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HomeMy WebLinkAboutDrainage Reports - 08/14/1995Final �r1 Ord F*port a=6, Zt9 FINAL DRAINAGE AND EROSION CONTROL REPORT FOR HARMONY PRESBYTERIAN CHURCH FORT COLLINS, COLORADO \&/VK � "� '� �� -0■ J \M/ V V C 1�. ■ C L. WELSH ENGINEERING SCIENCE & TECHNOLOGY. INC 1 1 1 1 1 1 1 1 1 w7=0 ■ C %v . WELSH ENGINEERING SCIENCE & TECHNOLOGY INC FINAL DRAINAGE AND EROSION CONTROL REPORT FOR HARMONY PRESBYTERIAN CHURCH FORT COLLINS COLORADO i Prepared for Harmony Presbyterian Church 400 East Boardwalk Drive Fort Collins CO 80525 Prepared by W ESTEC 2629 Redwing Road Suite 200 Fort Collins Colorado 80526 J�E �H NO 94425 `o�Q ��,,ST"tu r y' r v 16466 Sjo ,u G, o^ `2 ,�9T" NAL ... June 19 1995 `�• OF C0\-o0.Q:• ���.rru nrrr�✓ 2629 Redwing Road Suite 200 Fort Collins Colorado 80526 2879 Ph 970 226 3535 Fax 970 226 6475 Reno Tucson Elko Winnemucca Pleasanton Englewood Nevada Arizona Nevada Nevada California Colorado I June 20 1995 \�/ YY C � ■ C L. WELSH ENGINEERING SCIENCE & TECHNOLOGY INC Mr Glen D Schlueter ' City of Fort Collins Utility Services Stormwater ' 235 Mathews Fort Collins Colorado 80522 ' RE HARMONY PRESBYTERIAN CHURCH FINAL DRAINAGE AND EROSION CONTROL REPORT ' Dear Mr Schlueter Transmitted herewith is a revised copy of the subject report for your review and approval ' All calculations for this report have been made in accordance with criteria established by the City of Fort Collins ' If you have any questions or require any modifications please call me Thank you ' Sincerely W ESTEC c);) 1 Ma rice H Lutkin P E Manager Civil Engineering Division 1 ' 2629 Redwing Road Sulte 200 Fort rt Collins Colorado 80526 2879 Ph 970 226 3535 Fax 970 226 6475 Reno Tucson Elko Winnemucca Pleasanton Englewood ' Nevada Arizona Nevada Nevada California Colorado I 1 1 FINAL DRAINAGE AND EROSION CONTROL REPORT FOR HARMONY PRESBYTERIAN CHURCH FORT COLLINS COLORADO DEVELOPMENT LOCATION AND DESCRIPTION Location Harmony Presbyterian Church plans to expand its facilities The expansion consists of new space attached to the existing church building an additional paved parking area walks and general site regrading in the location shown on the enclosed Site Map A site layout at a larger scale is shown on a print of the Drainage Study and Erosion Control Plan appended at the end of this report The site containing approximately 4 5 acres within the lot lines and 3 7 drainable acres is bounded by Lanmer County Canal No 2 on the north tennis courts and residential development on the east Breakwater Drive on the south and East Boardwalk Drive on the west The site lies in the Southwest Quarter of Section 36 Township 7 North Range 69 West 6th P M City of Fort Collins County of Lanmer State of Colorado Property Description The property contains the existing church building and a parking lot located on the western edge of site The remainder of the site is covered with native grasses and some shrubs and trees as shown on the appended copy of the plan entitled Existing Conditions A large open ditch exists in the north east portion of the site part of a system used infrequently to recharge Harmony Reservoir from flow in Lanmer County Canal No 2 Both the existing development and the undeveloped portion of the property flows from north to south to Boardwalk Drive with steeper slopes of up to 8% along the canal to the north and more gentle slopes of 3% near the street DRAINAGE BASIN IDENTIFICATION Description The proposed development lies in the McClellands Mad Creek Drainage Basin DRAINAGE DESIGN CRITERIA Reaulations The City of Fort Collins Storm Drainage Design Criteria [11 is being used as the basis for this report RW �, RL a RL y RIP Ro LZ Jr High RP BP LHORSETOO ROAD T Me sp RL RP .owo ..�..,...�.,...�.....�..� \ z � ... A rren Park a W � J C7 I y Illp rp RLP 1 �Wdrran Lake Rssvvmr^ l HARMONY / 0PRESBYTERIAN CHURCH +•� T nnp NB 'd �`� Rmp Breakwater Dr --6C;zz-\ Rarnwny� b �i� RLY Reservoir e BP A SCALE IN FEET bp1000 2000 OUT A bp RLp RYY HARMONY ROAD r7.bl OL 0uT WATER FIGURE 1 Date MAR 1995 WASTE HARMONY PRESBYTERIAN CHURCH NV& LAND SITE LOCATION MAP Project 94425100 INC ' Development Constraints All runoff from the site now drams to Breakwater Drive and is conveyed in the north ' gutter to a curb inlet that has been constructed over a 36 inch RCP part of the Harmony Reservoir recharge system mentioned above The south side of Breakwater also enters this pipe through a similar inlet and the flow is then conveyed to Harmony ' Reservoir via a man made channel that is a part of the backyards of the adjacent residential development to the south While the optimum drainage design would release the runoff from a 100 year event over the developed site to the downstream ' system at the historic release rate for a 2 year event from an agricultural setting it is impractical to collect runoff by gravity from the western portion of the site where existing development has taken place Hydrologic Criteria ' The Rational Method and the runoff from a 100 year storm were used to design the drainage system for the Harmony Presbyterian Church 1 1 1 Calculations All calculations for this report have been made in accordance with criteria established by the City of Fort Collins Variances It is requested that runoff from the western portion of the site be allowed to enter the downstream system without detention as it has done since the present church building and parking lot were built It is also requested that this project be excused from accounting for the runoff from one half of the adjacent streets as they too have historically discharged to the Harmony Reservoir recharge system This request is in keeping with the Master Storm Drainage Report for the Landings P U D by Cornell Consulting in 1979 This report proposed that the area containing the church be drained undetained to Harmony Reservoir DRAINAGE DESIGN Concent As much of the site as possible about 50% will be collected by gravity and routed to a new inlet constructed over the 36 inch RCP described above The basin will contain part of the roof of the new addition the new parking lot walks and natural ground to the north New piping will eliminate the open ditch that is part of the existing Harmony Reservoir recharge system The runoff from a 100 year storm will be detained in the parking lot in a pond a maximum of 18 inches deep and released at just above the historic rate for a 2 year storm from an agricultural setting These elements are shown on the Drainage Study and Erosion Control Plan appended to this report L 1 I 1-1 I 1 Details A time of concentration of 22 minutes was calculated for the 3 7 drainable acres using a historic runoff coefficient of 0 2 and a 2 year storm A historic release rate of 1 3 cfs was determined to represent historic agricultural conditions A runoff coefficient of 0 56 was calculated for a 100 year storm for the detention pond basin The volume of the detention pond was determined to be 7359 cubic feet using the trapezoidal method Mass balance calculations for the detention pond basin were made using the historic release rate of 1 3 cfs and the required volume was determined to be 7697 cubic feet slightly in excess of the available volume It was determined that the pond volume was not exceeded by a release rate of 1 5 cfs The free opening in the grate over the inlet will be reduced so as to allow runoff to enter the system at this rate with 80% of the opening effective due to clogging It should be noted that a study was made of the open ground in the south central portion of the site While the area could be readily graded to provide detention that could be released to the street by gravity insufficient runoff enters this area Only a small portion of the roof system drams to this location making a detention pond here an impractical supplement to the concept of detained runoff • An attempt was also made to develop a larger detention pond in the new parking lot so that a release rate less than the historic 1 3 cfs could be used to offset some of the direct runoff to the street However maximum allowable parking lot pond depths and practical grading considerations prevented this approach Note The slopes of the existing and new roof are such that it makes it impractical to convey all the roof runoff to the new detention pond A variance is required as noted earlier m m m m m m om! = = m! m m! m = m m 66 000 01 PRAs°PORo°AD+T UTIa UTY \\ •� \ 9 IPROPOSED DRAINAGE I I I I I I COSTING GRASS, BRUSH 1— - - --y AND TREE I 1 \ \ Y AX , I 1 1 y L � - - - +ED --"°°• s--- ED i G I 1 1 �bo� I A/// 44 /Y// ////////////////N/ / \I 1 \\ EXHIBIT A PROPOSED EASEMENT CHANGES SCALE IN FEET 0 SO 100 , 1040 10,00, / m / PROPOSED GRADING I NEW FELLOWSHIP HALL o FINISHED FLOOR ELEVATION — 5025,00 � 6C CO 4 PROPOSEDEXHIBIT EASEMENT EASEMENT I I I _ SO27 I 502, I i 5025 ---of I 5024 I 5 I I I I I I I I I I I ( W I %TO� I I i l I l y CO SCALE IN FEET 0 40 EO r- I I I I I I I I I I I ' RAINFALL EROSION ANALYSIS Site Sods ' The Lanmer County Sod Conservation Service Sods Report identifies the sods at the site as belonging the Heldt Clay Loam described as having slight to moderate rainfall ' erodibdity The natural drainage of the site is from the north to the south away from the Lanmer County Canal No 2 The slopes across the sight are approximately 5 to 15 percent away from the canal and then approximately 1 to 2 percent to Breakwater ' Drive The sight is currently covered with either paving and sod based landscaping or dryland grasses with 45 percent cover The rainfall erosion season as detailed in the City of Fort Collins Erosion Control Reference Manual [21 (the Manual) is between May 1 and October 31 Construction at the site is estimated to begin June 1995 and continue through October 1995 The Manual details the site as having moderate wind erodibdity characteristics The Manual states the predominant wind direction is from the west northwest in this area ' The wind erosion season as detailed in the Manual is between November 1 st and May 31 st ' Performance Standard The estimated "During Construction" and "After Construction" Performance Standard for the site are 82 5 and 97 4 respectively For the purpose of estimating the site s ' Performance Standard the entire site was evaluated based on final development contours for the disturbed area only The limits of disturbance are shown on the Drainage Study and Erosion Control Plan 1 The Performance Standard for the site was estimated using the methods detailed in the Manual and the estimated average slope length and slope for the site Flow lengths ' and slopes developed for calculation of the "During Construction" Performance Standard is presented on Standard Form A in Appendix II The Performance Standard was taken from Table 5 1 of the Manual The "After Construction" Performance Standard is calculated by dividing the During Construction" Performance Standard by 085 1 Practice Factor Measures Sediment control practice measures for the development will consist of the ' construction of a silt fence straw bale dike and a gravel inlet filter in the proposed parking The location and details of these practice measures are shown on the Drainage Study and Erosion Control drawing and the Details drawing ' Practice factor measures for the site after construction will be dismantled and thus a weighted P Factor of 1 0 was used to calculate the effectiveness The calculations ' for the weighted P - Factor for each basin during and after construction are presented on Standard Form B in Appendix II I ' Cover Factor Measures Cover factor measures for the site during construction will consist of the building floors ' and parking areas These areas were assigned a C Factor value of 0 01 Additionally disturbed areas which will not receive construction traffic after grading will be seeded and mulched These areas were assigned a C factor of 0 06 ' Cover factor measures for the site after construction is completed will consist of implementation of the landscaping plan which calls for landscaping or establishment ' of the grass cover of at least 60 percent cover over the disturbed areas of the site Grass will be established with the use of hay or straw mulch applied and secured at a rate of 2 tons per acre The landscaping and mulched/revegetated areas were assigned C Factor values of 0 06 as selected from Table 5 2 and Figure 5 1 Cover factor values for the paved areas and the undisturbed grassed areas were not changed from "During Construction" conditions The calculations for the weighted C Factor ' for each basin during and after construction are presented on Standard Form B in Appendix II ' "During Construction" Effectiveness Evaluation The Net Effectiveness for the erosion control measures at the site during construction ' was calculated as 82 7 percent and exceeds the "During Construction' Performance Standard value of 82 5 percent Calculations of the basin effectiveness value and the Net Effectiveness for the site are presented on Standard Form B in Appendix 11 ' "After Construction" Effectiveness Evaluation ' The Net Effectiveness for the erosion control measures at the site after construction was calculated as 98 4 percent and exceeds the "After Construction" Performance Standard value of 97 4 percent Calculations of the basin effectiveness value and the Net Effectiveness for the site are presented on Standard Form B in Appendix II WIND EROSION ANALYSIS I F 1 1 The surface sods at the site are rated as moderately wind erodible Construction at the site will begin by June 1995 after the wind season of November to May and the site does not fall under any of the exclusions available in the Manual Construction disturbance at the site as detailed above will occur across the entire disturbed area The limited size of the construction area and the necessary access in this area will restrict the available area for placement of a wind barrier For this reason the wind erosion features to be constructed at the site will consist primarily of natural features at the site water erosion controls and the features to be constructed The wind erosion control measures which will be implemented during construction will include the items listed below and are detailed on the Erosion Control and Grading and Drainage Plans • The existing irrigation ditch to the north ' • The silt fence along the south and east margin of the property • The existing budding parking and landscaping to the west ' • The proposed construction features ' The tennis courts and fencing to the east Wind erosion control measures which will be implemented after construction will consist of mulching and seeding the disturbed areas Hay or straw mulch will be applied and crimped into the sod surface at a rate of 2 tons per acre after seeding of the site The silt fence will be removed when the mulch is applied The remainder of the wind erosion control features will remain intact to counter sod loss during vegetative establishment ' INSTALLATION SCHEDULE I I I I �i 1 Construction of the church expansion is proposed to start in June 1995 and continue during the summer The approximate date of implementation of the erosion control measure during construction are shown on Standard Form C in Appendix 11 As shown on Form C the silt fence will be constructed prior to overlot grading Permanent vegetation will be seeded and mulched during the late summer prior to the next wind erosion season EROSION CONTROL SECURITY The erosion control security requirement for the site was estimated based on the specification of Section 2 0 of the Manual The cost of the erosion control measures at the site as detailed above were estimated to cost $1 600 with a security requirement of $2 400 The estimated cost to revegetate the disturbed areas with a dryland grass mix according to the city s 1993 mulch and revegetation bid was $1 300 with a security requirement of $1,950 The larger amount is required prior to construction Both cost estimates are detailed in Appendix II ' REFERENCES 1 City of Fort Collins Colorado Storm Drainage Design Criteria and Construction Standards May 1984 Revised January 1991 2 Denver Regional Council of Governments Urban Storm Drainage Criteria Manual, Volumes I and II March 1969 6th Printing Vol I September 1978 I I 1 I I 1I 7i L f L L I I t APPENDIX I 1 HYDROLOGY AND HYDRAULIC CALCULATIONS I I I I I I I I I i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 WATER Project Calculated By vv W A S T E Project No Checked By & LAND Task Date ! �TpQ �C. �o / e. v la /46 D / e 3 7 /3 ¢2_ / ¢4- - G 2 x /174'< Q 7-5 7A?Q RFOWIND ROAD SUITE 200 FfJRT COLLINS COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 1 1 1 1- 1 1 1 i 1 1 1 1 1 1 1 1 1 l 1 1 774 o so = o �2- WATER, WASTE & LAND, INC PROJECT HARMONY CHURCH PRJ NO 94425 POND EAST PARKING AREA DATE 03/03/95 INPUT VALUES TRAPEZOIDAL INCREMENT CUMULATIVE ELEV AREA VOLUME VOLUME FT SF CF CF 1900 0 1950 621 104 104 2000 27683 766 869 2050 6,613 2,251 3,121 M = M = M = M DETENTION POND SUMMARY HARMONY PRESBYTERIAN CHURCH 04/18/95 Required Volume Maximum Allowable Volume Provided Stage Discharge cf cf ft cfs POND -PARK 7,355 71359 5,02050 113 MASS BALACE CALCULATIONS PROJECT HARMONY CHURCH BASIN NORTH AND EAST DATE 04/13/95 POND PARKING LOT Time mm Runoff C Rainfall Intensity m/Hr Area Ac Q100 Flow cfs Duration sec RunoffAllowable Volume c Release cfs Discharge Volume c Pondmg c 5 0 520 900 1770 1035 300 3,106 13 390 2,716 10 0 520 715 1770 823 600 4,936 13 780 4,156 15 0 520 6 00 1770 690 900 6,213 13 1170 5,043 20 0 520 520 1770 598 11200 7,179 13 1560 5,619 25 0 520 460 1770 529 1,500 7,938 13 1950 51988 30 0 520 420 1770 483 1,800 8,698 13 2340 6,358 45 0 520 335 1770 385 2,700 10,406 13 3510 6,896 60 0 520 260 1770 299 3,600 101769 13 4680 6,089 90 0 520 187 1770 215 5,400 117618 13 7020 4,598 120 0 520 144 1770 166 7,200 11,928 13 9360 2,568 180 0 520 105 1770 121 10,800 13,047 13 14040 993 MASS BALACE CALCULATIONS PROJECT HARMONY CHURCH BASIN NORTH AND EAST DATE 04/18/95 POND PARKING LOT Time (min) Runoff C ainfall Intensity n r Area Ac Q100 Flow cfs Duration sec Runoff Volume c Allowable Release cfs DiscHarge Volume c Ponding cf 5 0 520 900 1770 1035 300 3,106 113 339 2,767 10 0 520 715 1770 823 600 4,936 113 678 4,258 15 0 520 6 00 1770 690 900 6,213 113 1017 5,196 20 0 520 520 1 770 598 1,200 7,179 113 1356 5,823 25 0 520 460 1770 529 11500 7,938 113 1695 6,243 30 0 520 420 1770 483 1,800 8,698 113 2034 6,664 45 0 520 335 1770 385 2,700 10,406 113 3051 7,355 60 0 520 260 1770 299 3,600 107769 113 4068 6,701 90 0 520 187 1 770 215 5,400 111618 113 6102 5,516 120 0 520 144 1770 166 77200 117928 113 8136 31792 180 0 520 105 1 770 121 10,800 13,047 113 12204 843 RENO NEVADA 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I I I -�I � I � i I i I I I I I I I I I _ _ I ill I -1 I I 1y1�- _I 1 1 1 1 - I I I I I I I_ -- I I _- (�- 1 1( 1 I I 1,-- I Ell I I I 1 1 1 - L � I � ' 1 i I I I I I I I 1 1 1 1 � I ~_- �r_�._ II -_ r---i--' _�-•--- I 1 I L 1 1 1 APPENDIX II ' RAINFALL AND WIND EROSION CALCULATIONS I I I 1 1 I I I I 1 WATER Project `y Calculated By '-Mkf�- 1/ W A S T E Project No Checked By & LAND Task �E�Sr� Date � �� INC t--ie 4ktE— 5mv,34)wJJ Fo/ , '✓L s`Y��►J SC.`� 5 �-1 fir 1 W iA(p E!j©S io,J fl ,zJ7e1L� 1 �i�'�¢I`S Ce�u.�rR-� I — t►q,+�l ��tL, = I I c��i �2-�T� 1 i 1 2629 REDWING ROAD SUITE 200 FORT COLLINS COLORADO 80525 (303) 226-3535 FAX (303) 226-6475 1 1 1 1 1 1 1 1 i i 1 1 1 1 1 1 t RAINFALL PERFORMANCE STANDARD EVALUATION --------------------------------------------------------------------- PROJECT �AJZIAo,,3Y TANOARD FORM A COMPLETED BY hL�L_ ---- ----- ---------------------------- DEVELOPEDIEROOIBILITYI Asb I Lsb ----------------DATE I Ssb --------- I Lb I Sb I PS SUBBASIN I ZONE I (ac) I (ft) I (%) 1(feet) 1 (") 1 (t) I ------I------- �zp Z 5 l�0 2 O I I I«oIZS I I I 0E?a:cq ----- - )I/SF- 1989 61I —18zkv I �i I C Ci I u I I I 1 ErFFECTIVENESS CALCULATIONS -----------//-----------------------------------------------------------� PROJECT ryA2�0 �2��T�'Ju�d-N STANDARD FORM B COMPLETED BY i.I 1—,�-T DATE I Erosion Control C-Factor P-Factor I Method Value------- CommentI --- ----------- �� mac. ------------Value / O / C ------- I i Muva\ 4400ED (�, C� I �b 7,ToN/AcM pN�jev p o , c)------------ MAJORI PS SUB I AREA I I BASINI ----- (1) I ------ BASINI -----I------ (Ac) I - --------CALCULATIONS -----------------------------I 1,04� I I I I-------------- HDI/SF-B 1989 -s�M�k* 1�A�D o.z�4c. d o A-c, � C-7-"", C Cv za Gam- 6,5�f1 O,g c6,S / 61� [1 1 I 1 I 1 I I I I I 1 I EFFECTIVENESS CALCULATIONS ----------------------------------------------------------------------� PROJECT Ii q�'�1 ,�54 Cµ 1 STANDARD FORM B COMPLETED BY L,1�,.1��-rl� DATE / ( E-osion Control C-Factor P-Factor I MethodValue --- ------------ Value ------ Comment -- I ------------ --- LtA-. 7 08pl I,O SaD I`iw�� o I MAJOR BASIN t PS i----------- HOI/SF-B 1989 SUB BASIN AREA I (Ac) I CALCULATIONS ------ I -------------------------------------------- 2p1 I Ole WT i;> C-- FiLn� _ (l,' U �c D, 01 ) + (6,�.q� C ke- = - L = - 1L I I ---------------------------------------------j m m i m m m m m m m m m i m m m m m m CONSTRUCTION SEQUENCE CHART FOR EROSION CONTROLS Year 1995 Month M J J A S O N D J OVER LOT GRADING WIND EROSION CONTROL Emstmg Site Features X== xxmm �a X== Construction Features =M= �D= =M= �D= RAINFALL EROSION CONTROL STRUCTURAL Asphalt/Concrete Paving �� xxxxxxx �a m Silt Fence Barrier xmm �a �IX �� �= Gravel Inlet Filter �= X== A== Straw Bale Dike �= �D= �= �a VEGETATIVE Lanscapmg & Seeding Mulchin@ 2 tons/acre � � i 1 1 1 1 I 1 i i 1 i 1 1 [1 i 1 1 i WATER Project �/aO.M KY2 L4 Calculated By W A S T E Project No 2-5 Checked By & LAND Task Date -rrzoL- 5 7,k,N� 7b ��►� �Ju►�►��y � 5 "T-Z'-z-, 7Da� u -�� tii -r 3�5 ,—•�.�t� L Hsu 75— t.Jr Lid ��✓� �L`� 1 2629 REDWING ROAD SUITE 200 FORT COLLINS COLORADO 80526 (303) 225-3535 FAX (.303) 225-15415 I 1 1 1 1 i 1 1 1 i 1 1 i [1 1 i i 1 WATER Project Calculated By JT� IV W A S T E Project No L�Vr Checked By & LAND Task Date L> STE A„� ���►� Mra-r���5 _goy L4 p (-Ot57- _ 4 ZOO 1 2629 REDWING ROAD SUITE 200 FORT COLLINS COLORADO 80526 (303) 225-3535 FAX (303) 22b-b415 i 1 i 1 1 1 1 1 1 1 1 1 1 1 WATER Project M i 4-1A Calculated By —L 1 lr-- vv W A S T E Project No �4V5 Checked By & LAND Task 2Fko 525�c Date INC. �-z7r CT7 �ZKX-17� y, ' M k �C-N 2 & T�i4c_ FKo Cy- Ppez� 1 M3 AtA,�< G�D 4L, G 1 2629 REDWING ROAD SUITE 200 FORT COLLINS COLORADO 80526 (303) 226-3535 FAX (303) 226-6475 r s r \�E AIR SEP x[ HARMONY PRESBYTERIAN CHURCH nm INDEX COMOUR, ■ EXISTING AREA Two —496— NEW INDEX CONTOURS IT R IMERW L) NEW INTERMEDIATE CONTOURS (0 5 FT INTERMIT) DETAIL ID NUMBER 1 - REFERENCE SHELF NUMBER jl- SILT FENCE (SEE DECAL D-28 Y"ET ® LICUTS OF DISTURBED AREA --- DRAINAGE BASIN MI DRAINAGE PAT' -'-T ORYIAND GRASS R AF(STATION •—�JDFTFNPON �POND P. ELATION n ND ory = sDsO m SEE SALET 5 DETAILS NL GRASS COVER AND LANDSCAPING HAVE BEEN SEESTABLISHED, E LANDSCAPING PLAN EST REWIRED LANDSCAPINGAND SEEDING mix x CONSTRUCTED AND SEDIMENT IINED IN ACCORDANCE MWLCITY R FORT CaxNG STANDARDS. A P �W9B ONSVE S URM DRAACILI�S NOR ANY CE AYSIT PORTIONS OF ME STORM DRAINAGE SYSTEM SLOAN ON THESE PLANS COCONSTRUCTION ACRnTY MUST CNI MM ME STATE SEE OFDG PERMITTING PROCESS FOR STORMWATCR DISCHARGES ASSOCIATED RIF CONSTRUCTION ACTIMIEs. FOR INFORMATION, PTEA% CONTACT COLORADO DEPT. CE HEALTH. WATER WAUTY CONTROL DESIGN WocG-PL-e], ATTN: PERMITS A, ENFORCEMENT SECTION, PHONE (303) 692-2590. 6. IF OEWAIERINC 6 USED TO INSTAII FLUFFS, MEN A STATE CONSTRUCTON OCWATERNO WASTFWATER DISCHARGE PERMIT $HALL BE REQUIRED C ARCED INTO AS GAR SFWCR CHANNEL R W IGUTON DITCH M ANY WATERS OF IH_ UNPI Su25 Z MOM PLIIANCEONMM SCHEDULE BELow oV REu%IVE BASIS FROM" LTANT DATE B CONTROLLED F BMTTSWEEDINO IMAM OR eY USE ATECQAYU TPAD BE CWSTBUCTFD AT THE SITE ENTRANCE. WSPIXPBEYOND PROPERTYBOUNDARIES SULL BE BouF Y"ITTEEONOTHEPRY 10 A AND a FOR TRADING AND ADDITIONAL MHOU: FWEOIrnMl1101- WRI.NfA MI! qMU 9A9IMRRWG/.RPA nn'1£ ulaAM CT VALLINE3 'AL INvE NI AREA to AN ATUDEAMIT PIT SF (OFF YCIF AN IF CHAT I MAN DATA NAM, MAY �M] TAX. CIA NAVY V, MY ANY FIT 211 UE'I'ENTION POND SUMMARY T IARMFANY ERF9YlEP U N QI VRCII Y�Me ROFYN 91y, I IIINF Im !a) LnI tT. 1) u 3L� I.ITI 5G1£ IN FEET _ BD G 60 IR ROCRA! EIMm'. 11 j I Lin Iv.I rd, 11 im� 2�1 IYVFM�� V qP RWN ] DALARATCW UT I IIY PLAN AI PRUJA_ IINN I MAT -- - Moot a APPBavE¢ CAN I I ., 111, C,.RMX XY1]ReY[SAIR AlI 4 AIIRI„ .,.I III. IAH,.H I IIIt I)l nu.s STANOWm mus 11/4 111L, 1 12 u L.[I Er -.. _. AIFFARTAR.e +o,w OBTAIM I MANY II AMICUS, w EAU L.. "Al FMA PWIRMIAA, IM.], _ _'..I. ... "FAIR _ - -..._ !1CUPY 1 WB ifM1T L, T 11 rilnCARRY • & M UNIT AM a ne W Tan 1II 0. CAR I Ats CM d"IRA ,na. I DRAINAGE STUDY AND EROSION CONTROL PLAN IF 4of5 No Text