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Drainage Reports - 07/21/1993
Final Approved Report Date�� r OF wlrrma FINAL DRAINAGE, EROSION AND STORM WATER QUALITY STUDY EAST VINE STREETS FACILITY P.U.D. PHASE ONE FINAL CITY OF FORT COLLINS m FINAL DRAINAGE, EROSION AND STORM WATER QUALITY STUDY EAST VINE STREETS FACILITY P.U.D. CITY OF FORT COLLINS March 1, 1993 Revised April 26, 1993 Updated June 28, 1993 Prepared for: Client: Vaught Frye Architects, P.C. 1113 Stoney Hill Drive Fort Collins, Colorado 80525 Owner: City of Fort Collins Streets Department 700 Wood Street Fort Collins, Colorado 80522 Prepared by: RBD, Inc. Engineering Consultants 209 South Meldrum Street Fort Collins, Colorado 80521 (303) 482-5922 RBD Job No. 183-020 I 1 INC. ' Engineering Consultants 209 S. Meldrum Fort Collins, Colorado 80521 303/482-5922 FAX: 3031482-6368 ' April 26, 1993 ' .Ms. Susan Hayes City of Fort Collins Utility Services Stormwater 235 Mathews Street Fort Collins, Colorado 80522 IRE: Final Drainage, Erosion and Storm Water Quality Study for the East Vine Streets Facility P.U.D. Phase One Final ' Dear Susan: 9 We are pleased to resubmit to you, for your review and approval, this Final Drainage, Erosion and Storm Water Quality Study for the East Vine Streets Facility P.U.D.; Phase One Final. All computations within this report have been completed in compliance with the .City of Fort Collins Storm Drainage Design Criteria. We have addressed each of the review comments from the previous submittal. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, RB��eering Co�}suhants )Jnelle K Ohms, P.E. oject Engineer C Joseph C. Goldbach, P.E. Project Engineer cc: Mr. Joe Frye, Vaught Frye Architects, P.C. E k oy 25485 U ��Ltt�W��`\\` �'. Other Offices: Denver 303/458-5526 • Vail 303/476-6340 TABLE OF CONTENTS DESCRIPTION PAGE I. GENERAL LOCATION AND DESCRIPTION A. LOCATION 1 B. DESCRIPTION OF PROPERTY 1 II. DRAINAGE BASINS AND SUB -BASINS A. MAJOR BASIN DESCRIPTION 2 B. SUB -BASIN DESCRIPTION 2 III. DRAINAGE DESIGN CRITERIA A. REGULATIONS 2 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 2 C. HYDROLOGICAL CRITERIA 3 D. HYDRAULIC CRITERIA 3 E. VARIANCES FROM CRITERIA 4 IV. DRAINAGE FACILITY DESIGN A. GENERAL CONCEPT 4 B. SPECIFIC DETAILS 4 V. STORM WATER QUALITY A. GENERAL CONCEPT 9 B. SPECIFIC DETAILS 9 VI. EROSION CONTROL A. GENERAL CONCEPT 10 B. SPECIFIC DETAILS. 10 VII. CONCLUSIONS A. COMPLIANCE WITH STANDARDS 12 B. DRAINAGE CONCEPT 12 C. STORM WATER QUALITY 12 D. EROSION CONTROL CONCEPT 12 REFERENCES 13 APPENDIX VICINITY MAP 1 HYDROLOGY 2 WATER QUALITY AND STORMWATER DETENTION 11 DESIGN OF INLETS, STORM DRAIN SYSTEM AND ANALYSIS OF THE OFF -SITE ROADSIDE DITCH 18 RIPRAP DESIGN 30 EROSION CONTROL 32 DETENTION POND OUTLET STRUCTURE DESIGNS 37 WATERMAN SITE CALCULATIONS 45 CHARTS, TABLES AND FIGURES 52 iFINAL DRAINAGE, EROSION ' AND STORM WATER QUALITY STUDY FOR THE ' EAST VINE STREETS FACILITY P.U.D. ' PHASE ONE FINAL CITY OF FORT COLLINS GENERAL LOCATION AND DESCRIPTION A. Location ' The East Vine Streets Facility P.U.D. is located on the old Great Western Sugar Factory site and is bounded on the north by the Burlington Northern Railroad and Vine Street; bounded on the east by 9th Street, bounded on the west by Linden Street and on the south by undeveloped land. The site is shown on the Vicinity Map in the Appendix. More particularly, the site is ' situated in the North half of Section 12, Township 7 North, Range 69 West of the 6th P.M., City of Fort Collins, Larimer County, Colorado. B. Descriution of Proue The East Vine Streets Facility P.U.D. entire site contains 32.5 acres more or ' less. Currently the site contains existing buildings and storage areas. The City of Fort Collins Street Department has moved some of their equipment and operations to the site. Recent tenants have been Larrabees, Platte Valley Lumber, ADS Pipe, and Centennial Lumber companies. Some of the existing buildings were previously used by the Great Western Sugar Company. The site contains numerous stockpiles of plastic pipe and lumber. Once the ' buildings have been renovated, the property will become the City of Fort Collins Streets Facility. The existing site contains large quantities of asphalt, concrete and gravel parking and storage areas per the Drainage Plan & ' Existing Site Conditions included in the back pocket of -this report. A portion of the site contains natural Colorado grasses. Topography at the site is generally sloping from west to east at approximately 0.5%. 1 DRAINAGE BASINS AND SUB -BASINS A. B. Major Basin Description No major drainageway exists within the subject site. The East Vine Streets Facility P.U.D. lies within the Dry Creek Basin, per the Dry Creek Drainageway,Planning report by Gingery Associates, Inc. dated January 1980. The East Vine Streets Facility P.U.D. also lies within the Cache La Poudre River floodplain per the Cache La Poudre report by the Corps of Engineers dated October 1973. The majority of the site drains eventually to Dry Creek. On the existing site drainage plan, previously mentioned, the flood plains for the Dry Creek Basin and the Cache La Poudre River are delineated and field elevations indicate that the site does not lie within the 100 year flood plain of either waterway as discussed later within this report. Sub -Basin Description Historic drainage patterns for 28.9 acres of the site are easterly across the site towards 9th Street. Once storm water runoff reaches 9th Street, the runoff is collected in a roadside ditch and directed southerly and then easterly to eventually reach Dry Creek. Approximately 3.9 acres of the site drains southwesterly towards Linden Street. Once storm water runoff reaches Linden Street, the runoff travels along the shoulder of Linden Street and eventually reaches the Cache La Poudre River, unless it is intercepted by the existing irrigation lateral. Two small off -site areas totalling 1.25 acres currently drain onto the subject site along the northern property line. These two small off -site areas are the Burlington Northern Railroad fill areas for the tracks. The off -site flows meander along the northern property line and eventually reach the roadside ditch along 9th Street. DRAINAGE DESIGN CRITERIA r1q B. Regulations The City of Fort Collins Storm Drainage Design Criteria is being used for the subject site. Development Criteria Reference and Constraints The subject site is in the Dry Creek Basin. The Dry Creek Master Plan does not require on -site detention. However, the City of Fort Collins Stormwater Utility requires that the developer analyze and improve, if necessary, the drainage system from this site downstream to Dry Creek to adequately carry 2 the 100 year developed storm water runoff. If the downstream system is not adequate, then on -site detention will be required. Per the City Stormwater Utility, if an on -site detention system is used, the release rate from the detention pond must be limited to the 2 year historic event during the 100 year developed runoff event. Use of a higher release rate must consider downstream limitations and an off -site analysis must be performed from the subject site to Dry Creek to verify the capacity of the off - site hydraulic structures. Since on -site detention is being provided within Tract A, on the east side of the Streets Facility property, no downstream improvements will be made. The release rate from Detention Pond No. 1 is limited to the 2 year historic event. Detention Pond No. 1 releases into the roadside ditch on the west side of 9th Street. Downstream of this release point is an existing 15" culvert under Buckingham Street at 9th Street. This 15" culvert cannot pass the 2 year historic event from the site without overtopping the intersection. This will be discussed further in Section IV. In addition to the development in Lot 1, Lot 3 is also proposed for development, for the construction of a water filling station, called a Waterman. This site presently drains toward an existing roadside ditch on the east side of Linden Street. The release rate from the on -site detention pond must again be limited to the 2 year historic event during the 100 year developed runoff event. Use of a higher release rate would have necessitated consideration of downstream limitations as runoff flows toward the Cache La Poudre River. The City of Fort Collins Stormwater Utility has indicated that the existing conditions of the subject site as of May 16, 1991 can be used for calculating the historic "C" value. ' C. Hydrological Criteria The rational method was used to determine runoff peak flows from the site. The 2, 10 and 100 year rainfall criteria, which was obtained from the City of Fort Collins, is the criteria which was utilized. This criteria is included in the ' Appendix. D. Hydraulic Criteria ' All calculations within this report have been prepared in accordance with the City of Fort Collins Storm Drainage Criteria. 3 ' E. Variances from Criteria The East Vine Streets Facility P.U.D. is considered a commercial site and ' therefore the minor design storm is the 10 year storm. Due to the minimal amount of available grade on site and the necessary storm drain system, a variance is being sought to change the minor design storm to the 2 year storm, and to collect the 2 year runoff in the storm drain system. With the owner's intent to use the existing brick buildings, there is an ' automatic limitation on raising the elevations surrounding the buildings, and to the east, where the flows are directed. Since the site is designed to release its flows into existing drainage facilities, there is a limit as to how low the ' detention release point can be set. The Storm. Drainage Critieria Manual requires that the drainage system minimizes inconvenience, protects against recurring minor damage, reduces maintenance costs, yet all at a reasonable cost to the owner. The design presented in this report represents a fair balance between higher construction costs and increased inconvenience and ' maintenance. More discussion is provided in Section 4, under Specific Details. ' IV. DRAINAGE FACILITY DESIGN ' A. General Concept As development occurs within the subject site, all on -site fully developed flows will either flow easterly and eventually into a storm water detention pond near 9th Street or westerly and into a storm water detention pond near Linden Street. Included in the back pocket of this report are the East Vine Streets Facility P.U.D. Lot 1 Grading & Drainage Plan, and the Tract A Grading and Drainage Plan. These drawings, plus a detail sheet, address erosion control and storm water quality issues. Also included in the back is the Waterman Site, Utility, Grading & Drainage Plan. B. Specific Details Cache La Poudre Floodplain In preparing the Drainage Plan & Existing Site Conditions (Sheet 3 of 8), the flood fringe line, which separates the Intermediate Regional Flood and the ' Standard Project Flood for the Cache La Poudre River, required some special attention. From the report "Flood Plain Information Cache La Poudre River Colorado" dated October 1973, the flood fringe line shown on the drawings ' indicated the flood fringe line encroached onto the subject site. Also the current FEMA maps indicate that a portion of the subject site falls within the ' 100 year floodplain of the Cache La Poudre River. A careful examination was performed in the area where the flood fringe line encroached onto the subject site. By comparing the Intermediate Regional Flood Elevations ' between sections 68 and 69 with the existing site topography and the City of Fort Collins Engineering Division aerial photographs by Arix dated 1974, we determined that the flood fringe line does not encroach onto the subject site. ' Additionally, the City of Fort Collins Stormwater Utility provided RBD Inc. with two preliminary Poudre River Floodplain maps for the North half of section 12, 717N, R69W which are not currently being used for enforcement purposes. These preliminary drawings also indicate that the flood fringe line does not lie within the subject site. ' Although the subject site is physically outside the floodplain of the Cache La Poudre River, the Cache La Poudre River report and the FEMA maps indicate that a portion of the site is within the floodplain. Therefore, prior ' to release of any building permit for a structure located in a designated floodplain, a Floodplain Use Permit must be obtained and the actual ' elevations verified. The Grading and Drainage Plan, provided in the back, shows the minor extent to which the floodplain extends onto the site. No existing or proposed buildings lie within the on -site floodplain. ' Groundwater The East Vine Streets Facility P.U.D. soils report indicates that, within the building area, ground water lies between 5.5 and 7 feet below the existing surface. The geotechnical investigation was conducted on April loth and 1lth, 1991. If groundwater is encountered during construction, a Colorado ' Department of Health Construction Dewatering Permit would be required. Variance Request ' The subject site is considered a commercial site and therefore the minor design storm is the 10 year storm. During the course of preparing the proposed drainage plan for the subject site, the lack of available fall in elevation across the subject site governed the establishment of the proposed contours in Basin 1. Due to the limited grade and cover for a storm drain system, a variance is being requested to allow the minor design storm to be the 2 year storm. The storm drain system safely carries the flows for the 2 year storm. For storms of a lesser frequency than 2 years, there will be some ponding at the collection points, which are located in the travel lane areas. The calculations in the appendix show the anticipated depths of flows for the 10 year event. About 50 feet east of Design Point D, between the proposed 1 5 ' addition on the south and the future covered parking, the flow depth is about 1 inch. Within the road section, 50 feet east of Design Point E, the flow ' depth at the north flowline is about 6 inches. Farther east and closer to the curb inlet, the ponding depth may exceed 6 inches. ' Even though these locations are on private property, we could liken these travel lanes to a local street. The runoff encroachment requirements for a local street limit the ponding to curb height in the minor storm event. Even ' though the storm drain system is designed for the two year event, the ponding depths resulting from the 10 year event almost satisfy the encroachment requirements for the minor storm event. Since no regular maintenance operations or equipment storage will occur in the travel lane areas, operations should be capable of continuing without significant hindrance. Therefore, the use of the 2 year event as the minor storm does not adversely impact the use ' of the facility. Storm Drain System The storm drain system was designed to collect the two year storm water runoff from sub -basins A through G and then transport this runoff easterly ' toward Water Quality Pond A. Through the use of area inlets, two trench drains, and a 5' Type R inlet, the 2 year storm water runoff is collected and transported to Water Quality Pond A. A small portion of the 2 year runoff from the east parking lot bypasses the curb inlet at Design Point F, since the hydraulic grade line is 0.47 feet higher than the flow line at the Type R inlet. While the storm drain pipe is full, the 2 year runoff will be conveyed to Water ' Quality Pond A by the road system, due to the proximity of the parking lot to the pond. Storm water quality ponds are discussed later within this study. ' Sub -basin H lies primarily within Lot 2 of the platted property. Other than the installation of a waterline to. serve Lot 1, no improvements are being made in Lot 2. Storm water runoff from sub -basin H presently flows to the ' east across the existing pavement or in a grass swale along the north property line of the subject site. Runoff from sub -basin H will continue to drain easterly toward the proposed Water Quality Pond B. ' Storm events in Basin 1 larger than the 2 year storm event are designed to be transported overland via either concrete, asphalt, or grass water ways, easterly to the water quality and detention ponds. Calculations -within the appendix indicate that storm water runoff from the 100 year storm can be conveyed easterly within Basin 1 to the storm water detention ponds. ' Only the developed drainage for Basin 1 has been fully addressed at this time, as Basin 1 is currently planned as a three phase project for the new Streets Facility. A storm drain system for developed sub -basins A and B was 1 6 designed concurrently with the storm drain system for sub -basins C through G. At this time, however, only the storm drain system within sub -basins C through G will be constructed. Detention For Basin 1, the on -site storm water detention system within Tract A has been sized to release at the 2 year historic rate during the 100 year developed runoff event, since downstream off -site hydraulics were not fully evaluated. For this study, the downstream off -site hydraulics are evaluated no farther than the existing 15" culvert under Buckingham Street at 9th Street. The 15" culvert at this location cannot pass the 2 year historic event from this site without overtopping the intersection. For this study, we have designed the storm water detention pond within Basin 1 to detain up to the 100 year developed runoff and release all flows at not more than the 2 year historic release rate. By releasing all storm events at the 2 year historic release rate, the impact to the downstream existing properties will be improved from what currently exists for storm events greater than the 2 year storm. Ninth Street Ditch The Street Department personnel have requested that the roadside ditch along the west side of Ninth Street be re -graded, to provide for easier maintenance of the ditch. For the sake of the pavement structure, a ditch will be maintained, though not as deep as the present ditch. The ditch starts at the northeast comer of the Streets Facility site. Since the ditch serves such a small area on the east side of the site, re -grading the ditch and reducing its capacity will not have any adverse impacts on the drainage patterns. Some people have mentioned that there are area inlets and pipes which drain into this ditch. These inlets and pipes are located south of San Cristo Street. Although the pipes do drain into this ditch, they outlet farther south of the section of the ditch slated for re -grading. Waterman Site Only the southwest comer of Basin 2, i.e. the Waterman site in Lot 3, has been evaluated in this study for runoff and detention. For the Waterman site, the on -site storm water detention system has been sized to release at the 2 year historic rate during the 100 year developed runoff event, since downstream off -site hydraulics were not fully evaluated Judging from present field conditions, once stormwater leaves the site, it travels south for a short distance and then ponds at the fence line. If enough water is present, it will travel to the east via an irrigation lateral, then south, until this lateral empties into the roadside ditch on the north side of Buckingham Street. From there the water follows roadside ditches toward the intersection of Third and Lincoln Streets, and thence east via ditches alongside Lincoln, eventually 7 reaching the Cache La Poudre River. ' Potable water is, dispensed from the Waterman station on a timed basis. A timer is adjusted within the Waterman to dispense $0.25 worth of water, based on current water charge rates. Presently, this amounts to about 250 gallons ' per quarter inserted into the dispensing machine. Often, the containers brought to be filled will not hold the full amount of water dispensed. Therefore, spillage is a common occurrence. ' Potable water for many mountain residences is provided only by storage in a cistern. When the water level in the cistern becomes low, the resident brings ' a container to the Waterman for .additional water. This has resulted in a significant demand for water during the winter. To minimise ice formation by spilled water, an area inlet has been provided near the truck fill riser. A 15" diameter N-12 ADS pipe conveys water toward the on -site detention pond. After each use, water in the truck fill riser drains back into a sump located in ' the Waterman. This drainage is pumped into the area inlet for conveyance to the detention pond. Approximately 15 gallons of water is pumped into the area inlet after each use. The Waterman site has been graded so that all stormwater runoff will flow overland to a detention pond in the southwest corner of the site. The detention pond outfall has been set at elevation 55.2 so that it will be above standing or flowing water levels in the roadside swale into which the pond discharges. The 15" dia. drain line from the area inlet has an invert into the pond of elevation 53.75, in order to gain sufficient cover over the pipe. A 1.45 foot depression, approximately 20 feet square, is provided in the southeast comer of the pond, to contain the "nuisance" flows discharged by the area inlet drain. The water collecting in this depression will then evaporate or percolate into the ground. The east end of the Waterman site is being filled 3 feet above existing grade to provide adequate slope for stormwater to overland flow into the detention pond. Should the drain from the area inlet become plugged, collection of stormwater runoff into the detention pond will remain essentially unchanged. The remainder of Basin 2 will be developed by another entity at some future date. For the development of the north portion of Basin 2, an internal storm drain system may be required in the future, and the subjects of detention and water quality will need to be addressed. As the northern portion of Basin 2 is developed, "the site must be planned for future on -site detention. The release rate from this detention pond must be limited to the 2 year historic event during the 100 year developed runoff 8 ' event. Use of a higher release rate must consider the downstream hydraulic capacities to verify the capacities to the Cache La Poudre River. V. STORM WATER QUALITY A. General Concept ' In late 1993 or in 1994, it is anticipated that the water quality of storm water runoff will need to be addressed on all final design utility plans. For this study, we have sought to find various Best Management Practices for the ' treatment of storm water runoff which can be implemented during the final design process. B. Specific Detail It is our understanding that the concept of storm water quality should address ' the treatment of the initial first flush runoff. By capturing the initial flush in either a water quality pond, infiltration device, dry wells or other devices, the pollutants can be filtered out of the storm water runoff. This design makes use of the 2 year storm as the design basis, which is understood to be a conservative approach. ' The water quality ponds have been designed to release the storm water runoff over a 40 hour period, in order to use the soil as a filter for pollutants. Water ' quality ponds A and B have been shown on the Grading and Drainage Plan, and these ponds have been graded to enable each pond to contain the entire 2 year storm water runoff from its respective runoff basins. The 40 hour ' release will be controlled by a perforated outlet box in Pond A, and by. a perforated outlet plate attached to an existing pipe in Pond B. The calculations in the appendix show how each outlet structure was designed. ' The details for the outlet structures are located on the Tract A Grading & Drainage Plan, provided at the back of this study. ' The perforated box in Pond A will be surrounded by gravel on three sides. The purpose of the gravel is to filter trash and debris. The gravel is intentionally sized too large to be able to trap sediment. The outlet features ' in Ponds A and B should be inspected regularly to check for clogging or any damage. The ponds will require debris and litter removal to minimise clogging and to improve aesthetics. This cleaning should be done routinely, especially prior to annual storm seasons, i.e. April and May, .and following ' significant rainfall events. Any areas which become eroded should be repaired and revegetated. 9 ' Each pond has an emergency overflow weir for the release of runoff for events greater than the 2 year storm event. The integrity of the overflow weir ' should be inspected annually. Within the paved areas, the inlets and trench drain were previously designed ' with the bottom slab 6 to 18 inches below the invert of the outlet pipe. The depressed bottom would have collected sediment and other pollutants. Weep holes in the base of each structure would enable the trapped storm water to ' filter out into the ground water. The inverts of the proposed inlets vary from 3 to 5.5 feet below existing ground. The geotechnical report shows that the depth of the groundwater table, in the area of the buildings, was between 5.5 ' and 7 feet at the time of the investigation, in mid -April, 1991. Due to the proximity of the groundwater table to the weepholes and the possible contamination with pollutants, City staff recommended eliminating the sediment traps and weep holes. This recommendation has been followed in the final design. Another factor in this decision is that regular maintenance would be required to clean out the sediment and pollutants from the base of each structure. VI. EROSION CONTROL A. General ConceDt The East Vine Streets Facility lies within the Moderate Rainfall Erodibility ' Zone and the Moderate Wind Erodibility Zone per the City of Fort Collins zone maps. Due to the existing site slopes of 0.5%, the potential exists for minor erosion problems during and after the construction phases of the ' project. Per the City of Fort Collins Erosion Control Reference Manual for ' Construction Sites and the related calculation in the appendix, the erosion control performance standard for the subject site is 75.4%. From the calculations in the appendix, the effectiveness of the proposed erosion control t plan is 81.5%. Therefore the erosion control plan as specifically detailed below, meets and exceeds the City of Fort Collins requirements. B. Specific Details Basin 1 ' Basin 1 currently consists of native vegetation on the eastern one third, gravel and asphalt in the middle one third, and gravel and concrete on the western one third. The eastern one third has been designed as the location of the ' proposed detention pond system. The Erosion Control Reference Manual 1 10 ' states "All disturbed areas seeded with permanent grasses will be mulched immediately after seeding". After overlot grading in the detention pond ' system, a seed and mulch combination should be immediately applied to this area in order to begin the revegetation process. After the seed is applied, a hay or straw mulch should be applied over the seed at a rate of 2 tons/acre (minimum) and the mulch should be adequately anchored, tacked, or crimped into the soil. The mulch should reduce both wind and rainfall erosion. Water Quality Ponds A & B and Detention Pond No. 1 will act as sediment traps ' until the pavement structures and permanent grass have been established. The majority of the remainder of Basin 1 is proposed for the development of ' asphalt and concrete impervious surfaces. Since it is unlikely that the pavement structures will be constructed within six weeks after earthwork begins, credit cannot be taken for the pavement structure in the erosion ' control calculations. The pavement subgrade should be left in a roughened state for as long as possible, since soil clumps are more resistant to the effects of wind and rain. After installation of the inlets, the inlets must be filtered with a combination of concrete blocks, wire screen and coarse gravel. The trench drains should ' also feature a temporary sediment trap at the outlet pipe. A wooden plug with a screened opening will prevent sediment from unnecessarily entering the storm drain system. Erosion control mat should be installed at the outlet of ' the storm drain system into Water Quality Pond A, and at the the easterly ends of the curb and gutter on the entrance drive. A straw bale dike should be constructed along the west edge of pavement, between Lots 1 and 4, to ' limit the amount of dirt and sediment which traverses the pavement and enters the storm drain system. A straw bale dike should also be installed in front of the outlet pipe for Detention Pond No. 1. Silt fence should be ' installed along the south and east property lines. Due to the large extent of the site, the silt fence does not need to extent along the entire south property ' line, but only in the areas where work is occurring. The silt fence can be moved and reinstalled as the work progresses to a new area. ' Waterman Site Since it is more likely that the paving will occur within six weeks after earthwork has begun, the pavement structure can be accounted for in the ' erosion control calculations. Seeding and mulching should be done immediately after the grading work is complete.' 'A 'silt fence should be installed on the south and east edges of the site. Erosion control mat should ' be installed below the weir at the detention pond outfall, and at the downstream end of the culvert. 11 ' VII. CONCLUSIONS A. Compliance with Standards All computations within this report have been completed in compliance with ' the City of Fort Collins Storm Drainage Design Criteria and the Erosion Control Reference Manual for Construction Sites. A variance to change the minor storm event from the 10 year storm to the 2 year storm is being ' requested in order to use a 2 year storm drain design. ' B. Drainage Concert The proposed drainage concepts adequately provide the detention of ' developed on -site flows within Basin 1 of the subject site, and within the developed portion of Basin 2. The proposed storm drain system will remove nuisance and snowmelt flows from the impervious surfaces and up to the 2 ' year storm water runofff. The proposed grading concepts will adequately transport storm water runoff to the discharge locations. C. Storm Water uali Since storm water quality treatment is soon to become a requirement, the site will address this storm water aspect. The proposed grading concepts in Basin 1 provide for two storm water quality ponds (A and B) which are sized to contain the storm water runoff from a 2 year storm event. The storm water quality ponds will need to release the 2 year storm water runoff over a period of 40 hours in order for the pollutants to settle out of the runoff. ' D. Erosion Control Concept The proposed erosion control concepts adequately provide for the control of ' wind and rainfall erosion from the site. Through the construction of the proposed erosion control concepts, the City of Fort Collins performance standards will be met. 1 12 1. Storm Drainage Design Criteria. and Construction Standards by the City of Fort Collins, Colorado, May 1984. 2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, Colorado, January 1991. 3. Dry Creek Drainageway Planning for the City of Fort Collins, Larimer County Colorado by Gingery Associates, Inc., January 1980. 4. Flood Plain Information Cache La Poudre River Colorado Volume 1 Fort Collins, Larimer County, prepared for the Larimer-Weld Regional Planning Commission by the Department of the Army, October 1973. 5. Urban Stormwater Quality Management Guidelines, prepared for the American Society of Civil Engineers, prepared by Wright Water Engineers, Inc., Denver, Colorado and Camp Dresser McKee, Orlando, Florida, 1991. 6. Preliminary Drainage, Erosion and Storm Water Quality Study for the East Vine Streets Facility P.U.D., City of Fort Collins, by RBD, Inc., July 10, 1991. 13 APPENDIX LINDENMEIER �+ LAKE � a J O } Q U Lu w N J . Z E. VINE DR. QM PROJECT SITc A OG O �F E. MULBERRY ST. VICINITY MAP HYDROLOGY ■�/lWC Engineering Consultants CLIENT 'VAoGk-r rf=yEJOBNO. 103-020 PROJECT Streds rau ✓1:fy CALCULATIONS FOR /✓y!%/��GY. 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QZ 0�2o(l39X3.o r 1"'�- I - QYo 1�5 G-fs �H�STORIG y`,QZ !0.8 of5>- ISTORIC_ : �-�' T I i Do- TLA 1 3,7 c l+ISToRIC1 r i 11 i Tr7 I 77_77 ' I I ' T T 1 I! i T� 1' y�-I I •_— I T3D,NC Engineering Consultants CLIENT VAJGIHT FP-'yE JOBNO. 183-020 PROJECT S+rec%s t=0Lr:11jj CALCULATIONSFOR NyDROGOGY MADE BY KW DATE S-t3' 91 CHECKED BY - DATE SHEET__�__OF � 15T1 Cam' i. /3BS/.t/E3 Tc - T D� �c Ce.r�osr•(e "C" i Or'Z7 � � I.9S�Ha /�� C 0 9S' - i��( - -_ - _ _ T 63_,�J [/i/�t ve Gmas)C O Ze �- l 90 1-- G l � o y3 Qa+T63,9 J _ - �--� �OW 01 )� M MSCSM6Il -� Ov�c land f J e, 5/o ! /0YR S7Lm_Tc. 487C YR STORM 1 J /z : TL 1,571f I ;N3C i77 Qa 0�3[3 SGZa Q) Qt, [.y cfs :NlsTaeic Quo 43C2_21 o q) l�/sTaRrc -- qZ _ o e �f5 — - - — - - _ �. Li ..:Qloo=...3.Ocib�-NISTORIL;- - - I. J— _ G. { Q_ 30 _C ravel - Ra;lioo em6.�Kc•e,t)__ 1 ouetl4aL+/i8� IOY.Q STORM -./,t37 (/,/ ._ - [_trocKs�Y�°roi' = — T,So�J)lB S /3 - Sue .s/ope 27,890 j J USE TC Sm_in �minl,o7pM� -I - - _. - ! - T,b . / 2 ...rn t)SE 0 t vn nLrnum _ (�10t 41y GfS_ HT si'or�,L OZ�. 2$.�FS /-1��"f0 ry,14 —'—T 4-4 i ! T- _i l_ _L.-�- -r� L { f 1 LI t 1 1 t i 1 RMINC Engineering Consultants CLIENT VAUGH T F2YE JOBNO. 183-02-0 PROJECT -5+-r I3 Fa L'l# CALCULATIONSFOR ffy,09D"e-Y MADEBY WG DATE5 -91 CHECKED BY— DATE SHEET S OF 20 EXI67-7A16 "AJA01n_ 0AISILi i - ¢ - - or- F,�vre 1 3 21 ' -- fir_ 3!___M,.,�i�s_�,-m..�o�'q 1 L Z_ Z J — 3 21 - i T = /730- 1750 FYon_6�bs5 so afe alo�J _ T = 2c T ( L O,_4 �'S NISToktc 5 0.2 O,Scfs tf75TaRtc - � � - �,o ._ 1,5.,E Qtoo=,Sa,�rz7ox,. , - - - T �Hd L —j - — = DE✓FcoPED `coro0 Tro,�Sf `.1.. l 3 !_ _Dcicc j .+e ( a_ co Poi,te , n CB �7 - ,Bores (7iSPla/!t/�cttc/�s) � - - G=0�95 , _ 7 yS /Jz:res ._ _ -.' •- -_ - :! j /.3.�8/�G3 I �Na,?-GMSS%Sad_.0 1369C12o), 0:20_ -Frb' Fi '3 2 overlarw� �F/aw (, -Sao' � �I 1 1 ' ITtz. 33,9M1n 1 I•. i %L - 1 y4 9Li.i_rn vies t^I �J' ._ V, CS � JQ�o 1 1 _ I � I i C% ) ; '.— I .r7• . s1s�h/f , 0�3'0 0'zY So : y , __ i L I tl I Qi __ 4s2�• etq - I i L. y _cfs_ivss r_ A TI 'Q�o 0,57.(7 86 x298J i �_i si/Zp { mill I�V 1L: 1 I _i ;5'9 ' I , f 7-1 j L i_ L ' LI�_j.1 21 ,�I j ! ,r '��_ � !III i I I i �I Ilj:�r _: i�Li1i I 1 1 1: I� LI.-i. , .1 `7 iJ! �4 4 \h o� Zvi Iz o �N h ZQ N OQM ~Q it a � 0 � H _ Z O U. U Z cc O ,n Q U 0 Z o + Q cc � W 07 F- Qi C1 J � cD U ff7 Q U. QQQ�A v)- \nWLL co1.Q z;��� v_1v,Q�� hviino n. �aW z Wj of �YQ 2Z. IL %D sy.y��°� e> 9 oa( a(&� aCcri x= N N rU , N N N N8 No } (Ij J h7:or<Ln Lf) aam N V N Qi O w 0 N Q H a En\ _ to IDM O N d0 N ° el P U U �+ a N a M M M � w �w J fN > l+- N \n J W Ld a. -i F- � W u• ~ 1 N I I � p �' M m 0- lam -a-0 t` a a m N • J . � W p o r Is � I o 0 o o y 1 0, JW v� c — o Q O N N N o o I Q� x H~ H- z W F�Q 0 1A O 1 O o 0:_Q 0 z ^tA\A c� a� c cr- Z o 0 o O o 0 0 0 0 o C ma Ia- m o° `� cW to Om v m V A W lL z H N U 7/6 3 s ��BIII��@I�11111111111111111111111111 � . �6111��911111111111111111111111111111 r �011111�11111111111111111111111111111 � � �BIIIII�11111111111111111111111111111 � �0111���11111111111111111111111111111 . ��9111AB@I IIIIIII IIIIIIIIIII IIIIIIIIII �0111���11111111111111111111111111111 �011111�1111111111111111111111111111 • �911111@IIIIIIIIIIIIIIIIIIIIIIIII�111 ��1111111111111111111111111111111111 811111111111111111111111111111111 � i l 011111111111111111111111111111111111 011111111111111111111111111111111111 � 0111111111111111111111111 i i 011111111111111111111111111111111111 �az MAY 1984 Q 0 Z 0 co U.1 0 Za) J � a: LL d C LU0) LU T >- C UL III LT CO LL Z U at rn c3 o LL 0 U. i LL J Q U a a6 VVI 5-3 DESIGN CRITERIA 816 3 i ��8�������1111111111111111111111111111 � �6������111�11�11111111111�1�11111111 ��011111111111111111111111111111111111 �0111111111�11�11111111111�1�11111111 �8������III�IIBIIIIIilllll�l�llllllll �@AOA�ABIIIB11�11111111111@I&11111111 �6������111�11�11111111111�1�11111111 ��BIIIIIIIII�11�1111111111111111111111 �6111111111�11�1111111111111111111111 @IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII � 811111111111111111111111111111111111 �6�������II�II�IIL��Q111111�1�11111111 . �0�������11�11�11@��111111�1�11111111 �m�������11�11�11F��111111�1�11111111 �0�����9�A1e11�11���111111�1�11111111 0�������AI�11�11���111111�1�11111111 E I I I I I I I� 111111111111111111111111111 01111111 � 111111111111111111111111111 01111111 � 111111111111111111 � 11111111 � 01111111 � 111111111111111111111111111 �oe���gA�Bl�ll�ll0�m11111191911111111 ���������III�I�II���IIIIII�I�IIIIIIII 'VAZ. w41,71 u"I No 8 MAY 1984 5-3 m 9 Q 0 Z U) w cc } Z 'cy) �0) J F-C >w c Lo UL C7 Z p Q 0������ o o LL 2 CL 3h�e qQ 2 'o DESIGN CRITERIA ' R80 rMC. Soemo, 183-012 RBD INC. ENGINEERING CONSULTANTS By1<u1` CHANNEL RATING INFORMATION 5-22-91 ROAD SECTION 50' EAST OF DESIGN PT. D BETWEEN BUILDINGS ELEVATION (feet) STA 0.00 60.00 100.00 'N' VALUE 0.013 AREA (sq ft) ELEV 4952.90 4952.15 4952.90 SLOPE (ft/ft) ------------- 0.0014 VELOCITY (fps) 4952.25 0.7 0.6 4952.35 2.7 0.9 4952.45 6.0 1.2 4952.55 10.7 1.5 4952.65 16.7 1.7 4952.75 24.0 1.9 4952.85 32.7 2..1 CAcCUc47icNs igR2- 8<J5F0 o.v -1W MAniNiAd&5 EQU,4770N �z135yz� rn Fror. +he- 6�orrn DrQina7e Sysje.✓t PrL�iminary 0es,on Q,L+e, 5heat'-F'or /oo ye�ur 5-"Orn" at DesiSn Poih't P Mica{es 4/2.3 cf'S will be CArr1C-t above,/ 0rovU across fke concre-fC F-O ad- 2.PC a Durin� tj+� lo0 Year, s^forM )-l-he Vehicle e/IG10SeA '06Lrkin4 6+f`f.gG J free o� Sfarrr u�aicr IUn/aFFr area femain DISCHARGE FROUDE (Cfs) NO.- --------- 0.1 cis ------ 0.39 4io 0.46 2.47 0.52 7.29 0.55 15.70 0.58 28.46 y23cfs 0.60 46.28„0 0.62 69.80 0.63 /%3 RBD INC RBD INC. ENGINEERING CONSULTANTS SDe Na, 193 -01 Z CHANNEL RATING INFORMATION BYK v 5-22-9 I ROAD SECTION 50' EAST OF DESIGN PT. E STA ELEV 0.00 4952:20 .27.00 4952.00 55.00 4951.50 55.00 4951.00 57.00 4951.17 85.00 4952.01 85.00 4952:51 'N' VALUE ---------- SLOPE ------------- (ft/ft) 0.020 -score brass 0.0100 ELEVATION AREA VELOCITY DISCHARGE FROUDE (feet) --------- (sq ft) ------- (fps) -------- (cfs) --------- ------ NO. 4951.10 0.1 1.0 0.06 0.75 4951.20 0.2 1.3 0.33 0.83 4951.30 0.7 1.7 1.20 0.89 4951.40 1.5 2.1 3.20 S.Zcs 0.94 4951.50 2.7 2.5 6.67 0.98 4951.60 4.4 2.5 11.08 0.99 4951.70 7.1 2.8 19.42 1.02 4951.80 10.6 3.1 32.39s 1.04 4951.90 15.0 3.4 50.78 Q100 1.07 4952.00 20.4 3.7 75.30 1.10 4952.10 26.9 3.9 103.57 1.11 G q(,Gvc/sT/aNS A B/VSEO O,✓ THE /ygNNiN65 EQuRTiaN Q=Lveb.e=/35yZlJ n FROM THE 571ORM DAN/lWd¢GE 3y57E/N pkELlmllvAey 0E3/6N zWrV SHEET F,oA 7f 6-10e Y)e , 57-4Q/N i?TOE"S/6/v PpiNT- E JAIO/CN714-5 „'Z CFs w/GG BE C9QR/Eo ,9,eoVS 6RG61Auo AGoNG THE fJSPNFLT O21(!t . WATER QUALITY AND STORMWATER DETENTION 12/G3 ' DETENTION POND SIZING BY FAA METHOD KBD/.vc. DEVELOPED BY ToBNo, /S3-O/Z JAMES C.Y. GUO, PHD, P.E. BYK w G DEPARTMENT OF CIVIL ENGINEERING ,zEv,evKwG7-IOii UNIVERSITY OF COLORADO AT DENVER EXECUTED ON 05-22-1991 AT TIME 12:46:06 1 ' PROJECT TITLE: CITY OF FORT COLLINS STREETS FACILITY MAJOR BASIN 1 *** DRAINAGE BASIN DESCRIPTION ' BASIN ID NUMBER = BASIN AREA (acre)= RUNOFF COEF DESIGN RAINFALL STATISTICS 1.00 29.80 0.80 (DEUEGoPED GOND /T/0AI) 56 ' DESIGN RETURN PERIOD (YEARS) = 100.00 IN.TENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN ' DURATION 5 10 20 .30 40 50 60 80 100 120 150 180 INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0 POND OUTFLOW CAPACITY M kX i rv%vrr\ �BAS/AJ EZ QZ NlSTOR/G� ' AVERAGE RELEASE RATE = 10.5 CFS ***** COMPUTATION OF POND SIZE -------------------------------------------------- RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED . DURATION INTENSITY VOLUME VOLUME STORAGE ' -- MINUTE ------------------------------------------------ INCH/HR ACRE -FT ACRE -FT ACRE -FT 0.00 0.00 0.00 0.00 0.00 5.00 9.00 1.04 0.07 0.97 ' 10.00 7.30 1.69 0.14 1.55 15.00 6.25 2.17 0..22 1.96 20,00 5.20 2.41 0.29 2.12 25.00 4.68 2.71 0.36 2.35 30.00 4.15 2.89 0.43 2.45 35.00 3.83 3.10 0.51 2.60 ' 40.00 3.50 3.24 0.58 2.67 45.00 3.25 3.39 0.65 2.74 50.00 3.00 3.48 0.72 2.75 55.00 2.80 3.57 0.80 2.77, ' 60.00 2.60 3.62 0.87 2.75 65.00 2.40 3.62 0.94 2.68 70.00 2.20 3.57 1,01 2.56 ' 75.00 2.00 3.48 1.08 2.39 80.00 1.80 3.34 1.16 2.18 85.00 _ - 1.60 - 3.15 --=----------------=------- _1_23__.._l._92________.�-.----.--- THE REQUIRED POND SIZE = 2.773923 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 55_.-MINUTES ro3 ----------------------------------- DETENTION POND SIZING BY FAA METHOD DEVELOPED BY JAMES C.Y. GUO, PHD, P.E. DEPARTMENT OF CIVIL ENGINEERING UNIVERSITY OF COLORADO AT DENVER -------------------------------------------- EXECUTED ON 02-27-1993 AT TIME 11:21:44 PROJECT TITLE: CITY OF FORT COLLINS STREETS FACILITY WATER QUALITY POND A **** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 0.00 BASIN AREA (acre)= 14.64 ($A5114S A -(r) RUNOFF COEF = 0.82 (pEV. CoNP051TE G" Ar DEe,,t6j J PT. G) ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 2.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 3.2 2.5 1.8 1.5 1.2 1.0 0.9 0.8 0.6 0.5 0.4 0.4 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE = .1 CFS COLISIDE(ZEp SMfILL ENOLL,N To PP'OJIDr, Fat APPPDX, 4o H2. OUTFLOW ADJUSTMENT FACTOR = 1 D �-Tr-WPO H TIME 4 PRaV 1 A E AVERAGE RELEASE RATE = .1 CFS (0f4,SMVAT)VE F0.0D 61F-E AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE ----------------------------------------------------- RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT ----------------------------------------------------- 0.00 0.00 0.00 0.00 0.00 5.00 3.24 0.27 0.00 0.27 10.00 2.52 0.42 0.00 0.42 15.00 2.18 0.55 0.00 0.54 20.00 1.84 0.61 0.00 0.61 25.00 1.65 0.69 0.00 0.69 30.00 1.47 0.74 0.00 0.73 35.00 1.34 0.78 0.00 0.78 40.00 1.21 0.81 0.01 0.80 45.00 1.13 0.84 0.01 0.84 50.00 1.04 0.87 0.01 0.86 55.00 0.98 0.89 0.01 0.89 60.00 0.91 0.91 0.01 0.90 65.00 0.87 0.94 0.01 0.93 70.00 0.83 0.97 0.01 0.96 75.00 0.79 0.99 0.01 0.98 80.00 0.75 1.00 0.01 ' 0.99 MAX 85.00 0.71 1.01 0.01 0.99 4 90.00 0.67 1.01 0.01 0.99 95.00 0.63 1.00 0.01 0.98 100.00 0.59 0.98 0.01 0.97 105.00 0.55 0.96 0.01 0.95 110.00 0.51 0.94 0.02 0.92 115.00 0.47 0.90 0.02 0.89 4103 1 ---------- ---- HE REQUIRED POND T7SIZE _ .9945278 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 85 MINUTES GEOMETRIES OF AN EQUIVALENT CIRCULAR POND ---------------------- ------------------------------ STAGE CONTOUR CONTOUR POND POND ' (DEPTH) DIAMETER AREA SIDE SLP STORAGE FEET FEET ACRE FT/FT ACRE -FT ------------------------------------------- 0.00 21.06 0.01 110.00 0.00 0.50 131.06 0.31 110.00 0.08 1.00 241.06 1.05 110.00 0.42 1.50 351.06 2.22 110.00 1.24 2.00 461.06 3.83 110.00 2.75 2.50 571.06 5.88 110.00 5.18 ----------------------------------------------------- ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ DETENTION POND SIZING BY FAA METHOD DEVELOPED BY JAMES C.Y. GUO, PHD, P.E. DEPARTMENT OF CIVIL ENGINEERING UNIVERSITY OF COLORADO AT DENVER ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ EXECUTED ON 02-27-1993 AT TIME 09:23:16 PROJECT TITLE: CITY OF FORT COLLINS STREETS FACILITY WATER QUALITY POND 8 **** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 0.00 BASIN AREA (acre)= 4.39 (5A61N H) RUNOFF COEF = 0.78 ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 2.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 3.2 2.5 1.8 1.5 1.2 1.0 0.9 0.8 0.6 0.5 0.4 0.4 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE = .1 CFS C04Sl DE1Z-F.D SMAL-L, EJ-�IJ!aH TO OUTFLOW ADJUSTMENT FACTOR = 1 'FRovl DE FOP- APPR499, 4-0 Hp-- DC-jF.+J'jipw TIME,, A P2r V1 D E AVERAGE RELEASE RATE _ .1 CFS (-0NS✓;RVAT I V E PGND SIF-E, AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ***** COMPUTATION OF POND SIZE ----------------------------------------------------- RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT ----------------------------------------------------- 0.00 0.00 0.00 0.00 0.00 5.00 3.24 0.08 0.00 0.08 10.00 2.52 0.12 0.00 0.12 15.00 2.18 0.16 0.00 0.15 20.00 1.84 0.18 0.00 0.17 25.00 1.65 0.20 0.00 0.19 30.00 1.47 0.21 0.00 0.21 35.00 1.34 0.22 0.00 0.22 40.00 1.21 0.23 0.01 0.22 45.00 1.13 0.24 0.01 0.23 50.00 1.04 0.25 0.01 0.24 55.00 0.98 0.26 0.01 0.25 60.00 0.91 0.26 0.01 0.25 65.00 0.87 0.27 0.01 0.26 70.00 0.83 0.28 0.01 0.27 75.00 0.79 0.28 0.01 0.27 80.00 0.75 0.29 0.01 0.27 85.00 0.71 0.29 0.01 0.28 90.00 0.67 0.29 0.01 0.27 95.00 0.63 0.28 0.01 0.27 100.00 0.59 0.28 0.01 0.27 105.00 0.55 0.27 0.01 0.26 110.00 0.51 0.27 0.02 0.25 115.00 0.47 0.26 0.02 0.24 1 ---- ---------------- THE REQUIRED POND SIZE _ .2753065 ACRE -FT i THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 85 MINUTES ' ***** GEOMETRIES OF AN EQUIVALENT CIRCULAR POND ----------------------------------------------------- STAGE CONTOUR CONTOUR POND POND ' (DEPTH) DIAMETER AREA SIDE SLP STORAGE ----_FEET FEET ACRE FT/FT. ACRE -FT 0.00 2.36 0.00 87.00 0.00 ' 0.50 89.36 0.14 87.00 0.04 1.00 176.36 0.56 87.00 0.21 1.50 263.36 1.25 87.00 0.67 2.00 350.36 2.21 87.00 1.53 2.50 437.36 3.45 87.00 2.95 ----------------------------------------------------- CLIENT V aL),11N 1 Fr -ye JOB NO. /975 -O267 t�C %DINC PROJECT 5"RZ-(5 F -I^TTCALCULATIONS FOR - Engineering Engineering Consultants MADE BY _ DATE VAO&ECKED BY DATE SHEET I ( OF DESIGN OF INLETS, STORM DRAIN SYSTEM, AND ANALYSIS OF THE OFF -SITE ROADSIDE DITCH N RMNC Engineering Consultants CLIENT VAS dl- Fr -Ye, JOBNO. IbS_0 .0 PROJECT 5EMCAS- FO,'::I Ii'F� CALCULATIONSFOR SN=�S ry MADEBYIlutG DATESL3J! CHECKED BY- DATE SHEET I1 OF J Rev�,JKo `72`��g3 /AJLET iqT D4%Zt/ s�T FcQ .' I i i - - .__ c!s%Gi\JtPd— ;__ 315 1 l t.n FlQJ`o �FdG1=off .'y 3�SC8o9o) = Z� 8 o rr�i5 IFT� O��cr'a{C� �n /e'f - - I - Y - , MacleaA10, /2 open 1 i arm fZ /,64`z = �ra{r,L_>nkf a-t est -_ n/e7< A_era f 5 4z T ifs i - _ I- t r8o7 I 37 Z._cs1 �Qra cs� �n e -_Yv 9ry in lei- apGra�ca= _ + /18B 7C't? 0.0 uS_fJ i / 87 Z - Sfe'5 - - -.IlL� _Sl4-F _f1RFaTin_"/(,F>; l7T OES(6^/fFT G F0,2 I � _ I I T%%E Z Yf SToRtn i Evew7 LL - 9090 Fdctor Ponder USl!+ry r9s�3 , ! 1 I I I t ' - 0 L OSofi Q=35�fs�FTZ�rated!n/eF 'zi r4 7 I rt 3 I , , I� Z <f _ I jam Fr1 I�r !et � I' 1 - E I 1' Zi-80 N1aa(rsr 11 1 U`�'`'_ Vo, rZ SFIa .rr/et-.oPe�, a.nA %BB Z- z;2 ZI ---''-�--�-`-i y' -r- - - !� 1 IT. i 1 1 f LL. j- CLIENT VAUG1Hr t-t'Y� JOBNO. I83_OZ49 RMINC PROJECT S'f"itGiS FO_61 Itty CALCULATIONSFOR Sn/efS Engineering Consultants MADEBY KwG DATE5-Z7- CHECKED BY DATE SHEET V OF J_ Revd, S(v 2.Plq_s - - �) 5 i �e KErl jN qr aEsi6N Pr D o� - _! AIL - �Estla_t� _ �TffEi Z Y STORM EVEN/ --- -- - i r -_�� L5C _ 1.2D L 1CONT I— QZ 2' - -nz" H$D s_---.. ! * �a - — D 1 nletl; --- _ — �Zc _/r�•,cJ+_ �.� :. Becn DeSiyn Pr ! L I } QZ 8 O c?ST-�Deu a� D P. E!.FOP, Bf}bJALE I L� 1 '_I I _ o Esc coifn✓a�s _die b_ area dra n' o /y,o_ slo�e.'on Cennect/p�✓f/CrS J— — - _f I � Macl 5uaca-.- �n *'D fYL°ntJf c�faih F=_7'_/e/Icl+ tn jR7 —1 } el.. arm S.Cwe�. I +el./lain ct' Fin: / decr9n_, i9n� 1 Desbn PT,F-For_ t -, — , ., � 3 4 ifs - �C L /F}yro�., {FLOW r_ - I i - - G�+C ✓1 /1 Q-� P0.`�M 41 C4NG Oi4t nex-t(�d, .. 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F STA ELEV 0.00 4949.10 0.00 4948.60 2.00 4948.77 30.00 4949.61 'N' VALUE SLOPE (ft/ft) ----------------------- 0.016 0.0100 ELEVATION AREA VELOCITY DISCHARGE FROUDE (feet) (sq ft) --------- ------- (fps) ----- (cfs) --------- NO. ------ 4948.70 0.1 1.2 0.07 0.94 4948.80 0.2 1.7 0.41 1.04 4948.90 0.7 2.1 1.50 3.4cfs 1.11 4949.00 1.5 2.6 4.00 �- 1.17 CACCVC.q T/0NS AAA 6,45E0 GN THE MRNN,N65 EQvAT10rJ Q=1y86,�z�35�r9 h Qa'3.4cfs av tl es;cm P7,F pe+. -Flow 5p*eot Fcev. y9'ie,97 7For QZ=3,4afs Cep off-' VGaG= 49v871} i4' = o•� 3 ff ; 3%a Gro55 s/oPes 7.7 f1- t2 -Ft 9''t�er = q.7>^f f/ow s�rea Y9Y8,9�-y94B, 0,40 Tm4D,NC CLIENT _�(AL2(4 i 1�-l'i JOOBNO. PROJECT CALCULATIONS FOR ��ICJY 1 lJ K 11 IY Engineering Consultants MADEB DATE��HECKED BY- DATE SHEET ZZ OF REPORT OF STORM SEWER SYSTEM DESIGN USING UDSEWER-MODEL VERSION 4 DEVELOPED BY JAMES C.Y. GUO ,PHD, PE DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER IN COOPERATION WITH URBAN DRAINAGE AND FLOOD CONTROL DISTRICT DENVER, COLORADO *** EXECUTED BY DENVER CITY/COUNTY USE ONLY ............................................. ON DATA 02-26-1993 AT TIME 11:42:03 *** PROJECT TITLE CITY OF FORT COLLINS STREETS FACILITY STORM SEWER SYSTEM *** RETURN PERIOD OF FLOOD IS 2 YEARS *** SUMMARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET -------------------------------------------- 10.00 N/A N/A N/A ---------------------------------- 19.40 50.00 47.00 OK 20.00 N/A N/A N/A 19.00 50.50 48.31 OK 30.00 N/A N/A N/A 19.00 51.50 48.64 OK 40.00 N/A N/A N/A 17.90 52.15 49.35 OK 50.00 N/A N/A N/A 14.40 52.53 50.03 OK 60.00 N/A N/A N/A 12.90 52.50 50.35 OK 70.00 N/A N/A N/A 12.90 52.50 50.37 OK 80.00 N/A N/A N/A 9.00 52.75 51.01 OK 90.00 N/A N/A N/A 4.60 54.50 51.64 OK 95.00 N/A N/A N/A 4.60 54.50 51.69 OK 55.00 N/A N/A N/A 3.50 51.50 50.49 OK 56.00 N/A N/A N/A 3.50 51.50 50.70 OK 45.00 N/A N/A N/A 3.50 51.70 49.65 .OK 46.00 N/A N/A N/A 3.50 51.70 49.89 OK 35.00 N/A N/A N/A 1.30 48.32 49.04 NO 36.00 N/A N/A N/A 1.30 48.32 49.07 NO OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO-- 1 ------------------------------------------------------------------------------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED - EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(HIGH) DIA(HIGH) DIA(HIGH) WIDTH ID NO. . ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) ------------------------------------------------------------------------------- 1.00 20.00 10.00 ROUND 29.38 30.00 30.00 0.00 2.00 30.00 20.00 ROUND 29.38 30.00 30.00 0.00 3.00 35.00 30.00 ROUND 11.12 18.00 12.00 0.00 4.00 40.00 30.00 ROUND 28.73 30.00 30.00 0.00 5.00 45.00 40.00 ROUND 13.74 18.00 15.00 0.00 6.00 50.00 40.00 ROUND 26.48 27.00 30.00 0.00 7.00 55.00 50.00 ROUND 14.16 18.00 15.00 0.00 8.00 60.00 50.00 ROUND 25.41 27.00 30.00 0.00 9.00 70.00 60.00 ROUND 25.41 27.00 30.00 0.00 10.00 80.00 70.00 ROUND 22.20 24.00 24.00 0.00 11.00 90.00 80.00 ROUND 17.26 18.00 18.00 0.00 12.00 95.00 90.00 ROUND 17.26 18.00 18.00 0.00 13.00 36.00 35.00 ROUND 11.12 18.00 12.00 0.00 14.00 46.00 45.00 ROUND 14.16 18.00 15.00 0.00 15.00 56.00 55.00 ROUND 14.16 18.00 15.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED ------------------------ SEWER DESIGN FLOI ID FLOW Q FULL ( NUMBER CFS CF1 -----------------------. 1.0 19.0 20.' 2.0 19.0 20.' 3.0 1.3 1.( 4.0 17.9 20.' 5.0 3.5 4.i 6.0 14.4 20.' 7.0 3.5 4.' 8.0 12.9 20.' 9.0 12.9 20.' 10.0 9.0 11.' 11.0 4.6 5.; 12.0 4.6 5.S 13.0 1.3 1.4 14.0 3.5 4.' 15.0 3.5 4.' ------------------------------------------------------- I NORMAL NORAAL CRITIC CRITIC FULL FROUDE COMMENT DEPTH VLCITY DEPTH VLCITY VLCITY NO. FEET FPS FEET FPS FPS ------------------------------------------------------- 1.93 4.67 1.47 6.44 3.87 0.59 V-OK 1.93 4.67 1.47 6.31 3.87 0.59 V-OK 0.69 2.27 0.50 48.76 1.66 0.51 V-LOW 1.83 4.64 1.43 6.16 3.65 0.62 V-OK 0.84 4.01 0.75 18.65 2.85 0.82 V-OK 1.56 4.46 1.30 5.01 2.93 0.68 V-OK 0.89 3.75 0.75 16.71 2.85 0.73 V-OK 1.45 4.36 1.24 3.69 2.63 0.70 V-OK 1.45 4.36 1.24 1.89 2.63 0.70 V-OK 1.37 3.94 1.08 2.66 2.86 0.63 V-OK 1.10 3.30 0.83 3.51 2.60 0.57 V-OK 1.10 3.30 0.83 3.51 2.60 0.57 V-OK 0.69 2.27 0.50 8.98 1.66 0.51 V-LOW 0.89 3.75 0.75 4.53 2.85 0.73 V-OK 0.89 3.75 0.75 1.68 2.85 0.73 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS C�3 -------------------------------------------=-------------------------- SENER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS. ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM % (FT) (FT) ------------------------------- (FT) (FT) -------------------------------------- 1.0D 0.24 46.27 46.00 1.73 1.50 OK 2.00 0.24 46.57 46.30 2.43 1.70 OK 3.00 0.20 46.72 46.60 0.60 3.90 NO 4.00 0.24 47.42 46.60 2.23 2.40 OK 5.00 0.47 47.51 47.44 2.94 3.46 OK 6.00 0.24 48.41 47.45 1.62 2.20 OK 7.00 0.40 48.73 48.45 1.52 L 83 OK 8.00 0.24 .48.84 48.45 1.16 1.58 OK 9.00 0.24 48.90 48.88 1.10 1.12 OK 10.00 0.24 49.63 48.95 1.12 1.55 OK 11.00 0.24 50.49 49.65 2.51 1.60 OK 12.00 0.24 50.49 50.49 2.51 2.51 OK 13.00 0.20 46.72 46.72 0.60 0.60 NO 14.00 0.40 47.51 47.51 2.94 2.94 OK 15.00 0.40 48.73 48.73 1.52 1.52 OK OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS •----------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREA14 CONDITION FEET FEET FEET FEET FEET FEET ------------------------------------------------------------------------------- 1.00 112.00 0.00 48.77 48.50 48.31 47.00 SUBCR 2.00 114.00 0.00 49.07 48.80 4 4 48.31 SUBCR 3.00 60.00 60.00 47.72 47.60 /9. 48.64 PRSS'EO 4.00 340.00 0.00 49.92 49.10 49.35 48.64 SUBCR 5.00 15.00 15.00 48.76 48.69 49.65 49.35 PRSS'ED 6.00 400.00 0.00 50.91 49.95 50.03 49.35 SUBCR 7.00 71.00 71.00 49.98 49.70 50.49 50.03 PRSS'ED 8.00 161.00 0.00 51.34 50.95 50.35 50.03 SUBCR 9.00 8.00 0.00 51.40 51.38 50.37 50.35 SUBCR 10.00 283.00 0.00 51.63 50.95 51.01 50.37 SUBCR 11.00 350.00 0.00 51.99 51.15 51.64 51.01 SUBCR 12.00 0.10 0.00 51.99 51.99 51.69 51.64 SUBCR 13.00 0.10 0.00 47.72 47.72 49.07 49.04 SUBCR 14.00 0.10 0.00 48.76 48.76 49.89 49.65 SUBCR 15.00 0.10 0.00 49.98 49.98 50.70 50.49 SUBCR PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW HGL 15 A60VE I NET Fr_ WRVN 3D"�6 PIPE IS FULL. ,210 T3 *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT ------------------------------------------------------------------------------- 1.0 20.00 48.65 1.42 1.00 0.23 0.00 0.00 10.00 47.00 2.0 30.00 48.98 0.24 0.38 0.09 0.00 0.00 20.00 48.65 3.0 35.00 49.12 0.08 1.33 0.06 0.00 0.00 30.00 48.98 4.0 40.00 49.69 0.65 0.25 0.05 0.00 0.00 30.00 48.98 5.0 45.00 49.90 0.04 1.33 0.17 0.00 0.00 40.00 49.69 6.0 50.00 50.34 0.62 0.25 0.03 0.00 0.00 40.00 49.69 7.0 55.00 50.71 0.21 1.33 0.17 0.00 0.00 50.00 50.34 8.0 60.00 50.64 0.28 0.25 0.03 0.00 0.00 50.00 50.34 9.0 70.00 50.67 0.02 0.05 0.01 0.00 0.00 60.00 50.64 10.0 80.00 51.25 0.58 0.05 0.01 0.00 0.00 70.00 50.67 11.0 90.00 51.81 0.53 0.25 0.03 0.00 0.00 80.00 51.25 12.0 95.00 51.86 0.02 0.25 0.03 0.00 0.00 90.00 51.81 13.0 36.00 49.15 0.02 0.25 0.01 0.00 0.00 35.00 49.12 14.0 46.00 50.11 0.04 1.33 0.17 0.00 0.00 45.00 49.90 15.0 56.00 50.92 0.04 1.33 0.17 0.00 0.00 55.00 50.71 BEND LOSS =BEND K* VHEAD IN SEWER. LATERAL LOSS= OUTFLOW VHEAD-JCT LOSS K*INFLOW VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. R8a INC. 14 So8No, 183-o1z RBD INC. ENGINEERING CONSULTANTS &Kul ' CHANNEL RATING INFORMATION ROADSIDE DITCH ON WEST SIDE OF 9TH AVENUE 2051 D/S OF 18" RCP STA ELEV 0.00 44.60 10.00 44.00 12.50 43.00 15.00 42.00 15.50 41.40 16.00 42.00 18.50 43.00 21.00 44.00 23.00 44.60 'N' VALUE ---------- SLOPE ------------- (ft/ft) 0.030 0.0019 ELEVATION AREA VELOCITY DISCHARGE FROUDE (feet) --------- (sq ft) ------- (fps) -------- (cfs) --------- NO. ------ 41.60 0.0 0.3 0.01 0.19 41.80 0.1 0.6 0.07 0.22 42.00 0.3 0.7 0.22 0.23 42.20 0.6 0.8 0.48 0.26 42.40 1.1 1.0 1.06 0.28 42.60 1.8 1.1 2.03 0.30 42.80 2.7 1.3 3.48 0.31 43.00 3.8 1.4 5.50 0.32 43.20 5.1 1.6 8.16 0.33 43.40 6.6 1.7 11.52 0.34 43.60 8.3 1.9 15.67 0.35 43.80 10.2 2.0 20.66 0.35 44.00 12.3 2.2 26,._5_5., 0.36 44.20 14.9 2.0 30.27 31.y 0.36 44.40 18.3 2.0 36.81�- 0.36 Qioo= 36,Yofs �Hi5*riC Fog. 6,061 I Eli EJ�e of 2oaet q }h Aven ue = yy, Io y o°o Roadside d, fck can conuer -HAe Too t'r Hfs4 ric tune( 5o� alon, 9�hA�enue $UGK/NCIIAM 67'/97W 4vENuE iNrElpsECTtau w144 FLGna OUR/NG A l0 ✓R• N/sToRic SToQM EUENP- SEE CNARY I /AJcET CDN77ROL IVO1no6R,0P/! FOR 15"9cP ieea Me-, 254'5 3d9 No, /83-01z ,BY KwG RBD INC. ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION ROADSIDE DITCH ON WEST SIDE OF 9TH AVENUE 2031 U/S OF 15" RCP (Ar &)64 C 4�A M sT STA ELEV 0.00 43.60 5.00. 43.00 7.50 42.00 9.75 41.00 10.00 40.80 10.25 41.00 13.00 42.00 15.50 43.00 17.00 43.60 'N,' VALUE ----------- SLOPE ------------- (ft/ft) 0.030 0.0019 ELEVATION AREA VELOCITY DISCHARGE FROUDE (feet) --------- (sq ft) ------- (fps) -------- (cfs) --------- NO. ------ 41.00 0.1 0.4 0.02 0.22 41.20 0.3 0.6 0.15 0.26 41.40 0.7 0.8 0.53 0.28 41.60 1.3 1.0 1.27 0.30 41.80 2.1 1.2 2.46 0.31 42.00 3.1 1.4 4.19 0.33 42.20 4.3 1.5 6.53 0.33 42.40 5.7 1.7 9.55 0.34 42.60 7.3 1.8 13.32 0.35 42.80 9.1 2.0 17.91 0.36 43.00 11.1 2.1 23.39 0.36 43.20 13.4 2.1 28.53 0.37 43.40 16.1 2.2 35.25_ 0.37 Q100=36.'l ors &475+�r;c For B� lnF2� Edge If Rad'L 9-�A ,¢'pcnoe a Y3, 6 " v Roadside d*r-4 can n covey -Hie-/oa Yr. lrlisforic lunoH sow a/onq 9� /iuen�e, BU�KiA/6HRM ST/yTrr pVeNVE /NTERSEcT7aN ui/[c FL000 DU,c'/pub � 2YR. HiS7ORi� STDRm EVENT- 5EE CHN,er/ hjee-r 40.✓7-,&4 V.41ndG, AAff FOe eYoIS";?C/0 6-X.1 5 "Rr p 4 r BOCK/N614A4A ST 19th yl/EnIVE IMv = yp,YZ NwIp= 2,5M ?5, =?,6 Et.ToP orRoHO= 93 Qlo_/B,bcfS 1415TDRIG 0 Qloo= 3(0,Y Gf5 gr�S,N E� CHART 1 180 10, 000 168 8,000 EXAMPLE 156 6,000 0.42 inches (3.5 feet) 6. 6, S 144 5,000 0.120 cfe 4,000 av Ifw 6• 5. 132 0 fast 4, 3,000 (I) 2.3 ewe 5' 4. 120 (2) 2.1 7.4 2,000 (3) 2.2 7.7 4• 3. 108 eD-in feet 3' 96 1,000 3' 800, 84 600 2- 500 / 72 400 2' = 300 E Z to K Z 60 U. FW- 1.5 _ Z / W 54 Q K C w 100 Z 48 / ¢ 80 J a 60 = 0. 1.0 1.0 U. c 42 c 50 HW SC LE ENTRANCE w G I.0 Cr40 0 TYPE W 9 1.-36 W 30 (1) Square edge with 3 9 a 33 n.odwo R a 9 20 12) Groove end with C 30 headwall x 8 •8 . (3) Groove end •8 27 projecting 10 Ihj TERSFCTIOAJ W ILL FLA70 7 8 DVRiAJ C. 2 YR, 5ToRrh 7-• 24 EVENT�QZ= it, Sc;-S Ii15fORl .7 6 To use *Cale (2) or (3) project 21 5 horizontally to scale (1), then - 4 use straight Inclined tine through D and 0 scale*, or reverse oe .6 illustrated. 3 8 •6 18 2 -. 15 110 1.5 5 .5 12 HEADWATER DEPTH FOR HEADWATER SCALES 2d3 CONCRETE PIPE CULVERTS REVISED MAY1964 WITH INLET CONTROL BUREAU OF PUBLIC ROADS JAK 1963 181 ywlM' u•u9'i R' Preceding page blank 1 3�3 RIPRAP DESIGN CLIENT `' 1 °f Ff Gon51 JOBNO. INC PROJECT Stye+S Fa u I iTN CALCULATIONS FOR Engineering Consultants MADEBY )"* DATE'S_ CHECKED BY DATE SHEET 3 i• OF IZZVJ, TKD 2420/9g ,f e 7n-lb Wa f r lQ ua 1 �n / ( P d A L i _ 1 1 - - _ _.H Cr- _ . Lz. FiNo^ T1e vired riP�p of the 'p*11 od _ U5G!fi/'�aan Q/ttino5e . F/md Carf'o/ IG�r'lery aL 1 '— � _--J`OL[JTIOAI = _Pr o_ prltlG�"s info PGnQ I I { - VG/o4 4 oc/"/C ' �_1 i I � ! ( _ -- Te./wake � � + STEPI�D t m rcr��tEd�pe�.���rarP �{c'.c..cLa,sfen_Pnz� ran — �5 ' � Py s -- / 9Co -G Co ' Co{c -to _✓.sa d es�yn arts., 4�4 -y41 D %- oo !.i$G. %L 8 6 7 i Ial '_ STEPZ �17 G'�r _'f%C CXORn SIOQ �1f GfOr,.C/Z 75n YY—iro.<.._Fi 5 QS'=' l 96 4 9 !L fan - �� _ t _ 5 3 Qe._�iLr fh r 1 r r/ .v-7 - _ f i tru Ga59`✓ a �lfi_ i� _ _ — - l ,rjTE��f Gh2tk - Iax7rn vM '0I'Mrnlrnu _ L d oes not nee.0 �o eX 4CeP� t^ L 3o_3tz.5)- -751 use 8 Ce., - th af'nrprap - - �STFPS I I I I - 1 _r i 1 d� t n I � _ _ i I _ T �,I1t_ I i pyNi GLp551 /i r�7'J %Y7%L _ 372T7 -L—TT i KrP Q Twrd/i, 1 1 3.Dmin ! 1_1 _ ,"r ! r �L 7 ofri�pp ! ! J. I_L. L r 1 L-i-. .!. L. , r.Ir.l� -i.i I !{ 1 I 1 _i L I 1 1 1 1 1 1 1 T i'! EROSION CONTROL RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: EAg'f .VINE 6TrEET5 FAG(I-ITyj PHASE i STANDARD FORM A COMPLETED BY: JK,O, of 9.60 TnG. DATE: 2 3 DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS SUBBA§IN ZONE (ac) (ft) M (feet) M M (F-AIMF ALL) C N�oDEIZA� 2.27 465 0.65 D 1.23 250 0.9g E 2.4-j 3 6 o,14 F 1.45 ..3 5 r ,4o Cr I� 4: 5o5 o.87 I 1. 44 9 3o 0,77 456 0.1& 7,54 . (AVPLI NG� L — b -(Est. x A5b.) G 4.601 GONh7iZU _ _ 4-56 27 A5bL 14. /3 S- (55b X 6 c A s6� _ l o. 9 7� _ �8 TAB L E -S 1 � Asp` l • �3 �\5 0. o.7g 1. 400 72.& 77 4 5/v 72. 7 -,q 7 7. �00 72. 77 D 7 MARCH 1991 8-14 1DESIGN CRITERIA 4163 1 EFFECTIVENESS CALCULATIONS PROJECT: EAS-r VINE sTeEETS FAGI !. ITY, PHASE I STANDARD FORM B COMPLETED BY: �T K•D• oF' 12,B,D. , TnG, DATE: 4 2I Erosion Control C-Factor P-Factor Method Value Value Comment Ex,5T.13UILLDINCT5 0.01 /.00 5ED. BAS 10 /. 0v ©. 50 ROU�,+�EfJED 571E /• � 4.90 LANDS(APIN61 4,5EEDING 0.0& /.00 , T?WAVJ PALE, `DP xt E 1. 0-0 0,130 — �DET POOD 41 00TLET Cq RLEV I,L�rG L. F I gO 0, 50-D OI O. MAJOR PS SUB AREA BASIN ($) BASIN (Ac) CALCULATIONS 1 754- C 2.27 0• 1(o Ac 50,D (TEMP, I q FUTU)? E PAK K I NG A I`EA) 2. 11 Re. 'RoUei+-IEN ED WT'D G FA0-t0fZ = '0. /&(0.0/)+ N ET P FAGTD►Z = (. S0) x (,)o) = 0, M EFf. _ �I - (.93)(.72)� x IOV = 3.5, 0 % D /.23 0, o5AC, 501)(TEM P. it-4 FUTUIZE PAjCK.WA AP -Eli) J . l �Q � Rc�U�+I F�IE{j 57► L WTD(->=ALw2 = D:aS(•ol) + LIB(l) = 0.9� /. Z3 NET P >%60) X 010) = 0.72 EFF = [I — (.972)]x lov E 2•419 0.93 Ac, EX.ST bt-L6; o. 2rj Ac,. 5ob ft,m P, ) /.3 / Ac, RoV�attEflED 50l L- VJT'D G = 093(.0/) + 0.z5(.0/) t 1•316) -05 z.449 EFF=C1- (.53)(•72)�x101� MARCH 1991 DESIGN CRITERIA I ,N(03 [I r I 1 I I I C 1 I EFFECTIVENESS CALCULATIONS PROJECT: CAgr V1 NE i �ETr�5 FAGILI TyI . PHASE I STANDARD FORM B COMPLETED BY: NlF �). Tyi , DATE: T Erosion Control C-Factor P-Factor Method Value Value Comment (yee, prev�ex,5 �ag�) FK15T FAVT 0,61 1 NAT►VE 69IZA�)6E5 0.07 /.cry TEMP, VEZ/GOVE R. Cgop6 0.45 ls-o. MAJOR PS SUB AREA BASIN (-%) BASIN (Ac) CALCULATIONS 75,4 F I.¢8 0 0 At,Sc7D PNOU,,f � LMP. BENED 1.VJT'D G 4-&(06) #- Cl. 02)(1 )Ili. 4a = 0, 7/ (10)= 0.72 EFF = C1- ( 72)(.7/) y- l0-D GT O.B3 0. 52 Ac, 50DDrp QK 5EEDE1) 0.3/ Ac, fZOUCNLNM SoIL dT' D G = [(. 5 Z) (06) + 0. 4 / P = (.50)( 1.00)(,9o) = D 45 EFF = [1- (,41)(.45)] ,c 10,9 = 0/. 6 % 5. 5a 0.51 A(� ITTiV 42A56E5 VJT'D G = �3,5g(.0l)+ (,alx.r�7)��39 =.02 P= 0.50 EFF=C1-(.o2)G5o)�z/oD=�i.O� r 1,44 0,06k, ROLARENED 501L \W)D 6=[.3a(0.0&) i- 0.0(9(I)711.44- = 0, /0 EFF = [1- (.10'x690)1 x I'V = .9/: a 07v /5 % l5./ Ac TEMP V &f E, 60V E2 cry F /o q� Ez1!6T Rivy 0,47 P= 0.90(, 50)(580� r_ = 1- 3 x /ov f NET EFF = LZ. Z7(33,p0) + 1, 23(.30 9)o�a�(G8.71. ' MARCH7991 %I.¢¢(/1•Q)f T/oRI_nERA /rJ,2oor— ' 3(0 CONSTRUCTION SEQUENCE ' PROJECT: EAST \/IIJF— 6-MEE_T6 (LIT)I, PH,A5E.1. STANDARD FORM C SEQUENCE FOR 19 93 ONLY COMPLETED BY: JKD a�' ��D. Tn(,• DATE: ' 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 ~ ' MONTH hlhl�l�l��l�l I I I i OVERLOT GRADING ' WL+D EROSION CONTROL Soil Roughening Perimeter Barrier(Silf rm&) ' Additional Barriers Vegetative Methods �■ Soil Sealant other RAINFALL EROSION CONTROL STRUCTURAL: -- Sediment Trap/Basin pE(LMgNEhl7- 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 �. Nettinge/Mate/Blankets Other STRUCTURES: INSTALLED BY LGETATION/MULCHING CONTRACTOR LATE SUBMITTED MARCH 1991 v MAINTAINED BY APPROVED BY CITY OF FORT COLLINS ON 8.16 DESIGN CRITERIA 37 DETENTION POND OUTLET STRUCTURE DESIGNS CLIENT V4"8h-tom a _ JOBNO. la3_020 TwiD. PROJECT m5_ 2d5 r_".II%* CALCULATIONS FOR PO r?W Ovf Af-S[w,6,rs Engineering Consultants MADEBV"ew�' DATE? z_ HECKED BY- DATE SHEET _L OF - W�r6e of AurY PO/vo " Th:e Wa l er Q V q l_� hr .c0.P Sure iJq/v.. e ,s_7� e Z Ye Sibrm Evrnt� ��noFf __ i- fro,,, the sr�e C�-rsit- �lusl� 5'Inrm e,e.lf) •-- ThG::Ca�?`v,-e'._rt�lu..i� _� _ _ e 1— - rrm f&Vtf7, Froma%Gr Qvali I Ou ScTy y. two ear—i— Dn � eA el fj�-on Basin [u/ a �l0. Hour. Qns/�7„e of Ca ne _ (/o/vme o a/r :arrc�� of dru,r; �er rout o F oufle{ ho%s is ivz }Qt � L j { �ROVID/NG AGES BETwE6rV� ar _ poncCfn� d.tli of :-/, D Ir{ , - Iws of } ouf/e� holes 9::: f -- RocuS �/8"c JeL/ _ f _ L_—ho I e� a 5_a�alea of o -�-� -I T - R �;ire� �r� of ctrpin per row of- oul-l�f, boles:^ r s !o`.iv2• I 1 (--- _ ���$"d�a _ jnle ;-has an area o 0�.bo 1ii/?f} F f 1 ` Use !ol '/8" d holes -- I - - i - - z /y4 - �j fires ' o fl a y "� - o � of p rP : , s o , D 8 7 f i_: CNO 6000 { q L oa 8" C�ovfle(-`1Z i0,/ZS Z �c1se� SIDE i /00 YEAR �ON,o oc16-*F cJ- UJE/R ,To PA55 m,9X, FLoul :. T __ _OF lolZ�6`CFS SEA ovE2FC.ouT z!/E/;2 r2f?T7iV6 G(7/2tlE o.�f ifi�XT---.- - 1 fi _ A i I - - 6 _! The ilra_iet Qval�Yy_Cdfurc _Uvlumc_ t5 fheu/ma%� `ZY�._5{vcrxe:_ I runaf �From._flie s,fe'.!{Trsf-_:f/usGl s/orm din'rrE)• I 1 I J - 0 2S 9C FT. -_use 4`o hr,elevs,e recic f%on�� 3 3 fhe re�j a� cf' drn/ri er .. 1 % �7A1 Z a�- a onalln �l {=hp of.- f'O Pro✓��la . y" s aces A /q d r a G,o l� _�ia5 4C1 a nea `ola O ,(09 /A/ Z j j A„d/ use. esusl nrJ ouflG� pPe. /i"x,17"HE/?LP o u?�f/o w : user r will 6;e Ex,s Ei� f ' _ ] ._91allroa TtcK e:Y 6anKme� . -' ,— r - _ .+.. L. �. 7 �_ lI y f See 6C��T...P1PLQn/ulrG ta/CVltfaTlaN SLia / I F - - DRAINAGE CRITERIA MANUAL (V. 3) 3j STRUCTURALBMPs 10. m 0.6( m D 0.4( E m ro 0.2( 0 m 0.1( 9 W. Me OMENIN OLU ION: Required Area REM FINA EA I I CA .. rr MEMO VIRAVEAVANAA pr 21011 M PAP FPAAPAM! PAJ F//J, 0, FAR A VA WA 001INNI OZONE gjp,A11EME1il111ME1 E 0 1 l A FAJ 0.01 0.02 0.04 0.06 0.10 0.20 0.40 0.60 1.0 / 2.0 4.0 6.0 Required Area per Row (in. in 2) I` y Source: Douglas County Storm Drainage and Technical Criteria, 1986. I' / FIGURE 5-3. WATER QUALITY OUTLET SIZING: DRY EXTENDED DETENTION BASIN WITH A 40-HOUR DRAIN TIME OF THE CAPTURE VOLUME 9-1-1992 UDFCD y"�&3 RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA WATER QUALITY.POND A OVERFLOW WEIR OUTLET WEIR COEF. 3.000 STA ELEV 0.0 48.00 16.0 41.70 82.0 47.50 125.0 47.70 215.0 48.00 ELEVATION (feet) 47.50 47.60 47.70 47.80 47.90 48.00 Program �Ses Q= CLN ?f2 DISCHARGE (cfs) 0.0 1.8 10.3 30.4 60.4 Q,oe= 62.(oc�S 101.2 RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA DETENTION POND EMERGENCY OVERFLOW WEIR WEIR COEF. 3.000 STA ELEV 0.0 47.00 12.0 46.00 42.0 46.00 54.0 47.00 ELEVATION DISCHARGE (feet)_ (cfs) ��0.9e yZ max. looYR. _ ws R, = 95, 95/, 5E'r POrwL 46. 00 0. 0 ouer-(�ow a} 46,00 , 46.10 2.9 46.20 8.5 46.30 16.0 46.40 25.3 46.50 36.3 46.60 48.9 Q=( up q-5 46.70 63.1 46.80 79.0 46.90 96.4 47.00 115.5 Progmn. Uses Q= CLHs/2 a N NZ 41 I� a UJI Lai I F. c U V J Y� O .. W /�, (� N ,n- V I 11 Y I AIJO013A Qj � �. W: Q z o 13;1 C i In ao o a cc Wc� - U—' W ILI F •• Q O I It m_ NOIIVA313 tl31VM0V3H O C p I lOtl1H0Oul K Q 2 F \ \ e ¢wl � .1- J .• w 4 w L W ¢ u p W d' W W Z; W O P I N J a `4 < m w ? y �. toa O U _ < z rn rn f w 0) W Q I e WI �•14 1 ¢ H\ \ U y O¢ W r C Sp07) D o Y x: IC (S W ` 11 J l vt a W eIN WW "O c K M m r�� 1.. a U < i W cl .-IS I v 0 0 s 3c = o ab �� o {S� .�. I- 4 a S F W < J r• W Zo O VI •ice F = JR 1` Z J �' J J Q Z J 3 3 v i 4) W Yn ILiW'1 W u V; Wn O O O N J¢ gO (PI O E\ '> �JJI W w 3' O S V o ¢ O o J N O W 1 y O v) 7 h 3 W M J Z N t W m H 1\N 3 O lz W = 1- u o �3� z =�°� • ti V� W 9 W F W W t=f \ 4 ¢ s J O N O 1 J ❑ ❑ \ �/� " � W V = N W W N O N '\ U -1 O 17 0 J I LL J W \ f W O J WE ya• W . . J o ¢ .. = � _ .. w N ¢ .. W H O \ '.. a _¢ 2 0� u. O �2 O S W 6 Q C O F -J O 33 O a F 'o LL uWc ¢ S w ¢ a W s J = O O <� = ¢fi G i S a W_ e W <__oW O N .. {L LL 3 I W 3 J 1-• 01' f.1 � O O- ¢ ¢ 0 J N ` J m Q Z 3¢ a Q LL W W W W W W V Q i.. V o " W J 0: 0 3u wa3 f„1 O W O ❑❑❑❑ J F L -L W S LL w 0] n�oii?oHa 0. 'SlHS'-,OOV33S 7 a I� U ly ,., au N o�cscJ o: . 240. ., 43 1.0 16010,000CHART 168 8,000 EXAMPLE ( 1 ) (2) (3) 156 6 000 D•42 inches (3.5 feet) 6 6. 144 5,000 0.120 cfe 5 4,000 x Her 6. - 5. 132 D feet 4. 3,000 (1) 2.3 8.8 5. 4. 120 () 2.1 .4 2,000 (33) 2.2 T.T 4• 3. 106 'D in feet 3' 96 1,000 3' 800 84 600 _ 2' 2 500 / / 72 400 2. u300 �yj / N 1.5 1.5 Z N 60 u 200 / 1.5 2 _ Z / f- W 54Cr v Q 100 Z 48 / 0" ¢ 80 1.0 c� 42 u 60 1.0 O ENTRANC HD W 40 SCAL IIIC 1.0 UJ t- 36 30 (1 are edge with -9 .9 9 w 33 he&dwoll G .9 a 20 (2 Groove with W � 30 headwall .8 .8 Groove and •8 27 ose.(3) projecting 10 24 8 .7 .7 .7- 6 To use scale (2) or (3) project 21 5 horizontally to scale (1),then 4 use straight inclined line through D and 0 scale&, or rover to as 6 3 illustrated. 6 .6 18 2 15 .5 .5 t.0 .5 Liz HEADWATER DEPTH FOR HEADWATER SCALES 2a3 CONCRETE PIPE CULVERTS REVISED MAY1964. WITH INLET CONTROL BUREAU OF PUBLIC ROADS JAI. 1963 181 Preceding page blank OCHART 4 3 2 0 de CANNOT EXCEED TOP. OF PI v w zv a0 40 50 60 70 80 90 DISCHARGE-0-CFS 6 5 v_ 2 F f dc CANNOT EXCEED TOP OF PIPE ERMEMMEMEM mommm vim,. DISCHARGE-0-CFS C CANNOT EXCEED SOP OF 1000 2000 3000 4000 DISCHARGE-0-CFS BUREAU OF PUBLIC ROADS JAN.1964 CRITICAL DEPTH - CIRCULAR PIPE 184 WATERMAN SITE CALCULATIONS ■■rYNC ' Engineering Consultants CLIENT VAUNT FeYE/ JOB NO. dZy onn tern Civa. �c Fnrilt�.r cef M 11 ATInus cna HYC1 ro �oqy MADE BjW_ DATE; .__2 93CHECKED BY— DATE SHEET OF `r •rdTLO r✓IAAJ CI'rA EK /.STI ✓L� }-_�.o n d-�1 Ov1.S_ - _ ==i - _. _.... f_ F- _ ..... �%._ -- I - L �C_ozo '- _ t-O r - 60 a SY� �_S r. Z E 3) I 1� ov2r �� � _ �{a v�c�'_� l ow� l e ✓_fig _ = ____- . ..-.. __D` — i - C522 _ hf 1A�lo) L j- H�-- , �: I - - -: j - A r e gL 7 - _ - --- TAB - o-ZOcZ o,-z�I 4 __c c. _ i 17JIL F� }-. ' '_ -. - I -•--_ titer •� iMr AV, 4957 ..,:: � •� \,.ra " rpm ' 4057 Q'z = 0. 5 CS!, QIO= 1.4 cfs_ I oo _ 0 Cf S FOOD FRIN E QZ = 0.8 a.fS LING G QIo = 1.5 e15 Q loo= 5.1 cfs s(,ALE- : l=10-9' IQTERMEDIATE' REGIONAL FLOOD MF\EA (POUDRE KIVER) 6drr. 1A/(, CLIENT �Alila F{ T Fy�YC r IJOB NO. 1 8 3- 0 2- 1 ■soiNC PROJECT �"1Y2� lS L o- (1 Yy CALCULATIONS FOR-�V dYO OOy . /y �{ r� Engineering Consultants MADE BY t^ DATE-L-' 54HECKED BY DATE SHEET Z /OF `r T� ri�,A'TF_QV1'lf}rU CITE -- - ------ —_ 1 t _ ; + 0 ZoO 31) o Go C O ZO Four Bra s ..-- �-60� �-.-� 1.25� o �S� - --1 - j o_v er Ict vLj ."Jaw - - - L - r fv p 2.3r S0 - SfpYi oTNva r L f �- - -- _7yyii .,t• -' + LV 1- T I iiI I0 , _ ji it H+T 1 1 I I _ — _- r y I' . I h i l l i 1-�1 i 1 i T I' ; VAUGHT KYE 3-02 Al .S�ree.�S r0.ti �� �yy / Defe6A4io✓N ?,5v" z- Z� - 53 , WA7E-�2�nl�►.1 - DETENTION POND SIZING BY FAA METHOD DEVELOPED BY JAMES C.Y. GUO, PHD, P.E. DEPARTMENT OF CIVIL ENGINEERING UNIVERSITY OF COLORADO AT DENVER 'EXECUTED ON 02-23-1993 AT TIME 15:31:47 PROJECT TITLE: CITY OF FORT COLLINS STREETS FACILITY SW DETENTION POND DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 1.00 ' BASIN AREA (acre)= 0.64 RUNOFF COEF = 0.75 ***** DESIGN RAINFALL STATISTICS ' DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY(IN/HR) DURATION(MIN) TABLE IS GIVEN DURATION 5 10 20 30 40 50 60 80 100 120 150 180 INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 0.1 1.2 1.0 POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE = :26 CFS OUTFLOW ADJUSTMENT FACTOR = .911 ' AVERAGE RELEASE RATE = .2548 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. COMPUTATION OF POND SIZE ----------------------------------------------------- RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT ----------------------------------------------------- 0.00 0.00 0.00 0.00 0.00 5.00 9.00 0.03 0.00 0.03 10.00 7.30 0.05 0.00 0.05 15.00 6.25 0.66 0.01 0.06 20.00 5.20 0.07 0.01 0.06 25.00 .4.68 0.08 0.01 0.07 ' 30.00 4.15 0.08 0.01 0.07 35.00 3.83 0.09 0.01 0.08 40.00 3.50 0.09 0.01 0.08 45.00 3.25 0.10 0.02 0.08 50.00.. 3.00 0.,10 0.02 0.08 ' 55.00 2.80 0.10 0.02 0.08 60.00 2.60 0.10 0.02 0.08 65.00 2.46 0.11 0.02 0.08 70.00 2.32 0.11 0.02 0.08 ' 75.00 2.19 0.11 0.03 0.08 80.00 2.05 0.11 0.03 0.08 85.00 1.91 0.11 0.03 0.08 90.00 1.77 0.11 0.03 0.07 95.00 1.64 0.10 0.03 0.07 ' 100.00 1.50 0.10 0.04 0.06 ----------------------------------------------------- TIE REQUIRED POND SIZE = 8.393249E-02 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 70 MINUTES 1 ' NC Engineering Consultants 49' CLIENT V AQi I Nr FF_y O JOB NO. 193 - O z PROJECT Sj.4 ,- t2-76 F&Lc.I () ky S W CALCULATIONS FOR - 1) e e_V4. / MADEBY G/'.d DATEZ-23-91HECKED BY DATE -SHEET --oi-OF w 14 T L I;Y✓1 /i of S I T E _ - I — 1 - j _ I —r— i✓lQ�c (i O. I I L - ' -'YOr h .i•J �2`r �� 7 � 1 S d E/J�/ //. .TYOY"1- . :.S : :�o' cew{er orl�lce T _1r _ r r -�rYccc� - - - Qcj _ - r C: : - 1 1 - _Tr vi .`� - oY�-ice - -_ t © 33 i _� I Imo. } 33 — ( - - - f 1 (1 �— Z6 0 1 L.`I - -17 `_'CDYbCC.� CY EST_ eci �WQ-1 r `. I+ S— - - r r I N N N n W p I w w P N N N N W O w w o ^ I O M O N � I wao a m a o e I O N N m m w I m a o V G O N N m n I m PO 'ai O N N m `o a O N N M w N n N n P O I O N N m n O O e o 4 O O n nuo O N N N v O d wnw O N N N - N QP GOG C O N N N � a d 0 w C O N N N M N N n d x O N N N N w P d O N N N w r N ti N O N O N N N d d ca" o o o V; NiG OSu �V 003 d n n o $ u d d d d d N N N N N N N NNN N N NNNNN N O N N N N N Ct4 N N NOO NN N NNNNN N . m b d n A W 8 � N� o d D O wN N N N N N N N N N N NNNNN N Q O G M N O O d d d d d d n n n n w O M V . N N N N N N N N N N N N •6 N n n N N N w P PN O M M M t•! = N N N N NNN N NNN m m m M gi m O addd� O O N m N a Q P N N N N N odnnn wo mmmM 8 p Vp add .+p d p1 Pmw NO n O N N N N N d n n w w w O N m M m m m O Npp N NN N NNN N MMmMmmM ,ti •O N __N ZZ [.N[.�� t�0 W W 000 NM N!V!m mm a1 N NNN • . . . N N N M M m M M M M M Nl M {h• O O W NNN d n w w o w. O N N N N N n w P O N N 111 M m M m M M m N N N N N M M m m m m M m MMM M �•] N O N N P V M O O P N N N N N N m m m N N N m M m m M m 11 O N NmM m m m m ON W POm Nm NNNNONwC NNmMmmm m m m M M m m m O N N M m M m m m M M m m M M m M m b 7 ma�l�.. Nv Ow0 N•1� dw0 NONON ON aQ'^w^ N w N N a• P N .� P .•� M N N w N N V •-� W M M m m m N NOwOM.+ P w N N C W O m m M m m N w w N N m P •� O. m m M M m N N O Y d N w y d w N N N O w x O m m M M M N N N W N N P w Y N N O w O m M M M M N a w Y Y O w O m m m M M N n w n O w N m w v a W o w p M M M N M N w w d N w T N x o.= c x 49A �3 ' ■AINC Engineering Consultants ■ 1 r 1 1 t 50 /�3 CLIENT VAtJI� NT FEYE JOB NO. 1 9 3 - 0? 1 f PROJECTS I `rt� I �I �I CALCULATIONS FOR SvL) DeAe-,+. c;,K MADE BDATE 2-L3-93CHECKED BY DATE SHEET s OF Rev. -1-14-93 _ 0K 9K o$,`t- --. ILM- - - , I o S� I - J L_ J — G - -- — } _ _ '' d I� 1 { I- - - - - - i -- t L S 12; C. - -- - - - - - - ..-------------- i7t- �y _ 1 - i - - - - _ � q ! I 1 t it 4 I I 1 i I! !, GDN AQEA-111 - t Otl� `! ULU i'f r,-I J S 17108: sA I - i 1 , 1 ! i _ �- - 1 , r-' � IT 5�3 ■��ING ' Engineering Consultants CLIENT "fafr EF_/ P_ JOBBNO. 0S3� -�O PROJECT 17-E"5FA6CAICULATIONSFOR VJATIMAI MADE BYQ�0_DATET52Lz!/ CHECKED BYDATE -SHEET OF !NNTE�M�FN--K�W - EN�RANG� GVI.VE�J� ! L1ChT ImT. _ g NUJ c)'U4e ,0F P�p�� =.:0.¢2A� a T TEAL Got�j A=— {-- __ 1,72 --D 4 / 1�� Go�EpEP i;��NT►VE:_ DES � 5E 1 i - 1 p 7 � � I V=Ij:.1 L - T ! i. l 119. I j c T - ;.. _ _ - - _ _ F _ i I r :._ i I _ 51A Ala l�3 I o = W W I A110013A Qv" IjJ W �1 N W W I + CID F� NOIIVA313 W O H Q I N3IVAIOV3N J W p o IOVIN00 z Q W. J W ¢ a S cr W W O I y I J m 4¢.� II ti r Z C7 W Q I W I W C Q J co W m1 1 > H 010 W W W I �I y •e x r C4 O = > r1 e . . u e Y =1 z W ir W `V x J OI M Q\ W f Q O O . O Y J O O � ♦ W Q 1 3 o x a F_ 2 l J O O W O V F W ' �¢y F 2 W W Z an v` Z J 30: Q Z W ~ O ¢ W O 0 y x x W a¢_ U 2 H mFQ fn V o x W= H U V O \ F = oaJz_ N _ 0 v W W 13- O F x U Q ¢ x cxi C N O ^ 2 V' O J ❑ ❑ y u u N w U 0 3: J O Q O y f J J U IL V Q I F 2 Q 0 W H W W W W C 0" o N R W a ¢ O w W. = 0 MU OLL FZy O O FuWi = z 3WFW WO •• y W3137r J J co ; F. dlai W WWI O 10.. J H Y\ a O.JWW WJ>.Q 0. 'S1NS'1,0OV 335 O a \ W O LL Co a=cxxSo. 240 i 515 l�3 CHART 10 18 0 10,000 168 8,000 EXAMPLE (3) 156 6,000 0•42 inches (3.5 feet) 6. 6. 144 5,000 0.120 cis 5 4,000 �w a MR 6• 5. 132 D feet 4 3,000 (1) 2.5 8.8 5' 4, 120 (2) 2.1 7.4 108 2.000 (3) 2.2 7.7 4' 3. 'D in feet 3' . 96 1, 000 3' 800 84 600 500 / 72 400 / e 2' = 500 N 1.5 1.5 U Z N / Z 60 p 200 H LS z W _ 54 0 / Cr 100 w 48 W K 80 Z Q = r3 42 u 60 W 1.0 I.0 U. 0 50 HW ENTRANCE `-- 0,97 Cr 40 SCALE D TYPE I 0 W 36 30 (1) Sgilare edge wi W 3 '9 .9 33 headwall C] .9 Q 20 (2) Groove ad with Q W 30 •dwell 2 .8 .8 (3) Groeve end •8 27 proJeetinq 10 24 8 7 7 T 6 To use stale (2) or (3) pre)act 21 horizontally to scale (1),then 4 use straight Inclined line through D and 0 scales, or reverse as 8 3 Illustrated. - 6 .6 18 2 15 1.5 .5 I.0 .5 12 HEADWATER DEPTH .FOR CONCRETE PIPE CULVERTS HEADWATER SCALES 2a3 REVISED MAY1964 WITH INLET CONTROL BUREAU OF PUBLIC ROA0S JAR 1963 181 RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: EASTT V ? I N E S LZ E ET5 FA!-/ LL I Ty STANDARD FORM A WAT✓:RMAN COMPLETED BY: 7/� KtSD Sne-, DATE: DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS SUBBAgIN ZONE (ac) .(ft) (%) (feet) (KAWFALL A NODE-FA7F 0.60,4- 915 TABLE 8- L\S I. 151 2. D- 200 119,2 *11.5 2PS 78 77 78.90 -M. 98 57D 0 MARCH 1991 8-14 DESIGN CRITERIA SI D �03 EFFECTIVENESS CALCULATIONS PROJECT: EAST� Vff E STIZ.EET5 FA(-1 LIT STANDARD FORM B wAr c _ AN 51TE COMPLETED BY: JL at'. DATE: 1(0 3 Erosion Control C-Factor P-Factor Method Value Value Comment SI �r FENGE 1.0 0.50 PAVEMENT /;guMW11FfIN�GW�EKS TEM P. V V-9 E./WL9 c90P 0,45 I SEEDi NCB ©.ol� 1. u-n MAJOR PS SUB AREA BASIN ($) BASIN (Ac) CALCULATIONS A 0.&4 0.33 Ac,, PAVt 0.31 h(, SEEDED VJT'D ( , : FALTD 9 01) + (. 31-)(• o()= 0.03 o. �4 NET P FA�;pr = 0.50 Ner EW PS > 78.9 a� 7 MARCH 1991 8-15 DESIGN CRITERIA C CONSTRUCTION SEQUENCE 'PROJECT: EAST Va4e, sTMETS 1 ACII—I Tyd b/U�ATtFNAO sIT� STANDARD FORM C SEQUENCE FOR 19 q2 ONLY COMPLETED BY: O o nm l-iG. DATE: ',--TKO 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 ingineer. YEAR MDNTH Q I l o l I I I I i I I I I GRADING 'WIND EROSION CONTROL Soil Roughening Perimeter Barrier(5ilf FmcL 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 Netting:/Hate/Blankets other RUCTURES: INSTALLED BY MAINTAINED BY GETATION/MULCHING CONTRACTOR �TE SUBMITTED n APPROVED BY CITY OF FORT COLLINS ON ' MARCH 1991 8.16 DESIGN CRITERIA CHARTS, TABLES, & FIGURES DRAINAGE CRITERIA MANUAL RUNOFF 5 �3 50 30 1- 20 z w U Cr w a 10 z w a 0 5 0 W cc 3 0 U 2 c W Q t 1 -■■■■■■■■�, ■■■■■■■1110FANY51110M 51 ,■",� MEN I FAFA BE mill 0 • I r 2 .3 5 '4 2 3 5 VELOCITY %IN FEET PER SECOND 10 20 FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. ' *MOST FREQUENTLY OCCURRING "UNDEVELOPED" LAND SURFACES IN THE DENVER 'REGION. ' REFERENCE: "Urban Hydrology For Small Watersheds' Technical Release No. 55, USDA, SCS Jan. 1975. 5-1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT No Text No Text M 0.7 IL 0.6 f- Z 0.5 w > 0.4 0 Ill - a. 0.3 w 0 0 z 0.2 0 z 0 • EXAMPLE 0.0111111111111111111111111111111111 I I I I I III I III I I II 0 1 2 3 4 FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2) Figure 5-3 CAPACITY OF GRATED INLET IN SUMP (From: Wright -McLaughlin Engineers, 1969) I i { [fiC .l?... r_ C'>r...,T-i"-,. Iz7..'i— F'i1. -" 2.70 inlL \\ 5 I rp 7 d `1E'� �.oMN1rmcr- C'Ir( �v�'�'�y p1lowr Z8`)- IC�icl� MAY 1984 5-11 DESIGN CRITERIA No Text 5j r- DRAINAGE CRITERIA MANUAL 4( 0 C► 2( RIPRAP MEMENEEPAIM� NONE■ N ME ■ , PAM ■ c Y /D I t 0.76 Use Do instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream. FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. • 11-15-82 URBAN DRAINAGES FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL A = Expansion Angle FA P PA I PAAA 'IWE .S-W-mmmm RIPRAP O .1 .2 .3 .4 5 b J .a TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS 11-15-82 URBAN DRAINAGE 9 FLOOD CONTROL DISTRICT 2ATIO Of DEPTH TO DIIIMITII d/D ■■■■■■M■■M■■■■■ ME■M■ME■M■■MEMO ■OM■M■MMOMM■MEMO BEINE■EMMMMEM■MO ■■\\M\►\MA■M■M■■ = ■EO■.■MM■M\■MIE■MMEM■ IN C�■,���■■o■.i�■■�■ No 1, ■■ ■■■ \■� O■■\M■■■ ■■ ■■■ iOM■■M■iMM■M ■■ M■ MEOW WE■■■■MEME :M IMMMINEREMEMEWN MEMEMMMM■MMOWN MEMO ■■_�M�-, �P3 O o y m n C O E 0 w c e U- �- o e o e e o e o o D/i :71i1TT10 Ol HIM to 0111IN �j 1 1 O 1 O 1 Q 1 L' 1 O I J 1 O 1 U I 1 N Z J J O U H <Y O <L w O u.. Cm N cc O Z Q W U Z ce /Y O t1 W C O 0 In 0 c v Cl 0 M O O N O O rl O 05 O q O n O tD O � Ln LLI D. Ln O N O Ln L+'7 O M t1') N O N to '-I O rl Ln O o+rn000 v � to Ln to q q q q q C,rnrnrnOCOOOCD cr v � v Ln Ln Ln LZ7 LC1 t1) g q q q q q q q q q corno+rnrna+D+a+rnrnrnrn000 . . . . . . . . . . . . . . . g q q q q q q q q q q q q q q n qqq 01 T O� � 01 0� Ot Ot Ot lT Dt Ot O� C1 0\ Ol . . . . . . . . . . . . . . . . . . . . g q q q q q q q q q q q q q q N q q q q 1 OM Ctil to to tD tD 1\ n n^nn n 1\1\ ^nn ggqq qq I OO OO CO q N l:O W aO q OO 00 0O CO CO 0O CO CO g q q q q q q q q 1 1 qNM' .li'. UM) Lc)tO tD tD q tD tD 1� n 1-1 n t\nnnnn co co . I q q q q q q q q q q q q q q q q q q q q q q q q q q I tD O N M a' cY Ln Ln q Ln tD tD to tD tD t0 tD 1.0 to tD n n n n 1\ rl I CO CO N q G'.` OO cO CO CO 0O q q oO CO CO CO GO g q q q q q q q q 1 1 ct V Ln Ln Ln L1')ln qLn to t!'f tD lD tD tD t0 tD 1' I M co KI, V' C C' V' C V' 1 CO g q q q q q q q q q q 00100 q q CO g q q q q q q 0000 1 OtDco O rl.--INN M CM MMa"C?Ln to Ln Ln tD%0 I . . . . . . . . . . . . . . . . . . . . . . . . . . 1 m M M C' -01 -cl- V' CP wt q*l -*- Vr C' -*, •S d' sr <r I*- -zr d' Cr -C*W C' I q q q q q q q q q q q q q q q q q q q q q q q q q q I 1 Ln N Ln r� co 01O Or+.-Ir-1 NNNNNMMMMm-zr st -tr 1 NMMMMM•7��f'7��'a'�7 I OO g q q q q q q q q CO CC CO q tO g q q q q q q q q q q M st Ln Ln t0 tD r� 1., I�-qq qqq q 01m O1OOOOO I NNM cn L')M M M MC4 t; MMMM c' MMMM c-; 444�J'4 1 CO COCO CO CO CO CO CO CO CO CO CO 00 00 CO CO CO CO q q q CO CO q CO CO I . . . . . . . . . . _ _ _ _ 1 r-I N N M M M M M M M M M M M M M M M M M M M M M M M I N CO GO CO CO CO CO OO OO q W CO CO N GO g q q q q q q q q q q 1 .-4 Ln I� q O O rl N N M M M ch d' � --I- �' Ln Ln Ln to lD %D (— 1- I . . . . . 1 r N N N N M M M M M M M M M M M M M M M M M M M M M I g CO q CO 0000 COCO 0000 q q q q q q q q q q q q q q q q 1 1 M N t D . Q. . r. . N . . . C }. d. . d. . . l!'. . t. n L. n l O L D t D l D I co 00 co 00 0000 CO g CO q q 00 CC) q q co cc) g q q q co cc) q 00 00 I I tP. to C. .M . .tO I�I� I� qqq D. D. . D. . . .00OOO 1 D1 O O rL r. 4 r-I r r .-I . . .- 4r�. .-4 .-4 r .- 4 .-I N N N N N N I I, q CO CO cc) co CO CO qq CO COCOq CO CO q.q 00 CO q qCC) qCC) q 1 1 *- Ln O M Ln tD 00 coM*CD O CD `4 r� .-4 'A N N N N M M M M M M 1 q rn O O O O O O O ._; rl 1: 14 rl ':.- .-I rl .-+ . 4 .--I rl rl 1- rl rl I I-- I, CO CO CO CO CO CO CO CO CO CO CO CO q co cc q q q q q CO CO q q 1 1 qNq.--1 -ct Ln I�f�q 01 Q%OO��.�.-I .--IN NNM M:C'4MM 1 t0 q q Qt D101 Ot Dl Ot O; Cn O 00 O O O O O O O.O O O 00 Il I�- I� I� Il i�- r� g q q q q q q q q N q q q CO C0 I 1 tD M O d t� 01 O rl N M M d'-R*l In t!7 q to tp to tD to I� I� to lD tD 1 d' lO 1l 1� 1� 1� cO CO CO CO q 0U q CO 00 CO g q q q q q q q q q I D% O-cY tD n q q r� n n to tO tD to Cr V'MMNN al tO-cr iOL tD I O N N N N N N N CV N N N N N N N N N N NO O 1 n n n n n n n 1\ n n n n n n n n ^ ^ n n n n n n S 1 3 CD 1 0 0 0 0 0 0 0 0 0 0 0 0 Cl Cl 0 0 0 0 0 0 0 0 0 0 0 0 O- 1 0 0 0 0 0 0 O O O O 0 0 0 0 O O O O 0 0 O anO O O J = LI_ I .-y0iMQt2'f t0 Ilg01 O.--INM�r Ln tD r� co D1 O Ln 0 Ln OlnO U. W v 1 -1 11 1-1 e-1 rl 1--1 N N M M -:r '7 L19 J 1 PAGE 23 TABLE 5.1 PAGE 24 Table 5.2 C-Factors and P-factors for Evaluating EFF Values. Treatment C-Factor P-Factor BARE SOIL. Packed and smooth . . . . . . . . . . . . 1.00 1.00 Freshly disked . . . . . . . . . . . . . 1.00 0.90 ' Rough irregular surface • 1.00 0.90 SEDIMENT BASIN/TRAP. ... . . . . . . . . . . . 1.00 0.50(1) ' STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG. .'1.00 0.80 SILT FENCE BARRIER . . . . . . . . . . . . 1.00 0.50 t ASPHALT/CONCRETE PAVEMENT. . . . . . . . .. 0.01 1.00 ' ESTABLISHED DRY.LAND (NATIVE) GRASS. . . See Figure 1.00 SOD GRASS. . . . . . . . . . . . . . . . 0.01 1.00 ' TEMPORARY VEGETATION/COVER CROPS . 0.45(2) 1.00 HYDRAULIC MULCH.@ 2 TONS/ACRE. . . . . . . . . 0.10(3) 1.00 ' SOIL SEALANT . . . . . . . . . . . . . . . 0.01-0.60(4) 1.00 ' EROSION CONTROL MATS/BLANKETS. . . . . . . . . 0.10 1.00 HAY OR STRAW DRY MULCH After planting grass seed, apply mulch at a rate of Z tons acre (minimum) and adequately anchor, tack or crimp material into the soil. Maximum Slope Length M (feet) 1 to 5 400 _ 0. 06 1.00 ' 6 -to 10 200 .- • 0.06 1.00 11 to 15 150 . . . . . . . . . 0.07 1.00 16 to 20 100 . . . . . . . . . 0.11 1.00 21 to 25 75 . . . . . . . Q.14 1.00 ' 25 to 33 50 • 0.17 1.00 > 33 35 . 0.20 1.00 ' NOTE: Use of other C-Factor or P-Factor values reported in this table must be substantiated by documentation. (1) Must be constructed as the first step in overlot grading. ' (2) Assumes planting by dates identified in.Table 7.4 thus dry or hydraulic mulches are not required. (3) Hydraulic mulches shall be. used only between March 15 and ' May 15 unless irrigated. (4) Value used must be substantiated by documentation. ff a 0.25 Q 0.20 LL. b 0.15 0.10 w PAGE 26 ESTABUSHED GRASS AND C-FACTORS FORT COLLINS, COLORADO 10 20 30 40 50 6 70 80 90 100 ESTABLEHED GRASS GROUND COVER (7) FIGURE 5.1 I 3 F" �t 7• LEGEND E O-P 15 AC EXISTING uANHWE IJ0 AC i` = R FIRE HYDRANT'w's. EAST VINE DRIVE EXISTING -i V _r,_ _ r -•.- r - - �... _ _ • - • _ -cm EXISTING CEREALS __ r _.._ __ - Lf - PROPOSED WXIOUP -4 LOT LINE IT 1 ) t-1 '-...1.. k...}.,: )--�•.~t;_k 9,EW.A&A .:.t f-.... - �........ \, CITE 1i1 _ FLOW.INE '...,...... ,... } y, _ W4CURBR RIFE --- rFl xa kcuTR REMOVE INFLOW N OF k GGETTER PEONY O [GAIN SEE OF B ' / .gig i .E TOWARD OWOARDT ATEN IDN rfi I `. n • DIRECTION Ci ROW WR PLATE GRACE / — -1 a:Ld IF. FINISHED ROPi ELEVATION IER BE / Sn - L55es) Exsnxc SPOT ELEVADOX PLEAD B .y �— ?♦t 0 2 8 WS -AR50 4 /N �� p EMERGENCY / / / f .. FIXING PROPOSED SPOT fEEv.non ui /� a OVERFLOW 9 n T / .....� FIXING POINT Do P 6 ) DR...GE a urvroR• c0 L. DEGREE �46 C BASIN N / _PAER `r J ran F ,. SEE .RafeS THIS AREA DOTER + r INC •` / CHANNEL - - i r l' ASP II LL _. s as G - — r w c ensx AREA � x � se V.10E E1rEM{Rev Q s A WAVEL FILTER i — AG�� 11 £ / r p sTRAw BALE DIKE M / ....�JL 3m BOND 'AI so N W / OwuLov MEw . I+ r y T AT PaMD n + IIIUALEP E 5 - 00 YET WI POND sEL OE E 'c' A. WTLFT BOX j _ 100 YR. WSEI S9 y - SEE DETAIL 'A' i V 4585 CHAIR BA ES T 7 0, J. 8- PE PPE (PBS N-12) O 0.07% ® Al \ z (IGNORED E.ES. AT WEST END) 44 ..siRELEASE E 9 LCHL. WIL10F - 0 5 �/ • ML 1 - WV14 o-f '.I ( CHAXNEI, SEE sNBCUt sECi, 18' RLV LL 0 O °.WIN NI �� n �M YUL sryr C - / CAP END / CONCRETE 6 _ fr46 5R. PIPE • . RIM D N s ./ GRAINED COVER E s-osox s osOx .1 5. o a b 1/ /-eAMETRAu ---. rIIIv. W ez. o V O I COURT 290 RIM EL 41 xv 54 _\ xR SCALE T' D i 47 _PER�y) 9AN CRISTO STREET EXTEND EXISTING 1A' KEEP DIM A8ROGER P ASU AGAR -. NEW V0-4 EIN SR PAT xoTc IafwPIPE aPAXEFTLvn UAL /e TM.. sR PLAN VIEW AFTER FABRICATION BOX (4 SIDES A BOTTIONG OOTFEE BOX DE1ALL FAA 1r FEAR FABRIC 1/ p t/: AROUND AT BOA ITS THIS s0E) rF.LOcIT AN LINE apes SECTION Of EGYP T 80, _4_ /� A-N DNA L /To 3. FILTER KEEP y/8- SEA Na ON CHREE SIDES OF Wx) Axpunp SHIFT BDx - LB 1X5 SIDE) ES wr ET BOX SECTION 2 NOW NEWS UPSTREAM SU Nuzanw Is COMPSET FEATURED GRAVEL A FILTER FABNc ASPECT OUTLET BJx REWUNLv r0 CHECK FOR CLOGGING WI ANY pµ ND, ON A0 VEw.r ACCESS EXISTING 91E HYDROLOGY _AB-- _ _- z IT. IN- � HYTAL AREA. 26.9 Apes or AMR, E1 -AR _ - _ - M T " `-INSTALL 1 DN N1W RUNOFF, 02 - m5 AN GETS - Yn FAA SET FENCE .-'I j o RWONDER: pr om ns Q,w- 2.70 ANY �I 1 RJ s 46 90 F SUN B 57 99 L 12D 95163 20;� ISO 3;95IJ 'eP MEMP 5' r:N. 7 J6 ESR OA WIN Ri6h Ill, 0 061 N n usixFn I e.}9 61 DIED- 294' 0.J 1.R IRIFEUNTION SUMMARY V.'ra. sR aAR - ',o o cr�ArarE nog e Nl. BASINS DRAINED, H A n e c e _45f- >/t N.. xaEs iAJ xm iA d' loJ MAY RELEASE RAW as cr 40 m (e USUAL) 1� Too M 626 ANY 526 cr 29. NOTE T NBC ro r RAX AR —Az p°A 1' 1 PEDwRED VOLUME. N A f ,ffLW/fie u9 SWLAF To SECTOR T A 2 - - re N 099 ' n 0.28 oc-it OR 'AP•f N - ?W TR 1.25 uc-TT HOT MR a N e. GALVANIZE SOUTH PLUS OSh;A r �r iAl G^Ta TEAT FBI RIoME REGARDED 2,24 oa'-rT rAI 0.47 ac-rT GNP RIASE D. D'WEEV TO ARGON -B-M� OGRI XR1N RETAIL B' i' TOTAL SEERELEASE(MIGH OETExTON) Ili. GENERATED ONSUSE To.5 A, T cfFG: 5 FAA Ile TIGHT P) ON 1 T Al 511TAL PLATE DRAINAGE BASIN ,t/o , J/e'dOi f41 Y i 1... 6 lug°[ OF END m eix L. B SIN '493 cr./am r CONNECTINGSTEEL PLATE ST INANE o AS 1T - L. ATOMz sPHALT ERIF 1 ALL AMITY COMMITTED ANXI �m AN ORDINARY °"CRITTIC °PAL M.LE 1-800-922-1987 PME SEARING PV.TE Tz _ _12 534-6700 ITEMS CONNECTION OETALL OETARL'C• m..•.•. v H J U 6 Q [[ ' L O J O U V! N F— z W J W ° c F Q O � b 1 UG HT PRE 01 LURE 99J 8J 010 AB_ h C-7 NPDES GENE ORAL NOTES 1, SITE DESgtIPrON A ME CITY OF FORT COLLINS STREETS FACILITY WILL INCLUDE ROADWAY: PARKING, ^ CCESS. AND STORAGE PADS: WATER. Si AND STORM SEKR UTILITY CONSMUCTIM W ME SRI B. ME MAJOR ACRNTIES ARE PI WD IN ME FOLLOWING SEWENCE: DEMOLlnp, OVELOT WADING; UTILITY INSTALLATION. AND ROADWAY, PARKING ACCESS, AXO STORAGE PAD PAVING C. ME SHE CONTAINS 32.5 ACRES OF WHICH ONLY A I'MUN OF ME AREA IS TO UNDERGO EXCAVATION OR GRAdXG WITH ME REMAINDER OF ME AREA TO REMAIN IN ITS UNOSMNEO HISTORIC STATE, 0, RAMOUL'C' is 0441 H ORE CONSTRUCTION, RATIONAL'C' a 055 AFTER CONMEORTY CONSTRUCTORME SIM WIND CO E UEME MODERATE RAINFALL ONUC 8UTY ZONE UZONE CITY TY T RUNS COME E ME SHE ERN CUURRER CURRENTLY CONSISTS OF &IRDINGS LOTS. L0. STORAGE LOTS. AND NAME cNO OTHER POTENTI POLLUTION SOURCES ME LOCATED NEAR ME SANE. . NO Eall IRRIll uTEAL E CMAIs CURRENTLY CROSS ME SUBJECT SATE. H ME DOMSMEAM RECEIVING All IS MY CREEK. RUNOFF FROM ME SIZE WILL ULMMAMY' ENDED MY CRFG AFTER FIRST EMTEING A STORM SEINER SYSTEM, WATER WAUTY POND. AND A DETENTION POND ON SUE. ME DE ICTION POND OUTLETS BY AN Is- PIPE DIRECTLY INTO A ROADSIDE STCH LEADING TO MY CREEK. 2 Siff MAP'. A SEE DRAINAGE of EROSION CONTROL PLAN. a BMP'S FOR STOtMWATER POLLUMON PREWNMON: A EROSION AND SEDIMENT CONTROLS SEE EROSON (CONTROL NOTES MO SEWFNCE TABLE MIS SLEET. B. MATERICALS HANOUNG AND SPILL PREVENTION: MEASURES SHOULD BE UNDERTAKEN TO CONTROL CONSTRUCTION MATERIALS AND AND D DISPOSAL OF EXCESS ASPHALT AND CONCRETE TO EW1 THESE W SM. MATERIALS MID (CLEANUP BY TE MY PRODUCTSK ASPHALT, CONCREDEf SNW NOT BE DdMHAROD INTO ANTRRIACS, DDEING SWKE qt STORM SEMFR SYSTEM INLET NOW SHOULD THEY ENTER DRY CREEK. IN ME EVENT OF A SPILL FROM ME SIR INTO AN EUSTING ROADSIDE DITCH. STORM SEVER SYSTEM, OR SWALE. APPROPRIATE MEASURES WOULD BE UNDERTAKE IMMEDUTELY TO NEMOVE ME SPILLED MATERIALS AND IWEVFNT FUTURE SPILLS EOM OCCURRING. a. RNg STSIUZATOR AND LONG-MWI STIORMWATE MMAREMET A SEE EROSION CONTROL NOTES MIS SHEET FOR FINAL STABILIUMON MEASURES ORN TO CONTROL POLLUTANTS IN STWATER OSCHMI'£5 FINAL STMIUZATLW CI' ME SCR$ ON ME SIZE WILL E REACHED UPON ESTABUEING A UNIFORM YECETARVE COMER AM A DENSITY OF AT LEAST ZO PERCENT OF PRE - DISTURBANCE LEKLS OR CONSTRUCTIOR OF EDUiV I T PERMANENT PHYSICAL EROSOR REWCnM METHODS HAVE BUN CU MPLETED. UNTIL THEY MEASURES Hal BEEN COMPLETED, INTERIM MEASURES SHOULD BE UNDERTAKEN r0 CONTRA POLLUTANTS PE THIS MEET. 5. OTHER CONTROLS: A. MEASURES SHOULD M UNDERTAKEN TO REMOVE EXCESS WASTE PRODUCTS FROM ME SHE AND DISPOSE OF THEY WASTE MATERIALS OFF SATE IN AN APPROPRIATE MMNE. IN sisi, MEASURES SHOULD BE UNDERTAKEN TO UMIT OFF -AM SOU TRACKING OF MUD AND DOGS SPILLAGE FROM LENCLES LUMXG ME RM SUCH MAT MUD MD BEMIS ARE NOT TRACKED ALONG ROADWAYS AND ALLOWED 0 ENTER NON -PROTECTED DRAMAGEWAYS xM CH DISCHARGE INTO MY MEEK 6. INSPECTION MD MAINTENANCE A INSPECTION AND MAINTENANCE SNOUTED BE UNDERTAKEN ON A REGULAR BASS AS OUTUNED IN SECTION 6 OF ME TERMS AND CONDITIONS OF ME CMS GENERAL PERMI legal CAP MAY Ad olk� SCHAD PUN MEW 'I: 144tg1:T.\9Ill yIS IED SEEING t xu �vmktmm ^ Sa"I F) RF.ft You XM; R♦Cn h's No Fair rate u (t(denyANt AN)(♦)� WayAM �uNA. Mlag 15 arm Me" &a Up Cas al Me Race e. 10 12 bonds Nome ad _ LOAM, SIT LOAM, CANDY rt m M III QLAY LOAM Real(1(V♦ to J/♦ bd )() Me mats L"NtW So 12 smill PER,, v en 21 Denied Norms m ITT OLD ♦ was Al MAY 91 CLAY OR m Me(t/♦Add tohy)(♦) ga :w., DAM are ♦ go,, Bvt Me serum merge. 30 12 lind al DRY I Per. Led CAL Unlike ut. . fee WI 41 �M Mot tribal brM�st FaW At to MY tannes be mAJ 14)tbluae ARM k mMw, rammneenit,altar Added 1, b AN ,Intel Moshe .Arse. ,me r, ♦. wANmA mientedal/ w� awArttRO'hA an, MI am 01 . bay 15 use Oft DRY me May 16 - May To use DRY In AM res, AM or hhoot in AM No Ad FAR _ 0S.An be I. Aar M n�/ AN 9a de see"" Nets: /TIf-IY hoc E,a:n control mot WhIll be C12Last Fse.Re a Fa bw manutoclurns e manune m,w.d by enoolkne cren. r= matml Ion orrN�rmeH,� e aaof . etglad fee ad oddlllnal .meaty. ' Y Gana metm. GROUND FASTEEES (rpCal) Minimum G' r Ingth$ r. Woothey store lengths dot l,l by tee of Pill. EROSION CONTROL MAT DETAIL IwMUM up i ). M1� ANDaT STRAW aTkw e.ln 14 pM Mis, barred Am x mad ; psis m^yl W nrte�i ,afar w3 Ad ease Asset YA .0 be un�awre4.aeat mat 13 �tM by to I drmn AAm Imps use Inlets no MAW A new no Fg1oWeA iv cuvsc ALI or NF_ st Eat>eECTnx Maw STRAW BALE DIKE GENERAL INSTALLATION MULCH �gl CIA hem. twAM NueArm olHeMorn tide I t vey . IIW M ewe oat. A♦w moron v wm w tmeDuties an AM m Raw N An co-own 31 2 xpws Nor is-Yn x isy ms%me I An FIRM m-0.e n xm "Dole Me m allows AM India � At *in raffew we.. her fors, A morthe am. e I vygatMY MR M Is III A doide In length d a* iw g mewl. n pnm, If Meant uII� wCalthe moy Melpu ft. Mot m Col � Ine CIA now At Dealt silt If Net Pond (el seal be w Immn her n.sa A 4"N AMM dram ..low Amm MY My (1)Anexm �omnq mew Asa . . j. F.A T. ee e: 1 Y tin.fi on r +.rirmlam 1.z=vrarra" :: RPRAP fe seen b"s..twr eaPt WAY CUM (A panel) (MR.) in 0. art W-70 Cis 2-19 so Ire QD5 Cal, or Cof am DO MR) Silt Me 24 AREA INLET GRAVEL FILTER of Kea r m:cL 10100 m�I o'po`'w sTs Raw.MY "Am Method SIL 1 NBor CAMERA PMTSr aPC 11Tw.) DETAIL I/5 II ACTms,uFud Om U V V NAME Silt NAM[ ALL SECTION 6 ELEVATION SILT FENCE me is Ad III Pon this ft o mA 4 Ad t MAYwwvMat .va. .yY mewnal tie FILTER MATERIAL FILTER mNnM swtWit Mn Swat rM s.n MY 1 TWA 2 (CUM A. Caul, m W)y'Uves7u ) Mono 103 ap-ism t-t(! ... l/t 21 pe All w ",a m o-x o-e EROSION CONTROL REQUIREMENTS Lou I Preor to a earthwork, silt eat tie should a nebula Pt m Ad e east as South1 line. Wo�n Wauty mend, A Re B end delmtlm p d 1 of on ACT A WSWcled firr, Me ate WalilY pmtle vN It a ring alre, pe .NI as rmonei sets' FIRMS pond, A R B and debnlim paid I ar sing to videf on the Belau Theand woos Mail be "dW w d penr out gasses 6 m had mmlioteq Otter Ire grading is Por a to w pau ,,t, the a Snmed Beth mU9hI-g,Md state mwmg oe paWele, IS with At 9radMg exupe men am . After Due installation of the wN'mlel and arm Inlet, the Inlets shall I fit ... d wan o lulu harm of cmncreb block,, w am comm WOOS, cwalncted ca ding to a Wake) filers Mall be regi m min". to ci problem* due to In =m clooki with debris w M1eedng. The trench Plains should d anlro plugged at the outlet p anawrr be Doe smar Oran a me e ucontrol mate should he Aaaled at theoutlet of mS s ryst. e A m the end of the ore A guum, e shown m Ne plans aaand In,tmledoc crandong to the detail, Aftg . the omea t f the en< HrUct,rim Yem. MCA dike a be croswaee di the Meet MR, between Lot I and ml 4,M. dike M . .al tt me ud n9 to at th a meatt LOT J After the oMot Wading hoe ben «meet e and ins utilitiesbulk beat "nadkid,dway sure=" should reed the p 1 structurif Ad ,met dum,rf sense efimren m this MWeet no" fter seedling,t hay on "d me , paidme thell be pa`vn m, a"enat o rate a Zntone/oce (arm.) and the mulch shall Ore.9eralq a^aa, m`ee are per the metho the Asset. ml w",n donna ma IT the locations shown n the lane. ME All distu ed arms nalhon permanentAmidapplied p. he .plow. tnOw AREAS: this Meet. Amer w " ag, o hay W mulch all be appdibd "M at a role o Z mat a, (min.) and We moth T eWat6y 1 anchored, toned, o. e.Anpd Into Pe wil per the meudM c, this Mee. Ad D aa,F n, m. , AIa IZI t181 e1 '`IL" . "'ate oo ML Fro) ventRod t a ,e re LIMA sider am uses see Purruf In.. e9♦w'AHM— Permitn,/M,t elan. TMMM, And M,Im s.'s. ro9 mew Mu rt w ,.vase At uaum e AUaUNmAMUOwxo COMYSTOR mono Ss pry ne FORT Made a _ NOT PRELIMINARY R C NSTRIRTICN APRIL Z], 1993 IRAN J — O U Q Q LL O CAL U '^ V/ N F Z _ LU W O U le - `r BE O V! LL VAUGHT F'HYE Tied to, I DETAILS JKO C-12 WDIIL Epw"aw ca"atente DOUBLE SHALLOW AREA INI£i 1 SHWALI SHALLOW SHALLOWMH 4 STA 11+31 WIN I I W 3 WIN ] STA 9166 STA IN3 SIA 3n26 STA SING —w I F y u — I • .NS 1e51.E. CN Exo ADS E, E G 6 1<n 3Ai n AZ - L 3, i6 Lf@ ]0' AOs nC0 L. e. ON eOnu IDS)/J� 6 !w PROVIDE WRAP PROTEL 0 IENGIH . IF YADIH. 12- DEPTH EADuwi MAI I MAY. 0 10 111 m rf1 TWOMORE R /aT 4050 _. 4846 4940 r _NGL Y 4 4946 U .A 8 A o' 3 4940 1-_ - U 9y I I= CLEµgR ARE DETAIL C-9 DOUBLE AREA INLET ¢ 2v c 020% - 2 z z S Iii sl sii¢ _♦ MS _114 LE ♦ 9 01nS N 12 PIPE O 0.2 L SELF S DSn 4a0Ax . . PROFOYD AgpTCN E: F ADS N 12 0 0. ME IF. TRENCH DRAIN IL RE,5 C 6 FOR HNVEP •1 _• EXISTING BUT DUN, PRO POSED 6' EDGE gWNS-E AoomoN RED MFGH_ 1IR m.z -. -es-_ AGE K Lx _eS ,ate yAREA E ADs" c LLI 1 J 2 EE IRCWCR oRam - r TO am"TRAM OF ,.I E „I pR PE SPOT. CB FOR MAI MAT 3/16- NOMINAL IT- ANNULAR NCE sD ALL NKR15 (T . J SEE AIM i VALE VIA DRAWN 1K), IT VIA Ls_ LMEW� I AD (m) AN P a H MAIN EARN IA¢/ n IAARWAP SENDINGM61 RA' NI PROVIDE H. OAT AMEND WALL CONNECTIONS R SOMA . TRENCH DRAIN PETAL FOR ER0971 Coma AT —/-- aELET Pros PROVIDE roP NOT:: FRAME IS NEENnH R-4990-ER 00I PLATE (WOTO) / %pR DRAWN uux Vs s'.® ANY TYPE A GRAVEL COMER. OR OUR WINE 90m1 (W% OWING LINE) _ APPROVED FOUNDPAR e' wA OtpMG. y0[NT TVA MAY a mIGMD AFTER MAN ss AF Iw CPAEmN 7 PINT STU E AND REMOVAL GE ANY SEDIMENT CLEANOUT DETAIL FROM TRENCH DRAINzi a S 0 'E za ¢ - - ^ I s sIN I 15L a Maadox B�W 74 11s �IS ' LY SECTION SINDI AREA INLET 1-800-922-1967 ¢ 534-6700 PPovos�o GRADEROPOSED GRADE PROPOSED GRADE 11ti. rvCt I _ I � MS HILL i I IV III _ NO LE ]Oa o nx 4 N-12 PIPE LF, SEE 0 D ADS N 12 FIRE ---- i 165 LE, ]O- OO ADS n 12 Z 6 FxmnN LET ALL LE _ 1 oY I n Z;z 8 i 1 6 1 4 6.01) 13 J U Q U. U) H w W cr H U) 4956 0 a O J O U W Z J O U O V 4UC HT 4950 1 }r I 0945 STORM 4940 DgA1NAGE PLAN 8 PROFILE 993 O UPS AND 4955 4950 C-9 4945 MDvm. 4840 - e Ci RAIL R AD 11 1 I I I I f AYra _ wAAq >4.., ...... _._.... cL.m.mL mul,,, �$ KNEW- IN 1 ~C 1 - ~♦ +' I ...-...q IEr / fARhl FILTER e. • -'. ti ° `'s ' ill ® W_eLxr � I ryAV 0. N9 •B 1 ITti M1 \ ys u, SABERS ADDITION TO J9 c P / CENTS EL. 5z5o { Y% 't" •1'f?+ r F 36. INv. w EL RATE MERGE TRANS F� W(i A'TMEE CH 'p{ 3 i - Ewsnxc 6u 1fIM'1c ; $EF CEruLs. GET c-SA-11 gCpE oqux (q) t ••.••. • + Y o.W h F r GEE DETML GE LIPS GTEASL WIJ i sTxAw_ .-... .. .... e o Ie D jL m s os -iz w _. - sNT. c 9 .,w� -3• DIXEVi i LL. 4969 / BFYCPRL CENSS Wt Oxf _ f l= e k 1.13 RL .__ .-- .. / 5• GS IR a .e........ .l I , Di U,NE 4P WATER QUALITY WINSTON i Y NOR: „ . MAN A9 /.c LASTING BELONG { / LED L.E E.E. - Sl.♦ \ ..a-..�„ ........� , SOLID• ®�z I • w ; SEE srrc CPY3Ni N RREACH1T. c 9 S MeY EENCH MAN .1DgnM ♦4. ��. xA : &3 A n +. - IL11' -', p A _.. E .P _. 1s' Fos -. u ' H, SO S -PDWY De S A �� (• INFORMATION) LN� Ei+`f90 /� PROPOSED ADDITION +• 6E5 gpflP (SEE SET C-M) J i `✓s - Dtli MATE f 529 S 'V�' / M EL. z.RA (NEKNOW onNls W. w D r—_.` i . _ — o 1s os NIPIT - Is a s n 1R E o ec �J \ 1 4 � / SAN, SAW Q v Yf Or 0 INV. N' WS . i m_ J/ V RAWEL. \ Fm BOD L05 5 SD � So'.os 1 5 _ wD. CAP 49 i- r j ♦5 5S �--�— ... � U o+ 1,5 o. 0 GRATE NV . EL6 4776 \ _. / GRAVELRLIFA..... _ \' RATES PILED W U wvy EL o ag.. y `- SAY HERE e U FL 4Li FNf£ IS F DOU Q GRAINLE�EL AREA Q L v/ LL `LIMITS WPLIN 20E . M. _ __ - I _ �� HEMAA MAP 169_ _ _NO TAPER CURSHEAD (Tw. BDM yLfS) IIII I I T- T '' b1 6Et IF - a.IPx B - s m r bAUGRT FRYE LEGEND. MN RIM _ _ -_ TRY) R-ADJUST 51 EAR! 6 AGE CURB u EXCEEDS MANHOLE -.-- 4 `Y - J - A SEE DEruL / OPENING a� 0 W 9y w>' t 2 SHE c j 11 EN mrvD nRE nroRArvY 'xi O- ,¢ ws9� b `R FM M0INSTALL 6 x [SIR EXISTED CCNidlfl a� �DgyS�— .-. ®,♦9 pP � CMFOR MAY OSIM m .+AN •P • a }E... s[E DETAIL SET. c-Iz ^ AN AR PROPOSED CgITWR �/i SO F- E LOT 9r ---- LOT uxE .Qf� Sr WAOM aONLNF y - - / s TYPE 'R' LET x 1 PLAN c.0 Plus MONACO I CATCALL CwB x GUTTER % - A/ DR.vEL r LYEP `I GRAM PLAN xYu w [M1mAm 1 1-800-922-1987 -- - ADJUST RIM DPAN L ,� 1m 534-6700 —= xaow cage A LETTER is5 •7 SEE MAIN- TO uxrM WRSXEPo pgr \ ITT ,o <.a A a=.'4.. DIRECTOR OF FLOW 511i Mt (r19I a :r d! - 6 w +* �� I JI q0 /m / 3 ,m DU xsNED FLOOR ELEVATOR •Y� SAM. AT ♦i ,p Sz1D 9 ! 8' w1t�•�b— - ='P' ,910 EXISnAG SHOT ELEVATION %% ..vv 19 4) DESCNSED BEAT ELEVATOR ......... .�... DRAINAGE fPSIry BOUNDARY -- = , — 5 MDRMAN © SD ixF ,b N ,try - y Ci's D BASIN NVu1ER N P 51 AC exert ARTY w IEN AWA 51 5' O FASTER PAD, 11 GRAVEL Cl FN m 5j� - — N�-10 TASTES �/ xCCGEN ET C,nRl e MAW BRl DINE _ L STABLE -3uENLARGED PARKING AREA WITH SPOT ELEVATIONS la-. >a r< >e >q "AA" wWlr,n se.N� = UNITY P N rART QUIETDUANE r TAP CORP. lr r 12' 4' LAP%HG Y VALVE r/ i 8 92 s —OF 7 LNURSING L ALL SECTION A , BROWN TR, W. ;I e .01PRB -Bari Rwq PUN ^0 SW DETENTION POND OUTFALL STRUCTI EnsllncEasTlnc s�XYCR[EOGr TOTAL AREA 10 Apse or BaW E2 I 0.9 Acresof Sab, 00 t f TEN /tR RAARIAL'e. 0..20 D.0 ql-aTE BURDEN,: Oa • 0.8 cM1 OONAN 11 eM1 - - .. _ � Op - O.B CM1 OWN10 eM1 __ - OFF -SITE RUNCiT: Nome ifF O —T + O E T 0e' Ji f _ oEnrnw alYYa+r Assn .._ .�..z9 BAND OBANNED : NOT '- y,RR 04- 2 rsx xas ---- Bnans snuxco: A _ - ioom ioA on. ___--- --------------- MAX VOLUME: c� L — ! ------------------- DECLINED yb 1 ---------- VOLUME )I WU . UM r RELEASE Aff RaIE PROVIDED: W-3 M_fl I' - TOTAL sllE RELEASE (MITI OEIENnp) �,� $ GENERATED WSrE: 026 cb.I'I JO AC1 *pL�N iO B. DRAINAGE BASIN STAnsncs Ewsnxc � �4. DEFINITION BJJO ee/m..N. A PSINK. �.I { +.. (a �t . SCALE 1.40' L M �� e— I� n �K yRoeo PA z�m 13 IsmucT wnrENuan p SERncE CONNECTIONOW WLNAL PPONOE (SEE DETAIL ONEC-10) MAN. 4ERT. MEAN FOR - C6lECi JAN15 -'.S LE !' WATER ICOIIP. $1(IP x BOM' . 0 wq,En DEAD ENO — w I.E.Y mFPEP 1FA SEANCE lo' I r _$8' 2 .M1 � 5 '. f TAPER BALx OF —B' `hR1100. CURB cups TO E x s (SEE oEraL SHE c,u) e u Eno OF WAa x PAVEMENT TABLE LEGEND �— PROPOSED saxrtARr sEwEA r/ YAnxaE ryCryppXFOPLEO CONCRETE L PROPOSES sRMiN OpNX TAPE TOTAL PAVEMENT dICIt1E55 ]' . SANITARY SEMW SEPMCE ONE ASPHALT CONDOM PtAxi MIX EINYINWS BASE COURSE 3' - --_ i WATER SERVICE YNE LOYAL PAVEMENT n11CAT'ESS 6, - - - r u CONCTSIE PAVEMENT - INN. MOW SAW INIX1 DEIFl.P I Im m. Ws¢ se. Tw' 1, RI �AJ YARYI EMISTNG — EIX£ OF PAVEMENT BO LF. 15 ' RW - W/FES C455 I..V''II 0 Ell �0. TBYe � fill li L pwRQl.#EA Ld+lful'Ud LIMA e LEGEND AM IMP ss PRroos2o CONTOUR FLOW INS DIRECTOR OF ROW PRaos2o mor ElEvanax ..vvvenvw.e•• WB-BASIN BOUNDARY eBASIN NUMBER 51 AC BASIN AREA NY A C FLOWJNE B.C. BACK OF CURB qM ON igda rylEdlAH SUMP x - -� •_ __ 4 gR1P F/ TB. AT ALL BENDS x. BEMInO sLr .D srALL .�BB 1.59 fEX6 .l.'. \\ tw TRY 139 ( T I � CETAILSXT Cam- ♦ —F _�, �_ DN � loe LF Is• n-Iz " � Lrl --- � Nu _ z mx cuss s RmM G FE} ON tY IXR. rroE n cow INV. 5J.75 CLASS A SENDING MPR ON rre of Pusnc FILTER RELEASE RAZE CLOTH (l0' W0E . zl LOANS) - 0,26 ch GRADING III DRAINAGE PLAN HOIE: SEE sXi L-12 FOR EPO90H coxmW REQUIREMENTS. J O U 6 R UL O O 0 N W � W 0 M LL F V/ O C-13 f+- l�irlx 1 Enpinesry ConeuNeMe k PRELIMINARY ll CONSTRUCTIONO FAR APRIL 23. ISx] ]5 C-13 f+- l�irlx 1 Enpinesry ConeuNeMe k PRELIMINARY ll CONSTRUCTIONO FAR APRIL 23. ISx] ]5 C-13 f+- l�irlx 1 Enpinesry ConeuNeMe k PRELIMINARY ll CONSTRUCTIONO FAR APRIL 23. ISx] ]5