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HomeMy WebLinkAboutDrainage Reports - 10/27/1997 (4)PRoPIOtTir C vo tT COLLINS 199 " Do Final n n1fmrj' Report FINAL DRAINAGE AND EROSION CONTROL STUDY FOR OAKRIDGE DRIVE FORT COLLINS, COLORADO MARCH 1997 THE SEAR -BROWN GROUP Standards in Excellence FINAL DRAINAGE AND EROSION CONTROL STUDY FOR OAKRIDGE DRIVE FORT COLLINS, COLORADO March 25, 1997 Prepared for: Aldrich Eastman Waltch Prepared by: The Sear -Brown Group 209 South Meldrum Fort Collins, Colorado 80521 (970)482-5922 Sear -Brown Job No. 733-001 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 25, 1997 Mr. Basil Hamdan ' City of Fort Collins Utility Services Stormwater 235 Matthews Street ' Fort Collins, Colorado 80522 RE: FINAL DRAINAGE AND EROSION CONTROL STUDY FOR OAKRIDGE DRIVE ' Dear Basil: ' We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion Control Study for Oakridge Drive. All 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, ' The Sear -Brown Group Prepared by: Reviewed by: ' NOT AVAILABLE ' Patricia Kroet h, P.E. Kevin W. Gingery, P.E. Project Manager Senior Engineer 1 ' NEW YORK • PENNSYLVANIA COLORADO•UTAH STANDARDS IN EXCELLENCE EQUAL OPPORTUNITY EMPLOYER TABLE OF CONTENTS ESCRIPTION _ PAGE I. GENERAL LOCATION AND DESCRIPTION A. Location.......................................................I B. Description of Property ........................................... 1 II. DRAINAGE BASINS A. Major Basin Description ........................................... 1 B. Sub -Basin Description............................................I ' III. DRAINAGE DESIGN CRITERIA A. Regulations....................................................2 B. Development Criteria Reference and Constraints ........................ 2 ' C. Hydrological Criteria .. 2 D. Hydraulic Criteria ................................................ 2 ' E. Variance from Criteria............................................2 IV. DRAINAGE FACILITY DESIGN A. General Concept.................................................2 B. Specific Details..................................................3 ' V. STORM WATER QUALITY A. General Concept.................................................3 B. Specific Details..................................................3 ' VI. EROSION CONTROL A. General Concept.................................................3 B. Specific Details..................................................3 VII. CONCLUSIONS ' A. Compliance with Standards ......................................... 4 B. Drainage Concept................................................4 ' REFERENCES.............................................................5 APPENDIX...............................................................6 FINAL DRAINAGE AND EROSION CONTROL STUDY FOR OAKRIDGE DRIVE FORT COLLINS, COLORADO GENERAL LOCATION AND DESCRIPTION A. Location Oakridge Drive is located south of Harmony Road between Wheaton Drive and McMurry Avenue. The site location can also be described as situated in the Northwest 1/4 of Section 6, Township 6 North, Range 68 West of the 6th P.M., City of Fort Collins, Larimer County, Colorado. B. . Description of Property This section of Oakridge Drive is an extension of the existing Oakridge Drive. Presently the property is undeveloped agricultural land. There are no major drainageways contained within the site and topographically the site gently slopes from west to east at approximately 0.8 percent. DRAINAGE BASINS A. Major Basin Description The proposed extension of Oakridge Drive lies within Basin 110, 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. Sub -Basin Description Basin 110 is the SWMM basin that is defined as the street system. This basin remains the same for this project. Basin 160A is a portion of SWMM Basin 160 (a portion of Wheaton Drive) that will be routed along Oakridge Drive. Flows from Basin 110 were taken from the SWMModel and flows from basin 160A were calculated using the rational method. The flows from these basins were totaled without accounting for any time dependant routing which will provide a conservative total.runoff. DRAINAGE DESIGN CRITERIA A. B. C. Q E. Regulations The City of Fort Collins Storm Drainage Design Criteria is being used for the subject site. Development Criteria Reference and Constraints From the Master Drainage Plan, 10 year and 100 year developed flows from Basin 110 will be conveyed in the street to the existing Regional Detention Pond #2. This regional pond has previously been designed to accommodate developed runoff from Basin 110. Hydrological Criteria The rational method for determining surface runoff was used for Basin 160A. For Basin 110, the runoff values were taken from the SWMModel in the McClellands Basin 100-year Master Plan Update (County Road 9 to Fairway Estates) for Proposed Modifications to the Oakridge Village Regional Detention Pond. Excerpts from this report are in the appendix and the rational method calculations are also included in the appendix of this report. Hydraulic Criteria All hydraulic calculations within this report have been prepared in accordance with the City of Fort Collins Drainage Criteria and are also included in the Appendix. Variance from Criteria No Variances are being sought for the proposed project site. DRAINAGE FACILITY DESIGN A. General Concept The extension for Oakridge Drive is, in general, being developed in accordance with the McClellands Basin Master Drainage Plan. Downstream street and inlet capacities have been evaluated and have been determined to be adequate. Calculations are included in the appendix of this report. 2 ' B. Specific Details ' Flows from Basin 160A combine with the flows from Basin 110 and flow via the street to the 10 foot sump inlet in McMurry Avenue. V. STORM WATER QUALITY A. General Concept The State of Colorado requires Stormwater Management Plans as a part of their ' permitting process. Therefore this design includes Best Management Practices for the treatment of storm water runoff which will be implemented during the ' construction phase of this project. B. Specific Details The Best Management Practices (BMP's) for this site include the installation of silt fence along the downstream borders of the site prior to any construction activity. ' All construction activities must comply with the State of Colorado permitting process for Storm Water Discharges associated with Construction Activity. A Colorado Department of Health NPDES Permit will be required before any construction grading can begin. VI. EROSION CONTROL ' A. General Concept This development lies within the Moderate Rainfall Erodibility Zone and Moderate ' Wind Erodibility Zone per the City of Fort Collins zone maps. The potential exists for erosion problems during construction, and after construction until the disturbed ground is revegetated or paved. It is anticipated that construction will begin in May of 1997. ' B. Specific Details Erosion control for this site during construction includes the installation of silt fence along the downstream perimeter of the site and seeding for all of the areas not to receive pavement. ' Calculations for erosion control performance standards were completed per the City of Fort Collins Erosion Control Reference Manual for Construction Sites and 1 3 I 11 C are included in the appendix. The erosion control performance standard for the site during construction is 74.0%. The effectiveness of the proposed erosion control plan during construction is 99.5%. The erosion control performance standard after construction was calculated to be 87.1%. The effectiveness of the proposed erosion control plan after construction is 99.0% and will meet the City of Fort Collins criteria. VII. CONCLUSIONS A. Compliance with Standards All computations completed in this report are in compliance with the City of Fort Collins Storm Drainage Design Criteria Manual. B. Drainage Concept The proposed drainage concept presented in this report adequately provides for the transmission of developed on -site runoff to the detention area utilizing the existing street and storm sewer system. 4 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. 5 M99BieI0)►./ HYDROLOGY ' - CLIENT JOB NO. -7 33 T:O �. ' INC. PROJECT :^ .. /.'J'_�- J�PC CALCULATIONS FOR Engineering Consultants MADE BYFPY- DATE.?I�[GMECKEDBY DATE SHEET 1 OF A division of The Scar -Brown Group r r Y'n -- � 1rf'u¢u cu.•rti-•w. -_ . L-iwF� __ _ - �• _-__ .-_ �_ T � _ _� _J w Z00 zi `. �„•. �\ �aw� � 16D JID EXISTING.' / �LARIMER NO. 2 CANAL SRO G90 -I '�'• \ /, \>40 ' <.x 9.6o CEMETERY nb 31 • \ .I_ i .. 1 ez .. 320 / 5.1,5 NOTE' D451N SID u - ' n•P. / NARNONY RDwO l _ i lj ' �/ 1 i7 _ »..a•<• - �.. •/ OAKfi IDOE' BUSINESS PARK • �� � •• / 'wr- ,230 11THFILING a•.cr 9r ' � ,r4 `^,:JmnI�,J _1.•�p,..0 442 _ •..un — rr•w ec. - ' -ZCAKRIbGE '70 ♦. c <'�' . �� �. �.> _ E , f3 ..<. / , t _r _ _ f 13USIE(E55 PIRK I u 1sP ' . 1•... ,'�\ "a�.- \< I J : i._ ¢ 9TJ4 FIUNO EVANGELICAL '� "� ' ,� _ W.•, r �:••� O_ + t COVENANT CHURCH .� `OO2G0 i42 F i n I OAK 223D „"= i ' a•P. ,<.- < I // / / 29 OAKRIDGE r -rMP. N.r.-.� / _ �•�� / BUSINESS MkK'1'"�•`�-' // -.�_ YP•Yr '= 1 I %I �+--•�' / IOTH F0.1N0 OAKRIDGE +'>'• 25 / -i 1� BUSINESS PARK i �Ia•q. •ni 1 OAK RIDGE AUICINESS , ti r PARK 4TH FILING / L 1 r •- `, (A� \ .. t� P, •c.= �, q•P• wcr (00 II • .OAKRIDGE `p .RI 0 i9^ •'.. i f 220 210 / 51.54 i ' BUSINESS PARK I.- -, `� ; 2374 •••^' ..751' �u.Z•C O BTH FILING - 2D Y'P• Yr� 240 3� I OAKRIDGE O,I,N .-.. ''�` n•m• `j ' 5.00. BUSINESS PARK. 120 ^ , +� : LL'.� ram, '^ arP.,c•� It l • lye, l� , •� .. :w.n 1779 O / 44 LEGEND e....a � 2NO FILING :ICOMLINEAgS - __ - �• /i •. n • .. _ _ _ _ _ ! _ . _ FLARED END SECTION '< • � r•• � f I^ 1 Q I'\ l �� \ , \ <•�, � / _ I!• ���SIORM DRI.IN RIGS 1/ <w"•'•w F LI I • • DDE-BASIN LINE t� //.a�� «<rw •� / G - ..•> - _ _ " ` : --"'�' 1 / 1 DG Iq / FGOw DIRECTION wor. it �� �i,• �r.�l l.'„ 1 I,.r tea' �ar� Vr - % I <•w 4<, .... - �. r / � ' j ' <>Nr� I�..ai.l .: _ •'li/ 300 D>,SIN DESIGNATION tit I� `'• �... 1 '/ -\ i� —� ��,�, '�� ! = n"• 1 [- � `/ �' " " �E RI E Vlfi�'AGEs �. � a4b / n v •'I`'r' �� _ _ ,\' :yl 2572 BASW AREA IN ACRES W I I I i-" � O � � 8 IDD YR couvEYwNCE EIEa•TENT ``� 1•.r�__I _.�__ < r I 1 _ _ . I ��. i� 1 I. A 1 . A •T ' 1_• ^a•:._aa •, LEGEND 10 YEAR ,• < I ___—____ -I — Q' :/ 1 '}t• 1 ..ran •<r., I-.� 1 I •{-.a J¢ ' '%w w � // 1 90 / '• �y I STORM f AK IDG IC �/ U 12 •0 /' 4� NOTES: /I \ 1L G 1. THE RIPE SIZES SXdvN aN THIS NEALT"CARK 50 (II PLAN DE N WERE 1"EN FROM S16N MTERNATNNIAL. 75p �qr•!• TN fI t•N• .=� I-wC •<r- -, / I r� PLANS. ' ••.•� .< •� a.♦.� /�� � �/ 5 0 6 p1UIMAOL CNANN0. -- 1 � ',/ IA( rw 7-1 u • u > N ar n 150 9 - 1 Oim DRIVE_ ` / 5 '/ ! 1( /N 184 M __ _ - rY '•<> tP�IpR►IIOL CNANN[t�rOAK1l100E IIr r(i rl Ln " �j•%'� I� .� BLS O J l=`----- l tt� O �EM1•►� � a 3.. 10EVELOPMENT L��/v I + •• o POND ��� m nur- '� ��9•� yOV40 571 - • Oi ::.,.� - � unr•a.> //���n\ J///V''.\���� • !-ww>c.: '� —� 4 --� IDaE1 \T% 0 RI E V •t ` LL1._A�G b/ 'r .r•n+ �•' .<•� 500 HF _ mil' ( 2NDNG.- -1 �'• �r•jy� ^. �wee.l sR•w. ><. •}. yr IL,.y. �/ Z56 70 r a' `> =>•w` Ta•n..cR ' {• 11 , , d ____ �� - tcR.C::IL�'' \ . 4, \ - /, � 1 ..•w•.<r "- _ F-�7.\ v \�I'IOLTIu . _ r<r+• . n•Pn _ i \ \ URAINAGAGLWAI r I,r.I „r•>••rr LEGEND Dra,nw w.•• P.w.N 100 YEAR _._ ` a �- _ -- 'a•w .o -•'•/ STORM •rNnmo—a—D°""••"+ I AKA DO VI LAE 4T IUMG �n .• aaYa, o,.......w D•Irnrlw +w..I fbw.nf 7 O O � — ' ROUTING SCHEMATICS SOUTHRIDGE GREENS GOLF COURSE , -- - C3 .�- } Scale 1" - 200' . / N • w• LL MASTER - — o ..r D[ sc.[D b'[[•ro "1x/.� Enginerrinq ConEuttan s PARK ON, I OAKRIDGE BUSINESSOSS_0/_�_.O;/ERA TER DRAINAGE PLAN -P. hul L1 :'•\InN nl KNn,I i„4 - •rr-•�•Eo c.•C eRr,cn+o ,••." •• •••,�> `•». •••,•.'••:••.••••<•", .•`•».•••I"'' MASTER DRAINAGE STUDY ISEP 2 4 Im 1 1 e C9 N O �j ©` CD o o CD T N U M N m m C C 0 q C t7 Ulu�t �b as � N m N T 0 � d sr a 4 w CO C > w Lli �+ C m m C� CE. O O a)c Ow U > m C coUw 1 \� co T co U O c �C O C m m m CD CXCD O d O L m 'a C m 0 �. O >'/� O 0 CX x ✓ Z a)O CD0) Cc a a)O CO _ o > •a m 0 'F� .r : �a �rc v�� � � 5 r i1� sS tea � lG .�IdS�er� � r'a � n•.�„� &3o ' CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (MR/MIN) z 182.8 1 16.2 z o.=/J i !�j- ' 4 2. 1 2. VJc1=1 C%41 .5 y 6 77. 77.3 2.6 5 1 5, 7 58.1 .7 0 40. 8 7. 2. 0 40, 9 4 .1 .33 0 40. ' 10 18.0 .5 11 4.8 .3 t cs. I0 `42 FL-0WS IN -12 53.4 8 - 0 40. Mc'M (Ag-al 13 18.9 .5 0 45: 14 55.7 .8 0 40: 15 2.8 .3 0 45. 16 11.8 .3 0 45. 18 35.2 .6 0 45. 19 5.1 .2 0 35. 20 48.3 2.0 0 45. 21 35.1 .7 0 40. 22 171.7 3.1 0 50. 23 36.8 .7 0 40. 24 15.1 .4 0 40. 25 .3 .2 1 45. 26 82.3 4.2 0 55. 27 64.0 .1 2.2 1 10. 28 4.7 .3 1 15. 29 2.9 1.0 0 35. 31 58.5 2.5 0 40. 32 1.2 .2 1 50. 33 18.8 .4 0 40. 34 12.9 .3 0 40. 35 10.4 .4 0 55. 36 12.4 1.4 0 35. 37 71.0 .9 0 40. 38 31.1 1.7 1 15. 39 27.5 1.6 1 5. 41 64.4 2.3 1 10. 42 82.3 2.4 0 55.' 43 176.2 .1 .0 0 50. 44 29.7 1.0 0 45. 50 166.7 1.7 0 45. 51 289.1 2.2 0 50. 91 3.6 .8 2 5. 93 9.4 .1 2.8 1 55. 94 9.4 1.4 2 0. 95 102 111.2 275.0 (DIRECT (DIRECT FLOW) FLOW) 0 2_ 35. 116 183.7 2.7 2 5. - 124 11.9 .8 1 10. 140 191.5 2.7 2 5. 66 .16.6 .1 1.1 1 0. 167 16.6 1.4 1 0. 168 1.3 .1 .4 1 35. 169 17.8 1.4 1 0. 170 17.8 1.4 1 5. 171 2.5 .1 .6 1 25. 172 2.9 .1 3.5 2 20. 173 2.9 .7 2 30. 174 20.2 1.1 1 5. 175 22.0 1.2 1 10. 176 2.3 J 1.1 1 45. 177 30.6 1.4 1 15. 178 7.4 .1 2.8 1 50. 179 9.5 1.1 0 35. 180 25.0 .1 2.4 1 25. 201 23.4 (DIRECT FLOW) 0 35. 202 45.3 (DIRECT FLOW) 0 35. 203 17.6 (DIRECT FLOW) 0 35. 209 142.4 (DIRECT FLOW) 0 35. 210 220.7 (DIRECT FLOW) 0 35. 215 11.9 (DIRECT FLOW) 0 35. 216 2.7 (DIRECT FLOW) 0 35. 217 12.0 .1 .7 1 45. 218 11.9 .1 1.6 1 10. 219 71.0 (DIRECT FLOW) 0 35. 224 92.4 (DIRECT FLOW) 0 35. 226 35.6 (DIRECT FLOW) 0 35. 250 .3 .1 .2 1 40. 270 11.7 (DIRECT FLOW) 0 35. C 60 ' 4 6 7 ' 8 9 10 11 102.1 160.3 111.3 142.7 9.2 35.9 12.0 2.7 3.4 .9 3.3 .5 .7 4 1 0 0 0 0 0 1 15. $5. 40. 40. 45. 40. 25. I DD qP� �L L7�JS I N i2 82.5 .9 0 40. MC,ML,�W2"'I 13 39.3 .7 0 45. ' 15 5.8 .4 0 45. 16 12.4 .3 0 40. 18 9.6 .4 0 50. 19 9.6 .2 0 35. ' 20 99.3 2.6 0 45. 21 68.4 .9 0 40. 22 147.2 2.9 0 50. 23 6.8 .4 0 45. 24 27.5 .6 0 40. ' 25 .3 .2 1 50. 26 86.9 4.3 1 0. 27 76.4 .1 . 2.3 0 55. 28 .8 .4 1 5. ' 29 2 2.9 1.0 D 35. 31 58.5 2.5 0 40. 32 4.6 .4 1 55. 33 33.4 .6 0 40. 35 37.9 .7 1 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 $0. 44 59.3 1.4 0 45. 50 355.6 2.4 0 45. 51 317.4 2.3 0 50. ' 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. LO�/V JZa�4 �j 102 524.3 (DIRECT FLOW) 1 25. �� 116 220.5 2.9 2 30. 124 15.9 1.0 1 10. 140 229.7 3.0 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 t 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. 175 34.6 1.6 1 30. ' 176 2.7 .1 2.1 1 55. 177 $4.1 2.0 1 30. 178 16.7 .1 4.7 1 25. 179 16.8 1.6 0 35. 180 46.1 .1 4.3 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. ------------------------------------------------------------------------------ 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 COLOR -ADO .............................. ON DATE 03-25-1997 AT TIME 0.8:41:28 *** PROJECT TITLE: OAKRIDGE DRIVE *** CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 10 (INLO'f Or l mcG Mut22 4) INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 10.00� (VJE5T slD>e OF STe'Ec-f) 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 (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 2.00 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 22.56 GUTTER FLOW DEPTH (ft) = 0.62 FLOW VELOCITY ON STREET (fps)= 3.03 FLOW CROSS SECTION AREA (sq ft)= 5.26 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 21.02 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 15.80 FLOW INTERCEPTED (Cfs)= 15.80 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 15.80 FLOW INTERCEPTED (Cfs)= 15.80 CARRY-OVER FLOW (Cfs)= 0.00 0 11 ' Calculations for Curb Capacities ark Velocities Major and Minor Storms per City of Fort Collins Storm Drair..ge Design Criteria RESIDENTIAL u/ 6" Vertical curb and -utter Prepared by: RBD, Inc. 0 is for one side of the road only Noveccer 23, 1993 ' V is based on theoretical capacities Area = 3.37 sq.ft. Area = 18.495, sq.ft. Minor storm : Major Storm Slope Red. Minor Q V Major 0 V (X). :Factor : X : (cfs) ps) X • (cfs) (fps) '0.40 : 0.50 : 129.8T : 4.11 2.31 . 64T.33 . 20.47 : 1.41 0.50 • 0.65 129 S7 • = 2 °9 • 647.33 9.75 1.58 : S EE ( CA P AGtT%1 0.60 : 0.80 . 129.87 : 8.05 . 2.83 : 647.33 . 40.11 1.73 : 1'YIC. - L 0.70 : 0.80 : 129.87 : 8.69 : 3.06 : 647.33 43.33 1.87 : 0.80 0.80.: 129.67 : 9.29 : 3.27 : 647.33 : 4.6.12 2.00 : 0.90 : 0.80 : 129.87 : 9.86 : 3.47 : 647.33 : 49.13 2.12 : 1.00 : 0.80 : 129.87 : 10.39 : 3.66 : 647.33 : 51.79 : 2.24 : 1.25 : 0.80 : 129.87 : 11.62 : 4.09 : 647.33 : 57.90 : 2.50 : 1.50 : 0.80 : 129.87 : 12.72 : 4.48 : 647.33 : 63.43 2.74 : 1.75 : 0.80 : 129.87 : 13.74 : 4.84 : 647.33 : 68.51 2.96 : t2.00 : 0.80 : 129.67 : 14.69 : 5.17 : 647.33 : 73.24 r- 3.16 : 2.25 : 0.78 : 129.87 : 15.19 : '5.49 : 647.33 : 75.74 : 3.35 : 2.50 : 0.76 : 129.87 : 15.61 : 5.78 : 647.33 : 77.79 : 3.53 : 2,75 : 0.74 : 129.87 : 15.94 : 6,17 : 647.33 : 79," : 3.71 : '3.00 : 0.72 : 129.87 : 16.20 : 6.34 : 647.33 : 80.73 : 3.87 : 3.25 : 0.69 : 129.87 : 16.1S : 6.60 647.33 : 80.52 : 4.03 : 3.50 0.66 : 129.87 : 16.04 : 6.84 : 647.33 : 79.93 : 4.18 : 3.75 0.63 : 129.87 : 15.84 : 7.08 : 647.33 : 78.97 : 4.33 : 4.00 : 0.60 : 129.87 : 15.58 : 7.32 : 647.33 : 77.68 : 4.47 : 4.25 0.58 : 129.87 : 15.53 : 7.54 : 647.33 : 77.40 : 4.61 : '4.50 : 0.54 : 129.87 : 14.88 : 7.76 : 647.33 74.15 : 4.74 : 4.75 : 0.52 : 129.87 : 14.72 : 7.97 : 647.33 : 73.36 : 4.87 : 5.00 : 0.49 : 129.87 : 14.23 : 8.18 : 647.33 : 70.93 : 5.00 : 5.25 : 0.46 : 129.87 : 13.69 : 8.38 : 647.33 : 68.23 : 5.12 : 5.50 : 0.44 : .129.87 : 13.40 : 8.58 : 647.33 : 66.80 : 5.24 : 5.75 : 0.42 : 129.87 : 13.08 : 8.77 : 647.33 : 65.19 : 5.36 : 6.00 : 0.40 : 129.87 : 12.72 : 8.96 : 647.33 : 63.43 : 5.48 : NC Engineering Consultants CLIENT C="'-�4 C7� r�-'J = 1 3 � JOB NO. PROJECT �..._' CALCULATIONS FOR T n�n� MADEBY-� � DATE IL•11 CNECKEDBY_DATE SNEET_OF 1 1 I 1 �— Wdexa SrL_ _ I .77 I I — 3 --- ! 30 I _o _- ._}-�Id.lot=.Sra�nn ��eT�! oE�W..•r->cn 'C�4�J�I �---��cD: �" ov. •�7�w -- � - - N � _us�...�C.�o��te.. �..a 1 0o so- _ I I I I -T i +- 1 i I -r r •^ 1�• :it It i- i 1 - _ _ F�i ' I ' ' - .{_i..}_; �._.�'-_i- _'F1 � 1 Ti I YT i i 1 1 ! �_1 r_.L..- I I 1.�-__r.l .t �•_ ' ; 1 1 FL I_t-�.T_ i-_.__«_r_.-+.-��__ A. 17, -••-•_-i�.� --t--i--i--.0 �_i__ -_.I�T.�_._�._� -j�•�j _L aiT a , ! 1 1 1 1 1 1 11 I 77 i 1 J ■�wc Engineering Consultants CLIENT c' 'r% OF P7,Q1­_T' t� z7y JOB NO. PROJECT CALCULATIONS FOR/v MADE BY_EC,DATE 7.92 CHECKED BY_ DATE SHEET OF ESL pEw7T7L�.t� V✓� 6�l V �LTGOL en, �e33 . �OCiL� STP��I✓T: �PaG1T1 E.S� i I ,�outuTa� c—rrJ c:; - f =oe7- tiys LP_JT'l=vo i w ►t Ees yQ i Tia Ec er-_- i e, At euTT�'z cA pcca� Y �c�a� � 1..= j 7a?i�1 oP . F��w �� F•oG.1=. oP. CslM�.e. C� :� 5 =..CF4G.1dtlEl.' =:,l.otpE Fr T, C' USE o.otb, Z� a ECJ P zjc�.Cdl_ c>P aa c>�_ CsuoPE Iz.X0.3zx 16L ). Cp?,2xL� 3.37 aF= i 1 , .i I i a k=,%. 1rJ' c-lz�'.= ��o.�:� 112•���o.3Z ��'.�= zo.1Z, I , i EROSION CONTROL RBD, Inc., Engineering Consultants RAINFALL PERFORMANCE STANDARD EVALUATION 1t7,i,A_nn1 PROJECT: Oakridge 24th Filing STANDARD FORM CALCULATED BY: PPK DATE: 3/25/95 DEVELOPED ERODIBILIT Asb Lsb Ssb Lb Sb PS SUBBASIN ZONE ac ft % ft 160A moderate 0.42 390 0.7 16.5 0.0 110 moderate 9.50 2700 0.6 2585.7 0.6 Total 9.92 2602.2 0.6 74.0 tAAMNLt UALUULAI IUNO Lb = sum(AiLi)/sum(Ai) = (0.42 x 390 + ... + 9.50 x 2700)/ 9.92 2602.2 ft Sb = sum(AiSi)/sum(Ai) = (0.42 x 0.70 +... + 9.50 x 0.60)/ 9.92 0.6 % PS (during construction) = 74.0 (from Table 8A) PS (after construction) = 74.0/0.85 = 87.1 ' RBD, Inc., Engineering Consultants EFFECTIVENESS CALCULATIONS F.1100111811 PROJECT: Oakridge 24th Filing STANDARD FORM B CALCULATED BY: PPK DATE: 03/25/97 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 9 Asphalt/Concrete Pavement 0.01 1 SUB PS AREA BASIN % ac Site 74.0 9.92 SUB SUB AREA Practice C * A P * A Remarks BASIN AREA ac DURING CONSTRUCTION 1 160A 0.42 9 0.00 0.42 Asphalt/Concrete Pavement 10 110 7.28 9 0.07 7.28 Asphalt/Concrete Pavement 110 2.22 8 2.22 1.11 Silt Fence Barrier Total 9.92 Cnet = [7.28x0.01+...+2.22x1.00Y2.22 = 0.01 Pnet = 0.8x[7.28x0.01+,,.+2.22x1.00]/2.22 = 0.62 EFF = (1-C*P)100 = (1-0.01*0.62)100 = 99.52 > 74.0 (PS) ' RBD, Inc., Engineering Consultants 1 1 1 1 1 1 1 EFFECTIVENESS CALCULATIONS #733-001 PROJECT: Oakridge 24th Filing STANDARD FORM B CALCULATED BY: PPK DATE: 03/25/97 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 87.1 9.92 SUB SUB AREA Practice C * A P * A Remarks BASIN AREA ac AFTER CONSTRUCTION 1 160A 0.42 9 0.00 0:42 AsphalUConcrete Pavement 10 110 9.50 9 0.10 9.50 Asphalt/Concrete Pavement Total 9.92 Cnet = [0.424.01+...+9.50x0.01y9.50 = 0.01 Pnet = 0.8x[0.42x0.01+.,.+9.50x0.01]/9.50 1.00 EFF = (1=C*P)100 = (1-0.01*1.00)100 = 99.00 > 87.1 (PS) RBD, Inc., Engineering Consultants Oakridge 24th EROSION CONTROL CONSTRUCTION SEQUENCE !e by use of a bar line or symbols when erosion control measures will be installed. modifications town approved schedule may require submitting a new schedule for ral by the City Engineer. YEARS 97 J 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 Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation N ettings/Mats/Blan kets Other STRUCTURES: INSTALLED BY MAINTAINED BY VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS O ' RBD, Inc., Engineering Consultants EROSION CONTROL COST ESTIMATE PROJECT: Oa ridge 24th Filing # 33-001 PREPARED BY: PPK DATE: 03/25/97 CITY RESEEDING COS Unit Total Method Quantity Unit Cost Cost Notes Reseed/mulch 2.22 ac $636 $1,412 See Note 1. Subtotal $1,412 Contingency 50% $706 Total $2,118 EROSION CONTROL MEASURES Unit Total Number Method Quantity Unit Cost Cost Notes 8 Sift Fence Barrier 800 LF $3 $2,400 Subtotal $2,400 Contingency 50% $1,200 Total $3,600 Total Security $3,600 City of Port Collins, Colorado HARMONY ROAD hay ' h, = /w r .4 pg t .9 e APB our rTaeu 11.2 Rehommandeal >wli fel ,e APpuon Rat" of SeN. fa Temporary wbi aCa— bye. spear s.o�1l oraee'Yound e.e utl Rwyaae Cal 30 Wle CaY )0 Cenal Row tort e0 weal - fol came 60 Y Cal 0 Meet w� 10 Hyarld �' worry, 15 S«lhm All 10 Car ewe grove mW NeR mi It U Ise lard) Warm www, Worm make Ivey mole growth F off Name oaa vmmn .able 11 a iAmUfloo planting Allow DAY f pomeo n lmyraY/`oar ny powwe Tale 114 p lag Dales fo- Ali o f Tenpvorr/cores 6y Gaeew. DAZE PERENNIµ TEYPMARY/COVER GRASSES WM GRASSES Jn M - Fa ze Yes Yes No No n 01 - May lS Yes Yet No Well 16 - Way 31 Jam - I31 Yq No lDI - Nrp 31 a x e O�cf q - pe»R Je Yw Yes Na No wW ft wan be dI gtotal lea oe eManmm"t of wallch, of eM melatle a1M ory m pawn n aw a tengvay Owl or vets troy YWCn Dalytml° bplkolen Role Nome mo " 07 - Doc 15 3 tan./sae E mw,l' (bal (met, Ar IImbteJ Jm 01 - osr 31 Natal/sae a yP tale Hay Or .Wave maltf. Uall ON, Aft of aa.bu..hiedWort. and at It fall of Able, N e FAWI b. 10 m ar mace ones, el eeedbgAth AfIre pww m hay aa note.. Tom M A soff etlN mull m . If nNti Is uwhat twill mere may be appli trm March 15 Mragn SmiumM b. Hay or Ste.. Males Hay ff be whowl to too wY by se, ai the m g mythical. (a) m which .0 ant, me, mr may Wmw Atmor. nton N. At t W. of me Rb« row be to nenw Or more m Ali. (b) therumeture motor telling Imi OW 1M boy or Wo. acewap I. maul n.WRme (t) Taxidgere voled an the maem b In, 2 As hivee or oar matt be Now all naWaa .we.. I I, SQUARE , Qfi, ART ulla, v mla uvc ATrRCx s\ iEM£ �rs :/uric maaec xAxs YIIYI Yalxi low SILT d2 �\ SET IENCE CaISIInICTC« 3LW[MCL ' PROJECT. OARRpIL ah\E STYp Fp c Maul fast IQ 97 my cCYRETEO eY Pa: •sac DAM. WAR 1"7 tine by 'w a t immlw Mlflmlmto an appowe threadlike may mwwiltng a nor whodue et Anyone by Ue Cdy offal YEAR low little as A Y J 3 A sl Ol IN J FIY O OT Weak Oil EROSION CONTROL eets w Al el AAlfarl Banes Vpwaliw YaUaA thatSdml MAY MWFYL fW4d COM1N0. RA RYx S Rat Tr9/RaeYl Reasbn.ITeaeiele. Not Force Bmlee Sam away be SJ Pryewtlm coalmr runow iwra[Fq Ayhyt/CmµrN parving we OIM-6ew1 YRe-0 l KQTAI Pengnnl Row Not we Thewwwa9 yy News Ip 1 Sad "hanim, te/11wIEm OWtt'"e srRUCTORES. INSTNLm BY YAMTMW w OATS 51@ lI D APmONp BY arY OF FMT C s M EROSION CONTROL NOTES Any area stripped of Its vegatanm cover shays the kept h a toughened condition by ripping plowing flaking or either acceptable An stags that o not in roadways shall how M months a crimped mulch applied per City hip NlrMuone ae Awn as Doi gradig so completed. In elloll my .hipped area remain fed and mulched n w far more tom fas. The section of them reds that are to W paved must have o 1' lately of grovel mulch (1/4' to 1 1/20 grovel) a l" at a rate of at leosl 1W thane/ocre 'mmediately of er oslot WMd g is completed. All the dleturbef areas rot In a RaafwaY w gem belt ores shau real" a temporcry wgetalan med All pm the specnkatgns on able sheet After seeding a tiny or strew mulch shall be t IW over the veM at a rate of p tons/acre minimum, and the mulch Nall be adeal lY anchored, tehed, or creaded Into the sell plot NN metho an this sheet Nhme passible, the e+hiMg wgetollan and nlablMe grass Mall be maintained. The porYnent structure Mould be spaded as soon as Possible after the utilltles haw hem Installed. OESIOI PONT BASIN I Dte call 01m h 16 16DA 1.1 3.6 11 110 •,.6 •12 11 16DA 110 5.9 axe of mat sxbuoou 49 0 • • eit Q��% �.% e989 ID(l G CONTOUR —y6� PROPOSED CCNTa1R CHRECTION OF Flow QDESIGN PONT 019�NIM DRAINAGE BASIN BOUNDARY NUMBER eBASIN IMAC BASIN AREA 'IN AVERAGE STREET SLOPE —Y— SILT IEylOE egtl UTILITY PLAN APPROVAL APPROVED: nW.abr a aylomiaR ost. CHECKED BY TOW 6 Eesbwbc Oddy Dub CHECKED BY: B wtar Ui Deb CHECKED BY. Pax A n ,..had Date CHECKED BY: Deb CHECKED BY: CALL UTILITY W0 ATI CENTER OF COLOEUDO 1-800-922-1987 OR 534-6700- lff ' Ie.eR ,aAJTRa .. Nil ilGrate cr.— Ifip IF GAW Nil -e9;2 `- DESIGN POINT 15 AT INLE ON MCMURRY AVENUE APPROXIMATELY 1400 FT. SOUTH OF PROPOSED OAKRIDGE DRIVE SCALE 1'-5D' M No AN FMMMMMMWkmmmmmmi W < 2III R dit < at T � p O N O 0 W W O W a, de v 2 to L Z O J < O i 0 p U ¢<r <g Si BQ 03W yo 733-001 MAWNG No 2 of 7