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Home My WebLink AboutDrainage Reports - 12/21/2000'1 THIS FINAL STORM DRAINAGE STUDY AND REPORT FOR MOUNTAIN RIDGE P.U.D. 3rd FILING WAS PREPARED BY LAND DEVELOPMENT SERVICES USING THE CITY OF FORT COLLINS STORM DRAINAGE DESIGN CRITERIA AND CONSTRUCTION STANDARDS, dated May, 1984. ALSO, AN UPDATE TO THE 1984 CRITERIA AND STANDARDS PROVIDED BY THE CITY OF FORT COLLINS STORMWATER UTILITY, dated April, 1997 WAS USED. The results of this drainage study are reported in the enclosed text and in the supporting documents, and shown in further detail on the Final Utility Plans submitted concurrently with this report. This Report is a revision of the Final Storm Drainage Reports that were previously submitted by this office and signed on November 22, 1999, April 29, 2000, and August 7, 2000. jSigned this 6th day of December, 2000. Oki RFC U. i� 92 Dennis L. Donovan, P.E. Land Development Services ,i""' 309 W. Harmony Road Fort Collins, Colorado 80526 Phone: (970) 353-4596 IH Final A ed Report 7 Daly !Z toce 11 [J REVISED FINAL STORM DRAINAGE REPORT MOUNTAIN RIDGE FARM P.U.D. 3PDFILING CITY OF FORT COLLINS, COLORADO (November, 2000) PREPARED BY: LAND DEVELOPMENT SERVICES I. GENERAL INFORMATION MOUNTAIN RIDGE FARM P.U.D. 3pj) FILING IS A PROPOSED RESIDEN- TIAL SUBDIVISION IN THE SOUTHWEST PART OF FORT COLLINS. THE SITE IS GENERALLY LOCATED ONE -QUARTER MILE WEST OF SOUTH SHIELDS STREET MIDWAY BETWEEN HARMONY ROAD AND HORSETOOTH ROAD. l THE PROPOSED DEVELOPMENT PROJECT IS LOCATED AT THE NORTHEAST CORNER OF SENECA STREET AND TROUTMAN PARKWAY. BOTH ARE COLLECTOR STREETS WHICH ARE TO BE CONSTRUCTED IN CONJUNCTION WITH THE ON -SITE LOT DEVELOPMENT. A VICINITY MAP /J SHOWING THE GENERAL LOCATION IS PROVIDED AT THE END OF THIS �j REPORT. THE STORM DRAINAGE CONDITIONS IN THE AREA OF MOUNTAIN RIDGE FARM P.U.D. HAVE PREVIOUSLY BEEN REPORTED ON NUMEROUS OCCASIONS, BOTH BY THIS OFFICE AND OTHER FIRMS. LAND DEVELOP- MENT SERVICES STUDIED AND REPORTED STORM DRAINAGE SYSTEMS FOR THE MOUNTAIN RIDGE FARM P.U.D. PRELIMINARY AND MASTER PLAN APPROVAL, FOR THE SOUTH SHIELDS STREET IMPROVEMENT AND WIDENING PROJECT, AND FOR MOUNTAIN RIDGE FARM P.U.D. 1ST FILING. THE SEAR -BROWN GROUP, PREVIOUSLY R.B.D. ENGINEERING, INC., HAS PREPARED SEVERAL STUDIES ON THE STORM DRAINAGE CONDITIONS IN THIS AREA FOR THE CITY DESIGNATED MASTER STORM DRAINAGE BASINS IN WHICH THE MOUNTAIN RIDGE FARM P.U.D. PROJECT IS LOCATED. ALL OF MOUNTAIN RIDGE P.U.D. 3' FILING IS LOCATED IN THE CITY'S McCLELLANDS & MAIL CREEK MASTER STORM DRAINAGE BASIN. RALL OF THOSE STUDIES REPORT THAT CITY WIDE REGIONAL DETENTION FACILITIES WERE, AND STILL ARE, NECESSARY IN THE MOUNTAIN RIDGE FARM P.U.D. DEVELOPMENT AREA. REGIONAL DETENTION POND #247 (AS IDENTIFIED IN THOSE STUDIES) WAS BUILT ALONG WITH THE MRF 1ST FILING DEVELOPMENT. THAT "REGIONAL" DRAINAGE FACILITY HAS ALREADY BEEN CERTIFIED AS TO FINISH GRADES AND AS TO COMPLETION OF NECESSARY STORM DRAINAGE IMPROVEMENTS. THE CERTIFICATION OF POND #247 - AND ITS DOWNSTREAM STORM SEWER AND OVERFLOW SWALE - WAS A CONDITION OF THE CITY'S ACCEPTANCE OF THE MOUNTAIN RIDGE FARM P.U.D 1ST FILING'S STORM DRAINAGE IMPROVEMENTS. CITY ACCEPTANCE WAS REQUIRED FOR BUILDING PERMIT AND CERTIFICATES OF OCCUPANCY FOR THE HOMES 1 CONSTRUCTED WITHIN THE 11T FILING. REGIONAL DETENTION POND #278 FOR THE McCLELLANDS & MAIL CREEK BASIN WILL BE CONSTRUCTED WITH THE 3' FILING DEVELOP- MENT. THE MOUNTAIN RIDGE FARM P.U.D. IT FILING DEVELOPMENT ABUTS SHIELDS STREET AND IS LOCATED TO THE EAST (DOWN -STREAM) OF THE P FILING SITE. MUCH OF THE AREA TO THE EAST OF THE 3`d FILING, INCLUDING IMPROVEMENTS TO SHIELDS STREET, WAS DEVELOPED IN CONJUNCTION WITH THE EARLIER STAGES OF THE OVER- ALL MOUNTAIN RIDGE FARM P.U.D. DEVELOPMENT. THE 3RD FILING SITE CONTAINS 18.26 ACRES. THE LAND HAS A GENTLE SLOPE OF 1 TO 1.5 PERCENT FROM WEST TO EAST. THE PARCEL IS CURRENTLY VACANT LAND, WITH NO VISIBLE EVIDENCE OF PREVIOUS AGRICULTURAL USES. VEGETATION IS MINIMAL, WITH SPARSE GRASS COVER, SOME SHRUBS, AND A FEW SMALL TREES. THE DEVELOPMENT PLAN FOR THE SITE INCLUDES 21 SINGLE FAMILY DETACHED LOTS, 29 TOWNHOME LOTS, AND THE CITY OWNED REGIONAL DETENTION POND #278. IN ADDITION TO THE LOCAL STREETS SERVING THE LOTS, THE ADJACENT COLLECTOR STREETS (SENECA 1 STREET ON THE WEST AND TROUTMAN PARKWAY ON THE SOUTH) ARE TO BE CONSTRUCTED AS A PART OF THE 3`d FILING. DESCRIBING THIS SITE MORE SPECIFICALLY, THE PARCEL IS A PORTION OF THE SOUTH HALF OF THE NORTHEAST QUARTER OF SECTION 34, T7N, R69W OF THE SIXTH MERIDIAN, CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO. THE PROPERTY IS BOUNDED IN ALL DIRECTIONS BY EXISTING AND PROPOSED SINGLE FAMILY RESIDENTIAL SUBDIVISIONS. ALSO, TO THE WEST (ACROSS THE PROPOSED SENECA STREET) THE SITE IS BOUNDED BY THE CITY OWNED WESTFIELD PARK. THE PARK SITE HAS BEEN PARTIALLY DEVELOPED. TO THE SOUTHWEST OF THE SITE IS AN EXISTING ELEMENTARY SCHOOL AND A JUNIOR HIGH SCHOOL — AS WELL AS ADDITIONAL EXISTING SINGLE FAMILY RESIDENCES. TO THE SOUTHEAST OF THE SITE IS VACANT LAND THAT IS CURRENTLY ZONED FOR MIXED USE MULTI- FAMILY AND SINGLE FAMILY USES. I, THE PROPOSED MOUNTAIN RIDGE FARM P.U.D. 3RD FILING RESIDENTIAL USES, AND THE CITY'S PROPOSED REGIONAL STORM r 1' DRAINAGE DETENTION POND (#278) ARE CONSISTENT WITH THE APPROVED MASTER PLAN AND PRELIMINARY PLAT AND SITE PLAN FOR THE MOUNTAIN RIDGE FARM PLANNED UNIT DEVELOPMENT (P.U.D.). THE SITE IS BOUNDED ON THE EAST BY THE PLEASANT VALLEY AND LAKE CANAL�PV&LC) COMPANY IRRIGATION DITCH, WHICH SEPARATES THE 3 FILING FROM THE PREVIOUSLY DEVELOPED 1ST FILING AND THE APPROVED, BUT AS YET UNDEVELOPED, 2ND FILING OF MOUNTAIN RIDGE FARM P.U.D. THERE ARE NO OTHER IRRIGATION DITCHES THAT ARE LOCATED WITHIN, OR THAT ARE ANTICIPATED TO AFFECT THE SITE. THE PLEASANT VALLEY AND LAKE COMPANY DITCH WAS REALIGNED AND LINED WITH FABRIC WITHIN MOUNTAIN RIDGE FARM P.U.D. - AND WELL BEYOND TO THE SOUTH - AS A PART OF THE FIRST I FILING IMPROVEMENTS. AN EMERGENCY SPILLWAY WITH A CONCRETE HEADWALL WAS INSTALLED AT THAT TIME FOR STORM DRAINAGE CONTROL PURPOSES. ALSO, A HEADWALL STRUCTURE AND IRRIGATION WATER OUTLET PIPE WAS CONSTRUCTED IN THE DITCH. A 12 INCH IRRIGATION PIPE ` MEANDERS THROUGH THE 1ST FILING, CROSSES SHIELDS STREET, AND ULTIMATELY FEEDS THE DETENTION AND IRRIGATION POND WITHIN TROUTMAN PARK IN THE FOUR SEASONS DEVELOPMENT EAST OF SHIELDS STREET. ANOTHER IRRIGATION WATER OUTLET WAS INSTALLED RECENTLY TO ALLOW DELIVERY OF IRRIGATION WATER FROM THE PV&LC DITCH INTO THE CITY OWNED REGIONAL POND #278 AREA. SIMULTANEOUSLY, A TEMPORARY IMPOUNDMENT AND PERMANENT PUMPING STATION WAS BUILT WITHIN THE POND 278 AREA TO ALLOW DELIVERY OF UNTREATED WATER FOR THE IRRIGATION OF WESTFIELD PARK WEST OF SENECA STREET. THE PV&LC IRRIGATION DITCH WILL BE CROSSED IN THE j TROUTMAN PARKWAY ALIGNMENT WITH AN 8 INCH SANITARY SEWER MAIN, A 12 INCH WATER MAIN, AND A 42 INCH OR EQUIVALENT STORM DRAIN WITH THE MRF 3RD FILING IMPROVEMENTS. ALSO, AN EIGHT (8) ' FOOT BY FOUR (4) FOOT CONCRETE BOX CULVERT (CBC) WILL BE INSTALLED FOR THE DITCH CROSSING UNDER TROUTMAN. ADDITIONALLY WITH THE 3RD FILING DEVELOPMENT, A CULVERT THAT HAS BEEN USED FOR EMERGENCY ACCESS AND CONSTRUCTION CROSSINGS OF THE DITCH SINCE THE MRF 1ST FILING DEVELOPMENT WILL BE REMOVED FROM THE SITE. THE DISTURBED AREA WILL BE REGRADED AND THE PART OF THE DITCH NOT LINED WITH THE 1ST FILING 3 I IMPROVEMENTS WILL BE LINED WITH HIGH DENSITY POLY -FIBER TO - COMPLETE DITCH IMPROVEMENTS. THE LINING IS INTENDED TO MINIMIZE ANY FUTURE DITCH LOSSES TO SEEPAGE. AS STATED ABOVE, THE CITY DESIGNATED "MASTER STORM DRAINAGE BASIN" IN WHICH THE 3m FILING IS LOCATED IS THE McCLELLANDS & MAIL CREEK DRAINAGE BASIN. A SMALL PORTION OF THE CITY'S "FOOTHILLS DRAINAGE BASIN" WILL ALSO DRAIN ONTO THE SITE. THE CITY'S MASTER STORM DRAINAGE BASIN STUDIES IN THIS AREA HAVE BEEN RE-EVALUATED AND UPDATED BY THE SEAR -BROWN GROUP OVER THE COURSE OF THE MOUNTAIN RIDGE FARM P.U.D. DEVELOPMENT. MINOR MODIFICATIONS TO THE MASTER BASINS HAVE BEEN PROPOSED AND APPROVED BY THE CITY AS DEVELOPMENT HAS OCCURRED IN THE AREA. THE MASTER BASIN STUDIES AND REPORTS AND THE SITE SPECIFIC DRAINAGE STUDIES FOR THE DIFFERENT PHASES OF THE MOUNTAIN RIDGE P.U.D., AS WELL AS ADJACENT RESIDENTIAL DEVELOPMENTS, GO INTO GREAT DETAIL IN DISCUSSING STORM DRAINAGE SYSTEMS WITHIN THE AREA. MOST RECENTLY, THE MASTER STORM DRAINAGE PLAN FOR THE McCLELLANDS & MAIL CREEK BASIN WAS RE -ANALYZED IN 1999 BY THE SEAR -BROWN GROUP TO REFLECT THE CITY'S DESIRE TO EVALUATE THE IMPACT OF HIGHER RAINFALL INTENSITIES THAN HAD HISTORICALLY BEEN USED FOR DESIGN PURPOSES. THE INCREASED RAINFALL WAS ROUTED THROUGH THE EXISTING AND PROPOSED DETENTION FACILITIES. THE STUDY FOUND THAT THE INCREASED RAINFALL INTENSITY CREATES A NEED TO PROVIDE LARGER STORAGE CAPACITY (DETENTION VOLUME) WITHIN REGIONAL STORM WATER DETENTION FACILITIES THAN ORIGINALLY ANTICIPATED AND WHEREVER POSSIBLE. THE EVALUATION ALSO PLACES SOME NEW RESTRICTIONS ON DRAINAGE BASINS CONTIBUTING TO EXISTING DETENTION POND #247. MORE ON THIS LATER IN THE REPORT. THE CONCEPTUAL DESIGN OF POND #278 BY THE SEAR -BROWN GROUP, AS DISCUSSED IN THEIR REPORT TITLED "REGIONAL DETENTION POND 278 HYDROLOGY RE-EVALUATION, MCCLLELANDS & MAIL CREEK BASIN, FORT COLLINS COLORADO, DATED JULY, 1999" ACCOMMODATED A LARGER DETENTION VOLUME WITHIN POND 278. THE SWMM MODEL USED IN THE STUDY SHOWED THE EXTRA VOLUME HELPED ALLEVIATE, OR AT LEAST MINIMIZE, ADVERSE IMPACTS ON EXISTING DOWNSTREAM STORM WATER STORAGE AREAS FOR THE LARGER RAINFALL INTENSITIES. iHOWEVER, THE SIDE SLOPES OF THE MODIFIED DETENTION POND DESIGN (CONCEPTUAL) WERE PROPOSED AT A 3 TO 1, OR 33%, SIDE SLOPE. IT IS LARGELY ACCEPTED THAT A 4 TO 1, OR 25%, CROSS SLOPE IS THE MAXIMUM STEEPNESS DESIRABLE FOR ON -GOING MAINTAINANCE OF ANY LANDSCAPED GREEN BELT AREAS. THE CONCEPTUAL POND DESIGN WAS AWKWARD REGARDING NOT PROVIDING ADEQUATE FLAT AREAS FOR UTILITY INSTALLATION AND TOP OF BANK STABILITY ISSUES WOULD HAVE TO BE ADDRESSED. IT WOULD ALSO REQUIRE A MAJOR MODIFICATION TO THE EXISTING IRRIGATION WATER DELIVERY SYSTEM FOR WESTFIELD PARK. BY WORKING WITH CITY STAFF AND THE SEAR -BROWN GROUP STORM DRAINAGE STAFF, WE WERE ABLE TO FIND A SUITABLE CIVIL ENGINEERING DESIGN FOR POND #278 THAT WILL PROVIDE ADEQUATE DETENTION VOLUME AND ALLOW FOR AN ATTRACTIVE, MAINTAINABLE (BY THE HOMEOWNER ASSOCIATION) GREEN BELT. THE NECESSARY DETENTION VOLUME AND DESIRABLE SIDE SLOPE FOR THE POND WAS ACHIEVED BY THE FOLLOWING PROPOSED DESIGN CHANGES FROM THE DESIGN ORIGINALLY PROPOSED IN THE jPRELIMINARY PLAN AND IN THE INITIAL FINAL PLAN SUBMITTED: 1. STEEPENING THE FALL FROM THE REAR LOT LINE ELEVATIONS AND NARROWING THE WALKABLE PLATEAU (SHELF) WIDTH FROM 10 FEET TO 8 FEET FROM THE REAR LOT LINE TO THE TOP OF BANK OF THE DETENTION POND. 2. MAINTAINING A 4:1 SIDE SLOPE FROM THE HINGE POINT 8 FEET BEHIND THE REAR LOT LINES DOWN TO 3 VERTICAL FEET ABOVE THE PERMANENT POND WATER SURFACE. POND #278 IS TO BE A "LIVE" POND, STORING IRRIGATION WATER FOR THE CITY PARK. 3. CONSTRUCTING A 2 FOOT IN 4 FOOT DROP OFF (SLOPE) ABOVE THE ELEVATION OF THE PERMANENT IRRIGATION (AND STORM DRAINAGE) WATER SURFACE ELEVATION (WSEL) AND AT THE TOE OF SLOPE OF THE 4:1 SLOPED BANK. THIS HELPS INCREASE DETENTION POND VOLUME LOST BY ADHERING TO A 4 TO I SLOPE, AND WILL CREATE AN AMENITY ABOVE THE POND SURFACE FOR THE NEIGHBORHOOD TO ENJOY. MANY DETENTION PONDS EXIST IN THE FRONT RANGE WITH THIS SAME TREATMENT CLOSE TO THE PERMANENT WSEL, 4. ELIMINATING THE "PARK LIKE" GENTLY SLOPING PLATEAU THAT WAS PREVIOUSLY DESIGNED FOR THE NORTHWEST CORNER OF THE POND. 5. SLOPING THE GRADES FROM THE RIGHT OF WAY OF SENECA STREET DOWNWARD TOWARD THE POND INSTEAD OF UPWARD FROM THE RIGHT OF WAY. 6. MOST IMPORTANTLY, AND WHAT IT REALLY TOOK TO ACHIEVE THE GOAL, IS THE INCLUSION OF APPROXIMATELY 800 LINEAR FEET OF VERTICAL STACKED BLOCK WALL THREE (3) FEET HIGH AROUND THE 5 tNORTH AND SOUTH SIDES AT THE TOP OF THE DETENTION POND. OVERALL, THE MODIFICATIONS LISTED ABOVE AND SHOWN ON THE FINAL UTILITY PLANS COMPENSATE FOR VARIATIONS FROM THE POND GRADING (i.e. 3:1 FROM PROPERTY LINE TO POND BOTTOM) THAT WAS ORIGINALLY PROPOSED IN CONCEPT BY THE SEAR -BROWN GROUP FOR THE CITY OF FORT COLLINS. THIS OFFICE AND THE SEAR -BROWN GROUP WORKED CLOSELY TO BRING THE DESIGN INTO BALANCE, AND THEIR NEWEST REPORT TITLED "Final Hydraulic Design Report — Regional Detention Pond 278, McClellands & Mail Creek Basin — Fort Collins, Colorado — October, 2000" REFLECTS A SOLUTION r THAT MEETS EVERYONES NEEDS. THEIR REPORT IS REVISED FROM April and August, 2000 REPORTS. THEIR REPORT IS SUBMITTED SEPARATELY FROM THIS REPORT, BUT THE RESULTS DESCRIBED IN THE REPORT ARE COMPATIBLE WITH THE DESIGN DRAWINGS AND SUPPORT DOCUMENTS FOR THE 3`d FILING. SHEETS A-1 thru A-5 WERE PREPARED BY THE SEAR -BROWN GROUP TO REFLECT THEIR CONSTRUCTION DETAILS FOR THE POND AND THE ASSOCIATED DRAINAGE FACILITIES FOR DETENTION POND 278. THOSE 1 SHEETS ARE INCLUDED IN THE SET OF UTILITY PLANS FOR, AND ARE TO BE CONSTRUCTED WITH THE MOUNTAIN RIDGE FARM P.U.D. 3`d FILING. FOR THIS REPORT, LAND DEVELOPMENT SERVICES IS PROVIDING EXHIBITS THAT ARE INDIVIDUAL SHEETS IN THE UTILITY PLANS AS WELL. THE FOLLOWING SHEETS FROM THE FINAL UTILITY PLANS FOR MOUNTAIN RIDGE FARM PUD 3PDFILING ARE FOLDED AND ATTACHED AS EXHIBITS A, B, C, D, & E AT THE END OF THIS REPORT: SHEET 3 (STORM DRAINAGE SUB -BASIN BOUNDARIES) SHEET 4 (STORM DRAINAGE AND EROSION CONTROL PLAN) SHEET 15 NEIGHBORHOOD GRADING AND DRAINAGE PLAN — NORTH) SHEET 16 (NEIGHBORHOOD GRADING AND DRAINAGE PLAN - SOUTH) SHEET 17 (STORM DRAIN PLAN AND PROFILES) SHEET 3 PROVIDES A COMPREHENSIVE OVERVIEW OF THE ON -SITE AND OFF -SITE DRAINAGE CONDITIONS PERTINENT TO THE 3PDFILING. SHEETS 4,15 & 16 PROVIDE MORE DETAILED DESIGN INFORMATION. ' DRAINAGE AREAS (DA#'s, OR DA's) 1 THROUGH 16 HAVE BEEN IDENTIFIED WITHIN THE LIMITS OF THE 3' FILING, AND DRAINAGE AREAS OS THROUGH OS6 ARE IDENTIFIED AS SUBBASINS TO THE NORTH AND ' WEST THAT FLOW ONTO THE SITE AND IMPACT STORM WATER RUNOFF CALCULATIONS WITHIN THE 3RDFILING. B 1 I ' DRAINAGE AREAS T 1, TR 1 THROUGH 7, AND SH 1 (AS WELL AS DA#'S 1 AND 16) ARE SUBBASINS THAT CONTRIBUTE STORM RUNOFF THAT 1 AFFECTS THE DESIGN OF TROUTMAN PARKWAY. THE REQUIREMENT TO DESIGN TROUTMAN PARKWAY GREATLY CHANGED THIS REPORT FROM THE REPORT SUBMITTED WITH THE UTILITY PLANS LAST DECEMBER. THE CITY IS REQUIRING THAT TROUTMAN BE DESIGNED AND BUILT FROM SENECA STREET TO WABASH STREET AS A PART OF THE 3`d FILING DEVELOPMENT REQUIREMENTS. THE CITY POLICY IS THAT THE DESIGN OF THE STREET EXTEND AT LEAST 500 FEET TO THE EAST BEYOND THE WABASH CONNECTION. IN ORDER TO ADEQUATELY DESIGN THE 500 FEET OF COLLECTOR STREET, IT WAS NECESSARY TO DETERMINE HOW THE ' STREET NEEDS TO CONNECT INTO SHIELDS STREET APPROXIMATELY 600 FEET FURTHER TO THE EAST. IT BECAME APPARENT THAT AN ADEQUATE DESIGN OF TROUTMAN FROM SENECA TO SHIELDS WOULD BE NECESSARY, SO WE PREPARED ONE. ACCORDINGLY, DA#'s TR 1 THROUGH TR 7 WERE IDENTIFIED AS SUB -BASINS CONTRIBUTING TO THE TROUTMAN PARKWAY STREET AND STORM DRAINAGE IMPROVEMENTS. A SMALL SUBBASIN (T1) TO THE SOUTH OF THE 3' FILING IN THE PROPOSED WESTBROOKE PUD 2ND FILING CONTRIBUTES SURFACE FLOW ONTO TROUTMAN, AS DO DA's 1 AND 16 IN THE MRF 3' FILING. A STUDY OF THESE SUBBASINS WAS REQUIRED TO DETERMINE THE CHARACTERISTICS OF STREET SURFACE FLOWS AND STORM DRAIN CROSSINGS UNDER TROUTMAN. ' THERE ARE SUBBASINS SOUTH AND SOUTHWEST OF MRF 3RD THAT CONTRIBUTE TO THE STORM SEWER IN TROUTMAN PARKWAY. THE STORM SEWER WILL DRAIN THE REMAINDER OF WESTBROOKE 2ND AND THE SCHOOL SITE WEST OF SENECA IN A 42 INCH (OR EQUIVALENT) RCP UNDER TROUTMAN TO WABASH. WEST OF TROUTMAN IN WABASH THE IMPROVEMENTS WILL TIE INTO AN EXISTING 36 INCH STORM SEWER THAT OUTFALLS TO REGIONAL POND 247. TEAM ENGINEERING DESIGNED THE STORM SEWER, AND THE RESULTS ARE REPORTED SEPARATELY BY THEM. II. PROPOSED STORM DRAINAGE PLAN THE PROPOSED DRAINAGE PLAN IS CONSISTENT WITH PREVIOUS STUDIES, EXCEPT AS FOLLOWS: ' A. MODIFICATIONS TO DETENTION POND #278 AS DISCUSSED ABOVE. 1 B. MODIFICATIONS TO SENECA STREET, BORDERING THE 3PD FILING TO THE WEST AND WESTFIELD PARK TO THE WEST, FROM THE ORIGINAL STREET PROFILE IN THE PRELIMINARY AND MASTER PLAN DESIGN. THIS 7 MODIFICATION WAS NECESSARY TO ALLOW ANTICIPATED "MAJOR STORM" RUNOFF IN THE McCLELLANDS & MAIL CREEK BASIN TO EFFICIENTLY PASS THROUGH THE PARK SITE AND UNDER SENECA DRIVE TO POND #278. ' THE PRELIMINARY DESIGN OF SENECA BY THIS OFFICE WOULD HAVE CREATED SPILLWAYS NORTH AND SOUTH OF THE NATURALLY OCCURING LOW POINT OF SENECA. THAT DESIGN WOULD HAVE MODIFIED THE EXISTING DRAINAGE PATTERNS AND ADDED SIGNIFICANT COSTS TO THE CROSSING — AS WELL AS CREATED A NEED FOR A SIGNIFICANTLY LARGER DETENTION POND ON THE WEST SIDE OF SENECA STREET WITHIN THE PARK SITE. PREVIOUS DISCUSSIONS AMONG THE DEVELOPER, THE CITY PARKS AND RECREATION AND STORM WATER DEPARTMENTS, AND THIS OFFICE ESTABLISHED THAT POND #278 SHOULD BE THE MAJOR DETENTION FACILITY IN THE IMMEDIATE AREA. ACCORDINGLY, THE VERTICAL DESIGN OF SENECA WAS MODIFIED FROM THE PRELIMINARY TO PROVIDE FOR A MORE COST EFFECTIVE AND FUNCTIONAL CROSSING. C. MODIFICATIONS TO THE STORM DRAINAGE PLAN IDENTIFY THE DRAINAGE SYSTEM AFFECTING TROUTMAN PARKWAY, AND PROVIDE THE DESIGN TO ACCOMMODATE STORM RUNOFF WITHIN AND CROSSING THAT STREET. THE FINAL DRAINAGE PLAN FOR THE 3RD FILING IS IN COMPLIANCE WITH THE CITY'S MASTER DRAINAGE PLANS AND WITH THE CITY'S STORM DRAINAGE CRITERIA. ALL OF THE SUBBASINS WITHIN AND AFFECTING THE 3RD FILING ARE IDENTIFIED AT EXHIBIT A, WHICH IS THE SUB -BASIN BOUNDARY DRAWING. EXHIBIT B, C & D PROVIDE INFORMATION ON THE STORM DRAINAGE AND EROSION CONTROL PLAN FOR MRF 3RD ITSELF. WHERE STORM DRAINAGE RUNOFF FROM INDIVIDUAL STORM DRAINAGE BASINS COMBINE, A DESIGN POINT IS IDENTIFIED TO PROVIDE PERTINENT INFORMATION TO ADDRESS THE HYDRAULIC SOLUTIONS FOR THE COMBINED FLOWS. THE SUBBASIN DESCRIPTIONS AND DESIGN POINT DESIGNATIONS ARE SHOWN ON ALL OF THE EXHIBITS AND ARE GENERALLY DESCRIBED AS FOLLOWS: DRAINAGE SUBBASIN (DA)#1 WILL SHEET FLOW ONTO THE TROUTMAN PARKWAY STREET SECTION (DISCUSSION OF RUNOFF FROM ' DA#1 IS CONTINUED AFTER DA14 AND 15 BELOW). DA#'S 2 AND 3 FLOW TO A 10 FOOT INLET ON THE NORTH SIDE OF SAILCREST COURT, WHICH IS DESIGN POINT ONE (DP I). THE STORM DISCHARGE THEN FLOWS THROUGH 8 I ' A15 INCH HDPE STORM DRAIN CULVERT TO POND 278. RUNOFF FROM DA#5 WILL SHEET FLOW DIRECTLY INTO POND 278. DRAINAGE SUBBASIN DA#4 WILL FLOW OFF THE WEST END OF SAILCREST CT AND ALONG THE EAST SIDE OF SENECA TO A 5 FOOT INLET AT THE LOW POINT IN THE STREET PROFILE (THE INLET IS DESIGN POINT II). DA#6 AND DA#0S6 (OS STANDING FOR OFF -SITE) WILL FLOW TO AND ALONG THE WEST SIDE OF SENECA INTO A 10 FOOT INLET, WHICH IS DESIGN POINT (DP) III. SUBBASINS DA#'S 7, 0S3, 0S4 AND 0S5 WILL FLOW TO THE SOUTH ON THE WEST SIDE OF SENECA STREET TO DESIGN POINT III. SUBBASINS DA#'S 8 AND 0S2 WILL FLOW ON THE EAST SIDE OF SENECA SOUTHERLY TO DP II. DUE TO THE AMOUNT OF STORM DISCHARGE ENTERING THE WESTERLY GUTTER OF SENECA FROM DA#'S 0S3 AND 0S4, IT IS NECESSARY TO ADD A 6 FOOT LONG "AT GRADE", OR CONTINUOUS GRADE, INLET AT THE SOUTH SIDE OF THE WESTFIELD DRIVE INTERSECTION WITH SENECA. THE 6 FOOT INLET IS DESIGN POINT (DP) VII. FROM THE 6 FOOT INLET (DESIGN POINT VII), THE INTERCEPTED AMOUNT OF RUNOFF WILL FLOW IN A STORM SEWER SYSTEM OF 18 AND 24 INCH RCP CULVERTS AND DRAIN INTO A FIVE (5) FOOT DIAMETER STORM DRAIN MANHOLE EIGHT FOOT WEST OF THE 5' INLET AT DP II. THE REMAINDER WILL OVERFLOW THE 6 FOOT INLET AND CONTINUE TO FLOW SOUTHERLY IN THE GUTTER TO DP III. STORM RUNOFF WILL BE CARRIED FROM DP III EASTERLY UNDER SENECA STREET IN A 24 INCH RCP CULVERT TO THE STORM DRAIN MANHOLE UPSTREAM OF THE INLET AT DP II. FROM THE MANHOLE THE COMBINED DISCHARGES FROM DESIGN POINTS III AND VII WILL FLOW TO THE 5 FOOT INLET AT DP II IN A 30 INCH RCP CULVERT. COMBINED FLOWS FROM DESIGN POINTS II, III AND VII WILL BE CARRIED IN A 30 INCH HDPE STORM DRAIN FROM THE INLET AT DP II TO POND 278, WHICH IS A RELEASE POINT FOR THE STORM DRAIN SYSTEM IN ' SENECA STREET - AND WHICH IS DESIGNATED AS DESIGN POINT VI. DA#9 WILL SHEET FLOW DIRECTLY INTO POND 278. STORM RUNOFF FROM DA#S 10, 11 &13 WILL FLOW TO AND ALONG WESTFIELD CT AND WESTFIELD DRIVE TO A FIVE (5) FOOT CURB TYPE INLET AT THE END OF THE CUL-DE-SAC ON WESTFIELD DRIVE. THIS INLET IS DESIGN POINT IV. FROM THERE THE COMBINED FLOWS WILL BE CARRIED PARTIALLY IN A 15 INCH HDPE PIPE CULVERT AND PARTIALLY IN AN EARTHEN SWALE TO AN ' 9 ' AREA INLET TO THE EAST OF THE CUL DE SAC. THIS 3 FOOT BY THREE FOOT AREA INLET IS DESIGN POINT (DP) V. COMBINED RUNOFF FROM DA#'S 12N AND OS WILL FLOW ALONG AN EARTHEN SWALE WITH A TWO FOOT WIDE CONCRETE DRAIN PAN AT THE INVERT OF THE SWALE. THE SWALE AND PAN ARE LOCATED AT THE REAR OF LOTS 17 THROUGH 12. STORM RUNOFF FROM THIS BACKYARD AREA WILL FLOW TO A 36 INCH BY 36 INCH AREA INLET NEAR THE ' SOUTHEAST CORNER OF LOT 12. THE COMBINED FLOWS FROM 12N AND OS WILL ENTER THE AREA t INLET, AND THEN BE CARRIED IN A FIFTEEN (15) INCH HDPE PIPE CULVERT TO AND THROUGH A STORM DRAIN MANHOLE NEAR THE SOUTHEAST CORNER OF LOT 7. FROM THE MANHOLE, ANOTHER BURIED 15 INCH HDPE PIPE CULVERT WILL CARRY THE RUNOFF FROM SUBBASINS 12N AND OS UNDER THE BIKE TRAIL TO THE AREA INLET AT DESIGN POINT V. ALL OF THE OVERLAND FLOWS AND PIPE FLOWS FROM SUBBASINS DA#'S 10,11,12N,13 AND OS1 COMBINE AT THE AREA INLET (D.P.V), AND ARE THEN CARRIED IN A 24 INCH HDPE CULVERT DIRECTLY TO POND 278. STORM RUNOFF FROM SUBBASINS DA#S 12S, 14, AND 15 WILL FLOW DIRECTLY INTO THE PV&LC IRRIGATION DITCH. SUBBASINS DA#1 AND DA#16, WHICH LIE NORTH OF TROUTMAN IN THE MRF 3' FILING, AND SUB -BASIN TR 3 CONTRIBUTE STORM RUNOFF ' WHICH WILL FLOW TO AND ALONG THE NORTH GUTTER LINE OF TROUTMAN TO A LOW POINT NEAR CENTERLINE STATION 11+00. THERE THE COMBINED FLOWS WILL SPILL INTO A 5 FOOT INLET, WHICH IS ' DESIGN POINT TR II. SUBBASIN T 1 (WESTBROOKE PUD 2°d FILING) WILL SHEET FLOW ' INTO TROUTMAN, COMBINE WITH STORM RUNOFF OCCURRING WITH FROM DA# TR 4 AND FLOW IN THE SOUTHERLY GUTTER OF TROUTMAN PARKWAY TO A 5 FOOT INLET AT THE LOW POINT IN THE STREET CURB AND GUTTER OPPOSITE DP TR II. THIS 5 FOOT INLET IS DESIGN POINT TR III. SUBBASIN TR 4 IS THE SOUTH HALF OF RIGHT OF WAY PLUS 9 FOOT ' UTILITY EASEMENT IN TROUTMAN FROM SENECA TO A HIGH POINT AT ABOUT CENTERLINE STATION 12+80. ' SUBBASIN DA #TR 7 IS VACANT LAND SOUTH OF THE TROUTMAN ALIGNMENT TO THE PLEASANT VALLEY AND LAKE CANAL IRRIGATION DITCH AND WEST OF THE HIGHPOINT EXTENDING SOUTHERLY FROM CENTERLINE STATION 12+80. IT ALSO CONTRIBUTES STORM RUNOFF TO DESIGN POINT 111. 10 ' C I L i I 1 I n U ri I Ij IF SUBBASIN DA #TR 7 IS NOT DEVELOPED AT THE TIME OF CONSTRUCTION OF TROUTMAN PARKWAY (i.e. DEVELOPES AT SOME LATER DATE), STORM RUNOFF FROM THE EXISTING PASTURE/CROPLAND WILL SHEET FLOW OVER THE SIDEWALK WHERE EXISTING AND PROPOSED GRADES MATCH TO THE CURB GUTTER. THE STORM DRAIN UNDER TROUTMAN AT THIS LOCATION WAS DESIGNED TO PASS THE ENTIRE 100 YEAR STORM AT THIS LOCATION (i.e. A 24 INCH RCP CULVERT). THE INLETS WERE DESIGNED TO INTERCEPT THE DEVELOPED 100 YEAR STORM FROM THE STREET SUB -BASINS PLUS THE 100 YEAR EXISTING CONDITION FROM UPSTREAM SUB -BASIN TR 7. THE CULVERT IS TO BE PLUGGED AND BURIED AT THE UPSTREAM END UNTIL THAT AREA IS DEVELOPED IN SOME MANNER. SUB -BASIN DA #TR 2 CONTRIBUTES STORM RUNOFF ON THE NORTH SIDE OF TROUTMAN TO A 5 FOOT INLET AT APPROXIMATELY CENTERLINE STATION 17+65. THIS IS THE ONLY SUB -BASIN CONTRIBUTING TO THE INLET, WHICH IS DESIGN POINT TR I. THE RUNOFF IS FROM THE NORTH ONE-HALF RIGHT OF WAY PLUS 9 FOOT UTILITY EASEMENT OF TROUTMAN FROM STATION 12+80 TO SOUTH SHIELDS STREET. SUB -BASINS DA#'s TR 5, TR 6, AND SH 1 CONTRIBUTE STORM RUNOFF TO A 5 FOOT INLET ON THE SOUTH SIDE OF TROUTMAN, WHICH IS DESIGN POINT (D.P.) TR IV. DA# TR 5 IS THE SOUTH '/z ROW PLUS 9 FOOT UTILITY EASEMENT FROM STATION 12+80 TO SHIELDS STREET; DA #SH 1 IS THE EAST ONE HALF OF THE ROW FOR SHIELDS FROM TROUTMAN TO A HIGH POINT IN SHIELDS APPROXIMATELY 600 FEET TO THE SOUTH OF TROUTMAN. THE RUNOFF FROM DA #TR5 DRAINS AWAY FROM SHIELDS TO THE WEST AT THE SOUTHWEST CURB RETURN OF THE SHIELDS/TROUTMAN INTERSECTION. DA #TR 6 IS THE UNDEVELOPED PROPERTY SOUTH OF TROUTMAN PARKWAY THAT DRAINS TO DP TR IV. AS WITH THE OTHER STORM DRAIN CROSSING UNDER SHIE THE THE CULVERTS (i.e. TWO (2) —18 INCH RCP PIPE CULVERTS) ARE DESIGNED TO CARRY THE 100 YEAR DISCHARGE. THE INLETS ARE DESIGNED TO INTERCEPT DEVELOPED FLOWS IN THE STREET RIGHTS OF WAY AND EXISTING CONDITIONS FOR THE UNDEVELOPED PROPERTY TO THE SOUTH. AGAIN, THE UPSTREAM ENDS OF THE TWO PIPES ARE TO BE PLUGGED AND COVERED UNTIL DEVELOPMENT OF THE UPSTREAM PROPERTY. THE HYDROLOGIC CHARACTERISTICS FOR SUB -BASINS DESCRIBED ABOVE ARE INCLUDED ON THE FOLLOWING TWO PAGES AS TABLE 1. 1 I TA(3LE .1 W- i' Ito NM O V M �M to, N to MW, N f- O W O v'a 77^7 W m C r-W MMMMtotoN V W NNto�60r,:m - MMP—V)r-coc�� 10 U- t LL yU M W MMW Oto VCONf,- W t`RRMI�NMNM W W ON WI-pM N O 0 0 0 O O O � O O O O � W O N N O Iq v O E } �WOMNWhtoW�MMWfONhVNNO W M N V N W M c o� tri�t��f;towcoco(o(or—(otrif;��toU)Lo tri tnV WtnV V W M y — 'z QW+ C �, V OV Oto CD Cl) NMNW NOtoM W W Wt, 00 V.-M V CON y •d m N N N N N N N N N N N N N N N N N N N �- �- •- N N N �-- N D :a to f— to W M W tO M V CO W W I- M W h W M f-- 0 W I- W V I, f-- W L Z �t)Z M CO W M W W N 'ITm 0 6 .^- N N N LL v 0 (MOMV WMV NNON toV to MrV V W. W. 0. V. WNOW Wto F � D00 0��W O MNNN MO co VQ .NN M.-r-MN� I.I. •r to (OWtohW WtOWNMVMto to tnWCO I�Mto W VNNVV V W (� la N W Wf�M W W N0fh W MM0NN V W V mN W f-to W to to tom O O O O O O O O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 _ dU V V01,-M V r-0r-r-NOM WLootrri�N(VO(D - Nn�MO VDU) Qa 0�00000000 C) 0000 CV coo M64to C NMIto9IrWMOZwCl) VtoNM�'tn � QQQQQQQQQ��NN'-•-��WWW _ __—__ 000000000Q00000 —__>» » 00oo000000QQ aaaaaaaa 00000 00000000 TnBLE 1 } m pMCo0VO%O%OOCOWVVCOVVV ONMM MOV NO M 0r, m O C U) N M (O (O V T T T T (0 N t U. H U � >' V M�TOOTNCO Ttn (OMMM1� VON N O O T N N T U)f� T N O N W N V V V LLO O T V W CO V T T V(D T T T T T T T T CD r- OD (O I-- (O (O I- CO (O (-- CO (O (O CO (D V' V- V' V M vi _S �o Z Q '}�� C... I1 V MTyMMCOTT(OMTTTTMMMM •d J a� o Z LO O T 0 N N w T T� N T T T T 0 to Uo U.) L.T L �� O�j V6NNW VV6NV V V V��,, mo �I T T T T T T T T T T M M M M U. V �.O 14 MOOD Otn��C0 aD0�(D W ap fDOOOO T �j V'�NN�VV�(V [f V'V V V'Tv-'T T T T T r T T T T T T M M M M E rx • - ON lOMCO COM W W M()1A O ODT V NO 0� l� ll- fl- l� n rl- t` to I�- I� f-_ (l- M M mV 4.0 6 C) C) O O O O 0 C70 O O O 00 C7 C7 O O O m�.i OOV ODMMfO f`CO W N(%%OOTO>OOT Qa OONOOC) V O�-(Ocl:) C6(,60 Q Q H H H H H H H HCE H T oo<< <<¢aa~0_a�� DDOOO��p�OpaF-aH I THE STORM DISCHARGES FOR ALL OF THE SUB -BASINS ARE ESTIMATED USING THE RATIONAL METHOD, WHERE Q = CCf IA IN CUBIC ' FEET PER SECOND (CFS). THE "C" VALUE IS THE RUNOFF COEFFICIENT RELATIVE TO THE DEGREE OF IMPERVIOUS SURFACES WITHIN THE BASIN. THE C VALUES FOR THE SUB BASINS IN THIS STUDY VARY AS ' RECOMMENDED BY THE CITY'S STORM DRAINAGE MANUAL. WEIGHTED C FACTORS WERE DETERMINED BY THE AMOUNT OF ACTUAL IMPERVIOUS SURFACES PER SECTION 3.1.6 AND TABLE 3-3 OF THE REFERENCED DESIGN MANUAL. RVIMEDIATELY FOLLOWING THE TEXT OF THIS DRAINAGE REPORT AND THE VICINITY MAP IS AN ADDENDUM WITH ' SEVERAL PAGES OF HAND WRITTEN SUPPORTING CALCULATIONS. THE FIRST INFORMATION IS A DESCRIPTION OF HOW THE C VALUE WAS DETERMINED FOR EACH OF THE SUB -BASINS. 1 I I 1 t A RUNOFF COEFFICIENT OF 0.95 WAS USED FOR IMPERVIOUS AREAS, AND 0.25 FOR GRASSED AREAS. THE AREA OF STREETS, SIDEWALKS, DRIVEWAYS, AND ROOF TOPS WERE ESTIMATED IN EACH SUB -BASIN AND WEIGHTED AGAINST THE REMAINING AREA OF LANDSCAPED SURFACES TO DETERMINE THE APPROPRIATE C VALUE FOR THAT SUB -BASIN. Cf IS A FACTOR TO INCREASE THE RUNOFF COEFICIENT FOR LARGER THAN MINOR STORMS. THE Cf VALUE FOR A TWO YEAR "MINOR" STORM IS 1.0, BUT INCREASES TO 1.25 FOR THE 100 YEAR "MAJOR" STORM. WHEN FLOWS (I.E. STORM RUNOFF) FROM SEPARATE SUBBASINS COMBINE AND FLOW TOGETHER, THE C VALUE IS WEIGHTED FOR THE COMBINED AREAS (I.E. Al X Cl PLUS A2 X C2, ETC. DIVIDED BY TOTAL AREA). THOSE ESTIMATED VALUES ARE ALSO SHOWN IN THE FIRST SECTION OF THE ADDENDUM UNDER COMPOSITE C VALUES. "I" IS THE RAINFALL INTENSITY IN INCHES PER HOUR EXPECTED FOR THE DIFFERENT FREQUENCY OF STORM (i.e. 2, 5, 10, 25, 50, OR 100 YEAR EVENTS). THE RAINFALL INTENSITY IS DEPENDENT ON THE TIME OF CONCENTRATION, WHICH IS SHOWN AS Tc ON TABLE 1. THE TIMES OF CONCENTRATION WERE DETERMINED USING THE EQUATION FOR OVERLAND FLOW CONTAINED IN REFERENCES FOR THE RATIONAL METHOD AND ADDING THE TIME OF CONCENTRATED GUTTER FLOW TO THE DOWNSTREAM END OF THE BASIN. OVERLAND FLOW IS CALCULATED AS Tc = [1.87 (LI-CCF) D1/2] / S1/3, AND CONCENTRATED GUTTER FLOW COMES FROM FIGURE 3-2 "ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA" FOUND IN THE "URBAN HYDROLOGY FOR SMALL WATERSHEDS" TECHNICAL RELEASE NO. 50, USDA, SCS JANUARY, 1975. CALCULATIONS )2 F U ' FOR TIMES OF CONCENTRATION FOR EACH SUB -BASIN IS SHOWN IN THE ADDENDUM FOLLOWING THE INFORMATION ON COMPOSITE C VALUES. THE SUBBASINS WITHIN THE 3' FILING STUDY AREA ARE RELATIVELY SMALL, AND THE LONGEST TIMES OF CONCENTRATION ARE ' 20.8 MINUTES FOR BASIN DA#OS4 AND 18.0 MINUTES FOR DA#2. A FIVE (5) MINUTE TIME OF CONCENTRATION IS THE MINIMUM USED. THE SHORTEST Tc IS 6.9 MIN. FOR THE 2 YR STORM AND 6.3 FOR THE MAJOR ' STORM. RAINFALL INTENSITIES (I) ARE FOUND FROM FIG. 3-2 OF THE DESIGN CRITERIA MANUAL TITLED "RAINFALL INTENSITY DURATION CURVE". THE "I" VALUES FOR THESE SUB -BASINS VARY FROM 1.8 TO 2.9 INCES PER HOUR FOR THE MINOR STORM AND 5.2 TO 7.8 FOR THE MAJOR STORM. ' AS CAN BE SEEN ON TABLE 1, THE ON -SITE FLOWS ARE SMALL. DA#2 AT 1.8 CFS DURING THE MINOR/INITIAL STORM AND 6.5 FOR THE MAJOR (100YEAR) STORM ARE THE LARGEST FOR ANY INDIVIDUAL INTERNAL SUBBASIN. OFF -SITE SUBBASIN OS4 (WHICH WILL BECOME THE FOURTH AND LAST FILING TO BE APPROVED IN THE MOUNTAIN RIDGE FARM PUD) IS ESTIMATED TO CONTRIBUTE 8.2 CFS AND 29.8 CFS RUNOFF AMOUNTS TO SENECA DRIVE AFTER DEVELOPMENT. III.DESCRIPTION OF STREET FLOWS AND DRAINAGE IMPROVEMENTS DUE TO THE RELATIVELY SMALL AREAS OF THE SUBBASINS THAT WILL CONTRIBUTE STORM RUNOFF WITHIN THE 3RD FILING, STREET FLOWS WILL BE MINOR. DA#S 11 AND 13 WILL HAVE THE LARGEST CONCENTRATED FLOW WITHIN THE INTERNAL STREETS JUST NORTH OF DP IV. THE 2YEAR INITIAL FLOW THERE WILL BE ONLY 2.5 CFS, AND THE 100YEAR FLOW WILL BE ONLY 9.1 CFS. IN SENECA STREET ADJACENT TO THE 3RD FILING, DA#'S 7, OS3, OS4 AND OS5 COMBINE ON THE NORTH SIDE OF THE 10 (TEN) FOOT INLET, WHICH IS DP III. THERE, THE MINOR FLOW IS 10.4 CFS AND THE MAJOR 100 YEAR FLOW IS 36.0 CFS. CITY CRITERIA REQUIRES THAT INITIAL STORMS IN ALL CATAGORIES (LOCAL, COLLECTOR AND ARTERIAL) NOT OVERTOP THE CURB, WHICH IS 6 INCHES ABOVE THE GUTTER. ADDITIONALLY, TABLE 4- 1 OF THE OF THE DESIGN CRITERIA MANUAL FOR STREET RUNOFF ENCROACHMENT STATES THAT THE FLOW SPREAD MUST LEAVE AT ' LEAST ONE LANE WIDTH FREE OF WATER DURING THE MINOR STORM. 13 ' ACCORDING TO FIGURE 4-1 OF THE CITY DESIGN MANUAL, THE ALLOWABLE FLOW IS DETERMINED IN THE CASE OF THE STREETS AS ' FOLLOWS; CROSS SLOPE OF THE CURB AND GUTTER FOR LOCAL STREETS (i.e. DRIVEOVER CURB AND GUTTER = 7.64%, A RECIPROCAL OF THE CROSS SLOPE (Z) = 1/0.0764 = 13.09 ROUGHNESS COEFFICIENT (n) = 0.016, SO RATIO Z/n = 818 ' PAVEMENT CROSS SLOPE = 2.0% MINIMUM, SO RATIO Z/n = 3,125 SLOPE OF CURB AND GUTTER = 0.5% MINIMUM USING THE NOMOGRAPH AT FIGURE 4-1 AT AN ALLOWABLE DEPTH OF 6 INCHES OR 0.5 FEET, DISCHARGE (Q GUTTER) = 4.8 CFS AND AN ALLOWABLE DEPTH OF 0.38 FEET IN THE TRIANGULAR SHAPED CHANNEL ABOVE THE PAVEMENT, DISCHARGE (Q OUTSIDE GUTTER) = 8.0 CFS ' TOTAL Q = 12.8 CFS. A RATING CURVE WAS DEVELOPED FOR THE DRIVE OVER CURB AND GUTTER PARTICULAR TO FORT COLLINS. THE DETAIL AND RATING CURVE ARE IN THE ADDENDUM IN THE SECTION ON STREET CAPACITIES. THAT CURVE SHOWS A DISCHARGE OF 9.5 CFS AT 0.5 FEET DEEP. THE MORE CONSERVATIVE VALUE OF 9.5 CFS WAS USED. THE REDUCTION FACTOR (F) FOR ALLOWABLE Q (FIG 4-2)_IS 0.65 FOR A LONGITUDINAL SLOPE OF 0.5 PERCENT. ALL OF THIS LEADS TO A MAXIMUM ALLOWABLE FLOW IN THE STREETS WITH THESE MINIMUM SLOPES OF 6.2 CFS. THE INITIAL STORM CRITERIA IS NET FOR THE LOCAL STREETS, SINCE THE MAXIMUM 2YEAR FLOW IS 2.5 CFS. ADDITIONAL INFORMATION IS PROVIDED IN THE SECTION ON STREET CAPACITIES. ' THE MAJOR STORM ALLOWS A DEPTH OF 6 INCHES OVER THE CROWN FOR LOCAL STREETS. THIS WAS NOT CALCULATED, BUT WOULD BE MANY TIMES THE 9.1 CFS MAXIMUM 100 YEAR STORM RUNOFF THAT IS ESTIMATED. THE LOCAL STREETS ALL MEET CITY CRITERIA. FOR THE COLLECTOR STREET (i.e. SENECA STREET AND TROUTMAN PARKWAY), THE VARIATION FROM LOCAL STREET CRITERIA IS THAT THE ' GUTTER IS SHAPED DIFFERENTLY AND ONE LANE MUST BE LEFT OPEN. THE STREET CAPACITY INFORMATION IN THE ADDENDUM GOES INTO DETAIL, WITH THE CROSS SLOPE OF THE VERTICAL CURB AND GUTTER BEING 8.33 PERCENT, Z = 1/0.0833 = 12.0, Z/n = 750. BY LEAVING THE TOP 6 FEET OPEN ON EACH SIDE OF THE STREET (12 FOOT LANE TOTAL), THE MAXIMUM DEPTH IN THE FLOWLINE IS 0.51 FEET (0.17' IN THE GUTTER ' PLUS 17'X2% = 0.34' AT THE LIP OF THE GUTTER). i4 I FROM FIG.4-2, AT A DEPTH OF 6 INCHES, THE DISCHARGE ABOVE THE VERTICAL CURB AND GUTTER IS 4.8 CFS AND Q ABOVE THE 17 FEET ' OF PAVEMENT IS ABOUT 6.2 CFS. AGAIN, RATING CURVE FOR THE VERTICAL CURVE WAS PREPARED WHICH SHOWS THE CAPACITY TO BE ABOUT 10.5 CFS. WITH A 65 PERCENT REDUCTION FACTOR, THE ' ALLOWABLE FLOW IS SOMEWHERE BETWEEN 6.5 AND 7.1 CFS. THE ADDENDUM SHOWS THAT TROUTMAN PARKWAY MEETS CRITERIA FOR MINOR STORMS, BUT IT IS NECESSARY TO EXTEND THE STORM DRAIN SYSTEM TO THE SOUTHWEST CORNER OF THE SENECA INTERSECTION TO REMOVE FLOW THAT HAS REACHED 10 CFS TO REDUCE ' IT TO LESS THAN 6.5 CFS. THAT EXTENTION IS SHOWN ON THE UTILITY PLANS. ' THE BACK OF THE SIDEWALK FOR MINIMUM CROSS SLOPES IN THE RIGHT OF WAY AND ATTACHED 9 FOOT UTILITY EASEMENT IS ONLY 0.85 FEET HIGHER THAN THE FLOWLINE. ALLOWABLE DEPTH OF 0.5 FEET ' ABOVE THE CENTERLINE IS 0.63 FEET PLUS 0.5 FEET, OR 1.13 FEET ABOVE THE FLOWLINE. WITH THE GRADE DROPPING AWAY FROM THE STREET OUTSIDE THE BACK OF EASEMENT WEIR FLOW WILL OCCUR AND NEVER ' LET THE DEPTH REACH 1.13 FEET. THE COLLECTOR STREET CAPACITY CRITERIA IS MET FOR MAJOR STORMS. ' STORM DRAINAGE IMPROVEMENTS, OR FACILITIES, INCLUDE THE FOLLOWING: A 10 FOOT CURB INLET AND A 15 INCH STORM DRAIN LINE (HIGH, DENSITY POLYETHELINE PIPE CULVERT) FROM SAILCREST COURT TO POND #278. THE TEN (10) FOOT INLET WAS CHOSEN TO CAPTURE ALL OF THE 100 YEAR STORM AND ALLOW NO FLOW TO OCCUR IN THE EMERGENCY OVERFLOW SWALE. THAT WILL PROTECT THE 4:1 SIDE SLOPE OF POND# 278 DOWNSTREAM. A 10 FOOT INLET AT THE LOW POINT ON THE WEST SIDE OF SENECA ' STREET; A 5 FOOT INLET AT THE LOW POINT ON THE EAST SIDE OF SENECA STREET: A FIVE FOOT DIAMETER STORM DRAIN MANHOLE BETWEEN THE 10 AND 5 FOOT INLETS: AND A 6 FOOT CONTINUOUS GRADE INLET ON THE ' WEST SIDE OF SENECA SOUTH OF WESTFIELD DR. A 30 INCH HDPE STORM DRAIN THAT DRAINS THROUGH THE 4' BY 8' BOX CULVERT WINGWALL AT POND 278 AND EXTENDS UP TO THE 5 FOOT INLET. A 30 INCH RCP CULVERT WILL EXTEND BETWEEN THE 5 FOOT INLET AND THE 5 FOOT MANHOLE AND A 24 INCH RCP CULVERT WILL EXTEND BETWEEN THE MANHOLE AND THE 10 FOOT INLET AT THE SAG IN SENECA. i 15 I A 24 INCH RCP CULVERT SYSTEM WILL EXTEND NORTHERLY FROM THE 5 FOOT MANHOLE UNDER SENECA STREET TO THE 6' AT GRADE INLET ' AT WESTFIELD DRIVE AT THE SOUTHWEST CORNER OF SENECA.. THE LAST SEGMENT OF CULVERT CONNECTING THE LAST SD MANHOLE TO THE 6 FOOT INLET NEEDS ONLY TO BE 18 INCHES IN DIAMETER A 5 FOOT CURB INLET AT THE EAST END OF WESTFIELD DRIVE AND A THREE FOOT BY THREE FOOT (OUTSIDE DIMENSION) AREA INLET ' APPROXIMATELY 140 FEET EAST OF THE STREET INLET. A 15 INCH HDPE STORM DRAIN CONNECTS THOSE TWO INLETS, AND A 24 INCH HDPE STORM DRAIN CARRIES STORM WATER FROM THE AREA INLET TO POND ' #278. THE PONDING DESIGNED TO OCCUR ABOVE THE INLET WILL CAUSE THE ENTIRE 100 YEAR STORM TO BE CARRIED TO POND 278 IN THE PIPE CULVERT. THIS MINIMIZES THE CHANCE FOR ANY CONCENTRATED ' FLOWS TO OCCUR OVER THE STEEP BANKS OF THE POND IN THAT AREA. A 15 INCH HDPE STORM DRAIN WILL PASS STORM WATER FROM THE SWALE AT THE SOUTHEAST CORNER OF LOT 12 SOUTHERLY IN THE REAR LOTS OF LOTS 1 I THROUGH 7, UNDER THE BIKE/PEDESTRIAN TRAIL, AND TO THE AREA INLET EAST OF WESTFIELD DRIVE. ALSO, THE "FINAL HYDRAULIC DESIGN REPORT — REGIONAL DETENTION POND 278, MCCLELLANDS & MAIL CREEK BASIN, DATED JUNE ' 1998" BY THE SEAR -BROWN GROUP PROVIDES THE DESIGN CRITERIA AND DESIGN DETAILS FOR THE 8' BY V REINFORCED CONCRETE BOX CULVERT CROSSING FOR BASIN'S MAJOR DRAINAGE CROSSING UNDER SENECA. THE DETAILS OF THAT CROSSING ARE PROVIDED AT SHEETS A 1 THROUGH A 5 OF THE UTILITY PLANS. THERE ARE TWO STORM DRAINAGE CROSSINGS PROPOSED UNDER TROUTMAN PARKWAY — A 24 INCH RCP AT STATION 11+00 AND TWO 18 INCH SIDE BY SIDE RCP's AT STATION 17+60. A TOTAL OF FOUR 5 FOOT INLETS DRAIN INTO THE STORM DRAIN CROSSINGS — ONE (1) EACH AT BOTH SIDES OF THE TWO SAG CURVES. A DRAINAGE SWALE WILL DRAIN ' (DAYLIGHT) EACH OF THE TWO CROSSINGS TO THE NORTHEAST CORNER OF THE PROPERTY THROUGH WHICH IT EXTENDS EAST OF WABASH STREET. ' A 36 INCH, 42 INCH, AND 53 INCH X 34 INCH HERCP (HORIZONTAL ELIPTICAL REINFORCED CONCRETE PIPE) STORM DRAIN SYSTEM WILL BE EXTENDED FROM WHERE IT EXISTS AS A 36 INCH CULVERT ON THE WEST SIDE OF WABASH TO TROUTMAN PARKWAY AND UNDER THE IRRIGATION DITCH CROSSING TO WESTBROOKE DRIVE. IT WELL BE EXTENDED ' SOUTHERLY INTO THE WESTBROOKE DRIVE ALIGNMENT WITH THIS PROJECT SO THAT IT CAN BE COMPLETED WITH THE WESTBROOKE 2Np FILING DEVELOPMENT. 16 I �J J 1 1 1 A 4 FOOT BY 8 FOOT CONCRETE BOX CULVERT WITH WING WALLS WILL BE CONSTRUCTED FOR THE IRRIGATION DITCH CROSSING UNDER TROUTMANT PARKWAY. THE STORM DRAINAGE INLET CAPACITIES ARE DETERMINED BY USING FIGURE 5-2 OF THE CITY' S DRAINAGE MANUAL. A SECTION OF THE ADDENDUM ON INLET SIZING FOLLOWS THE SECTION ON STREET CAPACITIES. THE 6 FOOT CONTINUOUS GRADE INLET WAS SIZED AND EVALUATED USING BOTH FIGURE 5-2 AND 5-6. THE AREA INLET WAS DESIGNED USING A COMPUTER PROGRAM DEVELOPED BY THE SEAR - BROWN GROUP. THE RESULTS ARE INCLUDED IN THE ADDENDUM. A MAXIMUM OF 6 INCHES OF GUTTER FLOW DEPTH IS ALLOWED ADJACENT TO THE INLET (Yo) DURING A 2 YEAR STORM. THE STANDARD HEIGHT OF THE OPENING (h) IS 6 INCHES FOR BOTH THE 5 AND 10 FOOT INLETS. REDUCTION FACTORS FOR CLOGGING OF THE OPENING, ETC. ARE 0.80 FOR THE 5 FOOT AND 0.85 FOR THE 10 FOOT INLET. USING FIG. 2-5 AT Yo = 6" AND h = 6", A MAXIMUM OF 1.25 CFS PER FOOT OF OPENING IS THE THORETICAL FLOW ALLOWED. WITH A 80 PERCENT REDUCTION FACTOR FOR THE 5 FOOT INLET, THE ACTUAL FLOW ALLOWED IS 1.00 CFS PER LINEAR FOOT (1.06 CFS PER FT. FOR A 10 FOOT INLET). THE 2 YEAR STORM RUNOFF AMOUNTS AT THE SIX (6) 5 FOOT INLETS DO NOT EXCEED 4.4 CFS, WHICH IS AT DESIGN POINT DPTR-IV-U IN TROUTMAN PARKWAY. THE U STANDS FOR UNDEVELOPED CONDITION FOR THE UPSTREAM PROPERTY DRAINING TO THAT LOCATION. WHEN THE PROPERTY IS DEVELOPED, THEY WILL ACCESS THE STORM DRAIN STUBBED OUT OF THE RIGHT OF WAY AT THAT LOCATION TO ENSURE THAT THE RUNOFF AMOUNT TO THE INLET AT THAT LOCATION DOES NOT EXCEED CITY CRITERIA. AT THE TWO (2) 10 FOOT INLETS, THE MAXIMUM DISCHARGE DURING A 100 YEAR STORM IS 9.1 CFS AT DP I. A 10 FOOT INLET WAS USED THERE TO KEEP OVERLAND FLOW THROUGH A SWALE FROM CARRYING ANY FLOWS TO THE STEEP BANKS OF POND 278 IN OTHER THAN UNUSUAL SITUATION (i.e. EMERGENCY CONDITIONS). CONSIDERABLE DETAIL IS PROVIDED REGARDING INLET SIZING IN THE ADDENDUM. FOR INSTANCE, DP III. ON TABLE 1 LISTS A 2 YEAR DISCHARGE OF 10 CFS. THAT IS WHAT IT WOULD BE EXCEPT FOR THE INTERCEPTION OF FLOWS IN THE 6 FOOT AT GRADE INLET AT DESIGN POINT VI, WHICH REDUCES THE 2 YR. FLOW AT III. TO 4.8 CFS. THE ADDENDUM ALSO SHOWS DEPTHS OF PONDING AT THE INLETS DURING PEAK FLOWS. 11 I 1 L r 1 DURING A 100 YEAR STORM, THE LARGER FLOWS WILL POND TO A HIGHER ELEVATION, UNTIL THE DEPTH EXCEEDS 0.7 FEET. AT THAT DEPTH WEIR FLOW OCCURS OVER THE BACK OF EASEMENT, AND FLOWS WOULD "WEIR" OVER THE BACK OF EASEMENT TO THE DOWNSTREAM DRAINAGE FACILITIES. THE SITUATION AT DESIGN POINT III IS EVALUATED IN SOME DETAIL IN THE INLET SIZING SECTION OF THE ADDENDUM. A FIVE FOOT INLET MIGHT HAVE BEEN USED AT DP III, SINCE LESS THAN 5 CFS IS ANTICIPATED DURING A MINOR STORM AFTER THE PARTIAL INTERCEPTION OF FLOWS AT THE 6 FOOT INLET. A LONGER 10 FOOT INLET WAS CHOSEN TO ALLOW MORE RUNOFF INTO THE PIPE SYSTEM TO AVOID SIGNIFICANT WEIR FLOW TO POND 278 OVER THE GROUND SURFACE TO THE STEEP BANKS THERE. A WEIR FLOW VERSUS ORIFICE FLOW ANALYSIS FOR THAT 10 FOOT INLET SHOWS THAT ABOUT 17 CFS WILL BE ENTERING THE INLET AT A DEPTH OF 0.8 FEET, WHILE ABOUT 4.5 CFS WILL BE WEIR FLOWING TO THE PARK SITE. AT DPII, 8.5 OR SO CFS WILL BE ENTERING THE 5 FOOT INLET AND 4.5 OR SO CFS WILL BE WEIR FLOWING TO POND 278. THE OTHER 10 OR SO CFS THAT LEAD TO THE TOTAL DISCHARGE TO POND 278 AT DP VI (43.7 CFS) COMES BELOW THE STREET SURFACE IN AN 18 INCH STORM DRAIN BETWEEN DP II AND DP VII. THE HYDRAULIC CALCULATIONS FOR ALL OF THE STORM DRAINAGE CULVERTS ARE PROVIDED AFTER THE INLET SIZING IN A SECTION CALLED CULVERT DESIGN. THE RESULTING HYDRAULIC GRADE LINE ELEVATIONS AND ALL OTHER PERTINENT INFORMATION ARE PLOTTED ON PLAN AND PROFILES AT SHEET 17, WHICH IS EXHIBIT E. THE LAST SECTION OF THE ADDENDUM IS INFORMATION REGARDING THE DRAINAGE SWALES WITHIN THE PROJECT LIMITS, SUCH AS CROSS SECTION SHAPE, RATING CURVES ESTABLISHED USING MANNING's EQUATION, FLOW VELOCITIES, ETC. THE CROSS SECTIONS AND DEPTH OF FLOWS ARE DRAWN ON SHEET VEXHIBIT B. IN SUMMARY, THE PROPOSED STORM DRAINAGE PLAN FOR THE MOUNTAIN RIDGE PUD 3' FILING AS REFLECTED ON THE ENCLOSED EXHIBITS IS CONSISTENT WITH THE MASTER PLAN, AND THE RESULTING IMPROVEMENTS SHOULD ADEQUATELY PROTECT LIFE AND PROPERTY ON THE SITE. NOTE: NOT COVERED IN THIS REPORT, BUT OF IMPORTANCE, IS THAT THE WATER QUALITY REQUIREMENTS FOR THE SITE IS BEING HANDLED IN 18 ' REGIONAL DETENTION POND 278, WHICH CAN BE FOUND IN THE PREVIOUSLY MENTIONED SEAR -BROWN GROUP REPORT. ' SECOND NOTE: AFTER THIS REPORT WAS COMPLETED AND READY FOR SUBMITTAL FOR FINAL APPROVAL, A MINOR MODIFICATION TO THE STORM DRAINAGE SYSTEM AS REPORTED HERE WAS PROPOSED BY OTHERS. ' THE EFFECT OF THAT CHANGE, IF APPROVED, WAS DETERMINED TO BE MINIMAL FOR THE MOUNTAIN RIDGE FARM P.U.D. 3PD FILING DRAINAGE ' PLAN. IF APPROVED, THERE WILL ACTUALLY BE LESS STORM DISCHARGE IN SENECA STREET AND THE IMPROVEMENTS WILL JUST BE SLIGHTLY MORE CONSERVATIVE. ACCORDINGLY, NO CHANGES WERE REQUIRED FOR THE DRAINAGE SYSTEM AS DESIGNED AND REPORTED HEREIN. 1 1 t 1 1 19 ' VICiarry MAP N/ ■ /'I 0ur4 AiN RIDGE FARM FUO 3"Fi L1NG o /z \ ppl ton Dr 1 1 no 0 `rpwbrid e 1 1 �3 DDr XopOD, I I o 1 1 Jo j 1 1 1 N n mmlllllll IoUl •1 n i T ly I l N I I n } N N Ul 1 T n N O `G 1 l D Goodell Ln I 3 L,ndsev �TT'1 /V I ti � o I � .n D M luau `n •} 1 3 I I N Lyndo n�• „�, n V / z � I Q ' COPit�l Dr � I r1 Dunbc . " C. r r ;p Thom 9'' . Royal Dr IE gllsn L o ow i T I �/ rt kerS r, I D = I Crescent Dr I BI ° benn r JO H V n q . Jq j Z Perwc*, Pis t c Cra9Z m'2 /o 1l� n Q alopvad014J Dr ^3 � C, T 0� p�J .' Regencey Dr o '' ��. cn � Sen ca 1 j alp ,'`� •-.' o l �u b o o F' Ricnmond Dr �/, , 0 _ o�� FnSTR ❑UTH SHIELDS 4� ET lu } ^ i n �n Saddle NO Ch Dry j �-'Bit a terbruS- '? Mm 3 rOnb s /D }O j/10 Cto HOIl St 3Olden �anluaD _ ROsecrown W o.d n or,JPlge f Ct �// o �yBevverl Grdnd l�re,k D I -o £ D il } OjhI Q r ° j I12 °„ Lcv �•� Fall Lost Cree n Ct jJO, Windmill Dr / �".o. ' a ; Rlver Ct n � 1 SCALE I "=I,ObO� I ' THIS FINAL EROSION CONTROL PLAN REPORT FOR MOUNTAIN RIDGE P.U.D. 3rd FILING WAS PREPARED BY LAND DEVELOPMENT SERVICES USING THE CITY OF FORT COLLINS EROSION CONTROL REFERENCE MANUAL, for Construction Sites, dated January, 1991. The results of this erosion control study are reported in the enclosed text and in the supporting documents, and shown in further detail on the Storm Drainage and Erosion Control Plan submitted concurrently with this report. This Report is a revision of the Final Erosion Control Plan Reports previously prepared by this office and signed on November 22, 19991 April 30, 2000, and August 7, 2000. Signed this 6th day of December, 2000. I Dennis L. Donovan, P.E. Land Development Services 309 W. Harmony Road Fort Collins, Colorado 80526 Phone: (970) 353-4596 I i n t fMOUNTAIN RIDGE FARM P.U.D. THIRD FILING FINAL EROSION CONTROL PLAN PEPORT THE EROSION CONTROL CONCEPTS AND GENERAL DESIGN CONSIDERATIONS FOR MOUNTAIN RIDGE FARM P.U.D. 3' FILING ARE OUTLINED IN THE FOLLOWING PARAGRAPHS AND SHOWN IN FURTHER DETAIL ON EXHIBIT B. THE EXHIBIT IS THE SAME AS FOR THE STORM DRAINAGE REPORT, AND IS TITLED "STORM DRAINAGE AND EROSION CONTROL PLAN". THE CITY REFERENCE MANUAL AND WIND ERODIBILITY ZONE MAP SHOW THAT THE ZONE FOR BOTH RAINFALL AND WIND EROSION IS MODERATE FOR THE SITE. THE AREAS OF CONCERN FOR THE EROSION CONTROL PLAN AND THEIR PERTINENT BASIN CHARACTERISTICS ARE AS FOLLOWS: DRAINAGE AREAS (DA#'S) 1,2,3&5 ALL WILL FLOW INTO DETENTION POND 278 ON THE WEST SIDE OF THE PLEASANT VALLEY AND LAKE CANAL IRRIGATION DITCH DURING STORM RUNOFF. A WATER QUALITY OUTLET STRUCTURE HAS BEEN DESIGNED WITHIN POND 278 TO MINIMIZE ANY SEDIMENT TRANSPORT VIA THE 42 INCH RCP CULVERT THAT IS THE OUTLET FROM POND 278. THIS WATER QUALITY STRUCTURE HAS BEEN DESIGNED BY SEAR -BROWN GROUP TO HANDLE NOT ONLY SEDIMENT FROM THE 3' FILING, BUT THE ENTIRE CONTRIBUTARY AREA FROM THE UPSTREAM MAIL CREEK/MCCLLELAND MASTER STORM DRAINAGE BASIN. THOSE SUBBASINS PLUS DA#15 ARE IDENTIFIED ON STANDARD FORMS A AND B (WHICH FOLLOW THIS TEXT) AS ONE AREA TO ENSURE ADEQUATE EROSION CONTROL. BESIDES THE SEDIMENT TRAP THAT POND 278 PROVIDES, A GRAVEL FILTER ON THE SINGLE 10 FOOT INLET IN THIS AREA THAT IS LOCATED IN SAILCREST COURT, AND TEMPORARY VEGETATIVE CROPS APPLIED OVER THE ENTIRE SITE UPON COMPLETION OF THE FINAL GRADING OPERATIONS SHALL BE USED TO MINIMIZE SEDIMENT. LIKEWISE, DA#'S 9THROUGH 12N WILL FLOW TO POND 278. A GRAVEL FILTER AT THE SIDEWALK CULVERT IN WESTFIELD DRIVE, STRAW BALES WHERE THE MAJORITY OF THE STORM RUNOFF FROM THIS AREA ENTERS THE DETENTION POND IN A STORM DRAINAGE CULVERT NEAR THE NORTHEAST CORNER OF THE DETENTION POND, AND A TEMPORARY CROP COVER OVER THE ENTIRE DISTURBED AREA WILL BE PROVIDED TO MINIMIZE SEDIMENT TRANSPORT FROM THIS AREA. rl r DA#'S 12S, 14 AND 15 WILL FLOW DIRECTLY INTO THE PV&LC DITCH AFTER GRADING. A PERMANENT VEGETATION CROP WILL BE PROVIDED FOR THOSE SMALL AREAS. DA#'S 4,6,7 &8 WERE IDENTIFIED SEPARATELY AS A BASIN FOR EROSION CONTROL MEASURES BECAUSE 70 PERCENT OF THE AREA WILL BE PAVING AND SIDEWALK SURFACES. THAT ALONE MEETS THE EFFECTIVENESS CRITERIA, ALTHOUGH THE DISTURBED AREAS OUTSIDE THE IMPERVIOUS AREAS WILL ALSO BE COVERED WITH PERMANENT OR TEMPORARY CROPS. "EFFECTIVENESS CALCULATIONS" FOR THE THREE AREAS OF CONCERN ARE PROVIDED ON STANDARD FORM B AFTER THIS TEXT. THE EROSION CONTROL MEASURES THAT ARE RECOMMENDED ARE COMPATIBLE WITH THE CITY'S STATED GOALS IN THE EROSION CONTROL ORDINANCE AND SUPPORTING DOCUMENTS. TO MINIMIZE WIND EROSION AND AIR -BORN SEDIMENT TRANSPORT 11��11 FROM THE SITE, IT IS RECOMMENDED THAT A SILT FENCE BE INSTALLED ALONG THE WESTERLY SIDE OF THE PLEASANT VALLEY AND LAKE CANAL COMPANY IRRIGATION DITCH, WHICH SHOULD PROVIDE A BARRIER AGAINST SEDIMENT TRANSPORT TO THE EAST OF THE SITE. ALSO WATERING OF HAUL ROADS AND OTHER AREAS LIKELY TO CREATE DUST PROBLEMS SHOULD BE A STANDARD ON -GOING OPERATION. THE ANTICIPATED CONSTRUCTION SCHEDULE FOR THE PROJECT IS TO BEGIN GRADING IN DECEMBER OF 2000 OR JANUARY OF 2001. THE FIRST TWO PHASES OF DEVELOPMENT (PHASE 1 AND PHASE 2) IS TO INCLUDE EXCAVATION OF THE DETENTION POND AND FILLING OF THE LOTS AND INTERNAL STREETS. CONSTRUCTION OF SENECA STREET SHOULD OCCUR CONCURRENTLY. SANITARY SEWER, WATER DISTRIBUTION AND STORM DRAINAGE IMPROVEMENTS IN PHASE 1 (THE 20 SINGLE FAMILY LOTS NORTH OF POND 278) WILL BE INSTALLED AS QUICKLY AS POSSIBLE. FOLLOWING THE UTILITIES IN THAT AREA, THE INTERNAL STREETS AND SENECA WILL BE CONSTRUCTED SO THAT BUILDING PERMITS CAN BE OBTAINED THERE. COMPLETION OF THE REMAINING INFRASTRUCTURE IMPROVEMENTS (WITH THE POSSIBLE EXCEPTION OF THOSE IMPROVEMENTS WITHIN PHASE 3 - THE TOWNHOME AREA) WILL N, PROBABLY OCCUR BY SEPTEMBER, 2001. STANDARD FORM C FOLLOWS AND GIVES A ROUGH ESTIMATE OF THE TIME FRAME FOR THE INDIVIDUAL EROSION CONTROL IMPROVEMENTS. 2 It DA#'S 12S, 14 AND 15 WILL FLOW DIRECTLY INTO THE PV&LC DITCH AFTER GRADING. A PERMANENT VEGETATION CROP WILL BE PROVIDED FOR THOSE SMALL AREAS. DA#'S 4,6,7 &8 WERE IDENTIFIED SEPARATELY AS A BASIN FOR EROSION CONTROL MEASURES BECAUSE 70 PERCENT OF THE AREA WILL i BE PAVING AND SIDEWALK SURFACES. THAT ALONE MEETS THE EFFECTIVENESS CRITERIA, ALTHOUGH THE DISTURBED AREAS OUTSIDE THE IMPERVIOUS AREAS WILL ALSO BE COVERED WITH PERMANENT OR TEMPORARY CROPS. "EFFECTIVENESS CALCULATIONS" FOR THE THREE AREAS OF CONCERN ARE PROVIDED ON STANDARD FORM B AFTER THIS TEXT. THE EROSION CONTROL MEASURES THAT ARE RECOMMENDED ARE COMPATIBLE WITH THE CITY'S STATED GOALS IN THE EROSION CONTROL ORDINANCE AND SUPPORTING DOCUMENTS. TO MINIMIZE WIND EROSION AND AIR -BORN SEDIMENT TRANSPORT FROM THE SITE, IT IS RECOMMENDED THAT A SILT FENCE BE INSTALLED ALONG THE WESTERLY SIDE OF THE PLEASANT VALLEY AND LAKE CANAL COMPANY IRRIGATION DITCH, WHICH SHOULD PROVIDE A BARRIER AGAINST SEDIMENT TRANSPORT TO THE EAST OF THE SITE. �i ALSO WATERING OF HAUL ROADS AND OTHER AREAS LIKELY TO CREATE DUST PROBLEMS SHOULD BE A STANDARD ON -GOING OPERATION. THE ANTICIPATED CONSTRUCTION SCHEDULE FOR THE PROJECT IS TO BEGIN GRADING IN DECEMBER OF 2000 OR JANUARY OF 2001. THE FIRST TWO PHASES OF DEVELOPMENT (PHASE 1 AND PHASE 2) IS TO INCLUDE EXCAVATION OF THE DETENTION POND AND FILLING OF THE LOTS AND INTERNAL STREETS. CONSTRUCTION OF SENECA STREET SHOULD OCCUR CONCURRENTLY. SANITARY SEWER, WATER DISTRIBUTION AND STORM DRAINAGE IMPROVEMENTS IN PHASE 1 (THE 20 SINGLE FAMILY LOTS NORTH OF POND 278) WILL BE INSTALLED AS QUICKLY AS POSSIBLE. FOLLOWING THE UTILITIES IN THAT AREA, THE INTERNAL STREETS AND SENECA WILL BE I! CONSTRUCTED SO THAT BUILDING PERMITS CAN BE OBTAINED THERE. COMPLETION OF THE REMAINING INFRASTRUCTURE IMPROVEMENTS (WITH THE POSSIBLE EXCEPTION OF THOSE IMPROVEMENTS WITHIN PHASE 3 - THE TOWNHOME AREA) WILL PROBABLY OCCUR BY SEPTEMBER, 2001. STANDARD FORM C FOLLOWS AND GIVES A ROUGH ESTIMATE OF THE TIME FRAME FOR THE INDIVIDUAL EROSION CONTROL IMPROVEMENTS. 1� I \ I RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: O V N7 A► r j R 1©G E F4 R M PUP —*3 RD F! L I N GTTANDARD FORM A COMPLETED BY: j9L D DATE: DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS SUBBAqINS ZONE (ac) (ft) (feet) M M ►�2�3�5-15 MODERATE 4'.4-5 54Q 1.2 %e,L� 4)6,7*S M0DERATE 2.73 80 o,6 73,5 MODERATE 6,53 ►)loo 78.3 16� T R 2, 3) r"! oD�RC, iE 't o 2 1606 78 6 i MARCH 1991 8-14 DESIGN CRITERIA "s- EFFECTIVENESS CALCULATIONS PROJECT : 0 u► -rA I N R I D6 E FARM PUP- P- 3 O F I L I N G STANDARD FORM B COMPLETED BY: OLD DATE: Erosion Control C-Factor P-Factor Method Value Value Comment RoA_P5 /1A/ALK5 6.61 1.0 GRAVEL F)LTZ-R 5 1,6 0.8 5-rR.4w $ALES 110 0.8 FERMIA.NE'NTCp?e 6,07 !.0 aTEMPORAA�/ RoP 0,t-5 I.0 MAJOR PS SUB AREA BASIN BASIN (Ac) CALCULATIONS 1�2�3�5 78 .�-}- I.i- I.l.S Ro�p3 = 15%,Y�t• 4-5=0.L7A5 PERM Pr1EnlT CRoP=0.81+1�1 15 TEMP CRoP =Z.g7,}c )GRA✓eL FILTEn',5FDIAAr-Aj-r V40C=(0.67K6,oI t0,81xa.67+2,97X0.+{$)/4,45=D.31 W-rj)P=0.5>0.8=0.+ EFF=(1-0,31xD,1+)k)po =87.6 a4,' 4�6�9 8 73,5 2,73 R6a05= 1.1ZAC (M5A,5uR>:a) V(TDC=0.9216,01+0.1ZXI,o)/Z.73 =6:51 WrD P = 0.5 EFF'(I-0.11KD,S�+�ID4) q�12 78 ,3 6,53 ROADS = TEMP CROP= 5,55q W-rD G = (6,98> 0.0) + 5.55X 6,q 5)16,53 = 6,96 W-rP=0,5x6,8=0,`t'0 rFF0,38X0,4-) 10 = gItLt aK I61T11 78.b 5 A -1 = 1,4► AG_ -rD C (Z,6�K0.1)1 t-I,LtIK0,4.5)/4f6Z-4,1( Vk/ T D C—FF =�1� 0.16XO.f1 KIOp " �7,2 0K MARCH 1991 9-15 DESIGN CRITERIA I CONSTRUCTION SEQUENCE RIDGE F+RAf PROJECT: P, U. D. 3 RD 5'I L I At G STANDARD FORM C SEQUENCE FOR "0&1 / ONLY COMPLETED BY: DL O DATE: 12 -I 5 -d a 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 2 oa Is MONTH I U-Awl FEaI MRRI APRI M4y1;-oNI iui-I Av6I5FPI6cr I MovI 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 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 Nettings/Mats/Blankets Other i� STRUCTURES: INSTALLED BY COA/TQA-CT-oR MAINTAINED BY tEGETATION/MULCHING CONTRACTOR _()NO1�, p?4 / AI1~n ATE SUBMITTED Q APPROVED BY CITY OF FORT COLLINS ON iMARCH 1991 8-16 DESIGN CRITERIA EROSION CONTROL COST ESTIMATE 100 MOUNTAIN RIDGE FARM P.U.D. 3RD FILING A. First Method of Calculation 1. Silt Fence 1,200 linear feet @ $1.65 per LF $1,980.00 2. Gravel Inlet Filters 2 each @ $150 300.00 3. Straw Bale Barriers 6 each @ $150 900.00 4. Seeding 12.5 acres @ $275 per acre 3,437.50 Total Estimated Cost $6,617.50 Total Estimated Cost at 150 percent $9,926.25 B. Second Method of Calculation 1. Total Area of Site 18.36 acres @ $615.00 per AC $11,291.40 Total Estimated Cost $11,291.40 Total Estimated Cost at 150 percent $16,937.10 SECURITY IS LARGER OF TWO ESTIMATES = $16,937.10 0 11 A PDENDUM STORM DR/I n/ AGE MgF 3 R° 0 RE �I 40(jf7-fain Rld c� e. Farm PU 0 3'� Fi i)'n? U Compd5j'fe C VcLIue5 5ubbo.sirn Ar-ecA- 2escrjp+ion 1 «o) PA1 O,Lf- Lawns, HeavI560) Z-7Perc`s-tt I/Tys@So5p �TY:,5@ 6s-C) 15Dr;vres 6) t66 s 54-rce+ WaI k jq�UCC SF �C=�.81Acx0.95+0,�9+cXo,Z5�=I,'t-C) 3 0,56 107'9'5(r�'�Qos�� ldf%riv cz DQsf �` S f �eei-�SU/C�736as� C©.35s�cXo,��t0.Z1 a�Xo.Z5]=0.5� ' 4 0,7I ZT- 5 BOG ' J ZTH'S .' ) rives ff C 1" 1 y @�Q; 5 rCeT� 5U/C I$J5006f [0,51 Af XG.15+0,2G,4r-x0,Z53=, 0.71 5 0,67 16TN's@ 0 ENSA4:: 5+6,74Acx6,z�� D s Xd95+0.05-AC Xo, 5 -0. Co,3 �� Z � ' Iffj �l 7 0.72 Z8, 360 S� i p 5+ree-1 4 5 W Co.65KG.�5 +0.o7�o.z57 : a,72 8 0,90 ?-1%b sf in S+rrc4 �5W 9 0,78 Soa J G gorrie s oDJ 665-f E6,IZx 0, f 5 -�-0.66 XO,Z5] 10 073 G Horses c�, 566:5 ; 6Pr; ves@75Gs�j Iirft00s� [0.+9Ac x0.g5�0.2�x0.25]-0,73 C0.1G�O,g5 t0,58 �G,25] -�1,28 Cpsv) lzP3 We I g h-FEd `i J C), Z 5 Y .. 6.75 0, 37 0.8G •:P 0,75 0,36 0, 7 0,'63 i pL D Gom�osl+e C `SALasi►� Area Pescripi i`ork%►`�hfe�,Ci 12,4 1. r1 I gomes 651 106s4 j Ccncrc�e Pan@7�9Gb NTT L0.2$x0,95+'1.64X0.2�]: 1,9� 6 ,� S-i-ree��5�n/[cJ//�73D; De�. S►✓� ZZGS-� CO.51 VO,56 0,67xa.25] 1.1 o.5s 0,9q L O , Z 5 15 0.50 Land scap I6,,� 4.Z 5 051 0.50 Pe r A pProvec', Wee is lea r k O52 D.IZ Co.67X6,g5+-0,05x0,Z5] ; o.IZ 0,�6 053 2',Z8 Fe- rApPr6veclWes4-f-'re(c) Pa rk FUD 0,`-7 05� 8.6q- Pev-/ RF 4-fl' Fdr`vtc; 0,53 Fo,rI IcuiJ- Lanc�'sw, JPA0S6 - 0.99 Some Concro�eMctvely) a+ [o;2Ka,q.5 to,7q u0,25] ; 0,99 0.39 s/ zoo 0,416 0.30 5f reed- �-5�j,ewak la c 12hT1 0.30 La n d sca i h Q 0 ,25 9k TK 1 7.) `f 75�a @�. 1 �� fd �0.25 0.7 8 >> T�2 0,58 EC(3.5 =Y3') �G.25 t (Zq,S,—`t3��g5Ole] 0.73 7R3 13 [0,5S,4cx03? -►-0. 50,76 TRI.l3 t TR5 0.58 TR 2 a,�3 TRr 9,Zl A;+CV-- 5,1 Peer —50.78 / J 5u N 1 ' J � ✓ , v A I /`1DUn fain Ri r e Farts pUD 3 r . Ft'I ,'n� Compo514e C VGil ues `SAbasifr Area(AC) �PA51-)S � 1,73 F6.71X0.75+0.9+6.75+ 05Z 0.i2x6.661 ; 1,73 PA's 617) 6 53) 13,76 [6-4 y 0.86 +- 03 2 9 0, 8 9 + o� t05-Q56 +X0,53+ 0.97z0251-0.99x0,317;13,76 = 0.52 Y13 .3.19 COY 0,72+ IV 0.634 i�'17- N, r C3 051 +0,5U1170 DA5 7053 11.6r L6.72X0.ss+',Z$ 4-Lf7+ 6�-7 g� OS?0s� �) I ►� l 3 l,�2 Tl? �, Ti47�7 6,oq r '7R 5, -N 6 4,5A 110, 53 iOrr-- SITE UNvEV TCZ't,T1�T�7 6,0� 0.5y- [1.01x0,7 y-+0.5x0,4-(o] ; 1.51 =0.38 C6. �q xo,Z5+ 0.36AJ.50 +1,13x0,73]=1,92 = 0,57 [ 1,13 X0,73+ 030 X0. Z 5 +66 X0.787; 6.09 �0.75 C0,59 x0.73t 7,2,7x 0,78 +- 0.73 x 0.22] � 10. 58 = 0.76 Loci Re5i7.,, 10 1), i IYIz' 1 mm PP= 121. DPSy TR E TR ITS 7rl-U pPTR ,g-u (TT J Mes o� Concert�ra�-�on c PLL 11 1 j 1 t 1 1 A 1 i SubbCALs;n l7a �Z s 13 I't 15 051 05Z 053 05� 055 OSG 053 1� TRl TR 2 f 5 TR34� OVerio.nJ FLok/ Of 5TAtJCE SLD PE C (F7) So 2,2 0.25 CIO 50 II �f 76 )) f 1 9 9 C6nee)1+ra �ec FLO %V Tc c,m 2 _ y n, T � S VA I c (MIN (MIN) CIO (Mffj) 11,3 165 -o- -6 - 12,0 11.1 580 6. 1,6 6,d �.9 `3,3 3201.3 Z,Z 2.�F IZ,o I I .l LO 6.7 1.6 lht l0, 6 9,8 -0- - c- Z,Z t.G 450 0.7 ),6 �17 1) 864 09 1`t 102 G I� 0211 13,2 �a S,9 +' e.+ 95 9 9./ 9.Z Q5 G,7 )) ►�,5 50 2,0 " 8.9 1 8 0 Z. 5 5,7 ETo D1DUU (Z7 1, 5 l it) I Ltd Z.q 13,2 S0.r1 c.0.5 oN,eC"DF-Irj &71' I 2.6 5.3 2.0 II 3,9, TRW Sam e � s TR 2 5g f 15 Z. 0 0, 50 5,5 760 0.5 10.3 -a- 7,+ 360 0.6 7,+ 650 0, 6 7,8 510 0.5 8.5 --o- 8,r 380 O,G 15.3 -�- 303 1,2 3 40 i.5 51) 0.9 870 0,5 5/ 6oS 1.2 I ,6� 34G 1.5 12. Z Z°!� 0 5+8 0.5 10,5 —o — 9.6 00 115 G5b Z,U Z. 2 22 L L� 218 3,5 23 600 b.q- 1.1� 2.f 6,5 5,Z Z, `t Z. `t _0 L-5 3,5 4.S 3.9 7.1 T�2 iC )1.3 Ia. G.9 G,3 12.4- 11.8 13 2 12; 3 Iz,b 1►,it 15.2 H-4 13,E IZ.7 16.5 15,3 10.3 5,6 Z0,4� Iq, 3 30,8 29.7 ? 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' VA T1. 0,3D 021S 5.6 5.n P,4 TR Z 5 U.58 073 9, 8 8, 5 Z. 6 7, It I, I 3.9 TR 34H I.13 0.76 ►2.5 IZ,Z 9,3 6.6 2.0 71 ` Tr310" 9,27 0.78 I`t,S Rl Z,i 0 15.2 Sl.;.I TR7 �-G6 0.78 I't8 ►q.l Z.I G.1 7,6 Z7.7 DP T� 0,53 0.73 °.Ss 8.5 Z,� 7,`t 1. I �, r DP TIC1 1,9Z 0.57 IZ,S )Z,Z Z,3 6.6 Z.5 9,U PP TRM 6,O� 0.7S I�.a I'+.I F. I 3`t8 DP 7rN IMS 0.76 IM Rl Z.I 6,I 17.E EZJ DP 71 11.16 0,7F Itf,8 Igt,l Z,l 12,3 66.E PPT�T 8.61 0.71 1tS )Lfl Z,I 1119 �3,lf P TR 1i U�Z�G,81 03t 3`t,0 ") 31.5 1. t.1 1a.6 �P'FR j -Ul')1U,58 0.32 17,'f 1� 7-U 1111 � D.3'? 11 :; Ir 4,9 19,E in� p TM-u g D1 o,`ro 11 tz- 161 t- o) 1"c ,'o''= Gob,)5=I,6°fo G =0.2� TcZ niIt4 Ttop 31, 5 JI I ■ Co) DP TR 12A TG� 7 l's Uti'L)r-✓rLopev t3) 2F Tv I 1 1 1 1 1 t 1 mo11r1�o�in RirJ�C1FoLrrn Ptj 3r rr!lr' S�-rp 4��oct-�'rE.S 1, 2.0 r — 10000 w I$ swo.I915 CO(II IC,(Ut ,Y Y•w+,.f .10 9000 r*•+uL..••. o..,•Tt ,o +•Te•LL ,. 8000 •Ot Te. or w•w+cG 7000 t n •EOI•ouL a uofl xalt .08 1.0 6000 nrt•Lwu .. • noctto..cf .1«. .07 5000 I•« Iso. tow, *w n« .80 06 4000 .70 EXAMPLE nn o.n[e uaU .OS .60 t (• 70 n ..0(1 t/n . moo so F..; .04 .50 2000 , . C.($ () 30 I,L GL n+o: a. 2.0 crI xo _ .40 1000 3 ? —.30 90000 u - x-- .02 600 = O 17 M4 s0o N .20 i s � O 400 lJJ x Z RUCTIONS Q300 .OI CC 1200 �. 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Z .5 0 U W .4 0: .3 2 .0 0 r U D a r t 1 MOUNTAIN gi[)GE FARM STRICT (.A rAGt?"i s 0 F106 I 6 '/ s -D � 5° 4 o s=0.4% i=0.5 I I I I I BELOW ALLOWABLE STREET I MINIMUM GRADE 2 4 6 8 10 12 14 SLOPE OF GUTTER (%) Figure 4-2 REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY Apply reduction factor for applicable slope to the theoretical gutter capacity to obtain allowable gutter capacity. (From: U.S. Dept. of Commerce, Bureau of Public Roads. 1965) MAY 1984 4-4 DESIGN CRITERIA /IUrJnfQjn nic-ae, Farm PU0 are SrR�t✓-r C�Phc1r1>_�r ' I. Local 54-r.-4s - Prl Ve OYer Curb, GU41 er a ✓1C V/0, � I I I I L A ID1 I TM e larce-:5 - flow /�� occur-5 oegr �PA� 7 r'o rn Fi U u r e Z l' 5 0.6 5. 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I are �s-� Ito w �� the 5'r�e-�-- cr t7,5 �rL)(f. 6�L ' the ups r can; %Cl-SI'ri I`5 Uno eVttoPec, O GCuf s 0V1 T vl west- si cie aL9P TI?EZ-U wherC AIL. f IZor/ S-4LOr1'11 irs C ruti�a�� 2yR� The corr ow jr Inc vc'4A e nt'}i 1`n�L) W, 10 r,, G} ( -uc- �s �o�� n, A r -F LJ A E< ,'m n�.. �r�►; � 1 o w o 4, I-F � �s CA 1 1 c WO-L � � F-I oui G r1 �.. 0. rE c1 Li f, �� 1° T a g e r o r (J J ��a C3 � V =. 5 T !'l < r I r' co' �16 r de5rc� t�., o� (D.8 GF5 • u ` r /� f Ik f� Fron'l Frc LJre 4-1 O r 0 1 e. /'�a✓l✓G-` �Y I4-Q2- ''.✓ �: Qr\C� 4"r.. far c Curv'` here i t �*hC SIr'du6-y1 G(` s S t �\GN %(�, � XV.D Jr?�� = ?,:7 G . I <` � orr: Trv� ✓ er 5 i r e. e. -�- ," � c vJ M �, A- -; C 4 y (, Y' t + e v ( ' o . I I n�1 I " , i . /bU11-rain �j��c�� FarrY1 PUp J2 F I117=Z U `� �1 STREET CRPAcrTy iF�-TING CuRv=s iOCOTE Theorp.�,\cci Flow From nnivlcq�s ua+i'ot'\ vEP GlJRL3 GuT-25-R Pr=p-rl-4- (F7 ABo v, a. FLo'wL�N £ i p Z + G 3 10 IZ Percenllovicx low Relucr, r'on FaC-�or is VERTICAL CURB AnlD GUTTEh �� ' 5iy t Cc"pa.cii-y RG�i1� 1vtormCA(cn DLFL 4c 1 p�P-+ \A/ P b - F) (S-F) F5 e e S Li M m Ca- - � Btt C� VJ ' 0 EGA 7) 0 , 11 `1-G 1,6+zo '/Z (0 jj, -C_a;,�y ;� 6,(e-8 41 17 0,28►3 8,33a?=Ic,Z379 I+11¢)x(�o.11Y-6 uz (i0.2.37;y 6.3'? 1 14.UGZ5=16,�101 tl6,eve') '(o.us ! � °�, l+u�, _ �� _ .. ;'li,ll4� = J.5i7 A = v. �.� �, 6.3�3�-1- r/z�!�•c:r.- �cJ,Szcs Fj✓lJ �o o, 5Za8 �� r�.b='S? ZT )6 fi n jJ � G.235i 3 (3/u) I.1? �'?r,C) Io.23iY o,Z�r,7 1. 55fi 1,83'>` Z,17pr_'ir1 � J f• z3,1t-(-_ 6,34., Z,z��+ lo,sc;7 v-7 I/Z, t OL. Ivl UJO y DRIVE -OVER CURB GU NTS. L - �•r, 2 ` in COfL _'g'— abge he' curb.be 4 Slope Sidewalk t0 curb-1/4'i01J2' per ft. --��` � Nam`— -,—t ...... .: - • ..- • - to •�- :a,• :� :: ,-:,�; =y 4' Min VERTICAL 6 INCH CURB, C WTS. ' EDGE SURFACE 1/8" R •. 3/4!inA. �-� -• ..... NOTE: JOINT SHALL BE CUT 1/4 THICKNESS OF CONCRETE INITIALLY GAMY JOINT FOR WALKS N.TS. r i T ER AND SIDEWALK 1 12" 1 4 U2 2.. R"" _ cu --- 1 6��----� OUTFALL CURB AND GUTTER CURB AND GUTTER DETAILS n es i B-10 72 - Y OF FORT COLLINS, COL.ARADO - ENGINEERING DIVISION soo ,,,,ATM REVISED 4-M ■ Mou4ak) i U D 3 1.0 =i3i0,�`� to .9 II 8 10 6 .8 9 O 4 7 8 .6 T .5 H W W u. .4 z t z_ z .3 W Q. O v -- 5.5 N W 5 x U z 4.5 z 4 L r.� z 3.5 W Q. O U. 3 0 f- x c� W 2.5 = .2 2 .15 1.5 1.2 u- W 3 Q�� ' z 0. -i LZ 5 Porto I'0 z - W 0 0 .6 U. O O 2 z .4 ~ W = U. x 2 0 ~ O � T z W W U. .08 0 .06 0 U z o: .04 a: W W o. .03 a >- 3 U. a .02 0 IL = � a W 01 0 I_ 4- O O Yo a 0=2 h 4 3 2 kr Yv = 0.8S 1.5"r Yo=0.7, 1.0 AT yo=0'5 .9 .8 .T .6 .5 .4 .3 .25 .2 .l5 .10 Figure 5-2 f NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS. DEPRESSION DEPTH 2' \� Adaptea from Bureau of Public Roads Nomograph MAY 1984 5.10 DESIGNCRITERiA �1oLin�a►'n R►'d5e F4r-M PUD 3r'Ft'ir►�� 1 Qioo' q,l c�3 � QZ=2.6c�-5 (i4ssume IO Tnle�i ' Goal lnkey' 6 ccp-�ur e ( ►i `ire 100 year .5-�6rni sa 4- h af- n o o ve j---P 16 Lv � o � s fv P6 ►� c. � 7 8 IREd u G4-t o r Fa G�o t 1 f�-►.0ailowcLbi��5/�� 1 T� ieT �er�+k no54-orn, =2, -r 1 U C- - n ro-c. �o reC 5G 'L—I, T3 G^51�T QI (en 4or MrLjo1` JfC�t'ir1 Us5 IG` T` e- Tyl(e+ jP 1 1 f, le 5)eP�� 1 =1,1 � ' c s�The0re_r) ccl_� Q 1=-p 5 - J 07 c'.1 (T LA-) ewQue� i Y Fro►n Fi'q 5-Z� YoA u o - I 1 I M o 1J n -f- m in 1� 1• d. e e �a r►,n U 3 ►-C : y� T � 1 1 1 1 1 I 1 1 1 1 1 1 1 1 i 1 I U Vl IeT o+ D/ I. 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Yi �o Vr 01 lE 1 Mounlain Rt'di e Farm PUP 3rd-Ft`I i'`lv PL D SENE-GA 5TREET--\tq/E1R FLOW RATING TNF6f'1eIhi161J I 1 1 Slbt z 1 FDa ZZ+Oa 23t oa 1 5TA-T i o �1 (FT) Lo 1 d 0 30 N6�-e De�f�6is cve,lr�,B Borkof \Ala��, w�/-c , is ' al o v e- Rn vi N vi e. 1 UStIVG FtG 5-Z AMD Rk-rlNG ABoVE,DETCl'14in/e CoMvE-,o!FaK /s FG� 1�P511_A�rD�1 I 1 It Pcff � � T-g ET=Q Ezfr� O-rOTtTt-- OrNL-E QvJEIR QTO7-A 1 0,7 i �.3 I�t,3 �,► U i I,C Z�,O I(0,� i35,8 I2,5 ►►O,S �23,3 8.9 To, 193 I I oUn+Ck>n IRi466e ForM PUo 3r.�F,')t11 cj SENECA ST•— HYPRAUL-iC CVAL•U,4T'rot1 F©R D P's 11,4 Np IT 5 I 0 5.0 �-5'rn�e:F ,_luTnlc+ 1 51 0 ZU 30 40 5 o G o 1 �ISG1=/�RG1= (CF5) 1 C o mj3 i n/E D Tp-j LE T Illy ! R FLOW F otAj oti F 5 r- 51 WIF, t= TarAL- ; p 0.�.2 Z.BtI.L; 1� ' 0,9 cl ZI. ;-1�,8 3?.3 f9,o I0.3 10.5 Z�.S mz 1+.8 16.9 6,6 ZZ.9 37,7 1 r✓ P6tlfDC-- IrJ6 �t=-v @516+,65 Lr--VFF ) 1 Io Za 3G `t0 56 Cb 015CNA RG- (CF5) 1 1 1 1 Q10o ro DTP�IL =9.1 c--s + 6vZ-R; Lnv." 0VF--? CF�jTrPLlnJL FROM 0100 To / 17 l f = 27.ZCF5—DVC-RFLow'TD ioU 10TkL- = 3G,3 CF,5r J wITt+ CoLE-r F-ow GGI�G ��Y To cRST tN►p �U►Ja Z78 r/Z of W1=tR FL-aW eac�� 4eov� Ft (� ra�r�� = i�.�'�.g = 25,7GFs may So QTNL�T -Z6 cFSf 3-73 Q WEIR - r0 G>=sf FA5`r TO Po No 278 �W55TT0 PA1?X i /j I I rf Love- 5 Tr, -e T` . _ • �I�}L�T � WfitR �Te:'rRr_ TL TT M1 YI .713 �1 5 . 5,3 = 33 H,66 3,?0 U 9, 50 9,`f +•t,us Iz2,4c, s 4,`r�� t�+ ✓ =9.5� ~rJ il: 1 J I v !o V ✓ J 1�1 G� ( Li Lam. r J, — `} :i -` I C: uj , •iy y.'_ t ,G 1/5 =�-7 vs wke-c v- A I NT-u Z 5.9 1,3 z 7.2 7 j�� '3 7. 1� -16, 72- � 3ro. l � G . �, 11 I A 2S 3 X ZA' v 7oo y 1 76�i 170 4, 3 x 20 x 5,611 z = 0, 7 (a -3,5) 3Y35XO-314 -33 (l6E) X 5796458 , . � ':xv J-51 i, Q . L t ':�) cu �- rc FJ�`nc ■� �n�� 5i 1`n U 0LD E. Tn Ie--} a- DP (Ec,5nJ, 0 . we-s{-,'e,ld-Dr.� -14.9 cfs Qz='-i l cfs (5.5ume, Goo l = Th �erc e-p+ %`� i no r 54-ar �t� An cEi Ief Ni aJ`a r 5�orm 0verr�l0vi Q6-C-L.ofrWcs--1 �j ow CL 6;1 � s T k e-o re- �l ccA U, e = 5,13 3 01 I J I Go u t e, a e+ ! ►z +gn w e. 1 i v 5 t n u erg C� — �, U G r� _ , �f Gas -� o w s cs` •; �ti,1, swa.l 4-o eaz,+-- . t I Q 1 U'll (�z �ove�/t fow �re)iry 17C. 0PEV_ !_wI U'S loa 'Cr6n'1 ~' Gam I ff�� I C �U r� e Yi r rc, l 0 0 c° 1" <, Q rt�'1 h a S-�brh1 Drco)'� Gu no (ow5 occur �o Pond Z7e ova I--kt!� svr1-cLc-e,, U5i VA CL /Ve-e-na.�i Gv4+e-r-�v)c Ihie--'Gr-rJ � �t �. -3�o2-E�s✓ar- t3rown GroLl f'r-ovG� I�� (af 1�� l��w c� �0R1,7/ e �oP n e.r 1 �s az so �-�e- wa�e.r svr�ace-, eva+t'd. J t� G hove, 4 e. ckrEa, j h {� e Uri Vt 'I Gi �f to Y- 5'�D rot15 569(9,5 . R; k PoI`v�� `{-o �ov � = 5n°6,7 OK �or ��X3�ly� e- - w1` k 2'KZJ6ra.Ie. (P`3462`E-) R-3402-3 Gutter Inlet Frame: ' NEENAH FOUNDRY COMtaANY Heavy Duty A E Catalog Dimensions in inches Wt. I No. A B D E F G H Lbs Square R•3402 11%axll% Ilve 11NXII� 17xl7 a )Yixl� 75 R-3402•E 24x24 1% 24x24 2934x294: 5 2%x6'h 11 300�— Rectan ular R•3403 16-ix22%a 1's/1e 16%ix22% 25x303% 534h1%x4'/ie 1 1225 Illustrating R-3402-E R-3403-A1 Gutter Inlet Frame and Grate Heavy Duty Total Weight 445 Pounds R-3403-F Gutter Inlet Frame and Grate Heavy Duty Total Weight 485 Pounds B 1 1' 8 I •; r 2} �102 33 25 33 5 --i R-3404-5 Gutter Inlet Frames and Grates Heavy Duty Illustrating R-3405 name as n-JGUt)-A except base flange on 3 sides only. *Also ovailable with Type L grate. See R-35884. v 155 r i [I J 1 The Sear -Brown Group Project: Pond 278 Project #: 504-023 Location: DP V Rectangular Area Inlet in Sump Grate: Neenah R-3402-E Open length, L = Open width, W = Clogging, c = Stage interval, dh = Weir eouation: Qw = C Pc H^1.5 C = 3.0 Pc = c 2(L+W) Pc = 5.4 ft H (ft) Qw (cfs) Qo (cfs) 0.00 , "0 00- 0.00 146` 4.96 0.40 , 4.13' 7.02 0.60 ,' 7.58 8.59 0.80 11 68 : ` _ 9.92 1.00 16.32 ' - 11.09. 1.20 21.45 . - 12.15 1.40 27.03 ; 13.11 1.60 33.03 . ' 14.03 1.80 39.41 14.88 2.00 46.16 ` ` ' .15:69 2.20 53.25' `';, 16.45 Designer: ddh Date: 12-Oct-2000 Checked: 1.6 ft 1.8 ft 20% 0.2 ft Orifice equation: Qo = C Ac (2gH)110.5 C = 0.6 Ac= c(LW) Ac = 2.3 ft2 PP I Q(100) = 10.1 cfs d 100 = 0.83 ft 60 _.. .......... .. ... _.. ... _.. )in 50 in .-a0 in e3o 6 20 ■ in 10 0 0 0.5 1 1.5 2 2.5 Head (ft) -■ Weir Orifice Controlling ,�1 The Sear -Brown Group I i t i 1�1 Project: Pond 278 Designer: ddh Project #: 504-023 Date: 12-Oct-2000 Location: DP VIII Checked: Rectangular Area Inlet in Sump Grate: Neenah R-3402-E Open length, L = Open width, W = Clogging, c = Stage interval, dh = Weir equation: Qw=CPCH^1.5 C = 3.0 Pc = c 2(L+W) Pc = 5.4 ft H Qw Qo ft) (cfs) (cfs 0.20 ,: ,e 1.46 4.96 0.40 4'113. 7.02 0.607 58 8.59 0.80 11 68 9.92. 1.00 16.32 ''.11.09 1.20 2145 1215 1.40 27 031....,` 13 13; 1.60 33.03 i.14.03 1.80 39 41 "14.88� 2.00 46 16 ' ., 15.69 2.20 53 25 -,, „"16.45 1.6 ft 1.8 ft 20% 0.2 ft Orifice equation: Qo = C Ac (2gH)^0.5 C = 0.6 Ac= c(LW) Ac = 2.3 ft2 1 . V..1-1--` . Q(100) = 4.5 cfs d 100 = 0.42 ft 80 _.. _ _. ..... .. .... .. ... _. r so r� 40 r' �.. P30 020 10 10 g - 0 0.5 1 1.5 2 2.5 Head (h) -■ Weir -* Orifice Controlling p U n T G I F? rl �` c� c� Fo, r rl i I: U i 3", F,! J DI VII Qtoo = 3(0-Z = 10,0c�s Goa. Be cause �itw Glurinc +ke minor 5+6r�t1 e1CCe_=xis callowaWe, s�re-e.4 Gn a-ct`;-v .once_ runo4 �ront �t✓s�fia, Drive We.-5I o� Se,ne- cI`---s 5 � r't � Cam_ S � r E �=� � I T ► 5 n � G:� 5 �' ni--�� `/ rO a a d; � Cor�-f-i'►�vo C�ride n e- Eou -rf� c/t 4-ke SeC+ o�� o rAd uC-e u4e-1- t OLJ orrl ( 11 1 e we 5 �i,. ► a� sect c� Sou ker�`� -o � I , AU51 In Fl, Ure- 5 _ I/ - 5 o. rT, c� G f ro rn G r *2 v� i�c_ ►11 Ct i1 U � 1 � r �T-2=13� 5-6,0C)5 f4�-�=�•�1� 0158x 0C- -5 =5.8Cf %(Re-Jcjc� r\ FeLr—+O r� �G S ' I►1creas� ;for Cori POVI1a. Sic ;or, 5,2c�5 c(vrirA � 5 -Th � �� G� r��t Mat• ho ��35"{-U�JSfi+- a-� I ll� C F f 6A D , T h e re rrl a! rl I n s c S t_o n `I't n U in +`1 e- e.- :5eGT-iton To 0P.111- t ,purrn � l��/or i S{-orn�� wr��l cc �a.r-` 11c� Lr = Z5 1 �ti >1r'�J dw %sin Ft'nvre. 5- 5-� �Im:-6.31 o,C ►=0,31 �3c0,1 5=1{,2�F =ol.Oc�s X 1,13\5 c�s aJua I Year- 5-6 r M,! h e- refljo r Fi t n 5 ,� Z �, t cT.s c o n �-t � u e s c� ►� -r'o T% {� � , No Text 0 0 0.01 0.02 0.03 U.U'+ v.la v.w -•-- CROSS SLOPE, Sx FIGURE F56 INCREASE IN INTERCEPTION OF COMPOUND STREET SECTION FOR W=2 FT ANO GUTTER CROSS -SLOPE = 1 12 SOURCE, URBAN CRAINAGE ANO FLOW CONTROL. 'OISTRICi. REFERENCE. CARL IZZAAO, FLOOD HAZARD NEWS, UO AND FCO, JUNE, 19TT. s MAY 198t 5-14 DESIGN CRITERIA 1v?ourn 4-al',, Ri'd�e, Farm POO 3rca' Ft, I (k) a �LD Z ,n I f�1►,..e 4- 5 T� =4- i p R ij Sc,� ,1Tra u`-rnc<<1 P0.Y I vicky - llc f ), Sij e) 1 ` Clod=9,U��5 ; QZ = 2,5��s C�ssum�. �'rul lei) GOGI zh � '&Y-clpap+ MlInnr 5�o 5T"6 trrr ro fiver Ivtn.l )�0.G� 0� -I �� (� Ctl E:6-5e!',iEI GYM �v I�roIDeti_�-y a�%c� GCVCs� Vc�Cc.F^,1 pr�P'K 1 1 novj ao �u l�� ,e c�eve(dP =! is�'z�-e Ic,i.�_,;. Ct� knwol)e h for Z•5 G �s ; Or$ = 3.1 c �'s Q/L-G,� L c�s�LF / =0� `/o=G34'D� i G i U C S` Z O Vi I Z• Z n �� c� D ' TR� Ul J4 I +1 �rc�u�mc<<; — �ov t� S1c)C) t k for 2,7c F r a rn F t' C� u re T R LPL - U C5a r 1 rb u 4- tv G vi '" Sc J �c7k, , e--- Gaul, eC- D� k ~COY' ( G1-S �� . 5.5c�,5 IL 1,I Cry/LF: Fl. 5 -Z ,Ya f h — v, 95 'f5' f IV i W�\'o = ��5i Ci V�1 i'o pO'k OT 0veV, IOW a+ CA- ipih= 1,7 QL Th!—Oo LF x v,S c(.�b 11�, D/c,�s /wry 2Y�4-•21-_IrILI It1IG�S Ir\ 11r,nU�hiGe-�� i��t-��'� VVEG'�iC)GV b�_Gin 5. DRAINAGE CRITERIA MANUAL INLETS & CULVERTS MoUY i'C-L1ihDRicic� �� 3r� F'( ' I f F1 U V " 51 Yl ISO I Ir0,000 PR 168 8,000 EXAMPLE (I) (2) (3) 156 6,000 0.42 inches (3.5 feet) 6• 144 5,000 0.120 etc 6• 5. 4,000 Hwa Her 6• 5. 132 D feet 3,000 (1) 2.5 8.8 5• 4. 120 4. 2,000 (2) 2.1 7.4 108 (3) 2.2 7.7 4, 3. eD in feet _ 3. 96 1,000 3. 800 84 2 600 / 2- 500 / N 72 400 2. U300 z z fn E*E/ to I.S 1.5 = 60 U.200 1.5 0 54 O Q uj 48 W IDD / Cr so Z -IQ = 1.0 1.0 S 4 N H 60 W U.2 O o SO HW SCALE ENTRANCE C = W 40 D TYPE w 1.0 W 36 30 (1) Square edge with < 9 .9 Q 33 headwall .9 p Q 20 (2) Groove end With W 30 headwall = ,8 .8 (3) Groove and •8 27 projecting 10 24 8 7 7 .7- 6 To use scale (2) or (3) project 2 I 5 horizontally to scale (1),than 4 use straight inclined line through D and 0 scales, or reverse as 6 3 illustrated. ..6 18 .8 2 15 1.0 .5 S .5 12 HEADWATER DEPTH FOR CONCRETE PIPE CULVERTS WITH INLET CONTROL FIGURE 10-10. II-15-68 Denver Regional Council of Governments DRAINAGE CRITERIA ANUAL INLETS 8 F�L CULVERTS o v r, i n it E. r CU r+ �)e- v� J ` 2000 • = Y .4 •rM f � 1000 = wINKSK0 olmcr clavcRT noMINIrs ►ML b "Mr • no y-fs 000 r 120 0•r s.rW Y\•I M w.uw....r. M. ti •M••b rr4w a No MMp /reMw . 6 600 500 400 300 200 u Z M W v 100 Z W ��O / t •0� 49 x o T so � SO IW- W 40 i 0 30 20 10 s s b 4 From MR -100 - 96 -94 .72 •66 •60 •b4 4• o• / •4L -3s •33 •30 27 24 I6 IS I! z s 6 s 10 !0 HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL n a 0.012 FIGURE 10-13. 11 - IS-68 Denver Regional Council of GovernmeMs 3 2 am 6 5 t•- w 4 LL c� 3 a 0 2 8 6 fovnTal n r /cIce r-c'-1•M rev Gvlverf De,:5i9 n 10 20 30 40 50 60 70 80 90 100 DISCHARGE (Q) C.F.S 8 fl f- w dc Cannot Exceed Top of Pipe •• •• •• •fie •• .�• •• :�• •�• •�� IMEM do Cannot Exceed Top of Pipe 41 I / 71 U114. 1 1 1 1 1 1 I 1 I 1 1 0 1000 2000 3000 DISCHARGE (0) C.F.S. Figure 7.4.3-4 CRITICAL DEPTH CIRCULAR PIPE ( From : U.S. Dept. of Commerce, Bureau of Public Roads, Dec. 1965 ) 7.4 --- 15 I CLIENT: Project No: THE SEAR -BROWN GROUP Project: 78 Checked By: �,By: Date: ZZ Sheet: n�s WSJ _ /oa. cv8 ✓ S•3�� / c,� 5 �/� = 90 • Of: C11 e 1UZ c.� s WSE�— Usk 9a,-� C9"+ 1C. aS,y,In ` Wt-,St-r(e-(ct /• �'r E/-/ 9g �61 r 1 IDRAINAGE CRITERIA MANUAL INLETS & CULVERTS I I.' I ,1 t/f r 2 I W Q0 p v i Q fA ^� �Q V A117017A �(1 J W I I u 1711fl0 W n L V O I-.H •N �D _ cc� NI110Y1Nc* W YI J J dl Yf O Q > > x •J < i W W = V o 2 � C to in n itlV u7 2 J t x W N I u, 1 7 J x 1 • �- — x J _ O � e J . W t a cc ^ �-LE'_ Z Z W I.-U O Q O Z 00 3 a W v £ a o x try �n o x N o o J J no W e W W a 9 o Lu • Y (�? a a W S hW- H y _ -- a< Wui $ c 4- v S- a s cc-- __ =lo c a HH Q __ [ u � Q� Hv Z p y W Q Y y 0 (> U V Gi 0 W o cxi O � W 0 M 11 III p �N Z ` � Q J 0 } O' O �� Wa W 3 � a s >¢ a V V occ � rrvm cm-R FIGURE4-4. DESIGN COMPUTATION FORM FOR CULVERTS II-IS-68 ,� OpIMf I�iaw1 Carall of GeV I" I North American Green - Erosion Control Materials Desiqn Software Ver.4.11 - Channel 7/6/00 08:4 AAM COMPUTED BY: ddh PROJECT NAME: Pond 278 PROJECT NO.: 504-023 FROM STATION/REACH: TO STATION/REACH: Sailcrest 01 IDRAINAGE AREA: IDESIGNFREQUENN. 100 HYDRAULIC RESULTS Rock Riprap Discharge cfs Peak Flow Period hrs Velocity (fps Area (sq.ft) Hydraulic Radius ft Normal De th Normal, V1 2.0 1 8.90 1.02 0.16 0.17 I LINER RESULTS L— Bottom 0.1 Width = 6.00 ft 0.1 Not to Scale Reach Material Type Phase Ve . Type Soil Type Manning's'n' Permissible Shear Stress (psf) Calculated Shear Stress (psf) Safety Factor Remarks Staple Pattern Class Veg. Density Straight Rock Riprap 0.035 6.00 5.30 1.13 STABLE 1 Bin r / /8 :s ��a 6�• 1. IDRAINAGE CRITERIA MANUAL INLETS 8 CULVERTS I I ., 1' 'I Is I i 11 r z Q u 2 W o N M O aN g � 3 E 3 I U � W � Q W I I p -i A110017A � 1711fl0 V � am r = 2 Y Y o ~ W V Z0 V M1110M.Lom � W Q o O to Y ~ WJ coW H 1� ¢ = 1 w C ■ u>> •J � 4 Q W W V 2 YI N I S 00 W6 1 J = W O ,c O O •-._ v +�-- N LZ = � H —v- YI C = r L M Q1 U J I I `^ zz ; m V n ` G 0 O Q VV W W O� Y Q � Q W _' W W vti i H t Z a< 8 N O z cw W 3 ; = F- c A) 0 ~~ m cl da z yl o L ~ u Y 4f O C9 W 2 O W c� � 11011 N O = �O I q I Z C CCCC CC W cc a = >¢ i wr a :)M E O z V W = O O K N rrom e" FIGURE4-4. DESIGN COMPUTATION FORM FOR CULVERTS II-I'5-68 :� Dallrw ftowla cowmil o/ Goww" be I 1 i r ,I � v N _ ` r O- z U 3 0 Q Q 7 1n o — jH 3 0 A113013A W Q 131An0 wl" U Z o }} •M N Z F- U U NIllOtl1N00 LLJ o O W Q W w F 3 n J Q x u Gz a: N I- V) x O U W W 1 L Ln It z J -� = J O o } o ice' J N NM o + Q i I K x (�� Z II II w I-zIN N p p O Z Z 3 U o W J N N G -O Q > o tv w Ir o W W i i z ro o Y O O 7 —\ Z w w y N z N tC1 N N 1 Z Q Q w W $ = Z l� --I-_ 3 3 _ C J J a z F w o 3l0 `9 _ U < 3 z N _ m U = _N U _ O Z Q z o h N W tt w V 1- L W O c U O 1[l U W U ir W 7 O uou _ m z u > s Z - co O a O 0 0 ¢ )- LIA3 } } W d ` c' t^ j N F V Q v i Uw = O W N' ^ FILM" orm Figure 6-1 DESIGN COMPUTATION FORM FOR CULVERTS nrr�r.� rn�Tr ni• I L I I f] t] \�Z z j1 N �J N o U J W Al10013A H 131.Lno u u = Z y y V WQ •M NlllOtllMO3 vc I O 19 F �-T� J JO > > W kZ0 cr H Q VC-) JN Q 2 J 'I x 2 \' 1 ^' Z ,,1 W W = J W 2 O J I� � = C `v QL F W oc1 of = v II .Z II II W Q ~ O +� a ML O Z Z O O 3 !, a °o_ W I`n W o 0 V O z w w N o o: a: i = U� w w N N 3 0 W 8= ih N g Uj F-H w y V 0 wy Q i Q z ' N ^`I z Y �,�+ O s co W O N W ' O ox J t 1 Q j II� II N 3l N O y �' r W C Cy "t�^"} F W oW j. 0: a 2 >� z ti O .. , U W = c W NO N Figure 7.4-1 DESIGN COMPUTATION FORM FOR CULVERTS (From : U.S. Dept. of Commerce, Bureau of Public Roads, Dec. 1965) 7.4---3 r E L L n 1 n J I r I N ul p o 39 w ~ JIO U 3 T Q O J I I W AA 13013A 1311 no • w n U zo F •w Lr) z 0 W y� V v M1110tl1N00 (� N H Y Q p p > > U Q 2 ^ J Q W W 2 U 0 Z ', 11^^ N N ; Lr Q X 2 W W Q f � J i w I 33 = lL L a+ 2 L0 p U -J F M s 2 W p 2 �. 0 +IN 94 z 11 II Q z 00 1 1 Q O z z 00 �1 3 0 a)R/�` 1- OW J W s o q Si O J J Ire 0 W Z tUN V) r! op — , k '^ cr a x LL J W W N to i ; Z N z Q Q w- z `— O 2 z 3 3 c7 W Cc F Uj sic t) QQ Sa U z 2 Q N N z p N `Q W i z Y 2 O Q C9 W 2 p W n u 2cts D W v O N kz o z a a s cr>- d x >o v 1`�1 "O W � l� r'rOM tWK Figure 6-1 - DESIGN COMPUTATION FORM FOR CULVERTS MAY 1984 6-2 DESIGN CRITERIA I I I I I H N m Z W m o u r*771 A110013A Qi 1311fl0 • W u u = 2 > ) U = •N Z �— V . _ U U N1110tl1N00 W W Q 00 F ; W Q W W O O > > a 2 u Q F � y y N 3 C + o~ +IN l C W 0: f Z 11 II F Z q O O 9 s g > > v W x o S y Cam— O W ti J J N O \ ,7 Z �j W W o Ip Y �... v y y i L9 _ W W W y N fJf Z'-1- Q Q W 8 C•.i 2 Gla 33 �0U � g � _ J J Q a � =Ic �r ~ V y T Z O N W Vr W = W U OJ G O _ = W O L. IID 11 of N 2O a t. i - O G Q 00 �� ~~ ► �!�Y CC tla.� )• '�. W 0. o H a= 2 II $van urn Figure 6-1 DESIGN COMPUTATION FORM FOR CULVERTS MAY 1984 6-2 DESIGN CRITERIA I I I I 1 I 1 i f a- N F Z Cu i u° W A112N 0 A 13_; oc 1311fl0 Z O tD 0 U> N1110tl1N00 W N l O jU d V--D, QO V W W 2 F m H 3 W Q tic- _ x W Q i J = m O - Z I J nl r = W O t l f x O ` <z Z II II F Z y/ O �'� Z Z 3 u O 0 �\ OQ�- 17 ^ ` g x > W o _ J In 0 `Y d' r O Y i ; W N _ Z ` -J H t` Q Q N Ls8 = C� M Z = Qz 3 3 CD W O ► O J 2¢ 4c Cc W ; W O O Z U O o u N y W p �l N -r 0 W = o V U n O " n• C..._ 1 Iw W l OJ IL,�11 10 N 2 W dO O O �i La 1 w `' 4 V W Z � N Figure 6-1 DESIGN COMPUTATION FORM FOR CULVERTS MAY 1984 6-2 DESIGN CRITERIA �l N H M � hl O O U W I A117013A 1311fl0 j x Z > w > •N i MI1lOtl1N07 W Y a y a 0 0 0 O �� n > > ¢ _ w J Wa x 6 W V J Q x ' J W Cr W C I I J 2 ' Lo J �- �\ x W Z 0 W Z C Z -• a V r� W O Sr 0 i Q 0 �- a = � � x M ; F T, a � O 3 x U J +IN —j W I.- I.-y 11 II Q ZO Z 3 _Z 0 0 O W Q Q � W = F i O ] x Ci W W w o J J 00 ti .W W a O h O • Y W W Q Q W y 8 {� W W 4 It Z 1Q-H u= W N U)U O Q N C W = O Ci3 1.. Q U 2 11:-1 II �N v 0 Wa _ il >� JU 0► w C� UW ly z G� O � t Figure 6-1 DESIGN COMPUTATION FORM FOR CULVERTS MAY 1 W4 6-2 Ul V DESIGN CRITERIA 1 I DRAINAGE CRITERIA MANUAL !I INLETS 9 CULVERTS > H z o w lalzi An n 0 `_ 1H Q ~� JIO X H N O ^^ LL O 1 \! Q J I I All O13A a Q W Q 1711R0 p M u u ~ ~ ALM ZO ^J�OJ MIllowl"co YQ U) H W Q N N� l> j 3 S J �� 4Q' O W = z Q X 2 N W W Q �o L J _ 2r J 6_ o �- D�" Q W I- + V 2 C +� Lc) LLIQ 'C 00 C I• a W v ^ t W ¢ o u W W No im Ix Y O z s W W N N -� 3 3 i we L = i J Q ¢ w - QQ J O n y O z U W O �T W c=i W " 0 O uou er c dsa zz : o a = > Q uW� VW = p2 C FIGURE 4-4. DESIGN COMPUTATION FORM FOR CULVERTS II-IS-68 Do w. ftlieN c w"il of sevem me N 1pm a 1 1 1 1 1 1 1 f 1 1 1 VL v I _ ig I /113013A ti W . \ 1311fl0 t•C. cr W U- Z t, )0 U U w Q �, O U NIll0Y1N00 ' F 3 _ W Q U) U)CIW W > > O O Ir SW W U 2 ; N 1' Z . Q x - W r - W it i,-i W oO t s \ F =zz r �Y It U O +y' N ILI t 0: T Q Z 11 II W H � 2 p/ ' O Z Z �o 3 c5i (L H a LU i Q O cr W O Q ^ `J W w 0: � J J n 0 W l^ CL- Z d, w w C h Z 8_ w w w U)N Z �; Q a U Z U O O 5 aZ w o(' L NW 4 I W Vl O 11 11 cr Z. N C O 2 W F O 0 i O a Ci a a Q no � > 2 7 UW = C e, MAY 1884 Figure 6-1 DESIGN COMPUTATION FORM FOR CULVERTS 6-2 DESIGN CRITERIA 1 i N h z cy F w W s c " u 3 F� O JO '14- � I �•`�. A110013A 131100 cr W U n u Z f•- F� U V NlllOtl1N00 , •'- (D W W Q O 0 0 f 3 W Q N y _I I W W > Q x ¢ W u Z W W Q it L i W Q + cy i W cr H ` �i 9 O Z Z 00 �� ; o L) ) a ~~ W J - x v >Q Q x w � 4j W o o — 1 N O \J t Z I F-� N to Z a s W 8 Z 3 3 O W W o j-: = W a a i[X3910 2 W Z Y N W La u O U W H O -` W i l O cr .1 ` Ir 11 N Z O W 6 O it O 10 va �� ►' } -J Q ] '! ?w ► UW = �1 O t O (n ....... ..... Figure 6-1 DESIGN COMPUTATION FORM FOR CULVERTS MAY 1 SU 6-2 DESIGN CRITERIA Of r V7 w L I �v a L — 1314 r twq o " I AIIOO13A J J W 1311fl0 cr W V u o > U .N MI110191N00 z j- 6� U H 2 W Q N to > W O' O > Q o a r J Q 2 U O w W H 0: ~ 2 f/f -i J I Z Q X S Q S O iO J `_.. II U O .� .Y 11 I I z O z z Q ; O u _O O_ ...... = 111 cr W ¢ 00 Q V) J J n 0 N z W W o a M V �e �. cr cr O Y i �? W W W H to H F- Z 1 QQ �4i $ _ z 3 3 O a w = U z - Q p D J z ` o y W W 1S1 o r , U Q Z U, Y H — Zm �.(1 w i O C�1 W F- O C U �� N Q cr Ill 'O � 1 11 11 �N 17 C z �O a -y ZJ O wa ► a 2 � J¢ y Q v a U W O'= C(XU) r 1 u111 Orrl Figure 6-1 DESIGN COMPUTATION FORM FOR CULVERTS MAY 19M 6-2 DESIGN CRITERIA H " v Q O M I V ALIOO13A W n « 1311no W U O \ ~ ~ Z (D_ W � - O NlllowiNOO V7 Q h (A j W = 777 V �r Q R W Z 3 C) ` w Q X w Q J + Vi < S c 1 �J V I ^crO O Z O _ _ Q II II z z F 3 Z u r u 3 o 'L-Q a a s o_ O`� J J n o O V) Z W W C h ' z ) M W w H y N M CKy z _ 31 W V W 8 x \ zz xIp Q u) _ ti J J < w F > L H X o At p Z W Q O in F O j O U W w U W 'O J O Q' Ilpll _ « If N O O z 6 O --4- N a o �� ~ _ it P.. } >- a.Wa 2 z w Q VV � -j J V = N < ~ V yl s O � � H I IMII � I\ Figure 6-1 DESIGN COMPUTATION FORM FOR CULVERTS MAY 1984 6-2 DESIGN CRITERIA DRAINAGE CRITERIA MANUAL INLETS a CULVERTS �I I I I I I J f/1 Q 2 I - J Q: Q Q `0f r� $ J a �c ( 11t0017A J Q W 1711fl0 W V O ~ V- Z ay�1 I~V� Lai M1110Y1N00 to F- W Q Y coJ co 111 I>> 3 Z �O » " t • J < W W = Ii o = O4 c ¢ H 0)� scli a- W Q • a a J M N (V a z i s ~ �- O u J N \ lJ w 2 O ts) FF Z I C� O Z 2 3 4.) 1 O O ~P O Q W ;V " "j —T LL J .J W) It1 0 W WLj- a _- 9 CL Vp {j W W�yH x i s S U Z 11 Q < $ N H v cw V 3 3(1 t m W C s N N V 2 tT`41 S = =IO p a O ~ N W 1 " �1v 41 s zY = rn > N W V p C7 w f- O .0O 0 C -z¢ W O fill of j » N f1 -J _ N V W i S rIM11 PVT{ FIGURE4-4. DESIGN COMPUTATION FORM FOR CULVERTS II-IS-68 ' o.ew. IlNbn�l C«r+oll a o�wrnl»u1b DRAINAGE CRITERIA MANUAL INLETS 8 CULVERTS 1 I 1 I 1 N I F z � W � Y Ci� �' W I I AA10017A Q- Lzi.Ln0 am x= >y ZF v~ V MI110YAM00 N >> ¢ S _ s •J < W = V e 2 I H � N it _ J C < X Wiyl = N • M — J Qc J W O r y d Y 3 r� ! � u r i C)�i M 1 O z z O 3 O v 1 ~ _0 C \ v —� C Y CJ _ v il� W W�NoQ z O S r o a W — W W y yOW >` = JJQtQ w Is ~ C j Ul c� Q QQ ��H= H w z O w = v >y z W UJ > q'" o W X o rf W F- WO O p 0 Y 0 N If11 N a fl�� z ► O C 2 l.0 a j a x >Q 31 a J CJ s rrun Or FIGURE 4-4. DESIGN COMPUTATION FORM FOR CULVERTS 11-1'5-68 ' DMwr III cownil Of op"M he 1M 1 Swa�e CaPaci Ies . Rl* (q�e Farm 3rd F-lin� C,1T c-rionrs E _ z SIB off= IdnIR } 'S, 1 © �\v 0 20 30 It �0 CROSS ALONE 1 L <FT; i 1 1 1 1 `' �✓ za 3 0 (Irr) 5��>=;,,j=WS�Lw1Fh�EEBoARO Q, `f G ; 0 ro 2a L CtRaSS SE TIDr.l ,4-�i ,ri-J v�JcL /vlo u fG; n Rr' d e �G rr11 p U D C c 1 acr re5 rr 3 L�5 d f W esf �rcld=nr�orNlct�-�`o I� ;, •C�'1Gy �y�V'T �ow rl EP 5� /. q r LFS) -'- ----- 12 -4- 0, C 5 ------------ �' 17_.� 6. 49P 1 n A It " 4r 4' Ti 3 F/ i Zz 3.0 5 -5 Z? -4on — -- --- —C eo 5io?,2. r -I L� r 1 1 Mouvi ain Ric�gO� Fa r/v\ P UD 3'"d Fi Gross Sec--I'em. A(onG ECUs .)ic j Ra,l e Fa►w IY i of5 (i4Y Op-v- ) ----C1 REEgORR0 Cob 3J. QIDp I�(�.Ci J� 2.23,2 • Z 3 ConGrC�e PAn Cl GRo55 SFCTIbiJ g'� �'1 N, 3, RIOT Ta 5CA L E- inc; To li orma4 nn o.0)6 fo, PG; ,G.G��-; 61'c,s`�5=o.5° � AREA loc��l�iSCHfiI:G� h (F72) CF�S� (cFS� 1,756CG�nc� + (� z G.)3 ?.0 6,13 i 2.6 0.7 63 2, 0 1.5 0.739 6,66 7.6 8,8 1 IA Z,6 I. C .156 7-15 ll.t 5 ZI, 6 �2 t-- f C• U 6,13 Q 6.27 �.o� �,�� OW 6,`t-7 0.3 0,57 +c�,�� 2.03 o,331 OR 16ll 7..67 o.,57`t 1 1 1 Lc-Y �F-TJ 5103 510? 0 1 1 MOun� rn Rick e Farm PUD 3rd FllrnG Swg1e- Ca�aClTt�S C� ��L�V(Ioc Fr�eV�Ql�O. _- �� Cr"31.-� �,�✓ 7L"0 /zZ1- ld 26 30 q0 56 Cro s v Se c t'o t-! �a�r In c:� Cur vc o J 10 Len�f%(F-) 20 e Enneriehcy nverm `Iow Only IVOUrl e Parm PUP -5 Fr l!r, , YLD P /Z7/,� rRC n To Fa r mCL ! For C-1 � C- l Val Prca (FT) (�T) j-,5F) (cFs) rl 1,31 6,6 J )Z.5 e, r 0,7 `Ir/ Q,q I6,CO.G,/ f,53 e.D 1,6z Ic,2 ►. 2,�;: f-`�.� = 51�3.� rEC`i" r (UVQ of SWAL-E- FR _0/VI l nLi-1111AIV PAR!<�\ Ay T'& IVCjRT,4EA'Sr CORrJE/R OF PIVEfVIEw PRoPER/T`/ �ia►-ions,j f44'} � 17f(� '-F --'Fu ty1 �- cco:s tr-uc- r I� Vc.rl r _ W/ Lac en d 5 0,3% - rMci J!0 �dV S-2� �'1 n =6.D� 4 W P AREA{�2�s ( i/ 5 z = I.LF6 CFT) \\ �rT) NSF) FPS) CC S) r ° I.0 12,0 �3.0 �,IG /./2 9. 0 r 1.5 16.0 I5,0 o .q 5$ /,W ZI . I Z. 0 20,0 Z .o 1,109 1. G6 39.8 r r cJWa� e Alb utIntla RIDGE FARM PUD 3' d Ft' %, n � n_ 2.b �— -TO P 1,5 F- �. SvWALe 5 LD ?E �. Z r, p -rr( (pV AgCJi'c!� o-) L,, "5 �z - 175f, CF�'�� 0 heL Curve /� r C a �. - - -- - N,v ,. ]UW z5XHiel T A LEGEND PROPOSED STORM SEWER — AREA INLET — D e AREA INLET STMU ME P MANHOLE — O 9DEwALN CUIERT 0 sDE K CULAST DRAINAGE SUBBABN BOUNDARY wmmmmmm DRAINAGE SueBASw — 0 OFFSTE DRAINAGE SUBBASIN EXISTING CONTOUR - - - 92M - - FLOW ARROW — -- CURB INLET 0 TTE-R INI£T PROPOSED CONTOUR BOA PROPOSED SPOT ELEVATION Y 925 HGH POINT a 04,50"R LOW PANT A 04 SOP) DESIGN PANT ® (aOMM' NUME GRADE BREAK G.O. PROPOSED GRADE 2D S SALT FENCE —a c GRALEL FILTER T AY / STRAWBALEs dG / Maur M PoOm F�m P.U.D. 7N FORD B�+L/e WYYb .e w m "he so � RM a�el mltnmwiiaucliiu mlolmmwluuuuu PAN in in in in 18 As u UP wimmuitiumuti .".. Wen \::Very -a / if hey yes //l I ° b ///A I all it IF in y/ 8 1 MEByrd Met ll Il �,a sh ad We d' .0 let / )re aA71 / oil tweet weeft weseenew q else, q qps \ ... / / POND 278 — 100 YEAR TORM \ i qp WSEL 5101,90 3 VOLUME REQUIRED : 29. AC —FT we". VOLUME PROVIDED : 29. AC —FT i RELEASE DISCHARGE 1(2.8 CFS .E S N T ALE_ AND AKE CANAL cad j/ 'e' a SrA..r,y end. )oo / . 4 drai wo, only lax / mIL, I / o _ /Rno � h ° . anae Nh°. wndO� we cc� �,ds.✓ d s9.�[.E are Mountain III FORT P.U.D. Ird Fill xydl.Myaal..auo Aft, Sir T I YY in WY feel for n q Oil in AP In IN of if IT in Yen Is, fews weather, I Y a If ..,. aw.1a... /vh p y `.. Only a✓�£IV. AT r +16 - °t. •� I Or 1 4 j s� 1 " re \ a nN L of or so yW.WV J Ay4 J --IF o,\14 y - dSE2 New- /�' Dos 7 STREET t a qps N.S. At � Tranunkfor from 6 e mcA r= -,< - v d r—coo . e „5 C d J� i l 17.5 12 you ORTAL Or MT 15 Or 27) 51020 5102fi CROSS SECTION Al — Al CROSS SECTION BIT — 1 CROSS SECTION C1 — Cl f L e Arel Hydrauuo Design swan-a.91a^al oelennm d"5d Cali. 2ca,odk-kLae«.Rmoo''e Sta ne,ane proud I YS o, 01I Diane" Sue -Bel / fil / ststall intervals ea at 200'i / mtermro along 1 b~ Bowline of Swale (tXacal) f vv AN \\\� ALI Nh \` �[ Or Or/ / / /w, W \. / \ `\ `AN 'Viso J C' u / 8fertile in a of I to existing6 detached sidewalk n Don. , ` - ( TO.F. Represents Engineersrecommended minimum Top of `% `� else.CIF/ sit P d iwAI on Wall eleton. " elevation for lowest `�>�` -i�W tt opening In any home shall that storm drainage � x 1� runoff will flow into the residence Engineer recommends that ` all finished floor elevations should be J above the sidewalk as a qedneral rule. Garofalo, or Ernrlm C NOTE e D 9 1 arose "eons G inter win be -nxa .a Ell 0 25 and correct flooding or oA GraM FYIw Ma t 2 After e E constructed N t r a 0 i bee "O the at n saewak a at located nets ire a weer the dock a Walk ono me wed - ei a saim"t cart wetrad Drive-d to the ,lots at the me uww 1, s Anne s Storm dol. Intel,d lowilln, "IrMo not Iran shown atws Fxa N birth (11 g 2 See Iran e0 w wm Slpdr. s aM Pr "shuLPhase dso 09 m "M�y atlas tot Of the MMcpmnl (e. 2 VLSI ] see sheet A5 for Rlp-Roo Details ar m weon ld In aca enl esh"mast) install Mn fno fare (5) feet Went of Westerly a on contra m . nw¢lad, dd be bcleaned and/or rVi any, Mwme rrlion iie ditch fro, North to larval and at rn m Duds BPI / � a d m \\\ SIX 1 / whyt / `ery{/ g ➢.a f / / / 000 P / / < 4ka >3 HORIZ: 1' or 60' UTILITY PLAN APPROVAL G CITY OF FORT COLLINS, COLORADO E191,11 Doe t ly per, Dale . dune, and r1mmlan Date L u r i -R J V FEWER a BUSINESS DAYS ADVANCE SEFORIC you GA. GR,OE. ORE EXCAVATE Dar., Engineer Date rDA TIE On MEMBER U71LITiSE CnECea By oat. MOUNTAIN RIDGE FARM }RD FILING SHEET 4 OF 27 STORM DRAINAGE AND EROSION CONTROL PLAN C v1uMNGAMRE-moAMRF3-DPDWG 1 , moo EXHIBIT a C\oaA�G\W-onoW Mova EX HIsiT C N" 300° &/YH1617- 0 No Text I I i , f-CIAIN i .. eaT u a'OIL �. WEST -A `e P�2 p �II 56 � < 71 WeeHT a�I41 I i r All RAPPLI pleff 0 — a -- --- D5B5If IIII a t r]9 Pce q F 1 a FUTURE= Enat - - .w //// - STREET ° qB wES F // p7}` 'PCR, -/B 1' C PR_ LOU rL�ro]�ae Inen _.._ �(['L]pj Elp_ Pen E c<bS.K°I NJ.Ir ,- ,�, wN C 1 In CR - / D w _ y L, °a 13*42 . L ' Ta a 1K�z5>P - - 00000 ,,isI�,, . Soo I , ii I , , .4v @ALL FIELD I I I r Lcac i % OS ;• OS3 r_ p54 i i i i i I l J I I i LEGEND I I 1 1 IFO PwaKPr. rOPx s[nx - �>—rn�. I I o . 1 I I AREA IAREA I TOP. SEWER PANHOLE O smew.Lx eu[vEm p sIGEw.0 cuufe DwuwcE sues sw eour+onm --- — — As (LEAKAGE SLmwW1 O T�OUTMAN CAR OFFSTE DRAINAGE SUNFISHOS2 SP\�,HOUTLiARKWAY ! i E.n,RLCONTOUR P,W CO afl 1 ,'�•�r�� r��r��.J FOUR PC [ne c - ulrow rDeo .. .; cuRa INLET 0 TYPE-1 Hytlrologi<Chanctaris[ics EPROMISED c0Nr0uR Tirtln PCR C `\ EwWb PCR a - L� q2-1 6,1A E_da_ - ..0.. plRnnary PRovOsfO svoi ELEvarmry qr 0; FL 60vnt To RmMdin0l mini HIGH MINT'yrnMI t FL;10 18 _ 2" 101 SYR 10PYN LOW MINI X LP �r� r G OM1] 201 0B5 10 25 ]0 02 OB] x ce. I-1 n ��1M _ __ RANI 1 5 s 11 60 78 17C PJ�PCSfIL nay^f _";'., _ _ m 1_ _ rvm ?m_w_=`_� _ onno-e +ro na m a� u. De 5s B ♦ on.] Ors am a 25 72 15 55 DESIGN POINT ® tmP.v ROVE=N. 1 10 0 oBt g SENE STREET a DA06-0 010 O5 1a 15 so B 5e DPW �� ].O 6 -� ' - DAOSd IN Oa t0 >d 11 I.• 11 -`�I � UTILITY PLAN APPROVAL n 9pR TA J 6 CPC ,,w� y CITY OF FORT COLLINS, COLORADO r° R •ial F + L."•aw. �LJ 7O*q 1. 11 nelosa 171 072 to ]5 71 SI n1 n Exisi R —`� �y1I, T1 'r Ei aln PCR F w•. �. w 6].OSJ OSn. 1]]a O50 IB IB 50 iN 431 III 6 �F 07.16 E6at - '.. 1 rEx ti 10).58 Eclat xiat e�w.r r—Yl wy 1, F wou. orve wn.1 n /V, y III=== II w pygn pOCS l6Wa 15 K9 052 to 1B 50 In5 WS VI APPROVED Dl�do. W Eq n q Dot. rG / a EYlatln PCR Y A yyri, 111 i r ,r ',r , ��— NECKED 6Y. ..ale, uury mtr C �—_ CHECKED BY'. II .. .Sa.mxeln ut y Dole 56 z .. , .: $P'- Q r..... �. — �� I HORIZ: PC 50 CHECKED 9Y'. RPnl grva w..wl o• DIG. ♦� II II '4S BASEBALL DIAMOND I00CHECKED BY: �" ��/ n �� CHECKED BY: .... ml. STORM DRAINAGE AND EROSION CONTROL PLAN ISHEET 5 OF III C \DAW NGNswm\so-¢nw NwEPe[P 13 1999 S FKEC& 5Tkg-eT