASIN REGIONAL SWMM MODEL (UPDATED W/ ROUTING CORRECTIONS) ' 100-YEAR EVENT RBD, INC., ENGR. CONS. (dkt) 03 APR 96 FILE: OAK-100 'WIDTH GUTTER GUTTER NDP NP OR DIAM LENGTH INVERT SLOPE SIDE SLOPES HORIZ TO VERT OVERBANK/SURCHARGE MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 15 4 0 1 CHANNEL .0 1600. .0040 50.0 .0 .016 1.50 0 4 6 0 1 CHANNEL .0 800. .0044 4.0 4.0 .035 5.00 0 7 6 0 1 CHANNEL .0 1400. .0100 .0 50.0 .016 1.50 0 6 50 0 1 CHANNEL .0 1200. .0032 4.0 4.0 .035 5.00 0 8 50 0 1 CHANNEL .0 1800. .0033 4.0 4.0 .035 5.00 0 50 0 1 CHANNEL .0 3600. .0060 50.0 .0 .016 1.50 0 '13 12 22 0 1 CHANNEL .0 1300. .0060 50.0 .0 .016 2.50 0 16 22 0 1 CHANNEL .0 3500. .0060 50.0 50.0 .016 2.00 0 11 50 0 1 CHANNEL .0 8350. .0060 50.0 .0 .016 1.50 0 10 50 0 1 CHANNEL .0 1600. .0060 50.0 .0 .016 1.50 0 9 2 0 1 CHANNEL 5.0 1000. .0060 15.0 15.0 .035 5.00 0 ' 18 51 0 1 CHANNEL .0 1100. .0060 50.0 .0 .016 1.50 0 19 51 0 1 CHANNEL .0 200. .0050 100.0 100.0 .016 1.50 0 20 2 0 1 CHANNEL .0 2100. .0050 4.0 4.0 .035 5.00 0 21 44 0 1 CHANNEL .0 1200. .0050 50.0 .0 .016 1.50 0 44 2 0 1 CHANNEL 3.0 800. .0050 10.0 10.0 .035 2.00 0 220 22 3 3 .0 1. .0010 .0 .0 .001 10.00 .1 TIME IN HRS VS INFLOW IN CFS .0 .3 11.9 4.1 .0 '.0 22 43 0 1 CHANNEL .0 1600. .0070 4.0 4.0 .035 5.00 0 43 51 4 2 PIPE .1 1. .0010 .0 .0 .016 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 133.0 .0 140.0 .0 150.0 2 0 1 CHANNEL 10.0 500. .0050 15.0 15.0 .040 5.00 0 '50 51 2 0 1 CHANNEL 10.0 500. .0050 5.0 20.0 .040 5.00 0 230 23 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS '.0 23 18 0 .0 1 .3 7.2 CHANNEL 7.2 .0 .0 1300. .0050 50.0 .0 .016 1.50 0 24 7 0 1 CHANNEL .0 700. .0080 50.0 .0 .016 1.50 0 250 25 6 2 PIPE .1 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .2 .0 .2 .1 .3 .3 .3 .3 5.0 25 22 0 2 PIPE 1.3 500. .0050 .0 .0 .013 1.25 0 260 26 3 3 .0 1. .0010 .0 .0 .001 10.00 .1 TIME IN HRS VS INFLOW IN CFS .0 .0 .2 . 11.2 7.0 .0 ' 26 42 0 5 PIPE 3.5 800. .0050 .0 .0 .016 3.50 0 OVERFLOW 10.0 800. .0050 4.0 4.0 .035 5.00 42 22 0 2 PIPE 6.0 1. .0050 .0 .0 .016 6.00 0 270 27 0 3 • .0 1. .0010 .0 .0 .001 10.00 0 ' 271 27 0 5 PIPE 2.3 45. .0040 .0 .0 .013 2.25 0 OVERFLOW .0 45. .0040 198.0 117.0 .020 5.00 272 275 6 2 PIPE .1 10. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .4 .1 .8 .3 1.0 .5 1.2 .8 1.3 '.0 275 27 0 2 PIPE 3.5 676. .0084 .0 .0 .013 3.50 0 27 41 8 2 PIPE .1 10. .0010 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .8 2.5 .5 3.5 .9 4.2 1.4 4.8 .0 2.1 57.6 .0 3.2 191.4 .2 41 26 0 5 PIPE 4.0 100. .0050 .0 .0 .016 4.00 0 OVERFLOW 10.0 100. .0050 50.0 50.0 .016 1.00 36 26 0 5 PIPE 1.3 90. .0140 .0 .0 .013 1.25 0 .0 90. .0140 200.0 200.0 .020 5.00 'OVERFLOW 28 275 0 1 CHANNEL .0 5000. .0050 .0 50.0 .016 1.50 0 340 11 3 3 .0 1. .0010 .0 .0 .001 10.00 -1 TIME IN HRS VS INFLOW IN CFS ' 310 31 .0 11 .0 3 .2 1.9 7.0 .0 .0 1. .0010 .0 .0 .001 10.00 .1 TIME IN HRS VS INFLOW IN CFS .0 .0 .1 .0 .2 .0 .3 2.0 .3 10.0 .4 25.0 .5 38.0 .6 53.0 .7 59.0 .8 55.0 5.0 55.0 31 275 0 2 PIPE 3.0 108. .0075 .0 .0 .013 3.00 290 29 3 3 .0 1. .0010 .0 .0 .001 10.00 TIME IN HRS VS INFLOW IN CFS .0 .0 .2 3.1 7.0 .0 29 18 0 5 PIPE 1.0 500. .0050 .0 .0 .013 1.00 OVERFLOW 20.0 500. .0050 .5 .5 .016 5.00 33 21 0 1 CHANNEL .0 700. .0080 50.0 .0 .016 1.50 2 116 12 2 PIPE .1 77. .0070 .0 .0 .013 .10 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 2.3 .0 16.1 .1 51.3 .6 86.2 2.4 115.7 6.2 144.7 12.1 169.8 19.6 193.7 28.6 214.8 33.6 224.4 38.7 233.1 ' 166 167 3 RESERVOIR 2 STORAGE IN PIPE .1 96. ACRE-FEET VS SPILLWAY OUTFLOW .0060 .0 .0 .013 .10 .0 .0 1.6 24.0 3.4 26.4 167 169 0 1 CHANNEL 4.0 .260. .0021 2.0 2.0 .035 4.00 168 169 3 2 PIPE .1 10. .0010 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .9 .4 1.4 169 170 0 2 PIPE 2.3 40. .0070 .0 .0 .013 2.27 170 174 0 1 CHANNEL 4.0 460. .0021 2.0 2.0 .035 4.00 171 174 3 2 PIPE .1 10. .0038 .0 .0 .013 .10 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 1.0 4.0 2.0 4.3 172 173 3 2 PIPE .1 120. .0033 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 6.5 5.5 8.0 6.0 '.0 173 175 0 1 CHANNEL .0 1200. .0050 4.0 4.0 .035 1.10 174 175 0 2 PIPE 2.3 75. .0211 .0 .0 .013 2.25 175 177 0 2 PIPE 2.5 853. .0123 .0 .0 .013 2.50 176 177 5 2 PIPE .1 315. .0020 .0 .0 .013 .10 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 1.1 .2 1.7 .8 2.1 1.8 2.6 177 341 0 2 PIPE 3.0 480. .0100 .0 .0 .013 3.00 178 177 11 2 PIPE .1 1310. .0033 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6. 2.1 1.3 4.1 1.9 5.4 2.6 6.5 2.8 6.7 3.0 12.3 3.4 13.4 4.1 15.5 4.7 16.8 4.9 17.3 320 321 0 1 CHANNEL 5.0 1350. .0050 4.0 4.0 .035 4.00 321 324 8 2 PIPE .1 300. .0053 .0 .0 .013 .10 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 .3 2.6 .8 4.3 1.5 5.5 2.5 6.4 3.9 7.3 5.4 8.0 ' 322 323 3 RESERVOIR 2 STORAGE IN PIPE .1 10. ACRE-FEET VS SPILLWAY OUTFLOW .0100 .0 .0 .013 .10 .0 .0 1.9 11.0 4.0 11.3 323 324 0 1 CHANNEL .0 1500. .0142 50.0 .0 .016 1.50 324 .331 0 2 PIPE 3.0 36. .0222 .0 .0 .013 3.00 326 0 1 CHANNEL 4.0 420. .0050 4.0 4.0 .035 3.00 '325 326 327 0 2 PIPE 3.5 214. .0168 .0 .0 .013 3.50 327 329 0 1 CHANNEL 4.0 750. .0050 4.0 4.0 .035 3.00 328 329 0 5 PIPE 1.8 101. .0149 .0 .0 .013 1.75 .0 101. .0149 133.0 44.0 .016 5.00 'OVERFLOW 329 180 0 1 CHANNEL 5.0 240. .0050 4.0 4.0 .035 4.00 179 324 0 5 PIPE 1.5 80. .0110 .0 .0 .013 1.50 OVERFLOW .0 80. .0110 167.0 167.0 .016 5.00 331 325 0 2 PIPE 3.0 30. .0267 .0 .0 .013 3.00 180 341 8 2 PIPE .1 20. .0040 .0 .0 .013 .10 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .4 4.0 1.0 9.6 1.6 18.0 2.3 28.4 3.0 37.2 3.9 45.6 4.7 52.4 341 4 0 2 PIPE 5.2 120. .0040 .0 .0 .013 5.20 91 93 0 1 CHANNEL .0 1325. .0150 4.0 4.0 .060 5.00 93 94 10 2 PIPE .1 1. .0050 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .1 .0 .5 .0 1.0 .0 1.6 1.9 2.4 5.4 ' .0 3.3 7.7 4.3 14.0 5.4 20.7 6.5 93.9 94 357 0 1 CHANNEL .0 1000. .0027 3.0 3.0 .035 5.00 95 93 0 3 .0 1. .0010 .0 1.0 .001 10.00 301 91 2 2 PIPE .1 1. .0050 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 3.3 15.1 303 357 2 2 PIPE .1 1. .0050 .0 .0 .013 .10 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW '0 357 358 0 0 1 6.3 25.0 CHANNEL 16.0 10. .0050 4.0 4.0 .045 4.00 358 359 0 2 PIPE 9.4 103. .0050 .0 .0 .013 9.44 359 360 0 1 CHANNEL 16.0 950. .0050 4.0 4.0 .045 4.00 360 361 0 2 PIPE 9.4 46. .0050 .0 .0 .013 9.44 0 -1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' 361 362 0 1 CHANNEL 16.0 619. .0050 4.0 4.0 .045 4.00 0 362 363 0 1 CHANNEL 16.0 215. .0050 4.0 4.0 .045 4.00 0 363 364 0 1 CHANNEL 16.0 415. .0050 4.0 4.0 .045 4.00 0 364 366 0 1 CHANNEL 16.0 90. .0050 4.0 4.0 .045 4.00 0 365 366 0 1 CHANNEL .0 1125. .0045 4.0 4.0 .035 2.30 0 366 367 0 1 CHANNEL 16.0 377. .0050 4.0 4.0 .045 4.00 0 38 373 0 1 CHANNEL .0 1080. .0050 4.0 4.0 .035 3.50 0 39 38 0 1 CHANNEL .0 2160. .0050 4.0 4.0 .035 3.50 0 ' 370 361 9 2 PIPE .1 1. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .0 .0 .8 .2 1.1 .4 1.4 .6 3.5 .7 3.7 .8 3.9 1.0 4.1 ' 371 362 7 2 PIPE .1 1. .0015 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .5 .1 1.2 .2 1.4 .3 1.4 .4 1.6 .6 1.8 372 363 6 2 PIPE .1 1. .0020 .0 .0 .013 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 ..2 10.0 .4 22.4 .7 33.3 .9 37.9 81.2 50.5 373 364 16 2 PIPE .1 1. .0042 .0 .0 .013 .10 0 RESERVOIR .0 STORAGE IN .0 ACRE-FEET VS SPILLWAY OUTFLOW .1 .0 .5 .0 1.6 .0 3.6 6.4 6.3 16.8 6.9 18.0 7.6 18.8 8.2 19.6 8.9 20.8 9.5 21.6 9.9 31.5 10.3 49.4 10.7 72.6 11.1 99.7 11.5 130.9 374 38 13 2 PIPE .1 1. .0040 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .0 .0 .1 .0 .2 .0 .4 1.1 .5 2.1 .5 2.8 .7 3.9 .8 4.8 1.1 5.6 1.3 6.3 1.5 6.9 1.7 7.3 102 0 1 CHANNEL 1.0 1250. .0100 50.0 50.0 .045 5.00 0 '35 32 102 0 1 CHANNEL 1.0 3300. .0060 75.0 1.5 .045 5.00 0 367 368 0 4 CHANNEL 5.0 950. .0070 1.5 2.8 .045 5.00 0 OVERFLOW 31.0 950. .0070 50.0 50.0 .045 10.00 368 102 0 4 CHANNEL 5.0 1960" .0100 3.0 3.0 .045 5.00 0 OVERFLOW 29.0 1960. .0100 25.0 100.0 .045 10.00 201 202 0 3 .1 1. .0010 .0 .0 .001 10.00 0 202 209 0 3 .1 1. .0010 .0 .0 .001 10.00 0 203 209 0 3 .1 1. .0010 .0 .0 .001 10.00 0 210 0 3 .1 1. .0010 .0 .0 .001 10.00 0 '209 210 309 0 3 .1 1. .0010 .0 .0 .001 10.00 0 309 140 14 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 .5 1.1 1.3 1.7 2.1 2.7 3.1 3.6 4.2 ' 4.1 7.0 5.1 7.5 6.1 7.5 7.4 7.9 8.8 8.4 9.8 8.6 10.6 8.8 10.9 9.0 215 315 0 3 .1 1. .0010 .0 .0 .001 10.00 0 315 216 5 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .1 .5 .3 .8 .9 1.0 1.2 1.1 216 116 0 3 .1 1. .0010 .0 .0 .001 10.00 0 116 140 0 1 CHANNEL 10.0 1650. .0030 4.0 4.0 .035 5.00 0 '140 219 357 224 0 0 1 3 CHANNEL 10.0 700. .1 1. .0030 .0010 4.0 .0 4.0 .0 .035 .001 5.00 10.00 0. 0 224 218 0 3 .1 1. .0010 .0 .0 .001 10.00 0 218 124 8 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 4.0 .2 6.0 .5 8.0 1.0 10.0 1.6 12.0 ' 2.5 14.0 3.4 16.0 124 226 0 2 PIPE 3.0 825. .0080 .0 .0 .011 5.00 0 226 217 0 3 .1 1. .0010 .0 .0 .001 10.00 0 217 357 8 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 4.0 .1 6.0 .2 8.0 .5 10.0 .7 12.0 1.2 14.0 1.7 16.0 330 357 7 2 PIPE .1 1. 0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .1 1.0 .3 2.0 .7 3.0 1.1 4.0 1.9 5.0 2.8 6.0 TOTAL NUMBER OF GUTTERS/PIPES, 116 McCLELLANDS BASIN REGIONAL SWMM MODEL (UPDATED W/ ROUTING CORRECTIONS) 100-YEAR EVENT RBD, INC., ENGR. CONS. (dkt) 03 APR 96 FILE: OAK-100 ' ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES 1 GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AQ 2 9 20 44 50 51 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 0 472.0 4 15 341 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 219.3 6 4 7 0 0 0 0 0 0 0 0 60 0 0 0 0 0 0 0 0 0 262.6 ' 7 24 0 0 0 0 0 0 0 0 0 70 0 0 0 0 0 0 0 0 0 34.4 8 0 0 0 0 0 0 0 0 0 0 80 0 0 0 0 0 0 0 0 0 57.1 9 0 0 0 0 0 0 0 0 0 0 90 0 0 0 0 0 0 0 0 0 13.1 10 0 0 0 0 0 0 0 0 0 0 100 0 0 0 0 0 0 0 0 0 13.2 ' 11 340 0 0 0 0 0 0 0 0 0 110 320 0 0 0 0 0 0 0 0 11.7 12 0 0 0 0 0 0 0 0 0 0 120 0 0 0 0 0 0 0 0 0 17.8 13 0 0 0 0 0 0 0 0 0 0 130 0 0 0 0 0 0 0 0 0 24.7 15 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 150 160 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.8 4.0 18 23 29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 19 0 0 0 0 0 0 0 0 0 0 190 0 0 0 0 0 0 0 0 0 .7 20 0 0 0 0 0 0 0 0 0 0 200 0 0 0 0 0 0 0 0 0 32.0 21 33 0 0 0 0 0 0 0 0 0 210 0 0 0 0 0 0 0 0 0 13.1 22 12 16 220 25 42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 43.8 23 230 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 24 0 0 0 0 0 0 0 0 0 0 240 0 0 0 0 0 0 0 0 0 5.0 25 250 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.6 ' 26 260 41 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20.4 27 270 271 275 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.0 28 0 0 0 0 0 0 0 0 0 0 280 0 0 0 0 0 0 0 0 0 6.9 29 290 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 31 310 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 ' 32 0 0 0 0 0 0 0 0 0 0 222 0 0 0 0 0 0 0 0 0 19.3 33 0 0 0 0 0 0 0 0 0 0 330 0 0 0 0 0 0 0 0 0 5.6 35 0 0 0 0 0 0 0 0 0 0 225 0 0 0 0 0 0 0 0 0 65.6 36 0 0 0 0 0 0 0 0 0 0 360 0 0 0 0 0 0 0 0 0 2.4 ' 38 39 374 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 113.4 39 0 0 0 0 0 0 0 0 0 0 316 0 0 0 0 0 0 0 0 0 99.0 41 27 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.0 42 26 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20.4 43 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 43.8 ' 44 21 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13.1 50 6 8 13 11 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 369.3 51 18 19 43 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 44.5 91 301 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 30.2 ' 93 91 95 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 77.5 94 93 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 77.5 95 0 0 0 0 0 0 0 0 0 0 302 0 0 0 0 0 0 0 0 0 47.3 ' 116 124 2 218 216 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 480.9 25.9 140 309 116 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 554.4 166 0 0 0 0 0 0 0 0 0 0 204 0 0 0 0 0 0 0 0 0 19.0 167 166 0 0 0 0 0 0 0 04 0 0 0 0 0 0 0 0 0 0 0 19.0 168 0 0 0 0 0 0 0 0 0 0 205 0 0 0 0 0 0 0 0 0 5.8 ' 169 167 168 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.9 170 169 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24.9 171 0 0 0 0 0 0 0 0 0 0 206 0 0 0 0 0 0 0 0 0 7.7 172 0 0 0 0 0 0 0 0 0 0 203 0 0 0 0 0 0 0 0 0 32.3 ' 173 172 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.3 174 170 171 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.6 175 173 174 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 64.8 176 0 0 0 0 0 0 0 0 0 0 207 0 0 0 0 0 0 0 0 0 13.8 177 175 176 178 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 112.2 ' 178 0 0 0 0 0 0 0 0 0 0 208 0 0 0 0 0 0 0 0 0 33.6 179 0 0 0 0 0 0 0 0 0 0 214 0 0 0 0 0 0 0 0 0 1.6 180 329 0 0 0 0 0 0 0 0 0 213 0 0 0 0 0 0 0 0 0 105.2 201 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 8.4 ' 202 201 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 13.0 203 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 5.7 209 202 203 0 0 0 0 0 0 0 0 4 5 7 9 0 0 0 0 0 0 45.0 210 209 0 0 0 0 0 0 0 0 0 6 8 10 0 0 0 0 0 0 0 67.4 ' 215 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 7.1 216 315 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 8.9 217 226 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.8 218 224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.9 219 0 0 0 0 0 0 0 0 0 0 20 21 22 0 0 0 0 0 0 0 20.3 ' 220 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 224 219 0 0 0 0 0 0 0 0 0 23 24 0 0 0 0 0 0 0 0 25.9 226 124 0 0 0 0 0 0 .0 0 0 25 26 0 0 0 0 0 0 0 0 32.8 ' 230 250 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 250 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 1.6 260 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 _ 270 0 0 0 0 0 0 0 0 0 0 270 0 0 0 0 0 0 0 0 0 3.3 271 0 0 0 0 0 0 0 0 0 0 271 0 0 0 0 0 0 0 0 0 6.3 I�l t 1 1 L ._i J 272 0 0 0 0 0 0 0 0 0 0 272 0 0 0 0 0 0 0 0 0 1.5 275 272 28 31 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 8.4 290 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 301 0 0 0 0 0 0 0 0 0 0 301 0 0 0 0 0 0 0 0 0 30.2 303 0 0 0 0 0 0 0 0 0 0 303 0 0 0 0 0 0 0 0 0 50.0 309 210 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 67.4 310 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 315 215 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.1 320 0 0 0 0, 0 0 0 0 0 0 201 0 0 0 0 0 0 0 0 0 14.8 321 320 0 0 0 0 0 0 0 0 0 209 0 0 0 0 0 0 0 0 0 38.1 322 0 0 0 0 0 0 0 0 0 0 202 0 0 0 0 0 0 0 0 0 21.5 323 322 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21.5 324 321 323 179 0 0 0 0 0 0 0 165 0 0 0. 0 0 0 .0 0 0 71.6 325 331 0 0 0 0 0 0 0 0 0 211 0 0 0 0 0 0 0 0 0 83.2 326 325 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 83.2 327 326 0 0 0 0 0 0 0 0 0 216 0 0 0 0 0 0 0 0 0 84.1 328 0 0 0 0 0 0 0 0 0 0 212 0 0 0 0 0 0 0 0 0 4.2 329 327 328 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 88.3 330 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 11.7 331 324 0 0 0 0 0 0 0 0 0 215 0 0 0 0 0 0 0 0 0 72.3 340 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 341 177 180 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 217.4 357 94 303 140 217 330 0 0 0 0 0 41 0 0 0 0 0 0 0 0 0 729.9 358 357 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 729.9 359 358 0 0 0 0 0 0 0 0 0 307 0 0 0 0 0 0 0 0 0 735.4 360 359 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 735.4 361 360 370 0 0 0 0 0 0 0 0 309 0 0 0 0 0 0 0 0 0 744.0 362 361 371 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 746.8 363 362 372 0 0 0 0 0 0 0 0 312 ol 0 0 0 0 0 0 0 0 757.6 364 363 373 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 962.2 365 0 0 0 0 0 0 0 0 0 0 305 0 0 0 0 0 0 0 0 0 78.5 366 364 365 0 0 0 0 0 0 0 0 313 0 0 0 0 0 0 0 0 0 1041.6 367 366 0 0 0 0 0 0 0 0 0 217 218 0 0 0 0 0 0 0 0 1077.4 368 367 0 0 0 0 0 0 0 0 0 223 224 0 0 0 0 0 0 0 0 1114.2 370 0 0 0 0 0 0 0 0 0 0 308 0 0 0 0 0 0 0 0 0 7.0 371 0 6 0 0 0 0 0 0 0 0 311 0 0 0 0 0 0 0 0 0 2.8 372 0 0 0 0 0 0 0 0 0 0 306 0 0 0 0 0 0 0 0 0 8.7 373 38 0 0 0 0 0 0 0 0 0 314 0 0 0 0 0 0 0 0 0 204.5 374 0 0 0 0 0 0 0 0 0 0 315 0 0 0 0 0 0 0 0 0 14.4 NONCONVERGENCE IN GUTTER DURING TIME STEP 26 AT CONVEYANCE ELEMENT 271 NONCONVERGENCE IN GUTTER DURING TIME STEP 28 AT CONVEYANCE ELEMENT 271 THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 2 19 27 29 31 36 41 42 43 93 124 166 167 168 169 171 172 174 175 176 177 178 179 180 217 218 250 271 272 275 301 303 309 315 321 322 324 325 326 328 329 330 331 341 357 358 360 362 363 364 366 370 371 372 373 374 ' McCLELLANDS BASIN REGIONAL SWMM MODEL (UPDATED W/ ROUTING CORRECTIONS) 100-YEAR EVENT RBD, INC., ENGR. CONS. (dkt) 03 APR 96 FILE: OAK-100 ' *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 2 216.1 .1 29.2 2 25. 4 103.6 2.8 1 15. ' 6 163.5 3.5 0 55. 7 111.3 .9 0 40. 8 142.7 3.3 0 40. 9 9.2 .5 0 45. 10 35.9 .7 0 40. ' 11 12.0 .4 1 25. 12 82.5 .9 0 40. 13 39.3 .7 0 45. ' 15 16 . 12.4 .4 .3 0 4. 0 400. 18 9.6 .4 0 50. 19 5.3 .2 0 35. 20 52.6 2.1 0 45. L 21 68.4 .9 0 40. 22 147.2 2.9 0 50. 23 .8 .4 0 4. 24 27.5 .6 0 400. ' 25 .3 .2 1 50. 26 86.9 4.3 1 0. 27 76.4 .1 2.3 0 55. 28 9.8 .4 1 5. 29 2.9 1.0 0 35. 31 58.5 2.5 0 40. 32 4.6 .4 1 55. ' 33 35 33,4 37.9 .6 .7 0 1 40. 0. 36 25.5 1.5 0 35. 38 72.7 2.4 1 5. 39 66.7 2.3 1 0. 41 77.6 3.1 0 55. ' 42 86.9 2.5 1 0. 43 147.0 .1 .0 0 50. 44 59.3 1.4 0 45. ' 50 51 359.4 157.1 2.4 1.8 0 0 45. 55N--G 91 15.0 1.3 1 30. 93 35.1 .1 5.6 1 30. 94 34.4 2.2 1 35. 95 206.6 (DIRECT FLOW) 0 35. ' 102 521.3 (DIRECT FLOW) 1 25. 116 217.2 2.9 2 30. 124 15.9 1.0 1 10. 140 226.4 2.9 2 30. ' 166 24.7 .1 2.1 1 0. 167 24.7 1.7 1 0. 168 1.8 .1 .8 1 35. 169 26.4 1,9 1 10. 170 26.4 1.7 1 10. 171 4.0 .1 1.1 1 20. 172 5.0 .1 5.9 2 15. 173 5.0 .9 2 25. 174 30.4 1.4 1 10. t 175 34.6 1.6 1 30. 176 2.7 .1 2.1 1 55. 177 54.1 2.0 1 30. ' 178 179 16.7 16.8 A 1.6 4.7 1 0 25. 35. 180 47.5 .1 4.1 1 15. 201 47.7 (DIRECT FLOW) 0 35. 202 88.6 (DIRECT FLOW) 0 35. 203 35.0 (DIRECT FLOW) 0 35. ' 209 285.2 (DIRECT FLOW) 0 35. 210 439.5 (DIRECT FLOW) 0 35. 215 28.5 (DIRECT FLOW) 0 35. 216 5.9 (DIRECT FLOW) 0 35. ' 217 15.0 .1 1.4 2 5. 218 15.9 .1 3.4 1 10. 219 140.4 (DIRECT FLOW) 0 35. 220 12.4 (DIRECT FLOW) 0 20. 224 181.7 (DIRECT FLOW) 0 35. ' 226 65.0 (DIRECT FLOW) 0 35. 230 8.0 (DIRECT FLOW) 0 20. 250 .3 .1 .3 1 45. 260 11.7 (DIRECT FLOW) 0 15. 270 23.8 (DIRECT FLOW) 0 35. 271 43.9 2.6 0 35. 272 .8 .1 .2 1 0. 275 65,6 2.2 1 10. ' 290 3.5 (DIRECT FLOW) 0 15. 301 15.1 .1 3.2 1 20. 303 24.8 .1 6.3 1 20. 309 9.1 .1 11.0 2 0. 310 58.3 (DIRECT FLOW) 0 40. ' 315 1.1 .1 .9 2 0. 320 22.0 1.0 0 40. 321 7.0 .1 3.4 2 30. ' 322 323 11.1 11.1 .1 .4 2,2 1 1 25, 30. 324 58.9 1.7 0 35. 325 117.0 2.4 0 35. 326 114.0 2.5 0 35. t ALZtJCa i, ' 327 115.4 2.4 328 33.0 2.0 3 13.1 2.5 330 30 5.0 .1 1.8 ' 331 66.6 1.7 340 2.1 (DIRECT FLOW) 341 101.2 2.8 357 297.6 2.9 ' 358 297.9 3.5 359 298.0 2.9 360 298.0 3.5 361 362 301.8 303.2 2.9 2.9 363 305.3 2.9 364 406.4 3.4 365 47.8 2.1 366 445.4 3.6 ' 367 465.1 5.2 368 485.6 4.4 370 3:9 .1 .8 ' 371 372 1. 16.3 .1 .1 .3 .3 373 131.1 .1 11.5 374 7.2 .1 1.7 ' ENDPROGRAM PROGRAM CALLED 1 40. 35. 40. 15. 35. 15. 20. 45. 50. 50. 55. 55. 55. 55. 25. 55. 20. 20. 25. 10. 15. 45. 15. 25. EROLa CONTROL CCNSIRIIGrION SEQUENCE OUENEE FOR 1997 ONLY L• by use m o Oa IN• w sinew .TEED Im ton a mnw.n MI be Hewnwo unw moNN s to AN marorM wNMox may axi wemX,M9 o nn�IlmMW IN, m se n7 uN CIt7 0'Nn✓. YEM 1997 MONTH JI FI NI AI MI JI J I AI SI OI NID DWRLOT Wro G wHO EROvaN CONTROL Sol HUghow9 :Ninllw Balw EG4mtl BanlNl ORION, RAWEROSION CONTROL STRUCTURAL S•tlnlnl Tlp/BUY. hat EN✓l State Bmin• Sit m.e n M SUBuss bl sawaptattM AepliJl/Gnnwe Pew9 OUN-Dow wan VElFunus: u.mment sM PN tn9 ItlIM9/SNYmI T✓pwmy M Rml'n9 SM ettllMeM N NneM/NmA.I. �« STRUCTURES, INST.WFD BY NWTN BY l aTATIO ULCHw CONTRACTOR DATE AIBWr1FO APPRO&D BY On OF FORT CgLNB Wl -.6 M on (f MT CAIIxS STCI WAUALTY ERm1011 �NMECTM MST Ix N01NE0 AT ILEAST 24 HOURS MM TO MY M MC" RI THIS SITE. Au REOU M PERIYEIER vLT IEHnNO SHALL BE INSTAEIFR sins TO MY U NSRNwIIG AcTwTY BTO7ALN4 STNWw4 m EM) NA OTHER REWIIm EROSION CONTROL NEI9Nf5 SHALL BE INSTALF➢ ATM YRI M RIE N M CONSTRUCTION $EWEIYE AS INOICAT6 N M ARMtlwTI M CT 4CIEBIRE Cm6TmcO MATS Am EROSION cd REAyIT. ME-asNRBANQ VEGETATION SHALL BE PROTECTED MO RETA WSIRMR Pm9NE RYOVAL OR USr11RBAHOF OF ENS➢ W5 AT SHA L BE UNITED 70 M YdA ICgWIED FOR wIyLVAW WIYIW,l10N W11Btl1( Am FOR M SHORTEST RIACrKJ1 IEAgO OF 7 . AIL ROSS EIPOYD OLHING 4m aSTARRI1C ACnMn (STUPPING, mAwNG. UBUTY MTALU & s7CGPoYIG. FIWNG, Eli 91.YL BE NOT IN A ROULUEM`O OCABIIRM BY RNPNC OR DOONG kCNO IYp pN7gg5 UNTIL WLOL LEGETATIp, OR p1 epW.WEHT MOSUN ONTRI 5 NBr4 NO SNLS N AREAS OUTSI WgECTT STREET Nmfi-cf-NAY Bei IENWI Eanda BY LAND DISNm FOR NDRE THAN mwn (30) DATE B M Kg 7EIVm.NY OR PERMANENT E11 M mitred- O.Q. $EED/14LG, LVGmNYIo. ER) IS MSE . INIESS o10ERNi AWm\ED BY M srtlWENr U7Wn. ME %iMEATY SHAM BE ft E AM MATAWED AT AL_B9[j DUMAG CONSTRUCTION ACTUATES SOAS TO P T wM-GUSEp p09p1. Au LMIO MI ACTMTES 91µL SE IMIEOIA7&Y tlSQ111WIFD Wql mDUST Sr uW n ApyCDlr MMEIITES As OflE1YNm BY THEOn W FORT OAUIB RmrmNG "Mm T. F�WO CHARS \ \ rms U.S. a✓nv:IM R•In < z.... r roi.. 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NWT 1 mor 1M Nolafile .111,monI as morn to IN Me by me of (el At AM Sm a N w✓ N.N w Ic name, ✓ men m Wn. lol of mm, fass tosawn mining to mmutwm,�' n 1 U& any 1 , (a) 1.,�� s on 0, mua Jio AN r�cum. i - 1`'I\ 2. M Ulm• N any mat N, Oft of asom wa. _ 1 \ % \\\ � TIP,', Tic,f \; AU. TEMPORARY (STRUCTURAL) OOSCN CONTROL U[ASURES Sxw BLINSPECTED) BE LEGEND 1 EXIST. AND MR CP REuhSIRw:Im As xt¢ssMY AJIq EACH N EVENT N CONC. SDEWNN 1 c/OER TO ASSURE mHIN m Pfl6tlN. OF THEN NTENFtD MIC7 I 1 1. WTMm Sp m PARTNMLY THDSE ON PALED m WY 51NFACB. 91I11 m REND\ED AND Dmom O DF N A NAwm NRD 1ttAMR So As EDT TO CAUSE Has CASTING CONTOUR , 1 1 THEN RDFA4 NTO ANY mmx WAY � y PROPOSED fANTWR I 1 EXSTtc TEN y C SMCnm SOUL STOOIPYES ESALL Not ENEFFD LIGHT (a) FEET N P.W I 1 R T 4Y1 SNNL Pmncm iNRI R'I D SECNLNT 70.VISOINT BY 9N6A6 DIRECTIgJ OF ELDw 1 Wuoiwr WRwq AIo PEwLTu sr.r Fv1oID. on mpx mman M rRAO(w0 mm Of pPoSTNG OF IS m Q XROSI PANT 11 MY DTEN WTNNK mm on 5NEEn BY RI ENW MY q MY fMyW"ENT L6pRTm WIWY 91NL BE GIEAIfD WYNF MY BY ME �••�R•!• 1 mNTemltlL DRAINAGE BASIN BOUNDARY eBASIN NUMBER 1.MM BASIN AREA FAOSION CONTROL BEEABIIRES an AVERAGE STREET SLOPE MM To QWR-Or mALWIG. A BUT IpCE 5 TO BE WSTNIED ALMG SOON PROPERTY �1 ONE AS wDI M. AFTER THE O\ENDT MAONC HAS REM COIRESES. STRAW SCALE W/ FUcw ARRow 1 ME r0 BF RA®N M SNARES AS 9pW. TIESE B.VEs AIE 1p BE IETT w RACE My ME S ROES .NE ITS W TA STA S Am ANTE T I mf151RUC11Rt IS NWETFp Nlr AREA snIPIEO Cf R$ LEDrAIgX COwR SMALL BE XF➢r N A MANOOm fbbnN sY STRAW BRIE CNECN DAM RNPN4 PLOWNQ NSIfWD. M OTIFX AC®rAWE YEMIS N m LA4 SOUL AMY MU. Rxw DSTn® ION RDNE Mew EmN REptS. -- ---- EASING BTgiN DRNN PIPE ALL USTI M AREAS, NOT LOCATED 111M A S ILAO% M ASPHALT ARMA MAIL HALE -.C_X- SALT FENCE 1 TELPORMY WGENyM SETA APPIRDM MS PE OURCATMS SNOW ONredTSent. AFTERS G ORSTRAW NLNrR 5NALL BE ITHE OVER SEED AT A RATE% OAKRIDGE VILLAGE AOSE 2 TONS POR AE EDAM . OWM SOULMI RULBE ADEQUATELY MRRD. TAOiD. SPOT EIEVAnCN ORMUKD ONTO THE Sm- N AD CASE MOLL MY SNIPPED AREA R " LNSFmm uw uNNULMEO FOR NINE THAN FOLRI W NMmR umres NAVE Bme sesTNUD, +R^ EASTING RIOT ELEVATION 7TH FILING 1 THE PARMNG AREA Sii a REGIME PAWwmIT. D P-ER mr CCMR WT FORS NELAS BASE CDIIRSE SNML BE MT.WED OR MA'Q WLp1 OUST BE Mglm AT A Ann 1 OF Ib Tams PER ACRE, L.P. LOW PONT NOTE: M.P. MI(9H PONT N ME PHA4NG SHONN REFLECTS UNIT CONSTRUCTION PND 1 LANDSCAPE PHASING. OIN YDIRINARF IS wTSES, I U0DTE5, ONERLOi CRDEWAL CRD ROE FAY COIL, EI BE IAMPL TE SDEWALK AND ROADWAY CWSiRUCTON WLL BE COMPlETEO IN PHASE 1. ■■■NNE e a a p m m SEC F olm - 157.1 Tits in. 2 &fH) 4 dw- 14' (�133x Olm ) (V) S - 0.5% N EASING LANDSCAPED BERII fSLOPE VARES W/ 611(MAK) aw p9 P• aw elm 4j+ •'` w aw a4m e, r TnW. r,w m - 1.1, Tits ' am - 0-4 cfR Y [OE. RM % 2 d1 0.4Y dlm- 1.1' s m a62• (m mx o ) dw= D.51 33x oNot olm - 1.5' ON Sw - O.Bx Im sMIN = 0.5x dlm- 1.5' arI- 1.7'CO (� 133x plm) SECTION A SECTION Sw - •� i N1S • NTs 4 SECTION c NTS 4 �ARIF EXISTING SITE HYDROLOGY TOTAL ON -SAE AREA: 4.00 ace v m NATIONAL 'c' '. 0-62 DEVELOPED SITE HYDROLOGY elm Try pA dw 0199 - 0.8 Tits INS, m 0.4Y SNIT - O.053x• (411 I= Glass)w' SECTISM NTS 4 VACANT VACANT t-00ONOINAM� DESIGN POINT BASN AREA (m.) c 02 felt) am (Tits) 1 1 am au 0.3 1.1 2 2 an am 0.3 1.3 3 3 0.0 0.87 1.2 3.9 4 4 am 3A7 0.7 2.5 5 4.5 IM 0.65 2.1 &0 6 6 0.11 0." 0.1 0.5 7 4.5.6.7 255 0.66 4.1 1&3 B 8 0.0 aw 0.5 1.9 9 9 0.19 O.m 0.2 0.8 458]210 &42 65 4.7 17..0 /A N/A N/A 51mM 93 • DOES NOT INCLUDE DT91E BARN 01 •• FLOWS OEOE10PE0 FROLI smm Id dM9 �+7 hiam ✓ 0.5 Tits dlm - ON' dwI- anam' (O 133x plm) Sw Is 1.0% SECTION E NS 4 Iry - Dav-rsAx i II I 8 aam i I 11 II 11 1 1 1 j1 11' II BAKER INSTRLAAIENTS 11 1 1 i1 - 1 "'it FILING 1 - II 2t Lle 1 11 i �• �4 A � 1 n, .E � 1a F • 44 I s l a Q \ 15'8Y 25 AREA TO BE SODDED d 2' CONCRETE 1\ 1\\�LB \ vAN \ \ o O \6 S oe \ 20' DRAINAGE EASEMENT (8T SEPARATE DOCUMENT) CALL UTILITY NOTFICATION CENTw OF COLORADO 1-800-922-1987 OR 534-6700 R w,m RVgN YOU MG Me"VAn TOR M � M IlwlwyRD V7EIIY SCALE 10-4), City of Port Collins, Colorado UTTIITY PLAN APPROVAL APPROWO: -- um m W boR•NRRa Ate CHECKED BY: Itlm Y IMltR•ltT UNBy say CHECKED BY: NmmR•iv ULUBy OW4 CHECKED BY: Pub It 9•R2e•tim ONe CHECKED BY: alt CHECKED BY: -a•I MT � MAM m� (XIMB)%Dim( B�V 1$Q� 7 L M my DAIS PR&Ecf 11O ADI�yEljla COIIWINN M 5vim Nv�In Sww 24m W=/45. an An-51N• No-D ✓lR.•. N d Af.-N.n R.IS fA/�Aw21�m5N Dennis,MnmoRMl OAKRIDGE BUSINESS PARK 24th FILING DRAINAGE AND EROSION CONTROL PLAN SHEETS HET 4 NO. BY DATE PENSION DESCRIPTION