Press Alt + R to read the document text or Alt + P to download or print.

No preview available

The URL can be used to link to this page

Home My WebLink AboutDrainage Reports - 04/08/1997Report, WO .9 46? I Final Drainage Report for Harmony Safeway Marketplace P.U.D. Fort Collins, Colorado Revised March 7, 1997 Final Drainage Report for Harmony Safeway Marketplace P.U.D. Fort Collins, Colorado Revised March 7, 1997 1�W Prepared For: Wyatt and Associates 1865 S. Pearl Street Denver, Colorado 80210 Prepared By: Northern Engineering Services, Inc. 420 South Howes, Suite 202 Fort Collins, Colorado 80521 (970)221-4158 Fax(970)221-4159 Project Number: 9623.00 Final Submittal March 7. 1997 Mr. Glen Schleuter City of Fort Collins Stormwater Utility 235 Mathews Fort Collins, Colorado 80522 RE: Harmony Safeway Marketplace P.U.D. Fort Collins, Colorado Project Number: 9623.00 Dear Glen: Northern Engineering is pleased to submit this revised Final Drainage Report for Harmony Safeway Marketplace P.U.D. for your review. It represents a study of existing and proposed stormwater characteristics of the project site. This report was prepared in compliance with technical criteria set forth in the, City of Fort Collins, Storm Drainage Design Criteria and Construction Standards manual. If you should have any questions or comments as you review this report, please feel free to contact me at your convenience. Sincerely, NORTHERN ENGINEERING SERVICES, INC. EGis **DE E Roger A. Curtiss, P.E. 27352 cc: Dennis Wyatt 420 SOUTH HOWES, SUITE 202, FORT COLLINS, COLORADO 80521, (970) 221-4158, FAX (970) 221-4159 U PROJECT COMAlEENT SHEET C•=.V. at�.�fjf M. Current Planning DATE: DEPT: Stormwater PROJECT: 114rrcn% 54fr✓Gy �a�kP�n�,�e PLANNER: TPA All comments musf6e received by- 0 No Problems [Problems or Concerns (see below or attached) A written response for each of the following comments must be submitted, with the redlined plans and report, at time of project resubmittal. The responses must note any revisions or clarifications completed in result of these comments. If responses are not submitted with the resubmittal, the project will be returned to the applicant without further review. This procedure will help the review process become more efficient and effective. Thank you. 1. The main area of concern is still the downstream channel capacity near the City sub- station. The report discusses that channel maintenance is being completed to improve the capacity of the channel. Cross -sections and capacity calculations for the regraded channel are needed for the reach near the City sub -station. The capacity of the downstream channel must not be exceeded. The existing channel section does not appear to have a depth of 2'. RESPONSE: Tt+is �� as�ti r>isc�ss�� r� 'tc>mG ..Q0 Ax 1. Ul 110 -1-145 11.0 2E -D 7b T7 7_�-+C C i V iX 1 Ta-}EAn OJT SfA r:.ES t3VT 4S OF DrcGC MBE+Z 4 i T'" eE ' 4_' Z QE hioT nx=+AE -rUE 1].DDITi b410E C�Z1�D 11..16. .n�-S� 'f 4-1� D4'll.1V).C--� ?la..t Date: 9c Signature: CHECK IF YOU WISH TO RECEIVE ❑ PLAT LG. (Cerrfe AAbeor COPIES OF REVISIONS ❑ SITE T&JSAPPa"c( zo 714� ❑ LANDSCAPE Abrf `'&'" Cn s . rum Dtv��oPrn�4s Do�� \\-I T1a s ❑ UTI= �j4 fRaSacaies }�I��S� S+lnulz7 D1 F= -IaL 5 Site, ETC—D -AT 74415 I �I 1 11 1 2. There are concerns with the capacity of the Golden Meadows Pond and the downstream conveyance capacity. The area draining undetained to the south should be minimized. Detention of the basins draining to the south may be needed. RESPONSE: Wi ru T�+ sT>HA5E Will p•� Di2 crE=U uovriF C L✓tr4 T+8 3. The method used to calculate the detention volume appears to under estimate the required detention volume. The detention volume should be calculated using,the FAA method or SWMM. Please revise the required detention volume using one of these methods. RESPONSE: inn m>=7l o� vins uSao T slat= ayv�s� L1PP2oK. 4. The existing 24" culvert under Innovation Drive is shown to have capacity for the 10- year event, with the 100-year overtopping the road. However, the low point in the road is to the north of the culvert. Please determine the elevation and inundated area of the 100- year overtopping. The overtopping should not encroach onto private property. The overtopping depth should not exceed 6 inches at the street crown. RESPONSE: otj aDn 1�1o,.lnL— Za , F�t pc w I1_L i!>)Ea i�s�u En 5. The analysis for the proposed storm sewer under McMurray Ave. shows different invert elevations than the invert elevations shown on the pipe profile. Please revise the analysis to reflect the conditions shown on the profile. RESPONSE: G.t,F =c �» 6. The 10-year analysis was completed for the proposed storm sewer for basins N-1 I and N-12. The 100-year analysis should also be completed for the system. Ponding in the parking lot should not exceed one foot. RESPONSE: C_o2-P O 7. The capacity of the area inlet should consider orifice flow conditions. The more ' restrictive condition between orifice and weir conditions will be the inlet capacity. A clogging factor of 80% should also be applied. Please show the 100-year ponding areas in the parking lot. RESPONSE: o• . 8. Please provide a plat, site plan, and landscape plan. Please refer to the redlined report and plans for additional review comments. [1 1 I Final Drainage Report for Harmony Safeway Marketplace P.U.D. I. GENERAL LOCATION AND SITE DESCRIPTION The Harmony Safeway Marketplace P.U.D. development is located north of Harmony Road between Wheaton Drive and McMurray Avenue, as shown on the vicinity map included in the appendix. The site is also bounded on the north by Monte Carlo Drive. More particularly, this site is located within the Southwest Quarter of Section 31, Township 7 North, Range 68 West, City of Fort Collins. The development contains approximately 18 acres, more or less. This area is presently undeveloped, and is currently occupied by native grasses. The site slopes generally from the west to the east at less than 1 %. Planned development within the Harmony Safeway Marketplace P.U.D. includes a Safeway grocery store, and several associated retail pad sites, and parking. The commercial pads, not attached to the main Safeway store will be developed later (date to be determined). II. HISTORIC DRAINAGE This site is located within the Fox Meadows Drainage Basin. This site was also addressed as a portion of the "Golden Meadows Fifth Filing Storm Drainage Report" by Stewart and Associates, dated December 22, 1980, specifically referred to as Tract B. Currently, runoff from the site is conveyed primarily to the south. There is an existing grass lined channel which intercepts flows from the site, and conveys it to an existing 24" culvert which crosses McMurray. This flow is combined with flows from west of Wheaton Way. These flows again are conveyed to the east in another grass lined swale to Innovation Drive, crosses Innovation Drive in an existing 24" culvert, is conveyed easterly to the existing Union Pacific Railroad in an existing grass lined channel. Drainage is then conveyed north by an existing open channel to the Warren Lake Outlet Ditch. There are three existing 24" culverts which convey flows under the ditch. The drainage is then conveyed to the existing Golden Meadows Regional detention pond by another open channel, and in a 36" CMP with an overflow channel over the 36" culvert. C The existing drainage to the north is intercepted by two existing curb inlets at the intersection of Monte Carlo Drive and McMurray, where it travels in an existing storm sewer system (27" RCP) north along McMurray, crossing McMurray, and then northeast to the existing regional drainage pond for Golden Meadows. All of the above mentioned conveyance systems are located within existing drainage easements. Along Harmony Road to the railroad tracks, there is an existing 80' Drainage and Landscape easement. North along the railroad tracks is an existing 20' Drainage easement. III. DEVELOPED DRAINAGE Design Criteria and References Drainage criteria outlined in both the City of Fort Collins Storm Drainage Design Criteria Manual. and Storm Drainage Criteria Manual by the Urban Drainage and Flood Control District have been used for this Final Drainage Study. The "Golden Meadows Fifth Filing Storm Drainage Report", by Stewart and Associates, dated December 1980 was also used for this study, and copies of pertinent excerpts have been copied and included in this study. Hydrologic Criteria The Rational Method was used to estimate peak stormwater runoff from the proposed site. The 10 year storm event and the 100 year storm event was used to evaluate the proposed drainage system. Rainfall intensity data for the Rational method was taken from the City of Fort Collins Stormwater Utility Intensity curves (Figure 3-1). Hydraulic Criteria City of Fort Collins Storm Drainage Criteria has been used for all hydraulic calculations. Drainage Cong"ts This site is a part of the Golden Meadows Fifth Filing Drainage Study. A regional detention pond is in place that has been sized to accommodate developed runoff from this site. A preliminary developed runoff coefficient of 0.90 was used for this site, which is consistent with the intended use. However, the existing downstream conveyance systems have not been sized to accommodate all of the developed flows intended for this regional pond. Therefore, either the downstream conveyance systems must be improved to accommodate more developed flows, or some on -site detention will be required. It is our intent to use a combination of both of these alternatives. The site has been divided into two primary drainage basins. The Northerly portion of the site (designated as subbasins N-1 through N-20) will be conveyed to the northeasterly corner of the site, into a detention pond, released into an existing storm sewer system, and conveyed to the existing regional detention pond for Golden Meadows. This existing storm sewer system was designed to convey a release of 12 cfs from this site (per Golden Meadows Fifth Filing Drainage Study by Stewart and Associates). An orificed outlet structure will restrict runoff from the site to this design release rate. It is our understanding from the drainage study by Stewart and Associates that this release rate is based on the capacity of the existing storm sewer system, and not on the capacity of the downstream receiving regional drainage facility. Our calculations, based on actual field verifications of this system, confirm these proposed release rates. The southerly portion of the site will be conveyed to the southeasterly corner of the site primarily by surface drainage. A grassed channel, paralleling Harmony Road will be installed to convey runoff from this site, as well as from developments west of Wheaton Way. There is an existing 24" culvert under McMurray Avenue. The City of Fort Collins has a new transmission water main scheduled to be installed within the existing 80' landscape and drainage easement. With this new transmission main, and the City's policy of online detention, it would be unfeasible to provide onsite detention for the south half of this site. Therefore, it is our intention of improving the downstream conveyance system to accommodate developed flows from our site. These existing channels will be cleaned and improved by the homeowners responsible for maintenance of these channels, and the capacities will be confirmed as a part of the certification process. Proposed downstream improvements by this developer include removing the existing 24" culverts, and replacing with new 36" RCP's under McMurray Avenue and Innovation Drive, There are also 3 existing culverts under the Warren Lake Outlet Ditch, which will be cleaned and repaired by the homeowners association responsible for their maintenance. Not all of this site will be developed at this time. The outlying satellite pad sites will be developed later by others. Some assumptions have been made in this study as to the configuration and impervious nature of anticipated development. As these satellite pad site develop, the assumptions made within this study should be reviewed. Specific Drainage Concepts The northerly portion of the site has been broken into 20 subbasins, designated as Basins N-1 through N-20. N-1,2 - Will be conveyed by surface drainage to proposed curb inlets. Runoff will be conveyed from this curb inlet in a storm sewer around the Safeway store. The layout of this basin has been assumed, and when this pad site is developed, runoff should be examined to be in general compliance with this study. N-3 - Represents the Safeway store. Runoff will be directed by downspouts, and underground piping to the storm sewer system located south of the proposed store, and on to pond N. NA 5, 6, 7, 8, 9 - Is the area in front of the Safeway store, and commercial buildings. The parking lot will sheet flow to area inlets, and onto a pipe system to Pond N. N-10 - Developed runoff picked up in a 5' curb inlet, & directed to pond N by underground storm sewer. N-11 - Rooftop runoff from the commercial buildings. This is to be directed underground to the proposed storm sewer system, and into Pond N. N-12, 13, 14 - Area in front of the easterly commercial buildings. Runoff will sheet flow to area inlets or curb inlets, and will be piped to Pond N. N-15, 16 - Developed flows will be picked up in curb inlets and directed to Pond N by underground storm sewer. N-17 - Rooftop runoff directed underground to Pond N N-18 - The north side of the Safeway store, commercial buildings, and the south half of Monte Carlo Drive. This will be conveyed overland to the new curb and gutter in Monte Carlo, and directed easterly to a new 15' curb inlet, and directed into the proposed Pond N. Since the new curb inlet is on grade, there will be some bypass, which in turn will be collected in the new sump curb inlet located at the corner of Monte Carlo & McMurray. N-19 - Pond N N-20 - Those portions of Monte Carlo & McMurray that will not be routed through Pond N prior to being released into the existing storm sewer system to the Golden Meadows Regional Pond. This includes the developed runoff from Basin N-4 which is not intercepted by the 15' proposed curb inlet. The proposed detention pond (designated as Pond N) has been sized to accommodate the 100 year developed flows plus provide additional capacity for water quality settling pond. The maximum release rate for the pond was established based on the proposed release rate of 12 cfs. The curb inlet (Basin N-20) will release approximately 5.1 cfs undetained. This left approximately 6.9 cfs as the maximum release rate from the pond. Utilizing the modified FAA method for detention pond sizing, the required volume for the north basin was computed to be 1.92 ac.ft. The pond proposed for this development will provide approximately 2.14 ac.ft of storage (to a high water surface elevation of 4973.7. The pond will also provide 0.47 ac.ft. of additional storage for water quality purposes. This pond is being installed based on the capacity of the downstream conveyance system. The approved Master plan stated that the regional pond designed and built for Golden Meadows did have capacity for this site. The southern portion of the site has been broken into 6 separate subbasins, designated as basins S-1 through S-6. S-1 - That portion of the site which will be directed onto existing Wheaton Drive, and conveyed by existing curb and gutter to an existing curb inlet, and onto open channel S-2 (Section B-B) S-2 - Represent the pad areas west of the entry road to Harmony Road. Developed runoff from these subbasins will be conveyed into a proposed grass line channel (Section B-B). S-3, 4 - Developed runoff conveyed by curb and gutter to curb inlets, into a proposed 36" culvert and on east to channel section S-8. S-5 - Represent the pad areas east of the entry road to Harmony Road. Developed runoff from these subbasins will be conveyed into a proposed grass line channel (Section A -A). S-6 - Area adjacent to McMurray, which will sheet flow to McMurray, into existing curb inlets, and via pipe to downstream channel section DS-2. The southerly basins (designated as basins S-1 through S-6) will be free released into the existing downstream conveyance system, and transferred to the Regional detention pond for Golden Meadows. As mentioned above, the approved Master Plan provided for detention for this site, consistent with the uses designated on this plan. However, in an effort to minimize the amount of surface area which would leave this site undetained, we have maximized the area which historically has drained to the south, and have effectively reduced the amount of surface runoff flowing to the south. All areas which are to be disturbed with this project (with the exception of the access road onto Harmony Road) will be routed to the North detention pond. Until the southerly tier of pad sites get developed, the volume of runoff that leaves the site from the southeast corner will be reduced from that which exists today. IV. EROSION CONTROL General Conceit Harmony Safeway Marketplace lies within the Moderate Rainfall Erodibility Zone, and the Moderate Wind Erodibility Zone, per the City of Fort Collins zone maps. At the time of final design, Per the City of Fort Collins Erosion Control Reference Manual for Construction Sites, the required erosion control performance standard for this site has been calculated to be 74.9. The intent of the erosion control measures for this site include: Installation of silt fence around the northerly, southerly, and easterly perimeter of the site. Inlet gravel filter protection will be installed in all new curb inlets within the site. These inlet filters will need to be regularly maintained. A truck wash off pad will be installed at the site entry road onto McMurray. Construction traffic onto the site should be restricted to either McMurray or Wheaton Way. Additional capacity has been provided in the detention pond N for sediment accumulation during construction. All areas that are not to be located within a building pad, or in an area to receive asphalt or concrete will be seeded and mulched at a minimum of 30 days after overlot grading. It may be the intent of the developer to start final landscape in these areas within that 30 day initial time period. With the above mentioned erosion control improvements, the required performance standard for the site can be achieved. All construction activities must also comply with the State of Colorado permitting process for Stormwater Discharges associated with construction activities. A Colorado Department of Health NPDES discharge permit will be required before any construction grading can begin. V. CONCLUSIONS Compliance with Standards All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. Drainage Conceit The proposed drainage concepts presented in this study and shown on the final grading and drainage plans adequately provide for the conveyance and detention of developed runoff from the proposed development. If groundwater is encountered during construction, and dewatering is used to install utilities, a State of Colorado Construction Dewatering Wastewater Discharge Permit will be required. Stormwater Quality Because water quality is important to this developer, water quality mechanism will be incorporated into all aspects of construction and installation of drainage systems. The proposed water quality measures proposed in this study will require regular maintenance to remove deposits as they accumulate. The storm water quality outlet works will release the first flush of storm water runoff over a period of time in order for pollutants to settle out of the runoff. Erosion Control Concepts Per the City of Fort Collins Erosion Control Reference Manual for Construction Sites, at the time of Final Design, the erosion control performance standard will need to be calculated and appropriate measures taken to control rain and wind erosion from the site. REFERENCES 1. Storm Drainage Design Criteria and Construction Standards, City of Fort Collins, Colorado, May, 1984. 2. Golden Meadows Fifth Filing Storm Drainage Report, Stewart and Associates, December 1980. 3. Drainage Criteria Manual, Urban Drainage and Flood Control District, Wright -McLaughlin Engineers, Denver, Colorado, March, 1969. 4. Final Storm Drainage for Rockbridge Garden Apartments, by Stewart and Associates, dated May 30, 1995 APPENDIX HORSETOOTH ROAD COLLINDALE GOLF COURSE 0 WARREN LAKE w z J w m H HARMONY ROAD w w a Q J PROJECT LOCATION VICINITY MAP 'ooc' EXCERPTS FROM THE ROCKBRIDGE APARTMENT PROJECT A d STEWART&kSSOCIATES Consulting Engineers and Surveyors d May 30, 1995 Mr. Basil Hamdan Stormwater Utility City of Fort Collins P.O. Box 580 Fort Collins, CO 80522 Dear Basil: Following is the revised storm drainage and erosion control report for the Rockbridge Garden Apartment P.U.D. project. This project has been on and off for the last several months, but now the owners are prepared to go ahead. I have made the final revisions to this report and to the plans. The design and calculations included in this report and on the plans comply with the City of Fort Collins Storm Drainage Design Criteria. A variance is being requested for the allowable release rate from the site. In 1980, Stewart & Associates prepared the drainage report for Golden Meadows Fifth Filing, and in that report a release rate of 5.0 c.£s. was estimated for the Rockbridge site. The total Rockbridge site runoff will be 6.01 c.£s., which includes the restricted release from the detention ponds plus the unrestricted runoff from landscaped areas around the perimeter of the site. This variance request is for the additional 1.01 c.£s. release above the 1980 estimate. �....wq..,,� Sincerely, �/�J �oQ i. rucar,; �!•, S Phillip I. Robinson, P.E. & L.S. * 4 5 02 : *: Vice President rsc enclosures James H. Stewart and Associates, Inc. 103 S. Meldrum Street P.O. Box 429 Ft. Collins, CO 80522 3m 1482-933 t FINAL DRAINAGE REPORT FOR ROCKBRIDGE GARDEN APARTMENTS P.U.D. Rockbridge Garden Apartments P.U.D. is located in the Southwest 1/4 of Section 31, Township 7 North, Range 68 West, of the Sixth P.M., City of Fort Collins, County of Larimer, State of Colorado. The site is in the Golden Meadows area and is located in the Fox Meadows drainage basin. The site has a net area of 8.2 acres and a gross area of 10.0 acres, including one- half of Harmony Road and Wheaton Drive. The adjacent streets, Harmony Road and Wheaton Drive, are fully constructed, and all offsite drainage facilities are in place. The site drains easterly to Wheaton Drive and also south to a major drain swale which runs west to east along the north side of Harmony Road. The runoff from Wheaton Drive goes into this swale via catch basins and storm drain pipes. This major swale carries runoff east to the west side of the U.P. Railroad, and then it turns north along the railroad and then dumps into the Golden Meadows regional pond. This regional detention pond was designed in 1978 by Resource Consultants to provide detention for the total Golden Meadows developments, including the Rockbridge Apartments site. This 1978 drainage study and detention pond design was prepared for the 230-acre Collindale South development (now called Golden Meadows), and the pond was sized to detain runoff from this entire 230-acre development. The Rockbridge Garden Apartments site is included in the southern drainage area of this 230-acre site. A map of the Golden Meadows area showing the location of this major swale, the location of the regional detention pond, and flow patterns of the Golden Meadows area is included with this report. Also shown on this map at crossings and at concentration points are developed flow quantities, some of which were calculated by previously prepared storm drainage reports. We have included calculations of the capacity of the pipes and swale. Also included is a copy of the 1979 plan of the piped swale crossing of the Warren Lake Outlet Ditch. Onsite inspection of this crossing found the pipes in need of maintenance and cleaning. Included in the Appendix are copies of a portion of the 1978 Resource Consultants drainage study of the Golden Meadows area along with a map of the regional detention pond. The runoff from Harmony Road drams into an existing borrow ditch which is located about 8 feet north of the pavement. This borrow ditch slopes to the east and is very flat. This ditch has no positive flow outlet and water must pond about 1 foot deep before overflow occurs to the north along Wheaton Drive. There is offsite drainage onto the site from the existing Courtney Park development lying to the west. One point of offsite drainage is at the southwest comer of the site where a 15-inch pipe from an existing detention pond drains into the existing major swale running west to east across the site. The other offsite runoff comes onto the west side of the site from 0.67 acres of the rear yards of the Courtney Park apartments. Rockbridge Garden Apartments P.U.D. Page 2 PROPOSED DEVELOPMENT AND DRAINAGE FA The site will be developed with eight apartment buildings and the accompanying parking and recreation facilities. The density will be approximately 20 units per acre. The Rockbridge Apartments site is located in the southwest comer of the Golden Meadows site approximately 3000 feet from the regional detention pond. All of the drainage facilities, piping and swales are in place between Rockbridge and the pond, but these facilities are not adequate to carry the entire 100-year runoff; so we plan to have onsite detention in the parking lots and landscaped areas. The capacity of the major swale along Harmony Road is about 150 c.f s., per the Golden Meadows Fifth report, but the 24 inch pipes under Wheaton, McMurray and Innovation have capacities of approximately 30 c.f s. before overflow occurs. Also, the crossing under the Warren Lake Outlet Ditch, which is 3-24 inch pipes, has a capacity of about 90 c.f s. before overflow begins. As previously stated, these pipes are in need of maintenance. The 1978 Resource Consultants report considered this site to be 40 percent pervious, which equates to a C factor of 0.60. In the 1980 drainage report for Golden Meadows Fifth, a C factor of 0.5 was estimated for this Rockbridge site, along with a detention quantity of 1.2 acre feet and a release of 5.0 c.f s.. The calculated composite C factor for the proposed Rockbridge site is 0.643. The historic 2-year runoff and release rate is calculated to be 2.3 c.f s., and the detention volume required for the difference from this 2-year historic runoff and the 100-year developed runoff is 1.24 acre feet. We proposed to provide 1.28 acre feet of onsite detention in three ponding areas, and the total combined release rate from the three ponds will be 1.34 c.f s.. There are two areas of the site, one being the bermed landscaped area along Harmony Road and the other being the bermed, fairly steep, landscaped area adjacent to Wheaton Drive which cannot be routed through the detention ponds. The combined 100-year runoff of these two areas is 4.67 c.f s., which becomes a total 100-year site release rate of 6.01 c.f s. when added to the 1.34 c.f s. restricted release from the three onsite ponds. We request a variance from the Storm Drainage Criteria to release the undetained runoff from Basins 3 and 4. This request is reasonable since detention volume has already been provided for these basins in the Golden Meadows Regional Pond (as per Resource Consultants report), and also because this additional release will have a minimal impact on the downstream conveyance system. There are three onsite detention ponds. The large ponding system is a group of ponds located in the paved parking areas. This group of ponds has the same high water elevation, and they are connected by a 15 inch piping system as well as surface overflow, so they act as one pond. Any overflow from the entire ponding system will be through the entrance driveway into Wheaton Drive. The building garage floors are set a minimum one foot above the high water line, and the detached garage floors are set one-half foot above the high water line. All building roofs Rockbridge Garden Apartments P.U.D. Page 3 and pavement (Basin 1) will generate runoff to fill this group of ponds. The release from the pond will be through a restricted outlet on the most downstream area inlet before being piped to the new 24 inch storm drain pipe along Harmony Road. The other two detention ponds are located on Basin 2 at the Northwest comer of the site and on Basin 5 which is the Clubhouse and its parking lot. The new 24 inch pipe proposed along Harmony Road will replace the existing Swale and concrete drain pan and will be extended to the west to pick up pond release and runoff from the Courtney Park area. An area inlet will be constructed at the west end of this pipe to pick up surface flow. It is desirable to install a pipe instead of the considerably deep Swale so that the 800 foot strip adjacent to Harmony Road can be bermed and landscaped, and also to provide a route for the Harmony corridor path. The problem of standing water in the existing borrow ditch along the north side of Harmony Road will be relieved by extending a 15 inch storm drain pipe to the ditch and constructing a new area inlet to pick up the flow. This inlet and pipe will drain directly into the 24 inch pipe running east under Wheaton Drive. The Harmony Road flows will be intercepted by the new area inlet and therefore will not flow into the Wheaton Drive gutters. This will help relieve the possible problem of ponding at the existing 4 foot catch basin at the low point in Wheaton Drive. The runoff from Harmony Road plus the runoff from the southerly portion of the landscaped area of the Rockbridge development can be handled by the existing ditch along Harmony. The added runoff from the landscaped area of 0.73 acres is QZ = 0.37 c.£s. and Q100 = 1.32 c.£s.. There is a dry creek bed and an entry bridge at the entrance driveway into the site. This landscaping feature will have no effect on storm drainage. The entire site will be overlot graded to provide building pads, parking lots and landscape areas. A silt fence will be installed along the back of the curb along Wheaton Drive immediately after grading begins. The underground utility lines and storm drain pipes will then be installed, followed by concrete curbs and inlets. Sediment traps shall be placed around the inlets for sediment control, and gravel base in the pavement areas will provide erosion control The building pad construction will begin and landscaped areas can be mulched and seeded. All erosion control methods shall comply with City of Fort Collins Criteria. The Rockbridge site is located in a moderate rainfall and wind erodibility zone. `ems" Q �� i Phillip I.1Robinson, P.E. & L.S. ,�� eooeeeeooS�J�,ee` o Q'� na• o ' ��U o _�a n a � No Text i l i f II I II I I I I el I I I I I I 1 I 11 IIII 1 1 i ' I I I I I I III I I I l I I I III l I I '1 I ss. I I III I I , I l a I ;1 I IIII I I i I I �' 'IIII I ICI IJI MI II r 4 II I N I 1/ i` r I I I l tempo pry stfks I b° I t Her / I I I a0 b blll 1 r I I -ROM HARMO ' R>�. I 48 cf& IIII I I I I / I porcq, ns 'ctio �t'7 '90 . I 1 ilillr lS� 1xi . st. grad le from /1 to East of pim s ng of 100' — P plus 95' — — I C �I I � FLOOR = 85.70 I +-- t-- -- -- - r� - - - I, J _ _ lemOYw feysio/id'cons L — ' ---_ ----------_- ---Ql .,r n1r""ii7v-178.I—rim—BJ.5 + I �or'n 1 into back _ Y _ ' `i1 - as1 of, c biw Oa120 10 o Ya 1f lundw �' „ tem ro rlriNe c1 O10.ch w M w— �/� C' 01 - 12.1� cfa QII;r cfs of pipe outbl into s.oN 0100 6c catch basin —III + 78.0� ------------------------------- 'Rf�exisG 4' catch bosi env. -77.8 w— w place gravel inlet filter *-bvf tic barricade around catch bas/R-- E I I I I II I 111 1 II I ,I I II 1 Ila I I � I 1 IS I I I I III li I ICI II I III I 1 I j � I I III III 8 I II I I n � I II a I II c I Iill 11 I�I I I I I I I I I III 1 I � II I li I I I I I I I I;I I I I I r I I II III o i III F I fI III I fff II' I I III I 1 III 1 III I I IIII I I11 I I ICI I I II I I I II 1 I 11 I I I I I II a I I II w I I I 1 � I � I � I I I I � I I I I I I I I 1 I I I ' I I r i I I ' N I 9 ' ` bt w ca .4 I , M f I -iR I � N O I I I r r �I in N 1 t I I ;' 1 •X I I o I � I �1 I I 1 I I I � I I I , , I , I I I I I it I � I r I I I I 1 ! 1 I I I i I 1 I i I I I t I I I II I I � ' I I I I I I I I I I I I I I I I i I 1 Ali FLOOR = 85.70 N m FLOOR = 85.70 - I STEWART&ASSOCIATES Consulting Engineers and Surveyors 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 By: P 1 rZ Date: Z- Client: TUIn $ e 7 f C Sheet No. of Project: GK r r+ < e Subject: DP_ 4-e i o -1 oe- en�ion volvr^e and re'ease ro,i e /•ram, e.- MOO repory �or" G.M. s� by S+e•lar4' 4CA550cfc-}rf = Q. Z or-Ec—.- S c7t De�-enLic V0/lyMe- per dies-�WN C-rlieric, o� ct �4erC-ce beivee� z r his=or.0 toy r de�ely eel is as �a1to�vv /�reo. o� c4e wl,ic� cc.-, P[c alei00fecl = 8.� mac. Cl+arMGny R� 4- � lAec4ion, Pr rvno-U CanrtoT be roV J t;7rOv5'1 fom� -J 0.Y5'� } 3.59) 0.25� 8.Z l�eleo,c = !-his � pr;G Q Z L- 93o1.0� -c= _1.k7(I.J-._?Z?so_ZG.6+C=3Z.Cri� J�T (OX1.6 QZ = G!A = �0,2��(1.4)(�,z) = 2.3 crs r_;_..- -c.-'' ago.- .� < DE7F_.VT10N 0 7 20 5,Z sv 4,;5 4-0 3, y SO 3.0 w 5 -Z. C 7v Z.3 6-0 2, 0. 40 J,k<- gr--d 7 nEr4 Mlc�S5 D1,a 1CWAM C; Crl %geleoSr-Z,3jr_ LIa5Z0. 443)i9•Z) -CAL 44- / -Y- z.7666 136�-0 G.51 34- 'J 4-1t z. / Z760 Z-7. 4-1 82 7 4-1 4-0 z3, 1 s53ic 5'�o 51310 G906 l�, I G 168Z 6-23-o 15-.2 43CS9 9GC0 )2.7 34- 129.z0 1.S? 00 16SC9 C. y 79-730 7-44' Term 2628G 3836/ 4-ro87 44�3G S24-to 53 4o Z 5"39Y' --wd--1,24- 5-3B06 4c.. F�, 53 4.14 SZ29-o 9-9 SFrG o� r5efvi-eC' r fC Case >•a�44 and aleI en� o� col/Me er nOrnita) des5n cri+eriS is Z-3 aJs a d 1,2¢ c, STEWART&ASSOCIATES Consulting Engineers and Surveyors 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 By: P1 R Date: Z7i 95- Client: Tvv% c Sheet No. Z of Project: J clt ✓ G Subject:-._ Lie en %j n P-opose d �-o4-G( release r0.1e -fir-o,.1 si;e as de�erMlnec by addiI / basin release ra1-c5 run �- rarer �ro.� %3ds]n r /� Zi -r ¢ ,,. - S "✓i,rc� Gre c� 1c�lG�e1 0. �ollowlrz� �a3er In -r. is r�for{. .64s 1n JL 1 79 G. 79 0 79 13asin ti i - O. J3 0. 36 0.3C 13as: , 1- 3 - 0. or I. / G 2,¢4 13as,n It f _ a. Co /'06 2.23 I30s1n ti S = 0.1 O• I O• j1 Zr%0 cTs 3.56 c 6,01 C- �r FcO fio Se cf 7V!j '4e�L' A % I vn ✓d -o �'e a, ( Cec GAS GA(c�l�i e� ur jallaw "S pa`CS =hrJ rE�or�. - �1 = - 0aLS1 �7. F7 r3ar)n S Z? o-7 cv Fr SS 85'0 .v FT = /. Z8 Ac. G�. The release rats is cL� er- d-h a� -i-i,e vor n/S Or e rVn 2 e- v re i �V- }�0, IS / w acce Tr' u le becase de enl1oi is G.(-ea�r r�r-OVIJacJ -i-h1-1 SITe i^ a-Ae re io and no( on� /beta ✓se O-e-j �%c < Al �io�� -� 1-e1 e r e (6.01-2,3 )= 3.71 e s r✓II/ f7"✓e C� /14i/Iir«l Ir+0,69 pn f'le dewhr4reo.%ts 71-7is 4o�-ctl relea-fe o� �•Ol is grea�cr in �e yrsposccl J-�pe S-'ejar-' C.,c /LISOGIa <1 //�i% J0!d<n 1ACa_Cllo�✓J ) 1 re�on�. STEWART&ASSOCIATES Consulting Engineers and Surveyors 103 S. MELDRUM, FORT COLLINS, CO 80521 PH.482-9331 FAX 482-9382 By: 7::,11Z Date: 2- 7/ R5L- Client: SuAge f?etc_� Sheet No. 3 of Project: FOc�f C r; eo Ap-fir Subject: 1%ra�noje TZck_Si�r I3as 17✓ASIN It /a reo. _ $, It /�G G = �0. 67-)(G,2�� { (¢,Z�(0. 4il _ 0.84 S•I( To iA L R vn/o FF F Kom t3,gsiN` I r-a K 3 N Z o v rf? S,TU rf /1k : GF 4A x 7 x Z _ ( )%(S./l�(i0�-oa)(I.OS) : 579 9-7 cv FT 7-o71aL P0-A/DING ✓oL✓l• E _ Cv^�O-V— /}rct 62.0 0 gr3. Z667 ff¢-U 3 9$7S L/Oil^c ivraj Volin� l4-4-3 ZI`Z3I 14 4-3 ZZG7¢ Z(;GY3 67146� 3G7 To FILL ?v.vMP /<ELEAsF- r=an 3 ,4lZ ?EIZIGD = Si 4 9-7 - 9-93 6 7= 6 5 a 0 G i F% 16 rf%G = O. 7 9 L$ S OFFICE PLi�TF_ /'Or _ '�V GZ= 0.79 cis V = v,�G____ �� 0. USF 2.75 &- �-ns o. o s 9 5 t- = 14- z5 sC = 44. i d URF!cF ?L,�7E [d Brz PLACED 0VE? /> I U/TLET P/PF_ Or AREA INLF-T tF- Z STEWART&ASSOCIATES Consulting Engineers and Surveyors 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 By / Date: Client: v ✓!�e / 17 i Sheet No. 4' of Project: 0 c k b r-i cl i e /4- :�2>I'S. Subject: r-.-2-ct i n G c el 13 A 5-- f — S a y i n Z 731`� StN Z grew = l.iv /�c = 0.4r o-Sqs*;i c �1vf 0.79 7r'art Fac-k el I.Z0 ^c- 1.20 TOTAL 1KVAI0f-F F9OM i3HsN-1' 2 Fail 3 f41Z 106, }'iz 570RM CF-CA x 7 X = = (1•z;)(U.¢��(1,Z(/)(woov)(1,05) £r/65 CV. FT. TOTAL p0A/17IA1C- ✓OLV/tnE - oar at rem VO�(/MC fOTa) �/01,7r1� e3' 0 O ZOOf Z CIO so9-a ¢ z6¢ 7-o FILL PD PV*ZIAIC, /UO KT< sT07Z/^ THE FEI- 7SE r=Uiz 3 N1�= Bl(S-¢22¢ - 386/ cv FT 3061 l U 6 GG Z 0.36 C S OFF-1CF pLATF = A�_ 61/V 5-- 5- �Pf s = a, aGr UW IIJ Z r �/a�) TO DF_TENTJON PoNI7 TG Ali G l X� = �0.4�%)� 3. 25)(i.Z) GC ma- c�uq=l/.zs)Co.4�)(7�Cl,z) 5-Clca/ it= v- S- Z= 2.S sT dcp�� = 0.6 Sp`s 5-17 Foy /L L-r-I i 2' Purl 103 S. MELD STEWART&LASSOCIATES PH 482- 33 RFAX 482-980LLINS, Co 80521 Consulting Engineers and Surveyors By: -PI R Date: ZClient: Syn t C Rci c Sheet No. S Of Project: I Subject: r'ct i h a r to J Q S i M1 f — gQ S,» T ,%ASI!✓ 1� 3 /4T<F-A 14LCGIVC-- /4/41CMaVrcC- WW5AMAI �? re c,- = /, �Y G= 0,2� / ISSM J Z C.0:.r x3.G c 2S.1+ 17 = 34.e ✓P-ors Te- 2S.G M Tc /or 24-3^1;, (O 2r)( Z.S-- I.CC = 1,1C c �r Z.44- c}f )?Un/Oplz- GKOM 13.c1S//.1-J-3 ✓ I L L a/07 Cis DF7-/4110E7 STEWART&6SSOCIATES PH. 482-9331MELDRUM F FAX 482-938P LLINS, CO 80521 Consulting Engineers and Surveyors By: P1 Tt Date: 2 /7 Client: 7on<r, Sheet No. 6 of p � r � T Project: 9Oc%(b rl t A S . J , Subject: J AAC- i-1 ciud;^S O.zl Ac_ c 7_IU. 17�0.95 _ CJ. C 6 G =7 1- JJ) /�U.._ r 23d- /Z.5 2.4-= 1C.9 r^• ;oU= 12.4 Min Diu= cj/3 6.L3)L3.9/CJ.GG)- Ck':GG C+C)r I•zS�CU_23�(/,.�/ 0., _ 2.23 �r }�un/OG1= F1?UNt sr)51N ¢- wILL NoT l3 TAIn; -= STEWART&ASSOCIATES Consulting Engineers and Surveyors 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 y - Date: q-`Z '1— Client: �! Utocc y B : t� i � � �e IG Sheet No. 7 of Project: %�u ciC !� r1 c 3r Q n-� S Subject: pia i^ o e- a S I t7 5 — �✓aS !� S 3.95//1j -& S /-)rG4c= 0, 24- AC c = (0.06 0,25 + 0.9T _ p 79 0. 24-- 1.�s7 _�.-_.76) Tcwo_ 5Me 11? �0.79-)3. )(G.2+) = 0.60 cir Qlo = C! _ (0. 7H ( S. S ) (O.2+% /_ 03 C-; wv cl- r+i- : (Lzsl�o_�<,(. 7 ) (&.it) c-Tr 7d 7/--, L 7 UNO F,= r-M 01 . SAS)N it S Fort 3 14 X IOU Y/Z s o rT M : cl=ci-� ( 7)( r) _ �l,z�)[0.��)(o.2�j(los�6)(/.cs) = zGSr cv FT 7"oTq L. PON17/,Jc- vo1 vM(= c�ir {ovr area 8/•BJ O a2.8ri 63.3u 17/S 3k;cZ s oIVMC Sr SjV 13 �F9 y-o4QI tJoly/-IC ;�- c V c -, To FILL �ON2 D(/�'/VF 100 YR 570MM / T1iE >;ELe14�SF For 3 cHr = z6,¢ -2207= 4-4-7 C0 FT 4-4-71 10&Oo � 0, 0 -1 c, r1 01iPICC PLI-17c = V = (O.G) `4. h= 9-3,3-- 3Z U.0 0,a04�r s,40VL} 6F_ NO LF_$S 7o+Atil 2 `t Pl^ TRY' 0,622 O.l`I cS (Too SM,4l,L) (7-915 /S A4fCE-p743Lt) :. USE A Z" VIA OrzFICE aPEI41AIG 1,1ITI4 U.II J-S RELF, <•, TO71�L RELF_F;F_ /N 3 H/i_ (0.11�(ly�Oo): ZOS2 Cu FT 103 S. MELDRUM FORT COLLINS, CO 80521 STEWART&LSSOCIATE S PH. 482-9331 FAX 482-9382 Consulting Engineers and Surveyors By: P % Date: Z 7 19 Client: J 1 Oh c C P i . Sheet No. of Project: TZO G K i i r+ / ,)y. J / Subject: D-ai n c re [3aS' - 0MM0h P-4001 iir , /- f4 I?M VA/Y r:D -3 51 A/ = 0. 73 /4 C (4_2R-)C0.25) f(a,,-s)(0,4� T, 35-0is l0.� 11/3 6UxV.i 0, 74- 1. 9.7 = 2(/,3 r^li TLIOO � I'p• ( MI- a-,-= G1 (0.7�)(1.6-)(0,73) - 1.24 c�r �.7a-;V.13 Z.2V crr 4rav= c� C)/a - JLzs)C0.79jCG�C U-43) = s. 5 The rv004 I +r-o.-. p,arl a. r:z cira-n3 t�llllJ . e ex r n< bo ro ✓ r� ala� >'nC rror 7 ' z. borrro- dl ch otC!s a c` r(f CC.:,%� J 1 ± ar+ `new ! Old Jl ?D1)FD RVA-10PF FrZOM Lqh/175CAP[}7 .S9VTMp-,,7Ly tf'671zTlan/ OF "TFz,c-)C-T O 0.73 Ac G = 0, 25' Tc= 1.87(/,I-.z lo0+rao0 _ )2.6t4,2=/6.Brr, Tcrou= 15.9 �� Z/3 • � 0 �z GI A - O.Z01 Z.U)(0.73 0,37 c�5 Gil✓ = C1 A = 0-Zi) C3,5-)C0,73 0.6 4- Jr C IL*ZC�Cl/4 I.3Z c-�5 %ai/-:,rL, RVNOFF TO /4ATM0IV R0,"e-2 PJT(f# _ G(Z= /,24- -�1 t 0,37 C-�t = /,6/ C-�t GirU= Z.20 a' s t 0,6¢- c.� = 2-89- c-�r 5',/6 J5 t /. 3L C� s = 6.1-8 L;t Vt/i-IEATO,'/ DT I ✓1= 0, 07 14 c: (04 )( 0.25) -1 (0-71O. I-) 0,07 7-, I.Fr7(1.1- a,02)Il�j3 f 7,29 _ I.St7.S- 9rlti 0, BZ��¢S�( .25)(G•8z)(7) C a.1 7) 48293RFX482 g80LLINS, CO 80521STEWART&ASSOCIATES PH311 Consulting Engineers and Surveyors By: p) lZ Date: L Client: vn.5 e % ? e G n Sheet No. q of _ Project: '4 "e Subject: CO 7GP ^ d (-c. /�rRF_la INLET '� l 0,;;0 J.Ub' a>< St✓ eor- Off- si^e) re1PoSe ;rvn Cuv4n ey PQ r k I•�- o^� der desl5� Pta^ r' L, -3 r01)o 3, C�-e s IVIAwHOLr-_ #- z (cti" vvi *)o�✓ po!^ �rvr� 13�5(N� 1 i^j+ Ly'7 C Z, U 2. 4Y 3.G4 sec 01717 0, 7Y 0.79 re)ease, S �cr� 3r'S (N Z.79c-fs 3. Z7�=s ¢. ¢3 cFs rXY 5?1/VG- 4- CA%,Y 3145IN ON WEST SIDE OF VHL470N Zua ` N• az NY j Z yr 10 —� ---�^ �Re/eozc i /.3 1.3J,3t a•yp c;s -t0.3v' clS PCr dPSi9r to -.I 0.3 F 0.3 o.�( l• �� 0.17 a• ( 7 0.3 6 2:9- �- o'�I 4-•41 Js 6.27 c7s / v. ¢3J5 Releore �roM 6r�SW 2 TTUnc4 •;ror. 6A.Siw 0 3 agile✓re +ro/h 13s S1V S' )7UA/OFr -rcn lZ W1 ec.4-cn Dr, TEWA S RT$,0SSOCIATES Consulting Engineers and Surveyors 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 By: PI R Date: Z.4 Client: Sv h� f 7e' C ti Sheet No. J of Project: �C,�C r cl c e .40 �l Subject: _ Do wr, s ? -e a , ^ (!f O Obi r o U f P Drain v5 -ronn j, �G r-eli Onal cic'�e'I UA mane `U:; .U✓. -1t r- JkA/rt e a.'-o h ) A Z Swa�e o.C-Orf %ro3r� 3 M1-/vlur-a/ n a Z4-" 1ZC� J 4 s�✓�!P GCruSS fo+s 5 a,d B of Go/2P, �Jtf. eUwr 73uf nP;l ^✓, 5- (frOSfet Ll e' /7neV- oh it C4- pp C swan osCrOS: %0 J /j o•d rZ, OT Goic'e. /L']eu d9W (3Vf'4PfJ ✓iN 41 M/. )t,C �< 7. s aic It v. G M, r,vr:,nf: Po,4 alr ,� r✓. rice Z.Z. ✓% CC"OSSBS U1�e! �qr'e^ LC. Ife 0V�-leI dI-c� ';n .3-Z4-'! GMp 9, swcle fc N. Across /of1Y o� Gel1e, /Vle-1o✓f 13af'�el! 'vr4 r0 swale 1040 re5ronal de C��ro� POrrd. STEWART&ASSOCIATES Consulting Engineers and Surveyors 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 By: P J lZ Date: 2 Client: _ .�UA ;e der Ch Sheet No. j of — Project: %moo c c- n s r J Subject: L,/N57RE.o.h GU /V1=Y,-d=;iVG1= I Ar-I LITI F S MA Sat .SwALE Fra/-i GO11G✓�a swage ryas c� Ga✓a�'� o� ai- feast- 15-0 c-;r CaJ�y. A?PF>1D►x/ GAppCITj' OF 3 - 24-'' G/AF A✓,4TZT?F_Al L/-'�ttE 0UTLFFp1TCJ/ d e pr1h a b 0v e 7Lop p e c�-r a /Pr `10 w= +- f" hyd-aVlic s1b�cL ; `-to - 107, n= 0,20 FI0 kv4ers 2 GMP C4�. capoc ly = 3u ¢3= j29 c- / CPF_C-c INLF--7 Co,✓1;cOL. - /�/ e� 3 , C.1-1 E C =c f3 r�L d k Vt 141 4 = 0 Z. -03?° X, + �i Vz r 0.svz/ 1 O.G4(z.s V 4 4t� 6- �2 .AV= (�(,42.%(12.or .: Jnie� c0h -ols a d LX = q0,7 c- STEWART&ASSOCIATE$ 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 Consulting Engineers and Surveyors By: n / %Z Date: 2 4 Client: TV n S e C' ' e Sheet No. ) Z of — Project: ! l O C%C li -i d S P 14--->4S 1 1 Subjed:�OWnS�GGa,� CrrhV yanc( Facilities 24 " p, C � uNDl; J7 M �M �RiZ AY /� I�1D 1 ni�/O✓�7'!ON rz = 0.1s From { Cv{� ers D1 a3roM GZ = l4 C�5 Vowin� Fvl� I I f CaPaGi+y Wirli /,S heG� ��-ore over-�la� z, 8- L0"/ 1i�iil �e aIllci-C'st 1'0CMrror 14ve on1 /hn d✓G�i O'Dtr- ahZ 7-'lCn ba c-c In�V Ni of�0! $4/G1l $TEWART&AI,SSOCfATE$ 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 Consulting Engineers and Surveyors By: PI rZ Date: !L�21 4•l- Client: V ^:'e - <e c -+ Sheet No. /-" of_ Project: FOc4-�r;C<e Garden A>TI � s Subject: 1-41 (5:. L. l� iofl Z4 rl IIpile aJoa< soul%) easel-Ien11 a�d 30" 1�'>e ea54- o�- whea4On. Inve-t of 30 >e of e05� e^d 0-- e s/s'e.K = 7G.4- 7-o �4-k aL P'>e srs-'11e., In✓erf �^at -✓eS- e- "-� lei eI.0 Elev. OT /00, r /-AWL a�!- clOwnS+'eoM f—e 0'- pi>e = (76.4- arst, - e4 /00 v r- a ai— c�ownf� rear e�L o4- 3 0 ° pi Pe = /0.70 Plv-F l �/,w 'o,.� Z-¢'in)e-! = to.? + Z9.4) = 3o.1 �Lf s v. l� -4-�7 o = (,A- fp s L v=t GcVt 9 d 25 2— - U.03 Z.5 �.i r✓ rr -`--�� )4crL 4 eas- s'�e ,,- ,,7Ae47c^ = 78.4= + z.8 = 81.2 92, 1 s':oe 100 S / 0.9 e' 25 ' = o, aaz z a-9 �¢ s ¢ G• 90 mcrn'Aalf Vol. / _ 6-1•G f0.9 =82. =4.4Z `- 1- N� Z - r d �4 Jv, z Z _ 3.7 0.41� _ O.I I -ice PG-L a4- j.,lel-V-L z- e2.s ! 011 = ez'c Rim M H Ala, Z - 85.5 Len�fJ, f-o^ Mi- Vo, / to 14re, /,,(el'LJ = 42� V - 3.c 3 J4- _ /. JS ;s 4z5 V% J.y`v1 v� z D.17n Nc= T d Z t 0.032 L 69.Y+ � � it1(l.'S�= j c4-4 rt.} 649- tt NGL �� 1tiI�Y 1 - Bz.G t 0.17= 5Z.77 STEWART&ASSOCIATES PH. 482- 3311RFAX FORT 82 9380LLINS, CO 80521 Consulting Engineers and Surveyors By: �_ Date: l - 3p -9e Client: Q)C%X5 Sheet No. —Lof _ Project:w'J i o Subject: l�l `�i- �l2 +e K r.Tl i \ 5.t }'-A C 79.-1 i L)80.v sll t 78.18 L = ICJ S- 0, 5 7, 0 n pZ0 L=1ge, L= IS (a d2. ul Zo.oS y 10 C, 76.L6 Zcmq.�tic, DAT STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties & UDFCD Pool Fund Study :Stewart and Associates -Ft Collins Colorado .............................. ON DATA 01-30-1996 AT TIME 11:17:10 VERSION=01-30-1995 * PROJECT TITLE :Rockbridge Condominiums ** 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 1.00 0.00 ------- -------- 0.00 0.00 26.05- ------FEET 78.25 ---------- 76.50 OK 2.00 0.00 0.00 0.00 26.05-' 82.01- 77.57 OK 21.00 0.00 0.00 0.00 19.00 80.60' 79.18 OK 3.00 0.00 0.00 0.00 7.05' 79.63- 79.56 OK 4.00 0.00 0.00 0.00 5.20, 79.92- 80.30 NO 4 5.00 0.00 0.00 0.00 0.79- 84.00- 80.87 OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION * SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .9 ------------------------------------------------------- SEWER D NUMBER 10.00 11.00 20.00 30.00 40.00 MAMHOLE NUMBER SEWER REQUIRED SUGGESTED UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) ID NO. ------------------------------------------------ ID NO. (IN) (FT) (IN) (FT) ------------------ EXISTING DIA(RISE) WIDTH (IN) (FT) (FT) 2.00 1.00 ROUND 28.82 30.00 30.00 0.00 21.00 2.00 ROUND 25.60 27.00 24.00 0.00 3.00 2.00 ROUND 17.65 18.00 18.00 0.00 4.00 3.00 ROUND 14.79 15.00 15.00 0.00 5.00 4.00 ROUND 7.77 15.00 15.00- 0.00 0 ENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES ENSION UNITS FOR BOX SEWER ARE IN FEET PZQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. GESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED * OKKy :jwc k :�'H►rl 0.�' STEWART&ASSOCIATES Consulting Engineers and Surveyors January 31, 1996 Mr. Basil Hamdan Stormwater Utility City of Fort Collins P.O. Box 580 Fort Collins, CO 80522 Dear Basil: Re: Rockbridge Condominium Residences, a revision of Rockbridge Apartments The layout of the Rockbridge project, which was approved July 21, 1995, has been revised. The buildings have been changed from apartments to condominiums and the locations of buildings E, F, G and H have been shifted. The hardsurface area of the buildings remain the same. The hardsurface of the parking lot and driveways is being increased from 2.55 acres to 2.63 acres. The most change on the project is the relocation of the clubhouse from the front of the property to the center of the site. The original hardsurface area of the pool and clubhouse combined was 0.29 acres, and the hardsurface area of the revised pool and clubhouse area is 0.21 acres. The total revised layout ends up with no net change of hardsurface area. Since the hardsurface and therefore the runoff coefficient of the site is unchanged by the revisions, a total detention volume and release rate which are equal to or less than the originally calculated quantities should be acceptable. The original site had three separate detention ponding areas which were as follows: 1. The larger ponding volume of 51,518 cubic feet with a release of 0.79 cfs was located mostly on the parking areas and with a smaller portion located on a green space. This pond had a maximum depth in the parking lots of 1.5 feet. 2. A small pond was located in a green space at the northwest comer of the site. This pond had a volume of 5465 cubic feet and a release rate of 0.36 cfs into Wheaton Drive through a sidewalk culvert. 3. A small pond was located on the parking area near the entrance to the site. This pond had a volume of 2207 cubic feet and a release rate of 0.19 cfs. The maximum depth of this pond was 1.5 feet. James H. Stewart and Associates, Inc. 103 S. Meldrum Street P.O. Box 429 Ft. Collins. CO 80522 303/482-9331 17�v In3!n82-9382 January 31, 1996 Page 2 There will be only two detention ponding areas for the revised layout. The original small pond located on the parking lot at the entrance will be eliminated. The original small pond located in the green space at the northwest comer of the site will be retained. The shape of this pond will be revised, but the volume and release will be the same as originally calculated, since the area draining to the pond is virtually the same. The large ponding area located both on parking lots and green space is being revised from the original plan in that the original ponding was mostly on the parking lots with a small amount on a grassed area, while the revised layout has most of the detention volume in a grassed area with a smaller amount in the parking lots. The original pond had a volume of 1.13 acre feet with a release of 0.79 cfs. We propose to keep the 0.79 cfs release rate and add volume for the 0.05 acre feet of detention which was lost when the small pond at the entrance was eliminated. The volume of the proposed pond is a total of 1.25 acre feet. Most of this volume is in the grassed area and the maximum depth in the parking lots will be 1.0 foot instead of the original 1.5 feet. The maximum ponding depth in the grassed area will be 4.8 feet at the outlet pipe. A variance from the maximum ponding depth of 4.0 feet is hereby requested for the 4.8 foot depth. The outlet pipe from this pond will tie into the back of the existing catch basin located on the west side of Wheaton Drive. This is the same location where the outlet pipe from the original small pond was to be tied into the existing storm drainage system The original total 2 year release from the site was 2.60 cfs and the revised 2 year release will be 2.45 cfs. The original total 100 year release from the site was 6.01 cfs and the revised 100 year release will be 5.96 cfs. The revised plan has very little effect on the original drainage and detention quantities. The largest change in the drainage is that most of the detention will now be on a grassed pond rather than in the parking lots, and therefore, the ponding depth in the parking lots can be lowered from 1.5 feet to 1.0 foot. I have included in this report a copy of the original approved drainage report along with calculations of the revised detention volumes and release rates. Also included are copies of both the original and revised grading, drainage and erosion control plans. 6anklin D..Blake, .E sic i'.S Secretary/Tieasurer: rsc enclosures STEWART$,6SSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 Consulting Engineers and Surveyors By: F/%� Date: i2 1 Client: Fan�v /t.1,v,0/S Sheet No. �—of Project: r4U c 4 i di ,o Co n do w r n 1 in^` S R F_ 1/1 S/ of Al Subject: 7slZFLrA�E R,47F TOTAL Z YR f3ELt=/SSE F1ZOM OR1 C-INAI SITE LA KOU7 = z, CO c�S TOTAL I)o KrN qP-LEA5C r-FOM oRt 661N14L .517E L14YD07 = 6, O/ c�S 70ii-�,4, 1:�ELE,,A55 r�ZoM r-�EvISEp 517,c LAYU✓Z = 6(i= 0.7q c.�t Qloo= U,7t c t 3,4SIN Z - Qi - 0.3G cat C� iro = 0,34 c �f 6/aSlN 3 /�- /,G4- 14- _} I y o S)7eC: S pf d! I final re For, / G = 0.25 (jc' 2>.0 M1 )(%ruoi 21 3r / (0, 2r)(1.6 (l.�¢) z d. / ta0, 1- G1/i = (r.2s)(o,Zs' ¢•7�(LG4� = Z.4/ c- S 5/Q5!n/-f 9- i9 = 0,71 Ac rro,.•sneC 6 a�- o�is ^FL rePo�L (G=0.43)(Tc=14;fai^�( T,v�' lZ•9 �^�+) �1low I.Z>)(o,43�('6.i�( Z.¢0 /`0TA�- Z Y� ;tieL��J_ c,�or+ /z.VISED 517E u�Ya�T = %%AL. !aa Y>z IqELEAJF_ FFZOM 5176L,`TW7= GOLDEN MEADOWS FIFTH FILING DRAINAGE REPORT by STEWART & ASSOCIATES December 22, 1980 Prepared by JAMES H. STEWART & ASSOCIATES,INC. FORT COLLINS, COLORADO II II I I l.J :J I I James H. Stewart and Associates. Inc. Consuldng Engineers and Surveyors December 22, 1980 Mr. Robert Smith Mr. Marc Engemoen Storm Drainage Division Engineering Department P.O. Box 580 Fort Collins, CO 80522 Dear Sirs: I have made a study and calculations of the storm drainage in Golden Meadows Fifth Filing. The attached report deals with off -site drainage from the west, and with out -flow drainage to the east and northeast. Sincerely. JAMES H. STEWART AND ASSOCIATES, INC. Phillip I. Robinson, P.E. & L.S. Senior Vice President PIR/cjf OFF'CE-214 NORTH HOWES • P.O. BOX 429 . FORT COLLINS, COLORADO RZ22 • TELEPHONE 303/482-9331 I N D E X Narrative of Report. . . . . . . . . Drainage from RMT zone to west . . . Drainage from R? zone to west. . . . Tract A drainage . . . . . . . . . . Tract B drainage. . . . . . . . . . . Capacity of 24 inch cutfall to north Capaciiy of swale along Harmony. . . Fold out site map. . . . . . . . . . Page Number .3 4 6 8 .9 II �1 STORM DRAINAGE REPORT GOLDEN MEADOWS FIFTH FILING Golden Meadows Fifth Filing consists of two tracts. The north tract (Tract A) contains 11.2 acres and is RP zone. The south tract (Tract B) contains 17.1 acres and is BP zone. Tract A and 3.9 acres of Tract B drain to McMurray and .across the irrigation ditch to the main Golden Meadows detention pond. The remainder of Tract B and two parcels lying west of Wheaton Drive drain to the swale along the north side of Harmony Road. This swale drains east to the railroadand then north along the west side of the railroad and under the irrigation ditch to the main Golden Meadows, detention pond.. The two parcels west of ._._.. Wheaton are RP and RMP zoned and are owned by K. Bill Tiley and his partners. It is planned to have detention on the RP and RMP areas west of Wheaton and also on the BP area. The outflows from these proposed detention ponds shall be controlled (not necessarily at a tw�gar undevel2Rped rate)to prevent overflow and erosion of the grassed drainage swale. Prior to development of detention on the two parcels west of Wheaton, the 100 year run-off ',(3/- Ir cfs) shall be routed to the swale by overflowing of Wheaton at the low point approximately 200 feet north of Harmony; then across the southwest corner of the BP zoned area. The overflow quantity at Wheaton for the 100 year storm will be a small quantity.(37.8 cfs minus capacity of 24 inch pipe on one percent grade = 37.8 minus 19.0 = 18.8 cfs). The 100 year flood overflow crosses McMurray about 200 feet north of Harmony and is then routed southeast_ along the east side of McMurray to the swale. The existing 24 inch pipe under McMurray is on 0.3 percent slope, but can develop enough head to carry 20 cfs. The swale continues east from McMurray to the railroad then north under the irriga- tion ditch in.three 24 inch pipes. The capacity of the three pipes is 50 cfs, and a head can be developed to raise this capa- city if required. 1 The capacity of the swale along Harmony is 150 cfs; which is considerable more than required. The design runoff from the RP zone north of Monte Carlo Drive and the northerly 3.9 acres of the BP zone is 21.8 cfs, and will be carried in a 24 inch pipe to the detention pond site (Tract A of Golden Meadows Business Park). The 100 year overflow from this area will be channeled: across the irrigation ditch on McMurray Avenue. Berms are pro- posed along the south bank.of the ditch and across the culvert to contain the 100 year overflow. This overflow quantity is (58.9 - 19.2 =) 39.7 cfs. The RP zone lying north of -Monte Carlo Drive is divided into two drainage areas. TPe west area (5.3 acres) will drain into the north flow line of Monte Carlo Drive and then along said nortl flow line -to a catch basin at McMurray Avenue. This 2 year developed quantity is 4.8 cfs. The north gutter on Monte Carlo will carry a maximum of 5.7 cfs before overtopping curb. The inlet cf .the catch basin is 3 square feet (0.5 x 6), and the inlet capacity ;.s (1.1) (6) (.8) = 5.3 cfs, as calculated from the storm drainage manual. Calculations of storm flows are included in the following six computation pages. r COMPUTATIONS James H. Stewart & Assoc. Fort Collins, Colorado By: FZR Date Cllent: Sheet Chkd By: Date Project: (ILIe.n /ViPrn((�5�� rw / fob No. Subject �S� v rM r a i n P � A LE-0 /" T 7V re- 7 Ni 7� zrr n �cs f I A 14- Ac I 2 , i L (>t ro = 'GI A ---_�(910u _._= C�cl"4 1.25)Ca-FjC¢.?,Y14 - 44.1 I I , �Gc�i n O� s l �e.; 1. % crG. T�G 4 I Glrvu - EfCl/4 = /12 )C•3�(4 2%C1�) ZZ - L- ie <-- 75 R v ri -. onn ff �O I,./he�� ! r r , 1 I. j I i L 1 � 1 ; i 1 'COMPUTATIONS James H. Stewart & Assoc. Fort Collins, Colorado By: -Date /0 2 EV Client::L� ' i ff _ _. _ . Sheet No.-_ of Chkd By: Date Project: � P e�Cawt �' .lcb No. COMPUTATIONS James H. Stewart & Assoc. Fort Collins, Colorado By: Date 2 6 Client: _. �c y ! Sheet No. - -'ot Chkd By: Date Project: Job N GO!��c^^� Subject }o rM. ra 1 no � o �i r a.H R trine ( %I r ! ��' ` ;■ v./eS� r� a R ;4rcitn n U�T� rIL r 1 9reA S.3 /iC i I (� S�ore = 4; 7./0 : 1Ie _ Za Gls'= G/_ o.$)C2 7)� S.3 7, j G•+S Cj.� _c- I I , A/o iC,r, Of Mned ur- �T,is ar-er. I CCS� Gi.Y i /��I ! I_ G2roG=c�ct.4c 1.Zs)Co• )C� 2)CG.�r) r7. i Gd�cccr. b_Nor�hIo.�_Il�ac o�.Monie Gul% -- Y r� - 56X2o6�%�.063 C•1S%) /1,.4- c�s i , 1 ... F /l. ¢)�•_S� = 5_7 cS I I 1 r A James H. Stewart & Assoc. -By:_ Data Client: rChkd By: 1 Date Projec' i Fort Collins, Colorado Sheet No. of q —/ Job No. Subject �5�©ram T- r;, ac �;_O Rp Zones bP zone !-To 4ct ar-ec )7.8 cic. rec4 to: S wac.l� 1J, % IX,: fircc` fo:' sior� : d�alsr a nor% , i= ! r l 3 � I ' 9 o' y..a I a-ts) C 3 ��13.4� .3 s. c / /4 = �0.8s) C3.6) 61 q) i j al;�.4-c? Cop S1 Z.O aG �. --; -I ?—� i r f-- 1 - RVn 'a rR't" e ce GnclCih c+S r. I Rvn'-o_f•-' vnc.e.c."AA ./l/1rr/ 1 B. P _.Za -n C--_ n �.. i� i-e NU __.dv�L.ny'ian:�lolnnF,� TcO,. Ih)S cifew I �. G7/3 1/v. 0 .cisIJ IAOF I , I I. ' I I -- - I i I I I r I I I , I � � I ! I ' I i i I ' I I ! 6 COMPUTATIONS w1 PUTATIONS rA J _J James H. Stewart & Assoc.: L Fort Collins, Colorad o Sin -Date Client: 7 YO,Sheet No_7.of 9; Chkd By Date 'Job No ou�� 61 1> 4 C f -k: "0 t 11 - r 57.,._Z fip! cL 14 FT _T_ TF Z41 Wr L + T L lull A J, +1/. 0 14. A 09- +1 4 L 4 -7 4-- _-A L 1_7 T- 4- 14___ T __1-- LI SITE HYDROLOGY No Text ,s A W 1 Wnn N T i N a`) a 0 m Z C0 w ui LL 0LL Q U w cc L LL O 0) z al i- to W L U w E LL y �U LL 0 I Z LL o N z cc fs H m n U C a U a E O U CD a U 0 Z) E CD (U Q � U 7 v O CJ a a d v CL Co E d _ Q U a E O U a) a U �f°°•o`ni"aamo`��)m$ff-0)CR�m($�irn(�M .r—r- 0 0 0 0 0 0 0 o o o o o o o o o O o o o o o o o o o o o LU)LnfninU) W w w w w w w w w w w w w w w w w w w n cr) ch co CO) ch CO c'0 0 m m O 0 m m m O CV) C0 cr) CO CO CO CO co CO c7 0 0 0 0 0 0 0 0 0 0 0 O O 0 0 0 0 0 0 0 0 0 0 0 0 0 LOLOU) LoR winu�i0ww w w w w w w w w m m w w O 0) O) CA 0 0) 0) 0) Cf) 0) O) 0) CA 0 0 0 0) 0) CA O O) 0) O CA 0) (A 0 0 0 0 0 0 o 0 o 0 0 0 o c o 0 0 o o O o O O o o 0 � h CD N O 0 OD CO O T CD N CO t` O O O T T O N 8 O CD T N C0 0 0� M T O O T T O O O T O O N T .- O NCR O O r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T T 0 0m� (0 CO O 0 N N Opt Or*� O co CO O Ci CR U) O N to - O 0— 0 0 0 0 C O T C O O O O O C O O O C C O C 0 0 � V c0 (00 � )(l . C7 1p q f` ti m � COD CD � O Q ti t^G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ln fn in U u) in 0 0 0 0 0 0 a 0) rn 0) rn 0) 0) E o o O o O O U Z OnJ V 7 r CD N m CO O O v 2 26 N O O O O ED CS Cf) V (O T CD N V OD Z w 0rl.! O O N N 0 0 0 0 0 0 FCy L1 _Q 8N O 9 0 N N O T T CO T N U O CO3 O 0 T 0 (O Q C3 v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 rn rn 0) 0) 0) 0) rn 0) 0) 00) 0) G) rn M 0) 0) Q�i 0) 0) W o O O O O O O o O O O o O O O O o O O o CD CID O M f- N (0 f-- () O LO (0 T O N O 0 CD T V T O N N O O O O O r N.T T O O h M O 4 0 — N :C0 (O to CR C9 CD O C9 CD O 0 O N 0 (�. O T O O T 04'O O O O O O O O O O O O O O O O 0000r•OD(D4CORoVr-000O0)U)?- SCO 0 N N 0 CO LO OZ T T c7 O T � N 0 r� V T CD O O T O O O O O O O O r r O 0 0 0 N T O N L •m T N C7 I N O Cl) TN C7 I IO 9 :• CO q) O� CV CO � 0� a� f`� CD � 0)� O� Z oZ T r r r T r r r r r N Z Z riiJQ� Z 0 1 O 0 ojE! N 0$ 0 LL 2 tf) OCY Q II � Q Z O t u) N i ZLU � Q U U LL w I-- a aS2 rr LL ao m Za o w f � g =l7 � Q a) U E E E E E E E E E E E E E E E E E E E E E E E > > > > > > > > > > > > > > > > > > > > > > > E EEEE E E EEE E EEEEEEEEEEEE c c c c c c c c c c c c c c c c c c c c c c c EE E E EE E E E E E E 'E 'E 7E E E E EE Q E EE w C C C C C C C C C C C C C C C C C C C C C C C E E *E "E E E -E 'E E E E E EE EEEE E EE E E 1n 1g1n�� ID N U)U)U) U) malglgU) W)totoCl)OOto a a a a a a a a a a a a a a a a a a a ao a a s o m O N O 7 0 0 0 0 0 -: 0 0 0 0 0 0 0 0 0 0 0 0 N�� 1n W 10 CD ID(01f) CO U) U) CD b 1[) U) 10 f� 10 CD IC) 10101p v) 1n 101n U) 1n Mtn Z 1vEN U N Z w C n O� UV C 0 0 .- l9 N N l9 to O (O t0 N N t0 CD N N CD CD N N m CO CD q CD CD 1p to q O n NNtGtGOOCCNNCC OCCC•tROCC1INGOCCCOCCGON PEo �OO1p 1nNNNNR 10 q CD CD CDNNW 1qN N1q 1q 1p 1p q q 101lf CD CR 1q - NNE. - --— -.-- —--NN�rNN��NNNN��NN��-� OO w � pp pp pp pp pp pp pp pp p p pp pp p p pp p p pppp pp pp pp pp pp aDaDOOt01000(Oa,t000pp(p(Oq_0p(a(p1Cf Jw w d .-. 1�1nl�lq(00_(00(00(q(OOfOln1A C C O C C C C C O O C O C O N N O C N N N N O O N N 0 0 0 tt N H Hpp pp QSNNn-cyoo pp Spp NNpp O.- CC42pp pp pp Opp jooN ,-� •-� ZV^ J C M Uq O O O CD O O CD I': a) Cq '.- 1• N 1. CD q 0 7 N 0 M�CGIn�MNC(LINCDC� (GN��CGQ��C�GN�N+-NAG FE(o w O w QQ p p p pp p p p p p p p p p p p p p p p 8 0 p 0 p p 0 0 0 0 0 0 S S S S O O S S S S S S S S S S S S S S Z aQ 1q N N N N N N N N N N N N N N N N 0 0 N N N N N N N N N N N N N N N CC �x C6 Z J f*tf*tnrt. flt C!aai.i,i,C°1o,C°'o. U . .rIt1�•$ 000000000000 000000000000000000000 m IgIgC4C4 IgIf InlgfptpC7l. .af+a -- . Q� N 6 6 6 6 6 6 0 0 -- C C 0 0 0 0-- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 oa . Z mN c� cq _ O_ _ J f z z z i z z z z z t d th th 6 th 1 0 x� U N 1 T II H N W � m TT O 8 O LL to N 1� cc Q II Q N O O NN H Q 0 U N UO W U F a0) N Q r LL N m m Z W OF m J N U 0 4. E E E E E E E E E E E E E > > > > > > > n > > > > > E E E E E E E E E E E E E c c c c c 7E c ccc c c c Q E E E E E E E E E E E E E 3�5 cc c c c c c c c ccc c c c E E E E E E EE E E E E E N U) to U) U) w to to to to in In m m m m m m m m m m m m m m QJ Z N COON 060—OOCOOor-P,000 W In 6 6 tO W N 6 tO 6 6 M 6 6 6 V 6 In In LL U CO) Z W t 0 IL OJ U U n n n N aD aD CD N N� A m m R R�� N N C O Nr-+-NNCGCG��NNCC��NN .- X E N NIn q q N to N N N C N N g q N N InN � N N� � NN--- -—r — — —-- .- OS C �� J d pp pp p pp pp p pp pp pp pp pp. pp pp tnOOtOp_tppOtCOtptOGtOC_tUlAtptOOlnlnlnlA W `� O tD C N N O G N N C C G O O O C C G C O C co F Z.^ pp pp pp pp 88 88 NNNNN.N-�NNaDCOIfV�OONNS W J OaDNIgfl: a0 W tDOOOggqCR0 C FEto O—OM ONCtOM-OOOWIOM-00 ,. � ow 8888888888888888888 Q rn w p O p o p p gCD ZJ U N O C O O C C O O C C 0 0 0 0 0 0 0 0 0 MO8V 120C,olul"I p V�� Q� 1N O�.-+-.-OOCCCCCONN��CC 0 Z m N w Z Z Z Z Z Z f Z 1 t z 0 w 11 CL Z z z a 2 L Z 2 U .E U C U m m U C C C C Q'eSL D� a� uO O 0►-�r-�f-r- O ,22 Ff- f- F- r- O O O O �121- p i IT z tS g R m m O) A m m m N A N A O) m h C Y fA fV O) N m lmq A Op) < N a A m q N C f9 0) Vi O) m IA C! Pl N l7 Y a t� s � m � c� W r W A m m m N AN A 0 !� C �? N C N N N N W N -R�10p eAp CpD O N R 9 R m m O A m O! N e l9 m O) l9 O) m !- N a Ol N Y w _ pp y a m m m m m m OD m m m m m m m m m m m m m m m 2 . z N N N W 1 1 f� P.; C N:P.,C v N N PI m N A p � �lyq m N ^ ^ U) N (7 A m g N R q m q Q0 O! N ¢ o Ol O N m O O N CC!O OC l7 R O) m Q r0 Q O N O N h m m p cp p �p m tpf .- O 466 C l0 m O) C (pN r 1eO9 pO pC pp O A O O O O V O$ pC pO C O N O W 1NO pY O N O O OC pC BOO p pO m O O p m �f/ f7 N N N If1 fV ? N 1ff N N N N N l9 1A b If> V If/ t{ ? �f) U m n amo o O O C O O G C C G C C C O C O G O C C C C O C O G O O l�l l7 C) fma HNf (V� mO ( N: N .- O m O O O W Z E m m O O m W A O O O R V O O F — E 1D q toN N m O A N . M N F 6 a 7 � m ? �N-7'T.99 t7 N 0, + Cc, O t t+ t V Z N v (l1 !h VS W (l1 W++ O) 0) 41 q 0) 0) 0) � f Z � Z. f Z 1 1 I r l z z a z a z Y ai a z z t a z a i a z Z�z 3c F F, c c is ;c° ;c ;c g eja �o rob�e12 t-F•r�f-�d`F-r p W a z m = ' mr 0 q Q W to o t' o n OR m Q to OR m g w o n N cD .- a 10 co f (V C N fV Pi f V 0 lV C QI Oi co tD in cm IL co O � o m d W¢� W W G s O cl Q to (p m W O n m to Q n m W M O O in N CDa co et fY C {�j fV N It -w02 (3 o lV t7 Q) m K) N ' U N zz ^ Q v o �j � Z {S' O W Q to m tD N O n m W Q n m W B O O to N t0 n to c7 n w (V O fN �7 v O c0 d C lV c7 cD to cm (V C (yam (l7y O N N to Q N 6 to 0O CD m ccy c7 O M C M cN N C r ppO pO pO pO p� pC pO pO pC tD f9 fD f0 N cD R tS t$ 10 N R S ig 2 S te9 A l0 Y V m 1f> Ip H V tf7 V 1!> R N Yf 6 w to h H N to 6 6 Cl) m Ip U m aD W tl^D OD n m Owl cD O a 8 io 10 A 8 - a a x A W O C 0 0 0 0 0 O O 0 0 0 0 0 0 0 o 0 0 0 0 0 0 O .. r Q O O O O Q O M O N O t7 O Q -: n 0^ O n tD n O h 0 A on 1A to 0 m La O kn m 10 tri m m la m 40 A m V W b w W a. E m Q O n Q Q Q Q N Q O O O O O O 0 O O qF �y W _ZJ F E � V z r7gZ N m O n r 1 n Or - _O _� _N t7 d_ _N _n _N cD N A_ z z z 2 z Z z z z z z z z'z z z z zzz Z zf a O �_ _N W n tD n n z z z t z z z z z z z u i i t 1 1 1 aCD �xa (3( a LU �Z m Z m O O O N IT q of OR N b W 0) O 0� W P) 0� n m W O n O! m co.- 10 m N W N W f .i0 " 1� 1 n n � O /7 N N ci m M> fV ,fi m a a ' �y o m w a O m � LL O f0 O N O W V m N IA O aD A m l'9 aD A W .- 10 m N l0 W N W ,p aA A A AA {n} n A fad aA n n S�5 V O O c7 N A W t.! q U0 Iq m m C^ CD m (C �(qy p O �Wp apD �0 mO O N l0 l7 l9 V �t 'rt W C W0 O N 0) W N W O N^ O 10 l�f m If7 LpV� �y Ol�y pp �y Sm O l+J aD m o p� �0 mm c7 O O aD O Y oo pp m �p - 6 O a 10 CC 0 G ri N 10 N 1q aD .p- W r pC N�CO pC pO 8� 8 8 8 81 8 pG pC 1md pm O 8 A $ V 8 R t) pQ O pG pO o� p0 pC pC 8 8 8 a 8 R 8 8 o m O1 fG R R Y m M 6 l7 l7 l7 t9 6 l7 Pf 16 OD OD 6 m OD m 6 Oi U m ��W00 ��000J h fD t0 n w r P �NOOi W r tD 2 8 M h n 9 P p 8 O 2 $ 2 8 C O O O O O O 0 C C C C C C .0 C C C C C C C C 0 0 0 0 _ 0 0 a 0 0 o v e W o C o n W m eo lM� f op � np C a N o 0 0 0 o ao 0 0 C N C N 0 C H Uf V V V € W 1 s E m col7 C 0 ao W n 0 0 0 a T 0 0 E m 10 to fV N 10 O n C C !V F � a w � m py�J{ N T 4 v v A d1 9 9 2 m N 0) W— tll _ _ v sQ ��N1 t% N Jl O 2 Z Z fh N toG+11 (� N� Z Z Z Z 2 1 1 1 1 1 1 1 j 6 1 1 S 1 1 1 z ZpCL �rt��?ZfZf�Z�Zgt ZCCfr C Y= C C O C C C C C C IF C i Z O C a 3Q$�s�S$pp ac3a 3 _40 c3 8 i W a a z _ O ti � R 0 .- m of CC!N O NIP: O g A n m m l9 m m m m CD cli e7 0 (D G 0 N CO O If> ' W) Oi 10 a a P TV Q � m W 0 W m V col9 g N h 0 q Pt PI: .om m '1 ID cai of a6 c of o N ad tD A ,d LL ozz = Ci ao l0 U 0 m C m Vo M N A O O n IA m m eq 1n n m O Q m N Ol M ml (�I M O! l7 t�i O ID Ol C mi .% N N 1tf U1 In 6 N t0 h lMp 00 w m .- �C N C N OO M* o co N pO o< ppO pO p� pN pO pO pp ppp f0 H a Q S N S Q s S O O a O A 0 2 8 8$$$ H m OD m CD w O Oft, OD m m OCD aD Oi aD .D m wi Oi U m pqO�i chp cOpi �Optl I�OVyi imp (O�W Ol O O W aD n m C) aD m O fD O1 W O l7 n W C C C O O o o o O G G G C G C C C C C G G C G O .... E w N O h O O N 0 m 0 0 0 O O It co 0 0 C N O h O w 0 m0 0 N O A 0 m 0 0 N O 0 Lei 0 6 6 6 0 6' Ld W a. E m m a Q C T R N R O O O O O O O O. O E n F E a g n m Pt.^_ _N W O C4 in N_ m LV A_ l_V CD 0/ �_ Q Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z 2 Z Z Z Z C ^ a? O f Z f 2k f f 2 2E f f f f I PIPES, CHANNELS, CATCH BASINS 1 1 11 1 1 C' 1 I 1 BASIN S-2 OPEN CHANNEL SECTION B-B Worksheet for Trapezoidal Channel Project Description Project File c:\haestad\fmw\safeway.fm2 Worksheet BASIN S-2 OPEN CHANNEL Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.005000ft/ft Left Side Slope 4.000000 H : V Right Side Slope 4,000000 H : V Bottom Width 2.00 ft Discharge 65.20 cfs Results ' Depth 2.03 ft Flow Area 20.46 ft' Wetted Perimeter 18.70 ft ' Top Width 18.20 ft Critical Depth 1.52 ft Critical Slope 0.019367ft/ft Velocity 3.19 ft/s ' Velocity Head 0.16 ft Specific Energy 2.18 ft Froude Number 0.53 Flow is subcribcal. Ezzloo — 49. O CS -CZ I= t 33% = -66. Zo C 5 S Z , 03 �/ p100• �.p I BASIN 8-5 OPEN CHANNEL SECTION A -A Worksheet for Trapezoidal Channel Project Description Project File c:\haestad\fmw\safeway.fm2 Worksheet BASIN S-8 OPEN CHANNEL Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.005000Nfft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Bottom Width 2.00 ft Discharge 70.60 crs Results Depth 2.09 ft Flow Area 21.71 ft' Wetted Perimeter 19.26 ft Top Width 18.75 ft Critical Depth 1.58 ft Critical Slope 0.019163fVft Velocity 3.25 f /s Velocity Head 0.16 ft Specific Energy 226 ft Froude Number 0.53 Flow is subcritical. QIoO = 55.7x> G�6 o D` 77A �oo— 7 Z�_7"Z 1G►a 3w. 1 � � 1 Tom - -7-7. �V3 1 A A 0 , 0 S-Z II II II II Mcm- l��S -73.Z'7 S-4A L--r- C? : 49.4 1 II 4c p. l0 l-s- - C- I I TbP -77.95 i ti+v. - -73. zz S-4B IM 4e . o C- -s �n- BTd�r- -74.6L Ml II STORM SEVEN SYSTEM DESIGN USING MINER MODEL Developed by Dr. Janes Goo, Civil EsS. Dept, U. of Colorado at Deaver Metro Deaver Cities/Coaaties A DDFCD Pool Fund Study ------------------------------------------------------------------------------ ---------------------------------------------------------------------------- DSER:IORTHERN EMS SERVICES INC-FT COLLINS COLORADO........................... 01 DATA 12-01-1996 AT TIME 10:03:12 VERSION=03-16-1994 ' er= PROJECT TITLE :HARMONY SAFEWAY MARXETPLACE M SUMMARY OF HYDRAULICS AT MANHOLES MANHOLE CNTRITIIG RAINFALL RAINFALL DESIGN GROUND WATER C0INIINTS 1D NUMBER AREA $ C DURATION INTERIM PEAL FL01 ELEVATION ELEVATION MINUTES 11CH/HR CFS FEET FEET --------------------------------------------------------------------------- 1.00 I/A I/A I/A 49.40 77.00 74.61 01 2.00 N/A N/A 1/A 49.40 77.95 76.16 01 3.00 I/A I/A 1/A 49.40 77.95 76.46 OI 4.00 I/A I/A I/A 49.00 77.00 76.97 OI S.D6 I/A I/A N/A 49.00 77.00 77.34 10 01 MEANS WATER ELEVATION IS LOIIR TRAM GROUND ELEVATION SUMMARY OF SEIER HYDRAULICS NOTE: TOE GIVEN FLOW DIPTI-TO-SEIEI SIZE RATIO= .8 ------------------------------------------------------------------------------- SEIER MANHOLE NUMBER SEVER REQUIRED SUGGESTED EXISTING ID IUMBIR UPSTREAM DISTRIAM SHAPE DIA(R1SE) DIA(RISE) DIA(RISE) WIDTH ID 10. ID 10. (11) (FT) (11) (FT) (11) (FT) (FT) --------------------------------------------------------------------------- 12.00 2.00 1.00 ROUND 36.64 42.00 36.00 0.00 23.00 3.00 2.00 ROUND 36.64 42.00 36.00 0.00 34.00 4.00 3.00 ROUND 36.53 42.00 36.00 0.00 45.00 5.00 4.00 ROUND 36.64 42.00 36.00 0.00 DIMENSION UNITS FOR ROUND AND ARCS 5EIIR ARE 11 INCHES DIMENSION UNITS FOR BOX SEWER ARE 11 FEET REQUIRED DIAMETER WAS DETERMINED BY SEIER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZI. FOR A NET SEWER, FLOW VAS AIALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISTTNG SIZE WAS USED ---------------------------------------------------------------------------- SEIER DESIGN FL01 NORMAL NORAAL CRITIC CRITIC FULL FROUDE COMMERT ID FLOW Q FULL Q DEPTH YLCITY DEPTH VLCITY VLCITY 10. NUMBER CFS CFS FEET FPS FEET FPS FPS 12.0 49.4 47.3 3.00 6.99 2.29 8.54 6.99 0.00 V-01 23.0 49.4 47.3 3.00 6.99 2.29 8.54 6.99 0.00 V-01 34.0 49.0 47.3 3.00 6.93 2.28 8.50 6.93 0.00 V-01 45.0 49.4 47.3 3.00 6,99 2,29 8.54 6.99 0.00 V-01 FROODE NONBER=O INDICATES THAT A PRESSURED FLOW OCCURS SEWER SLOPE INVERT ELEVATION B➢RIED DEPTH COMMENTS ID BOMBER UPSTREAM DISTREAM UPSTREAM DISTREAM I (FT) (FT) (FT) IF?) --------------------------------------------------------------------- 12.00 0.50 73.22 72.75 1.73 1.25 01 23.00 0.50 73.37 73.22 1.58 1.73 OI 34.00 0.50 73.80 73.38 0.20 1.57 10 45.00 0.50 73.80 73.80 0.20 0.20 10 OI MEANS BURIED DEPTH IS GREATER THAI REQUIRED SOIL COVER OF I FEET M SUNNY OF HYDRAULIC GRADIENT LINE ALONG SIRENS ------------------------------------------------------------------------------- SEIER SEVER SURCHARGED CROWN ELEVATION IATBR ELEVATION FLOW ID BOMBER LENGTH LENGTH UPSTREAM DNSIREAM UPSTREAM DISTIEAM CONDITION FEET FEET FEET FEET FEET FEET ------------------------------------------------------------------------- 11.00 95.00 95.00 76.22 75.75 76.26 74.61 PRSS'ED 23.00 30.00 30.00 76.37 76.22 76.46 76.26 PRSS'ED 36.00 85.00 85.00 76.80 76.38 76.97 76.66 PISS'ID 65.00 0.10 0.10 76.80 16.80 77.34 76.97 PISS'ID PRSS'ED=PRESSURED FL0B; JUMP=POSSIBLE HYDRAULIC JUMP; SURCR=SUBCRITICAL FL01 *=i SUMMARY OF ENERGY GRADIENT LINE ALONG SEVENS ------------------------------------------------------------------------------- UPST MANHOLE SEVER JUNCTURE LOSSES DOVIST MANHOLE SEVER MANHOLE ENERGY FICTION IEID 1E11) LATERAL LATERAL MANHOLE ENERGY ID NO ID 10. ELEV FT FT I COIF LOSS FT I COEF LOSS FT ID FT ------------------------------------------------------------------------------- 12.0 2.00 77.02 2.61 0.25 0.00 0.00 0.00 1.00 14.61 23.0 3.00 77.22 0.16 0.05 0.04 0.00 0.00 2.00 77.02 34.0 4.00 77.72 0.46 0.05 0.04 0.00 0.00 3.00 77.22 45.0 5.00 78.10 0.00 0.50 0.38 0.00 0.00 4.00 77.72 BEND LOSS =BIND It FLOIIIG F➢LL VHIAD 11 SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS I9I1FLOW FULL VHEAD FRICTION LOSS=O MEANS 17 IS NEGLIGIBLE OR POSSIBLE ERROR DOE TO JUMP. FRICTION LOSS INCLUDES SEVER ]AVERT DROP AT MANHOLE NOTICE: VREAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A 1111MON JOCTION LOSS OF 0.05 FT VO➢LD BI INTRODUCED UNLESS LATERAL I=O. FRICTION LOSS WAS ESTIMATED IT RACIIATER CURVE COMPUTATIONS. I 1 11 11 1 ONSITE BASIN S-5 (PIPE ACROSS MCMURRAY) Worksheet for Pressure Pipe Project Description Project File c:kdrainagethaestad\fmw\safeway.fm2 Worksheet ON SITE BASIN S-8 W OF MCMURRAY Flow Element Pressure Pipe Method Manning's Formula Solve For Discharge Input Data Pressure at 1 0.67 psi Pressure at 2 0.00 psi Elevation at 1 71.95 ft Elevation at 2 70.11 ft Length 23T00 ft Mannings Coefficient 0.013 Diameter 36.00 in Results Discharge 79.7118 cfs Headloss 3.39 ft Energy Grade at 1 75.47 ft Energy Grade at 2 72.09 ft Hydraulic Grade at 1 73.50 ft Hydraulic Grade at 2 70,11 ft Flow Area 7.07 ft' Wetted Perimeter 9.42 ft Velocity 11.28 ft/s Velocity Head 1.98 ft Friction Slope 0.014284 ft/ft F3/10/97 10:46s41 FlowMeater v5.13 Haestad McCads, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1886 Page 1 of 1 r 41 a�0 V-j �I/V O 4 I 7 4 Z Q W d 0 F, STORY SEWER SYSTEM DESIGN USING DOSSIER YODEL Developed 0Y Dr. laces Guo, Civil Eng. Dept, U. of Colorado at Deaver Metro Deaver Cities/Counties A UDFCD Pool Food Study ------------------------------------------------------------------------------ --------------------------------------------------------------------------- ' USER:IORTHERI ENG SERVICES IIC-FT COLLINS COLORADO ........................... Of DATA 11-01-1996 AT TIME 10:19:42 VERSIOI=03-16-1994 +++ PROJECT TITLE :HdRYOIY SAFEWAY MAIKETPLACE e++ SUMMARY OF HYDRAULICS AT MANHOLES ' - - - ------------------------- YAIHOLE CNTRB711G RAINFALL RAINFALL DfiSIGW GROUND WATER COMMENTS ID NUMBER AREA + C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET 1.00 A/A I/A - 1/A ------------------------------------ 53.20 74.00 72.61 01 ' 2.40 I/A VA 3.00 N/A I/A I/A I/A 53.20 53.20 75.75 75.10 73.65 74.21 01 01 4." N/A 1/A I/A 53.20 76.84 74.97 01 5.00 1/A I/A N/A 53.20 76.84 75.19 01 Of MEANS WATER ELEVATION 1S LONER THAN GROUND ELEVATION ' ite SUMMARY OF SEVER HYDRAULICS VOTE: THE GIVEN FLOW DEPTH-TO-SEIER SIZE RATIO= .8 ' ------------------------------------------------------------------------------- SEWER MAMHOLE ORION SEVER REQUIRED SUGGESTED IEiSTI#G ID NUMBER UPSTREAM DISTREAY SHAPE DIA(RISI) DIA(RISI) DIA(RISI) WIDTH ID g0. 10 RD. (IN) (FT) (11) {FT) ill) iFT) (FT) ------ ---------- -------- ----- ----- ---------- ---------- ----- i2.B0 2.08 i.OB R08AD 34.49 36.80 36. 00 36.00 4 5.00 45.00 23.00 3.00 2.00 ROUND 34.49 36.00 36.00 45.00 34.0D 4.00 3.00 ROUND 37.00 42.00 36.00 45.00 ' 45.00 5.00 4.00 ROUND 37.00 42.00 36.00 45.00 01111SION UNITS FOR ROUND AND ARCH 61111 ARE 11 INCHES DIMEISIOA UA17S FOR B01 SEWER ARE 11 FEET REQUIRED OfAMSTER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A g£V SEVER, FLOW #AS ANALYZED BY THE SUGGESTED SEVER SIZE; OTHERWISE, ' E11SIT1G SIZE WAS USED ------------------------------------------------------------------------------- ' SE#ER 111111 FLOW NORMAL 1D FLOW Q FULL Q DEPTH MOM VLC17Y CRITIC CRITIC FULL RHODE DEPTH VLCITY VLCITY 10. COMMENT NUMBER . CFS CFS FIE? FPS FEET FPS FPS ' 12.0 53.2 59.8 2.10 9.51 2.37 8.89 7.53 1.16 V-01 I3.0 53.2 $9.8 2.20 9.56 2.37 8.89 7.53 1.16 V-01 34.0 53.2 49.6 3.00 7.53 2.37 8.99 7.53 O.bg V-01 45.0 53.2 49.6 3.00 7.53 2.37 8.89 7.53 0.00 V-01 FRODDE 1DNBER=0 INDICATES THAT A PRESSURED FL01 OCCURS SEVER SLOPE IIVI17 ELIVA7101 BURIED DIM COMNEIIS ID NUMBER UPSTREAM DISTRIAM UPSTREAM BISTREAN I (F7) (FT) (FT) (F7) 12.00 0.80 71.23 70.11 1.47 0.89 10 23.90 1.81 71.84 71.2E 0.26 1.47 10 34.00 0.55 71.95 71.84 1.89 0.26 10 45.00 0.55 71.95 71.95 1.89 1.89 01 OI NEAIS BURIED DEPTH IS GRIATIR THAN REQUIRED SOIL COVER OF 1 FEET to SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SIMS ------------------------------- ----------------------------- ----------- SEIER SE1111 SURCHARGED CROIN ELEVATION RATER ELEVATION FLOM ID NUMBER LENGTH LEIGTB UPSTREAM DISTREAM UPS711AN DISTREAM COIDITI01 FEET FEET FEET FEET FEET FEET ------------------------------------------------------------------------------- 12.80 141.00 0.06 74.28 73.11 73.65 72.61 JUMP 23.00 70.00 0.00 74.84 74.28 74.21 73.15 JUMP 34.00 20.00 20.00 74.95 74.84 74.97 74.21 PISS'£D 45.00 0.10 MD 74.95 74.95 75.19 74.97 PRSS'BD PRS8'BD=PRESSURED FLOI; III&POSSIBLE HYDRAULIC JUMP; SUICR=SEBCRITICAL FLOW trr SUMMARY OF ENERGY GRADIENT LIKE ALONG SI11RS ----------------------- -PST NANHOLI SHIER JUNCTURE LOSSIS DOIKST NAIMOLI SEVEN MANHOLE ENERGY FRCTW BENS BEND LATERAL LATERAL NAIMOLI ENERGY ID NO ID 10. ELIV FT FT I COEP LOSS FT 1 COIF LOSS FT ID FT ' 12.0 2.00 74.88 2.27 0.25 0.00 0.00 0.00 1.00 72.61 23.0 3.00 75.44 0.43 0.15 0.13 0.00 0.00 2.00 14.88 34.0 4.00 75.85 0.34 0.08 0.07 0.00 0.00 3.00 75.44 45.0 5.00 74.07 0.00 0.25 0.22 0.00 0.00 4.00 75.35 BEND LOSS =BEND I= FLOIIIG FULL VHIAD IN S1111. LATERAL LOW OUTFL01 FULL VNIAD-JCT LOSS 1*11FL01 FULL MEAD FRICTION LOSS=O NEAIS 17 IS NEGLIGIBLE OR POSSIBLE ERROR DOE TO JUMP. FRICTION LOSS INCLUDES SEVEN INVERT DROP AT 01SOLE IOTICE: VBEAD DIIOTES THE VELOCITY BEAD OF FULL FLOM CONDITION. ' A M111MOM JECTIOW LOSS OF MS FT NOW BE INTRODUCED UNLESS LATERAL I=O. FRICTION LOSS WAS ESTIMATED BY BACIIATER CURVE COMPUTATIONS. L_J UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAPES GUO, CIVIL EKG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UDBFCD USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 12-01-1996 AT TIME 10:33:35 M PROJECT TITLE: SAFEWAY BASIN 5-3 rv* CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 3 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 4.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION IN)= 2.00 SUMP DEPTH (ft)= 0.50 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.60 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch): 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 7.11 GUTTER FLOW DEPTH (ft) = 0.27 FLOW VELOCITY ON STREET (fps)= 1.91 FLOW CROSS SECTION AREA (sq ft)= 0.63 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)- 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 9.42 BY FAA BEC-12 METHOD: DESIGN FLOW (cfs)= 1.20 FLOW INTERCEPTED (cfs)= 1.20 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 1.20 FLOW INTERCEPTED (cfs)= 1.20 CARRY-OVER FLOW fcfs)= 0.00 5— 3 glOu = I LLr-Y _ ST a __ �- _ /1,e� • L7s3= LIT`! -STD 4, Qu2rm- _ I W.l L= 1 ------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GOO, CIVIL ERG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UDBFCD ------------------------------------------------------------------------------ USER:Northers Engineering Services -Ft Collins Colorado ....................... ON DATE 12-01-1996 AT TIME 10:46:12 ' ssr PROJECT TITLE: INLET DESIGN $*1 CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: I ri iI INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: 1 6 URA, i v,11 cr I �11.L$F >� 1=_� _ GIVEN CURB OPENING LENGTH (ft)= 5.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 wlLr—T t+- ArtrnC._1Pwnot.L_-o= LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.50 __F_�� P_✓:1K1(�_lAT Note: The sump depth is additional depth to flow depth. - • STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (1) = 1.00 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 11.31 ' GUTTER FLOW DEPTH (ft) = 0.35 FLOW VELOCITY ON STREET (fps)= 2.91 ' FLOW CROSS SECTION AREA GRATE CLOGGING FACTOR (sq ft)= (1J= 1.40 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 12.40 BY FAA BEC-12 METHOD: DESIGN FLOW (cfs)= 4.10 FLOW INTERCEPTED (cfs)= 4.10 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDPCD METHOD: DESIGN FLOW (cfs)= 4.10 FLOW INTERCEPTED (cfs)= 4.10 CARRY-OVER PLOW (cfs)= 0.00 ------------------------------------------------------------------------------ ODINLET: INLET BYDARULICS AND SIZING DEVELOPED BY ' DR. JAMES GOO, CIVIL EKG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUKTIES AND UDBFCD ------------------------------------------------------------------------------ USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 10-13-1996 AT TIME 12:15:19 ur PROJECT TITLE: MONTE CARLO SOUTH u: CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: �pS�n� �— la, j INLET HYDRAULICS: ON A GRADE. 1 GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 REQUIRED CURB OPENING LENGTH (ft)= 17.51 l IDEAL CURB OPENNING EFFICIENCY = 0.97 j ACTURAL CURB OPERNING EFFICIENCY = 0.93 O STREET GEOMETRIES: LL STREET LONGITUDINAL SLOPE (%) = 0.40 W Al STREET CROSS SLOPE (%) 2.00 STREET MANNING N 0.016 J GUTTER DEPRESSION (inch)= 1.50 Q GUTTER WIDTH (ft) 2.00 i STREET FLOW HYDRAULICS:fo "'ppp"';iii111 WATER SPREAD ON STREET (ft) = 15.06 Q1 GUTTER FLOW DEPTH (ft) = 0.43 ' FLOW VELOCITY ON STREET (fps)= 2.12 FLOW CROSS SECTION AREA (sq ft)= 2.39 O' GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 INLET INTERCEPTION CAPACITY: ! IDEAL INTERCEPTION CAPACITY (cfa)= 4.95 BY FAA BEC-12 METHOD: DESIGN PLOW (cfs)= 5.10 FLOW INTERCEPTED (cfs)= 4.74 CARRY-OVER FLOW (cfs)= 0.36 ' BY DENVER UDPCD METHOD: DESIGN PLOW (cfs)= 5.10 FLOW INTERCEPTED (cfs)= 4.45 CARRY-OVER PLOW (cfs)= 0.65 UDINLET: INLET RYDARULICS AND SIZING DEVELOPED BY DR. JANIS GOO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UDIFCD ----------------------------------------------------------------------------- USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 10-13-1996 AT TIME 12:16:47 M PROJECT TITLE: MONTE CARLO SOUTH ist CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: INLET HYDRAULICS: ON A GRADE. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 15.00 1111 REQUIRED CURB OPENING LENGTH (ft)- 27.18 u• IDEAL CURB OPENNING EFFICIENCY = 0.76 ACTURAL CURB OPENNING EFFICIENCY = 0.71 STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.40 STREET CROSS SLOPE (%) = 2.00 IU STREET MANNING N = 0.016 J T GUTTER DEPRESSION (inch)= 1.50 ,1 GUTTER WIDTH (ft) 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 20.88 % GUTTER FLOW DEPTH (ft) = FLOW VELOCITY ON STREET (fps)- 0.54 2.56 Q J FLOW CROSS SECTION AREA (sq ft)= 4.48 O O GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 10.00 O INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 8.71 BY FAA BEC-12 METHOD: DESIGN FLOW (cfs)= 11.40 FLOW INTERCEPTED (cfs)= 8.09 CARRY-OVER FLOW (cfs)= 3.31 BY DENVER UDFCD METHOD: DESIGN FLOW (cfe)= 11.40 FLOW INTERCEPTED (cfs)= 7.84 CARRY-OVER FLOW (cfs)= 3.56 OI MEANS BURIED DEPTH IS GREATER THAI REQUIRED SOIL COVER OF 1 FEET M SUMMARY OF HYDRAULIC GIADIEIT LINE ALONG SEVERS SEIER SEVER SURCHARGED CROW ELEVATION BATHE ELEVATION FLOW 111111111 LEIGTI LEIGTI UPSTREAM DISTABAM 1111RIAM D1STRIAM CONDITION ' FEET FEET FEET FEET FEET FEET ---------------------------------------------------------- 12.00 121.00 121.00 73.16 72.95 73.55 73.70 PRSS'ED I3.00 152.00 152.00 73.42 73.11 74.14 73.55 PISSED 34.00 150.00 150.00 73.68 73.43 74.73 74.14 PISSED 45.00 120.00 120.00 73.88 73.68 75.27 74.73 PRSS'ED ' 16.00 170.00 67.00 90.00 170.00 90.00 71.17 73.82 73.88 73.67 76.03 76.46 75.17 76.03 PISSED PISSED 78.00 88.00 88.00 73.97 73.82 77.21 76.46 PISS'ED 89.00 94.01 94.00 74.21 73.97 77.92 77.21 PASS 'ID 910.00 88.00 88.00 74.43 74.21 78.58 77.92 PISS 'ID 411.00 162.00 162.00 75.02 73.19 75.65 74.73 PISS 'ID 1112.DO 152.00 82.81 76.25 75.02 75.97 75.65 JUMP 1213.00 0.10 0.00 76.25 76.25 76.01 75.97 JUMP ' 614.00 177.00 156.84 76.50 73.93 77.16 76.03 JUMP 1415.00 0.10 0.10 76.50 76.50 77.24 77.16 PRSS'8D ' PRSS'ED=PRESSURID FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SOBCR=SUBCRITICAL FLOI __$ SUMMARY OF BREEZY GRADIII? LIVE ALONG SEVERS OPST MARROLE SEIER JUICTDRE LOSSES DOIISI MANHOLE SEVER MANHOLE IIEIGY FRCTIOI BIRD BEND LATERAL LATERAL MANHOLE EIERGY 1 1111 ID 10_ ELIV FT FT I CORP LOSS FT I CORY LOSS FT ID FT ^73.70 12.0 2.00 74.07 0.37 0.05 0.00 0.00 0.00 1.00 23.0 3.00 74.67 0.47 0.25 0.13 0.00 0.00 2.00 74.07 34.0 4.00 75.21 0.42 0.25 0.12 0.00 0.00 3.00 74.67 45.0 5.00 75.33 0.48 0.25 0.14 0.00 0.00 4.00 75.21 56.0 6.00 76.46 0.52 0.25 0.11 0.00 0.00 5.00 75.83 67.0 7.00 77.D1 0.53 0.05 0.03 0.00 0.00 6.00 76.46 78.0 8.00 77.19 0.63 0.25 0.14 0.00 0.00 7.00 77.02 89.0 9.00 78.50 0.67 0.05 0.03 0.00 0.00 8.00 77.79 III .0 10.00 79.16 0.63 0.05 0.03 0.00 0.00 9.00 78.50 411.0 11.00 75.80 0.56 0.25 0.04 0.00 0.00 4.60 75.21 1112.0 12.00 74.12 8.28 0.25 0.04 0.00 0.00 11.00 75.80 1213.0 13.00 76.16 0.00 0.25 0.04 0.00 0.00 12.00 76.12 614.0 14.00 77.49 0.95 0.25 0.08 0.00 0.00 6.00 76.46 ' 1415.0 15.00 77.58 0.00 0.25 0.08 0.00 0.00 14.00 77.49 BIRD LOSS =1EI1) Is FLOWS FULL VIEAD 11 SEVER. LATERAL LOSS: OOTFLOI FULL VHEAD-JCT LOSS IsIIFL01 FULL VHEAD FRICTION LOSS-0 MEANS IT 1S IEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTIOR LOSS INCLUDES SHIER INVENT DROP AT MANHOLE ' IOTICI: VHEAD DEMOTES THE VELOCITY BRAD OF FULL FLOW CONDITION. A 11IIMUM JUCTI01 LOSS OF 0.05 FT IOULD BE INTRODUCED UNLESS LATERAL I=O. FRICTION LOSS IAS ESTIMATED BY BACIIATIR CURVE COMPUTATIONS. I STORM SHIER SYSTEM DESIGI USING ODSEIER MODEL Developed by Dr. Jana Goo, Civil fig. Dept, 0. of Colorado at Deaver Metro Deaver Cities/Couaties E ODFCD Pool Faad Study ' OSEI:ROHTHERN ING SERVICES IIC-FT COLLIIS COLORADO ........................... 01 DATA 12-01-1996 AT TIME 13:52:25 VIRSIOI=03-26-1994 =;v PROJECT TITLE : =v8 SUMMARY OF HYDRAULICS AT MANHOLES -------------------------------------------------------- MANHOLE C17RITING RAINFALL RAINFALL DESIGN GROUND IATER C01011NTS ID NUMBER AREA v C DURATION IITEISITY PEAS FL01 ELEVATION ELEVATION ----------------------------- MINUTES R CIS FEET FEET 1.00 I/A I/A - 1/A ----------------------------- 55.90 75.00 73.70 ----- OE 2.00 1/A N/A 1/A 55.90 77.00 73.55 01 3.41 I/A I/A I/A 55.90 76.25 74.14 01 4.00 N/A I/A I/A 53.30 76.50 74.73 01 5.00 I/A 1/A N/A 42.40 77.00 75.27 01 6.00 N/A R/A 1/A 37.10 77.00 76.03 01 7.00 N/A I/A 1/A 23.90 77.50 76.46 01 8.00 N/A N/A N/A 19.20 78.90 77.21 01 9.04 I/A I/A I/A 19.20 78.75 77.92 01 10.00 N/A N/A N/A 19.20 80.00 78.58 01 11.00 N/A N/A 1/A 3.11 77.50 75.65 01 12.00 13.00 N/A N/A I/A I/A I/A I/A 3.10 3.80 77.50 77.50 75.97 76.01 01 01 14.00 N/A N/A N/A 8.20 77.00 77.14 NO 15.00 N/A I/A 1/A 8.20 77.00 77.24 10 01 MEANS IATER ELEVATION IS LONER THAI GROUND ELEVATION ' ==i SUMMARY OF SHIER HYDRAULICS NOTE: THE GIVEN FLON DEPTH -TO -SEVER SIZE RA710= .8 ----- ------------------------------------------------------------------------- SEVER MANHOLE NUMBER SEVER REQUIRID SUGGESTED EXISTING 1D NUMBER UPSTREAM DISTRIAM SHAPE D1A(RISE) DIA(RISE) DIA(R1SI) 1IDTH ID NO. ID 10. (II) (FT) (111) (FT) (IN) (FT) (IT) 12.00 2.00 1.00 ROUND 46.98 48.00 42.00 0.00 23.00 3.00 2.00 HOUR 46.91 48.00 42.00 0.00 34.00 4.00 3.00 ROUND 46.15 48.00 42.00 0.00 45.00 5.00 4.00 ROOID 42.35 48.00 36.00 0.00 56.00 - 6.00 5.00 ROUND 40.28 42.00 36.60 0.00 67.00 78.00 7.00 8.00 4.00 7.00 ROUND ROUND 34.16 31.47 36.00 33.00 27.00 24.00 0.00 0.00 39.00 9.08 8.00 ROUND 29.27 30.00 24.00 0.00 910.00 10.00 9.00 ROUND 29.27 30.00 24.00 0.00 411.00 11.00 4.00 ROUND 12.02 15.00 15.00 0.00 7 Ll 1112.00 12.00 11.00 ROUND 12.79 15.00 15.00 0.00 1213.00 13.00 12.00 ROUND 12.79 15.00 15.00 0.00 614.00 14.00 6.00 ROUND 15.30 18.00 18.00 0.00 1415.00 15.00 14.00 ROUND 15.30 18.00 13.00 0.00 DIVERSION UNITS FOR ROUND AND ARCH SEVER ARE 11 INCHES DIVERSION UNITS FOR 101 SEVER ARE 11 FEET REQUIRED DIAMETER WAS DETERMINED NY SEVER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED IT COMMERCIALLY AVAILANLE SIZE. FOR A MEW SEISE, FLOW WAS ANALYZED BY THE SUGGESTED SEVER SIZE; OTHERWISE, EEISITIG SIZE VAS USED SEVER DESIGN FLOW NORMAL NORAAL CRITIC CRITIC FULL FIOODE COMMENT ID FLOW Q FULL Q UPTH VLCITY DEPTH VLCITT VLCITT 10. NUMBER CFS CFS FEET FPS FEET FPS FPS 12.0 SS.9 11.6 3.50 5.81 2.34 8.19 5.81 0.00 V-0I 23.0 55.9 41.6 3.50 5.81 2.34 8.19 5.81 0.00 V-01 34.0 53.3 41.6 1.50 5.54 2.28 1.04 5.54 0.00 V-01 45.0 42.4 27.6 3.00 6.00 2.12 7.92 6.00 0.00 V-01 56.0 37.1 27.6 3.00 5.25 1.98 7.51 5.25 0.00 V-01 67.0 13.9 11.8 2.25 6,11 1,11 1,31 1,11 1,11 V-11 78.0 19.2 9.4 2.00 6.11 1.58 7.23 6.11 0.00 V-01 89.0 19.2 11.3 2.00 6.11 1.58 7.23 6.11 0.00 V-01 910.0 19.1 11.3 2.00 6.11 1.58 7.23 6.11 0.00 V-O[ 411.0 3.8 1.9 0.66 5.75 0.79 4.68 3.10 1.19 V-01 ' 1112.0 3.8 5.8 0.74 5.06 0.79 4.60 3.10 1.14 V-01 1213.0 3.8 5.8 0.74 5.06 0.79 4.68 3.10 1.14 V-01 ' 614.0 1415.0 8.1 8.2 11.1 1,88 12.7 0.88 7.63 7.63 1.11 1.11 5.85 5.85 4.64 4.64 1.58 1.58 V-01 V-01 FROUDE NDMBER=O INDICATES THAT A PRESSURED FLOW OCCURS --------------------------------------------------------------------- SEVER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID SURER UPSTREAM DNSTRIAM UPSTREAM DNSTREAM ' --------------------------------------------------------------------- I (FT) (FT) (FTI (FT) 12.00 0.17 69.66 69.45 3.84 2.OS OI ' 23.00 0.17 69.92 69.66 2.83 3.84 01 34.00 0.17 10.18 69.97 2.82 2.82 ON 45.00 0.17 70.88 70.68 3.12 2.82 0[ 56.00 0.17 71.17 70.88 2.83 3.12 01 67.40 0.17 71.37 71.42 3.68 3.33 OI 78.00 0.17 71.97 71.81 4.93 3.68 01 89.04 910.00 0.25 0.25 72.21 72.43 71.97 72.11 4.S4 5.57 4.93 4.54 OI 01 411.00 1.13 73.77 71.94 2.48 3.31 01 1112.00 0.81 75.00 73.77 1.25 2.48 0[ ' 1213.00 0.81 75.00 75.00 1.25 1.25 01 614.00 1.45 75.00 72.43 0.50 3.07 NO 1415.00 1.45 75.00 75.00 0.50 0.50 10 �i IR I *Gp,RDFq* CONCRETE goDUGC ?cn 11.JL�T TrjP -�4-.Oo IIJV. �10.6� AA CARDEP CONCRETE PRODUCTS COMPANY 8311 V, CARDER C 11TTLETOr 1303 791-19cc i3C3 ?91-n1O PAk 441y- - 3441 x S3" -74-. co -70,46 74, ZVI QnP C2, 0,93% ' 76 IZc> L-f�-- / O 89 TOP -75 . 1.10 -s.^ SD�c^s1.1Z.D4T 4L STOAT �,]/raEl..-73� Qz MD./Ja40.L.1E TOP- -75,5 0 Q= Z."7.S Reinforced Concrete Sewer. Culvert & Irrigation Pipe (1 "._ thru 144 Rol n��mo� Cpr, ,c. EV..21,F1, P!, 11A.. th^,I 141A I I 7J STORM SEWER SYSTEM DESIGN USING U➢SEWER MODEL Developed by Dr. Janes Goo, Civil In&. Dept, U. of Colorado at Deaver Metro Deaver Cities/Counties B UDFCD Pool Food Study USER NORTHERN EIG SERVICES INC-FT COLLINS COLORADO........ ...... ... 01 DATA 12-01-1996 AT TIME 15:18:58 VERSION=03-26-1994 M SUMMARY OF HYDRAULICS AT MANHOLES MANHOLE CRTRBTING RAINFALL RAINFALL DESIGN GRODVD IATIN CONKEITS ID NUMBER AREA 4 C DURATION INTENSITY PEA[ FLOW ELEVATION ILIVATIOI Nl1UTES IICR/HR CFS FEET FEET 1.00 35.00 75.00 73.70 OI 2.00 35.00 75.50 73.57 01 3.00 6-88---ii.04--4.90 29.80 73.75 73.74 01 4.00 27.50 73.75 73.72 01 5.00 26.80 74.00 74.20 NO 6.00 !.96 5.00 - 4.90 9.70 74.00 74.50 10 7.00 i.98- 5.00-- - .90 9.70 74.00 74.54 10 8.00 i.!§ ie.ee - 1.90 10.70 75.50 74.59 01 9.00 3.l8 6.00 }98 10.70 75.50 74.64 01 01 REARS WATER ELEVATION IS LOWER THAN GROUND ELEVATION M SUMMARY OF SEWER HYDRAULICS NOTE: TEE GIVEN FLOW DIPTH-TO-SR►IR SIZE RATIO= .8 SEVER MANHOLE NUMIRR SEVER REQUIRED SUGGESTED EIISTING ID NUMBER UPSTRIAM DNSTREAM SHAPE DIA(R1SE) DIA(RISE) DIA(RISE) IIDTH ID 10. ID 10. (11) (FT) (11) (FT) (11) (FT) (FT) ----------------------------------------------------------------------------- 12.00 2.00 1.00 ARCH 36.14 42.00 34.00 53.00 23.00 3.00 2.00 ARCH 36.71 42.00 34.00 53.00 34.00 4.00 3.00 ROUND 35.62 36.00 36.00 0.00 45.00 5.00 4.00 ROURD 35.28 36.00 36,00 0.00 56.00 6.00 5.00 ROUND 24.10 27.00 24.00 0.00 67.00 7.00 6.00 ROUND 24.10 27.00 24.00 0.00 58.00 8.00 5.00 ROUND 18.38 21.00 24.00 0.00 89.00 9.00 8.00 ROUND 18.45 21.00 24.00 0.00 DIMENSION OBITS FOR ROUND AND ARCH SEVER ARE II INCHES DINERSIOB UNITS FOR 10I SEVER ARE 11 FEET REQUIRED DIAMETER IAS DETERMINED BY SEVER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SIIER, FL01 WAS ANALYZED BY TEE SUGGESTED SEVER SIZE; OTHEIIISE, EIISITIG SIZE IAS USED SEVER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITT DEPTH VLCITY VLCITY 10. NUMBER CFS CFS FEET FPS FEET FPS FPS 12.0 35.0 57.6 2.04 5.85 1.85 6.60 3.39 0.80 V-01 23.0 29.8 47.0 2.10 4.82 1.68 6.39 2.89 0.65 V-01 34.0 27.5 28.4 2.38 4.57 1.70 6.67 3.89 0.51 V-01 45.0 26.8 21.4 2.32 4.57 1.60 6.40 3.79 0.53 V-01 56.0 9.7 9.6 2.00 3.09 1.12 5.39 3.09 0.00 V-01 67.0 9.7 9.6 2.00 3.09 1.12 5.39 3.09 0.00 V-01 58.0 10.7 21.9 0.99 6.92 1.17 5.61 3.41 1.39 V-01 89.0 10.7 21.6 0.99 6.87 1.17 5.61 3.41 1.37 V-01 FROODE IOMIER=O INDICATES THAT A PRESSURED FLOW OCCURS SHIER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAY UPSTREAM DNSTRIAM I (FT) (FT) (FT) (FT) --------------------------------------------------------------------- 12.00 0.27 69.37 69.25 3.30 2.92 OE 23.00 0.18 69.61 69.37 1.31 3.30 01 34.00 0.18 69.68 69.61 1.07 1.14 01 45.00 0.18 69.96 69.68 1.04 1.07 01 S6.00 0.18 70.68 70.46 1.32 1.54 01 67.00 0.18 70.68 70.68 1.32 1.32 01 58.00 0.93 72.25 70.97 1.25 1.03 OE 89.00 0.91 72.25 72.25 1.25 1.25 01 01 MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET Ot SUMMARY OF IYDRAULIC GRADIENT LINE ALONG SEVERS ---------------------------------------------------------------------------- SEVER SEVER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET ------------------------------------------------------------------------------- 12.00 44.00 44.00 72.20 72.08 73.57 73.70 PRSS'ED 23.00 134.00 134.00 72.44 72.20 73.74 73.57 PRSS'ED 34.00 40.00 40.00 72.68 72.61 73.72 73.74 PRSS'ID 45.00 154.00 154.00 72.96 72.68 74.20 73.72 PRSS'ED 56.00 120.00 120.00 72.68 72.46 74.50 74.20 PRSS'I➢ 67.00 0.10 0.10 72.68 72.68 74.54 74.50 PRSS'BD 58.00 138.00 138.00 74.25 72.97 74.59 74.20 PISS'ID 89.00 0.10 0.10 74.25 74.25 74.64 74.59 PRSS'ED PRSS'ED=PIESSUIID FL01; JUMP=POSSIBLE HYDRAULIC JUMP; SOBCR=SUICRITICAL FLOW $_* SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS UPST MANHOLE SEVER JUNCTURE LOSSES DOINST MANHOLE SEWER MANHOLE ENERGY FICTION IEID KID LATERAL LATERAL MANHOLE ENERGY ID 10 ID 10. ILEV FT FT I COEF LOSS FT I COEF LOSS FT ID FT ---- _--------------------------------- _----------------------------- __________ 12.0 2.00 73.16 0.06 0.05 0.00 0.00 0.00 1.00 73.70 23.0 3.00 73.87 0.10 0.25 0.03 0.00 0.00 2.00 73.76 ' 34.0 6.00 73.95 0.07 0.05 0.01 0.00 0.00 3.00 73.87 I5.0 5.00 16.62 0.25 1.00 0.22 0.00 0.00 4.00 73.95 36.0 6.00 76.65 0.22 0.05 0.01 0.00 0.00 5.00 76.11 67.0 7.00 11.69 0.00 0.25 0.04 0.00 0.00 6.00 76.63 58.0 8.00 76.77 0.31 0.25 0.05 0.00 0.00 5.00 76.62 89.0 9.00 71.82 0.00 0.25 0.15 0.00 0.00 3.00 76.77 BEND LOSS =BEAD Is FLOIIIG FULL MAD 11 SEVER. LATERAL LOSS= OUTFLOW FULL VHEAD-1C7 LOSS I=11FL01 FULL VHEAD F1111101 LOSS-1 1111S FRICTION LOSS INCLUDES IT IS RIGLIGIBLE OR POSSIBLE ERROR DOE TO SEWER INVERT DROP AT NAME JUMP. NOTICE: VNEAD DENOTES THE VELOCIT➢ READ OF FULL FLOW CONDITION. A MINIM JUCT101 LOSS OF 0.05 FT WOULD If IXTRODOCED UNLESS LATERAL M. FRICTION LOSS WAS ESTINA71D BY BACIIATIR CURVE COIPUTATIOIS. I I I I Il�s>= �w f---,7--- z II 11 1J Q = Ct_�q 3/z- LDSc o4:= T=7r- Qom tis STD 1 N-1t�7- 10 CbSS:.JM� MAK po nAD G;, 4JEDII� I� ��SSUMG ML1X LZ7n1.'� L 12.") 3�L cl = �j . po 7. cDi 44= I_o _ 3=2 G G SVQa�y CO, 1 .73� CZx3Z•Z>Co,S� _ �. �9 c+� QIm= Co•r=2�1,�3� �zX�.ZXI,o� = S_�1 c-�S , Z. � S, 3 .. ln� G,ri s7v �LEa tfJI..ET Z.9 S•9 .. use c.,�-r srn..L�¢.� tw�.sT 3.3 (o. �, • . use U�/ S-rD. d.e.�0 I w1l.Tr 4.g �.7 s�E �aTnit� � . 4 r= . 8 • • u-5,= c-,rr s-ra a77 C A i u�-r Z=—PID oPe#'3tuc� woe 9•-� GAS �r3o'/_ ar-=.) = 2_44 ;==rZ UDINLET: INLET HYDAAULICS AND SIZING DEVELOPED BY DR. JAMES GOO, CIVIL END DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UDBFCD USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 12-01-1996 AT TIME 16:25:03 $$I PROJECT TITLE: BASIN N-15 *00 CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 15 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.00 REIGRT OF CURB OPENING (in): 6.00 INCLINED THROAT ANGLE (degree): 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 1.00 Nate: The sump depth is additional depth to flow depth. • STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.60 STREET CROSS SLOPE (%) 2.00 STREET MANNING N 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 1.00 STREET FLOW HYDRAULICS: * WATER SPREAD ON STREET (ft) = 7.53 GUTTER FLOW DEPTH (ft) = 0.28 FLOW VELOCITY ON STREET (fps)= 1.92 FLOW CROSS SECTION AREA (sq ft)= 0.68 GRATE CLOGGING FACTOR (%)= SO.00 CURB OPENNING CLOGGING FACTOR(%)° 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 15.18 BY FAA BEC-12 METHOD: DESIGN FLOW (cfs)= 1.30 FLOW INTERCEPTED (cfs)= 1.30 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 1.30 FLOW INTERCEPTED (cfs)= 1.30 CARRY-OVER FLOW (cfs)= 0.00 I Ll r J I I LI I I II I II II II UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAPES GOO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UDBFCD USER:Northern Engineering Services -Ft Collins Colorado ....................... ON DATE 12-01-1996 AT TIME 16:27:24 $$$ PROJECT TITLE: BASIN N-16 $$$ CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 14 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 5.00 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 1.00 Note: The sump depth is additional depth to flow depth. • STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (9) = 0.60 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0,016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 1.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 10.28 GUTTER FLOW DEPTH (ft) = 0.33 FLOW VELOCITY ON STREET (fps): 2.15 FLOW CROSS SECTION AREA (sq ft)= 1.17 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 15.51 BY FAA EEC-12 METHOD: DESIGN FLOW (cfs)= 2.50 FLOW INTERCEPTED (cfs)= 2.50 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN PLOW (cfs)= 2.50 FLOW INTERCEPTED (cfs)= 2.50 CARRY-OVER PLOW (cfs)= 0.00 i w UDINLET: INLET HYDRAULICS AND SIZING DEVELOPED BY DR. JAPES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UDAFCD Northern Engineering Services -Ft Collins Colorado ....................... ATE 03-07-1997 AT TIME 11:07:16 eta PROJECT TITLE: SAFEWAY BASIN N20 sit CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 20 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: GIVEN CURB OPENING LENGTH (ft)= 3.50 HEIGHT OF CURB OPENING (in)= 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)- SUMP DEPTH (ft)= 2.00 1.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 0.40 STREET CROSS SLOPE (%) 2.00 STREET MANNING N 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 15.06 GUTTER FLOW DEPTH (ft) = 0.43 FLOW VELOCITY ON STREET (fps)= 2.12 FLOW CROSS SECTION AREA (sq ft)- 2.39 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 I INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 11.24 BY FAA BEC-I2 METHOD: DESIGN FLOW (cfs)= 5.10 FLOW INTERCEPTED (cfs)= 5.10 CARRY-OVER FLOW (cfs)= 0.00 SY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 5.10 FLOW INTERCEPTED CARRY-OVER FLOW (cfs)= (cfs)= 5.10 0.00 1 I UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL EKG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UDkFCD R:Northern Engineering Services -Ft Collins Colorado ....................... DATE 03-07-1997 AT TIME 11:05:48 M PROJECT TITLE: SAFEWAY BASIN N20 1 M CURB OPENING INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 0 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: ' GIVEN CURB OPENING LENGTH (ft)= 3.50 HEIGHT OF CURB OPENING (ink 6.00 INCLINED THROAT ANGLE (degree)= 0.00 LATERAL WIDTH OF DEPRESSION (ft)= 2.00 SUMP DEPTH (ft)= 0.00 Note: The sump depth is additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (S) = 0.40 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N 0.016 GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) 2.00 STREET FLOW HYDRAULICS: ' WATER SPREAD ON STREET (ft) = 8.56 GUTTER FLOW DEPTH (ft) = 0.30 FLOW VELOCITY ON STREET (fps)= 1.65 I I I I Ll FLOW CROSS SECTION AREA (sq ft)= 0.86 GRATE CLOGGING FACTOR (%)= 50.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: IDEAL INTERCEPTION CAPACITY (cfs)= 2.63 BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 1.40 FLOW INTERCEPTED (cfs)= 1.40 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 1.40 FLOW INTERCEPTED (cfs)= 1.40 CARRY-OVER FLOW (cfs)= 0.00 r 11 DOWNSTREAM DRAINAGE SYSTEM (BASINS DS1-DS7) u I I I I I r 0 I i I r i I I I 11 I I I I r I I 1 M 1 1 C] BASIN DS2 MCMURRAY TO INNOVATION Worksheet for Irregular Channel Project Description Project File c:lhaestad\fmvAsafeway.fm2 Worksheet BASIN DS2 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.004700f tft Elevation range: 67.80 ft to 71.00 ft. Station (ft) Elevation (ft) Start Station 0.00 71.00 0.00 6.00 70.00 12.00 69.00 16.00 68.00 17.00 67.80 19.00 68.00 28.00 70.00 33.00 71.00 Discharge 64.80 cfs Results Wtd. Mannings Coefficient 0.035 Water Surface Elevation 69.89 ft Flow Area 21.84 ft' Wetted Perimeter 21.23 ft Top Width 2039 ft Height 2.09 ft Critical Depth 69.38 ft Crtical Slope 0. 0 19646 ft/ft Velocity 2.97 fus Velocity Head 0.14 ft Specific Energy 70.02 ft Froude Number 0.51 Flow is subcritical. End Station Roughness 33.00 0.035 I BASIN D3 (prop. 36" replacement culvert) Worksheet for Pressure Pipe Project Description Project File cldrainagekhaestadVmwksafeway.fm2 Worksheet BASIN DS3 ALT Flow Element Pressure Pipe Method Manning's Formula Solve For Discharge Input Data Pressure at1 1.00 psi ��u, 11_00-4��=7 _Z.31(SR o.433S Pressure at 2 0.00 psi Elevation at 1 67.20 ft Elevation at 2 66.20 It Length 89.00 ft Mannings Coefficient 0.013 Diameter 36.00 in Results Discharge 128.5541 cfs Headloss 3.31 ft Energy Grade at 1 75.40 ft Energy Grade at 2 72.09 ft Hydraulic Grade at 1 69.51 ft Hydraulic Grade at 2 66.20 ft Flow Area 7.07 ft° Wetted Perimeter 9.42 ft Velocity 18.19 ft/s Velocity Head 5.14 ft Friction Slope 0.037153 f Ift 1 3/11/97 09:39:42 AM •'• 1Z!`PIOG=_- E=Xis-r ac= 7�n_.QL�P "v/ QF—" e a(=" Spmt= SLOPE__ - — — I Q Q eT' G—:7 L-E-- VdTICD L _ -- FlowMaster v5.13 Hssstad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755.1666 paps / of 1 I BASIN DS4 NEW CHANNEL ADJACENT TO L&P Worksheet for Trapezoidal Channel Project Description Project File c:\haestad\fmw\safeway.fm2 Worksheet BASIN DS4 NEW CHANNEL SECTION Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.002200ft/ft Lett Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Bottom Width 1.25 ft Discharge 70.60 cfs Results Depth 2.56 ft Flow Area 29.50 f 2 Wetted Perimeter 2239 ft Top Width 21.76 ft Critical Depth 1.66 ft Critical Slope 0.019173 ttt t Velocity 239 fUS Velocity Head 0.09 ft Specific Energy 265 ft Froude Number 0.36 Flow is subcritical. l M PPS llGM i�fv 7-C> &1E� 2:�I t71� FcP�S -- C� t 1 t 1 1 I 1 ENHANCED CHANNEL SECTION BASIN DS5 Worksheet for Trapezoidal Channel Project Description Project File cAhaestad1fmwlsafeway.fm2 Worksheet BASIN DS5 NEW CHANNEL (TRAP) Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.035 Channel Slope 0.005600ftM Left Side Slope 4.000000 H : V Right Side Slope 6.000000 H : V Bottom Width 13.00 ft Discharge 75.30 cfs Results Depth 1.27 ft Flow Area 24.58 ft2 Wetted Perimeter 25.96 ft Top Width 25.70 ft Critical Depth 0.90 ft Critical Slope 0.020191 fttft Velocity 3.06 ftts Velocity Head 0.15 ft Specific Energy 1.42 ft Froude Number 0.55 Flow is subcrttical. I II II 1 1 BASIN DS5 UNDER IRRIGATION CANAL Worksheet for Pressure Pipe Project Description Project File c:\haestad\fmw \safeway.fm2 Worksheet BASIN DS5 UNDER IRRIGATION CANAL Flow Element Pressure Pipe Method Manning's Formula Solve For Discharge Input Data ' Pressure at 1 2.69 psi Pressure at 2 0.00 psi Elevation at 1 61.80 ft ' Elevation at 2 61.20 ft Length 50.00 ft Mannings Coefficient 0.024 ' Diameter 24.00 in Results Discharge 45.20 cis Headloss 6.80 ft ' Energy Grade at 1 69.86 ft Energy Grade at 2 63.06 ft Hydraulic Grade at 1 68.00 ft Hydraulic Grade at 2 61.20 ft ' Flow Area 3.14 ft2 Wetted Perimeter 6.28 ft Velocity 14.39 ftts Velocity Head 3.22 ft Friction Slope 0.136094 ftM F 11 --- -75_3 -- I 1 BASIN DS6 TO PIPE DS6 Worksheet for Irregular Channel Project Description Project File c:\haestad1fmw\safeway.fm2 Worksheet BASIN DS6 TO PIPE DS6 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data ' Channel Slope 0.005600 fVft Elevation range: 59.60 ft to 63.00 ft. Station (ft) Elevation (ft) Start Station ' 5.00 62.50 5.00 10.00 62.00 20.00 59.60 ' 36.00 63.00 Discharge 79.80 cts L 1 C' Results Wtd. Mannings Coefficient 0.035 Water Surface Elevation 61.89 ft Flow Area 23.32 ft2 Wetted Perimeter 20.85 ft Top Width 20.34 ft Height 2.29 ft Critical Depth 61.42 ft Critical Slope 0,019032" Velocity 3.42 fus Velocity Head 0.18 ft Specific Energy 62.07 ft Froude Number 0.56 Flow is subcritical. End Station Roughness 36.00 0.035 I 1 BASIN DS6 EXISTING 36" CULVERT Worksheet for Pressure Pipe Project Description Project File c:\haestad\fmmsafeway.fm2 Worksheet BASIN DS6 36" CULVERT Flow Eiement Pressure Pipe Method Manning's Formula Solve For Discharge Input Data ' Pressure at 1 0.91 psi Pressure at 2 0.00 psi Elevation at 1 58.40 ft ' Elevation at 2 58.00 ft Length 240.00 ft Mannings Coefficient 0.024 Diameter 36.00 in Results Discharge 36.8638 cfs Headloss 2.50 ft Energy Grade at 1 60.92 ft Energy Grade at 2 58.42 ft Hydraulic Grade at 1 60.50 ft Hydraulic Grade at 2 58.00 ft Flow Area 7.07 ft' Wetted Perimeter 9.42 ft Velocity 5.22 fVs Velocity Head 0.42 ft Friction Slope 0.010412tUft 311SaD -C:iNJ IUSEI__—�Z.o I T=z — 65ES,4+ I BASIN DS6 PIPE OVERFLOW Worksheet for Irregular Channel Project Description Project File c:\haestad\fmwtsafeway.fm2 ' Worksheet BASIN DS6 OVERFLOW OVER 36' PIPE Flow Element Irregular Channel Method Manning's Formula ' Solve For Water Elevation Input Data ' Channel Slope 0.005000Wt Elevation range: 61.70 ft to 64.32 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 0.00 62.92 0.00 40.00 0.035 10.00 61.70 14.00 22.00 61.70 63.71 40.00 64.32 lot7 Discharge 80.00 CIS ------ Results Wtd. Mannings Coefficient 0.035 Water Surface Elevation 63.45 ft Flow Area 24.60 ft' Wetted Perimeter 21.81 ft Top Width 20.98 ft Height 1.75 ft Critical Depth 63.01 ft Critical Slope 0.019552 fVft Velocity 3.25 ft/s Velocity Head 0.16 ft Specific Energy 63.62 ft Froude Number 0.53 Flow is subcritical. Water elevation exceeds lowest end station by 0 53 ft. �1-Ir i--4=>UE.zF- UJ - 4s.ff>,1— BASIN DS6 PIPE OVERFLOW Worksheet for Irregular Channel Project Description Project File c:lhaestad\fmvAsafeway.fm2 Worksheet BASIN DS6 OVERFLOW OVER 36" PIPE Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.005000fVft Elevation range: 61.70 ft to 64.32 ft. Station (ft) Elevation (ft) Start Station 0.00 62.92 0.00 10.00 61.70 14.00 61.70 22.00 63.71 40.00 64.32 Discharge 45.84 cfs Results Wtd. Mannings Coefficient 0.035 Water Surface Elevation 63.08 ft Flow Area 16.97 ft' Wetted Perimeter 19.89 ft Top Width 19.48 ft Height 1.38 ft Critical Depth 62.71 ft Critical Slope 0.021170fVft Velocity 2.70 ftfs Velocity Head 0.11 ft Specific Energy 63.19 ft Froude Number 0.51 Flow is subcritical. Water elevation exceeds lowest end station by 0.16 ft End Station Roughness 40.00 0.035 I 1 DETENTION POND t 11 [1 1 I� J I �l �,Jo KI �ufnrwvr ' P.z--PUiequo.+--7' Uou�nn� - Zo 473 ' WL-T'Ee PotiC) - �• SET "a'P OF p-77L 'r _. _ L G-- I '101.J ST�T1�eL r 7d_ zS II �-1d2.�.itonaY Sb�>✓��oY r i7)az�„ e�� c T>� �5o � ) = az Pe.�"/IoE 11oD,ToCJ-nhL ZD/ we sET>krnf7--,,JT- 1 � o . 4-7, be . ;-T ,�Zo, 4-73 cr-) DRAINAGE CRITERIA MANUAL (V. 3) STORMWATER QUALITY MANAGEMENT 0 N m 0 Ex s 4 x1enc 5-HOL ed De r Drali entior i time Basl (Dry) a D'Ilef 12 1 Ic tion ur Pon Drain Js (W Time t) I zu 30 40 50 60 70 60 90 1D0 Percent Impervious Area in Tributary Watershed Source: Urbanos, Guo, Tucker (1989) Note: Watershed Inches of runoff shatl aW to tlke entire watershed tributary to the BMP Facility. FIGURE 5-1. WATER QUALITY CAPTURE VOLUME (WQCV) 9-1-1992 UDFCD /-� DRAINAGE CRITERIA MANUAL(V. 3) 6. ' 4.' SOLUTION: RGquired 1 Row 2. f ' ' 0.6 m = 0.4 m >° 0.2 m FAA 1 a., a 3 0.0 ' 0.04 1 0.02 1 PAA PAA 0.01 STRUCTURAL BMPs 170A W 0 0 W4. PJAI E 0 M F MAN, ME I AV FA 2.1 acre -feel I N .75 in 91A PEA Fj ' II WANDSWAR 1011mol IME1 N� 101011 11MIll • 0.10 0.20 0.40 0.60 1.0 2.0 4.0 6.0 Required Area per Row (in.2) Source: Douglas County Storm Drainage and rechnicai Criteria 1988. 1 FIGURE 5-3. WATER QUALITY OUTLET SIZING: DRY EXTENDED DETENTION BASIN WITH A 40-HOUR DRAIN TIME OF THE CAPTURE VOLUME Rev. 3-1-1994 UDFCD II II II r 1, Pt=1Z i?a�.aJ ) 9.1-1992 ' UDFCD li II II II II Maximum Number of Perforated Columns Riser Hole Diameter. In. 0lemebr 1/4' 1/2' 3/4' 1' (in.) 4 B 8 6 12 12 9- 8 16 16 12 8 10 20 20 14 10 12 24 24 18 12 Hole Diameter Area of Hob (h•) (h.2 ) 1/8 0.013 114 0.049 3/8 0.110 112 518 0.196 0.307 314 0.442 7� 0.601 1 0.785 p Pf---pr e=>"-/ - FIGURE 5-2. WATER QUALITY OUTLET FOR A DRY EXTENDED DETENTION BASIN II I 1 I!F-t T-=--EVTO�t0�1� JSIv,::= lc -- Zs. -,I. Qloo Crv�ox. Go>J�Iau-�oN Tv PonaD� _ �9. 3 cis CI NTb / - S. 1 Z,.. Cmox eE�ose buouao.St_E� Soy b.9 83 ,-7 ZZ t Zo , 477 Z = � 04-,195 c=-f= i 1 1 1 1 1 1 1 1 1 1 1 r i rn rn rn 01) 0 00 00 00 00 0 0 0 0 0 0 0 0 0 >1 — .10-401e3 jua-=4MCPV MoUlnp to O d! w w 0 O .; w CU N o � 41 co cr O .� 4 I w 41 0 ri N ON w ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ DETENTION POND SIZING BY FAA NETBOD Developed by Dr. Janes Goo, Civil Eel. Dept., U. of Colorado Supported by Deaver Metro Cities/Counties Pool Fuad Study Deaver Orbaa Draina8e and Flood Control District, Colorado EXEC➢TED OR 12-02-1991 AT TIME 10:54:25 PROJECT TITLE: SAFEWAY POND N SM DRAINAGE BASIN DESCRIPTIOR BASIN ID ROBBER = 1.00 NAS11 AREA (acre)= 14.63 RDNOFF COEF 0.77 v=nt DESIGN RAIRFALL STATISTICS ' DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY(1N/HR)-DURATIOW(NIR) 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 ===et FORD OUTFLOW CHARACTERISTICS: MANINUN ALLOWABLE RELEASE RATE = 6.9 CFS OUTFLOW ADJUSTMENT FACTOR = .98 AVERAGE RELEASE RATE = 6.762 CPS AVERAGE RELEASE RATE = MAXIM RELEASE RATE * ADJOSTNENT FACTOR. Mts COBPOTATIOR 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 0.70 0.05 0.66 10.00 7.30 1.14 0.09 1.05 15.00 6.25 1.47 0.14 1.33 20.00 5.20 1.63 0.19 1.44 25.00 4.70 1.84 0.23 1.61 30.00 4.20 1.97 0.28 1.69 35.00 , 3.85 2.11 0.33 1.78 40.00 3.50 2.19 0.37 1.82 45.00 3.25 2.29 0.42 1.87 50.00 3.00 2.35 0.47 1.88 55.00 2.80 2.41 0.51 1.90 60.00 2.60 2.44 0.56 1.88 65.00 2.61 2.52 0.61 1.91 70.00 2.35 1.57 0.65 1.92 75.00 2.22 2.61 0.70 1.91 80.00 2.10 2.63 0.75 1.88 85.00 2.00 2.66 0.79 1.87 90.00 1.90 2.68 0.86 1.84 95.00 1.80 2.68 0.88 1.79 100.00 1.70 2.66 0.93 1.73 THE REQUIRED POND SIZE = 1.921779 ACRE -FT THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 70 MUTES 10/17/96 Page 1 RESERVOIR REPORT RECORD NUMBER I STORAGE TYPE MAN STAGE/STOR DISCHARGE TYPE COMP STAGE/DIS DESCRIPTION POND N [RATING CURVE LIMIT] Minimum Elevation ......................... = Maximum Elevation ......................... = Elevation Increment ....................... = [STAGE STORAGE INFORMATION] Input file = NULL Output file = NULL [Manual Storage vs. Elevation] ELEVATION STORAGE (ft) ---------------------------------------- (cuft) 4968.60 0.55 4968.70 10.05 4968.80 59.38 4968.90 217.00 4969.00 631.82 4969.10 1361.21 4969.20 2209.34 4969.30 3193.02 4969.40 4331.24 4969.50 5639.07 4969.60 7117.86 4969.70 8760.71 4969.80 10565.01 4969.90 12526.08 4970.00 14647.63 4970.10 16862.67 4970.20 19101.74 4970.30 21365.17 4970.40 23652.80 4970.50 25964.84 4970.60 28301.40 4970.70 30662.56 4970.80 33048.87 4970.90 35459.51 4971.00 37894.97 4971.10 40355.81 4968.55 (ft) 4974.00 (ft) 0.10 (ft) Zo,4-73 C-9 -7o-ZS 1 10/17/96 Page 2 [Manual Storage vs. Elevation) ELEVATION STORAGE (ft) ------------------------------------------------ (cult) 4971.30 45354.87 4971.40 47893.14 4971.50 50457.39 4971.60 53047.70 4971.70 55664.16 4971.80 58307.37 4971.90 60976.46 4972.00 63671.97 4972.10 66394.20 4972.20 69143.19 4972.30 71919.24 4972.40 74722.10 4972.50 77551.99 4972.60 80409.00 4972.70 83293.23 4972.80 86205.29 4972.90 89144.27 4973.00 92110.73 4973.10 95104.98 4973.20 98127.08 4973.30 101177.30 loq-,19s �v, 73.4± 4973.40 i 104255.40 4973.50 107361.60 4973.0 4913.70 11.0 1136583658.70 �+ uo�ME aeav aED 113 �58�0 4973.80 116850.40 4973.90 4974.00 120070.00 123318.10 _ 11.3y ;.59 - 1O4 _(95) /t&3,72Z [STAGE DISCHARGE INFORMATION] OUTLET STRUCTURE: STR N 4 TYPE MANUAL RATING CURVE DESCRIPTION : ADJUSTED ORIFICE i3. -7o IfDO `ie- ll./SEl = i3.4. -7c>, �5g-p ' O c Quo yG - ' G-�w N s STD - l)J6TE Z 1 .L�L.E 0 l u l�T (� V Ol-d 1"`i I (rJ�l ¢S OIJrLbi SE.>✓� _ Pt PL �8.• e! 1�Z iLJ- r - �/8' CIA. 1 �oLEs tn1 �t=pti1T S lD�s DF OU'>-t�'7' STI:I�C�l�2-E SE'TtiIEE.r.I � � c• ,, �8.��' '"70, 55 1=-a- Or.l 1=A. SIDE C::)p usl�c� _ cz) hTz El l37-(65-5f Cl- 0�11=1G�c. �P1�lG� A USA A I j I�E>>I D1.4 o>'.I�IG� P�..4T1= L'�atsED T� 11.1SIaE 1 O>= Ourt�r S�zuc-�ve.� GE�.7'i�P-ED o� I S" aj7-t..Er Qi n � o e --�,77ZCA TD WALL DF CIJTLEr ST�x--rum U,J/ � �Z��'j�lA• 6al.TS 1 I� DOWNSTREAM DRAINAGE SYSTEM (BASINS NORTH OF SITE) n i i 1 i 1 i 1 11 *GPR oF,9* CONCRETE goouG�C I n � 1 a r0 CARDER CONCRETE PRODUCTS COMPANY' car 1 W CARDER CT VT -_ ^r O TOT- - 61. m IUV.-SZ31 %�i�P�' ETYLbC� S1 TE DA-E �e3' -7,96 PA�e / 114-L..F- Z6' EZP e 0,68� q = 68.4 /-rbP-bS,2, II.IV - SB,cA - tea-. se r5. -mop- - -71 .00 IUV SIZ Z:7 - 6o�3Z 1 rJ\l, Sb f 1 Qs Z5,9 loT TD? - -7Z, Oo ITV - �oC�-13 Lai Z =' ea.p C p. 44 a Q - 65.4 /70-t'-67,0 1r.1V.- C�o,OZ 0 a KjC> !sC-aL-r--- Pz] i Reinforced Concrete Sewer. Culvert & Irrigation Pipe (12 thru 144. 1 R,-^rn.,.-rniaP4. T, IPopprin"th,_!-A4 Lx e a 6-7) 93 LF - Z7" Ef-P L' 0,4854 Q = Zs.9 -7� Tor-7z.10 Y —T I ----------------------------------------------------------------------------- ------------------------------------------------------------------------------ ' STORK SEVER SYSTEM DESIGN USIIG UOSEIER MODEL Developed by Dr. laces Goo, Civil Ong. Dept, U. of Colorado at Deaver Metro Denver Cities/Coaaties I UDFCD Pool Fond Study ------------------------------------------------------------------------------ ----------------------------------------------------------------------------- ' USER:NORTHERN ING SERVICES INC-FT COLLIIS COLORADO ........................... ON DATA 12-02-1996 AT TINE 14:39:55 VEISIOI=03-26-1994 _$$ PROJECT TITLE : SAFEWAY 10178 BASIN DOIISTREAM STORM SEWER t=t SUMMARY OF HYDRAULICS AT MANHOLES MANHOLE CNTRBTIIG RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA = C DURATION INTENSITY PEAL FLOW ELEVATION ELEVATION MINUTES 11CH/1I CPS FEET FEET 1.00 N/A N/A 1/A 68.40 61.00 58.31 01 2.00 I/A I/A I/A 68.40 65.24 61.61 01 3.00 I/A N/A 1/A 68.40 64.58 63.52 01 4.00 1/A 1/A 1/A 68.40 67.00 64.65 01 5.00 I/A I/A I/A 68.40 71.00 66.96 01 6.00 N/A I/A 1/A 25.90 72.00 68.47 01 7.00 1/A N/A I/A 25.90 72.10 69.45 01 S.OD N/A 1/A 1/A 25.90 72.09 71.63 01 9.00 N/A 1/A I/A 12.00 72.09 72.24 10 10.00 N/A 1/A I/A 6.90 73.70 73.03 01 11.00 I/A I/A 1/A 6.90 73.70 73.16 01 OE NEARS WATER ELEVATION IS LOWER THAI GROUND ELEVATION M SUMMARY OF SEVER HYDRAULICS NOTE: TEE GIVEN FLOW BEPTB-TO-SRIER SIZE RATIO= .8 ' SEVER ID NUMBER MANHOLE UPSTREAM NUMBER DISTREAY SEVER SHAPE REQUIRED DIA(R1SE) SUGGESTED DIA(RISE) EIISTING DIA(R1SE) WIDTH --------------------------------------------------------------------- 1D NO. ID 10. (IN) (FT) (11) (FT) (11) (FT) (FT) ' 12.00 2.00 1.00 ROUND 39.07 42.00 36.00 0.00 23,00 3.00 2.00 ROUND 37.15 42.00 36.00 0.00 34.00 4.00 3.00 ROUND 42.96 48.00 36.00 0.00 45.00 5.00 4.00 ROUND 42.22 48.00 36.00 0.00 ' 56.00 6.00 5.00 ROUND 18.98 21.00 27.00 0.00 67.00 7.00 6.00 ROUND 29.58 30.00 27.00 0.00 11,11 89.00 8.00 9.00 1,11 8.00 ROOK ROUND 16,16 24.54 30.00 27.00 11.00 21.00 0.00 0.00 910.00. 10.00 9.00 ROUND 18.53 21.00 15.00 0.00 1011.00 11.00 10.00 ROUND 18.53 21.00 15.00 0.00 ' DIVERSION UNITS FOR ROUND AND ARCH SEVER ARE IN INCHES DIVERSION UNITS FOR 101 SEWER ARE II FEET ' REQUIRED DIAMETER WAS DETERMINED BY SEVER HYDRAULIC CAPACITY. t ' SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEVER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, 111SITNG ----------------------------------------------------------------------------- SIZE WAS USED SEWER DESIGN FLOW NORMAL IORAML CRITIC CRITIC FULL FROUDE CONVERT ID FLOW Q FULL Q DEPTH VLCITY DEPTH YLCITY VLCITT 10. ' NUMBER - -------------------------------------------------------------------- CFS CFS FEET FPS FEET FPS FPS 12.0 68.4 55.1 3.00 9.68 2.61 10.48 9.68 0.00 V-01 23.0 68.4 63.1 3.00 9.68 2.61 10.48 9.68 0.00 V-01 ' 34.0 68.4 42.8 3.00 9.68 2.61 10.48 9.68 0.00 V-01 45.0 68.4 44.9 3.00 9.68 2.61 10.48 9.68 0.00 V-01 56.0 15.9 66.5 0.98 11,61 1,11 1,19 6,11 1,11 1-01 ' 67.0 25.9 20.4 2.25 6.51 1.78 7.69 6.51 0.00 V-01 78.0 25.9 26.3 1.11 7.55 1.78 7.69 6.51 0.96 V-01 $9.0 12.0 7.9 1.75 4.99 1.29 6.30 4.99 0.00 V-01 910.0 6.9 3.9 1.25 5.62 1.05 6.28 5.62 0.00 V-01 1011.0 6.9 3.9 1.25 5.62 1.05 6.28 5.62 0.00 V-01 ' FROUDE NUMBER=0 INDICATES THAT A PRESSURED ----------------------------------- FLOW OCCURS SEVER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DISTRIAM UPSTREAM DISTREAM 1 ------s----------- FT) FT) I--- ----------------------------- ---- 12.00 0.68 58.09 57.13 4.15 --- 0.81 NO 23.00 0.89 59.66 58.09 1.92 4,1E 01 ' 34.00 0.41 60.02 59.66 3.98 1.92 01 45.00 0.45 60.92 60.82 7.08 3.98 01 16,11 4,11 11,11 11,01 3.61 6.15 01 1 67.00 0.43 66.53 66.13 3.32 3.61 01 78.00 0.72 68.16 66.53 1.68 3.32 01 89.00 0.25 68.23 68.13 2.11 2.21 01 910.00 0.37 68.55 68.30 3.90 2.54 01 1011.00 0.37 68.55 68.55 3.90 3.90 01 01 MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF I FEET __= SUMMARY OF HYDRAULIC GRADIENT LI1E ALOIS SEIERS SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DISTREAM CONDITION FEET FEET FEET FEET FEET FEET 11.00 141,00 141,00 61,09 60.13 61.61 58.81 PRSS'E1) 23.00 176.00 176.00 62.66 61.09 63.52 61.61 PRSS'ED 34.00 87.00 87.00 63.02 62.66 64.65 63.S2 PRSS'ED 45.00 200.00 200.00 63.92 63.02 66.96 64.65 PRSS'ED 56.00: 90.00 79.88 68.38 64.25 68.47 66.96 JUMP 61.00 93.00 93.00 68.78 68.33 69.45 68.47 PISSED 78.00 227.00 139.03 70.41 61.78 71.63 69.45 SUICR 89.00 40.00 40.00 69.98 69.88 72.24 71.63 PISSED 910.00 68.00 68.00 69.80 69.55 73.03 72.24 PRSS'BD 1011.00 0.10 0.10 69.80 69.80 73.16 73.03 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SDBCI=SUBCRITICAL FLOW __= SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS UPST MANHOLE SEWER JUNCTURE LOSSES DOINST MANHOLE SEWER MANHOLE ENERGY FRCTIOI 11111 SIR LATERAL LATERAL MANHOLE ENERGY ID 10 ID 10. ELEV FT FT I COEF LOSS FT I COEF LOSS FT ID FT --------------------------------------------------------------------------- 12.0 2.00 63.06 6.25 0.05 0.00 0.00 0.00 1.00 58.31 23.0 3.00 64.97 1.84 0.05 0.07 0.00 0.00 2.10 63.06 36.0 4.00 66.10 0.91 0.15 0.22 0.00 0.00 3.00 64.97 65.0 5.D0 68.61 2.09 D.15 0.22 0.00 0.00 4.00 66.10 56.0 6.00 69.13 0.56 0.25 0.16 0.00 0.00 5.00 68.41 67.0 7.00 70.11 0.65 0.50 0.33 0.00 0.00 6.00 69.13 78.0 8.00 72.31 1.87 0.50 0.33 0.00 0.00 7.00 70.11 89.0 9.00 72.63 0.23 0.25 0.10 0.00 0.00 8.00 72.31 910.0 10.00 73.53 0.77 0.25 0.12 0.00 0.00 9.00 72.63 1011.0 11.00 73.65 0.00 0.25 0.12 0.00 0.00 10.00 73.53 BEND LOSS =BEBD It FLOWING FULL WHEAD 11 SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS 1811FLOI FULL VBIAD FRICTION LOSS=O MEANS IT IS IEGLIGIBLE 01 POSSIBLE ERROR DOE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM 10CTIO1 LOSS OF 0.05 FT WOULD If INTRODUCED UNLESS LATERAL I=O. FRICTION LOSS WAS ESTIMATED BY BACIIATER CURVE COMPUTATIONS. I EROSION CONTROL I t 1 '� 11 1 October 21, 1996 Mr. Glen Shlueter City of Fort Collins Utility Services Stormwater 235 Mathews Fort Collins, Colorado 80522 RE: Harmony Safeway Marketplace Erosion Control Security Deposit Estimate Dear Glen, The following letter is intended to serve as a basis for the Erosion Control Security Deposit for the Harmony Safeway Marketplace. This estimate is based on the Final Utility plans as they have been resubmitted to the City for review on October 21, 1996. An itemized listing of the erosion control measures incorporated into this design include the following: Temporary Seed & Mulch (this is applicable to all actual disturbed areas not located within the Safeway Building pad or under asphalt/concrete) Straw bale check dams (located in open channels) Gravel filters (located around all curb and area inlets) Silt fence (Located around the north, south, and easterly perimeters of the site) Temporary truck wash pad A breakdown of anticipated costs for these improvements include: Temporary Seed & Mulch 4.0 ac @ $800.00/ac = $3200.00 Straw bale check dams 7 ea @ $100.00/ea = $ 700.00 Gravel filters 12 ea @ $250.00/ea = $3000.00 Silt Fence 2800 if @ $ 3.00/lf = $8400.00 Temporary truck wash pad 1 ea @ $750.00/ea = $ 750.00 Total $16,050.00 An alternate look at this obligation: Total disturbed area (total site area, although it is not intended to disturbed the entire site at within the scope of this project) - 21 acres 21 acres @ $500.00 * 150% = $15,750 Based on the above figures, and the City policy to use the higher estimate, the Erosion Control Security Deposit obligation of the developer for the Harmony Safeway Market place would be $16,050.00. Please call if you have any questions regarding these figures Sincerely, Roger Curtiss P.E. - Northern Engineering Services, Inc. cc: Dennis Wyatt - Wyatt &. Associates Cam Potter - Safeway RAIKFALL PERFORMANCE STANDARD EVALUATION PROJECT: STANDARD FORM A OQmprly -- 4�T<�atAy �aP COMPLETED BY: DATE: 6-Z4--% DEVELOPED SUBBAgIN ERODIBILITY ZONE Asb (ac) Lsb (ft) Ssb M Lb (feet) b ) VVV PS (t) S I MOD=EdT� O,. 71 SZ O•� i�D 2.� ' S 3 O .`34 140 0. � 54 1.74 -7SD cam. N SS Z .0'1 4-2-S O • (�p s� --- 1.03 350 0• � ` It S-7 _ 0,75 Z770 ' O. 8 IIeD D•� _ 1n tJ I D.53 21 S p .8 Vl till - I.2.c;) 0,3-7 _Zoo L?o 1,CD o,(= -- 7 tJ3 --- N\4 Io46 sso o. . 1J 5 O. 3-7 U1 It w �J-7 - 090 33o O.C� f118 b.19 (iS o /� 0 iJ9 k, I(D p.19 Z.63 1"70 0.6 Ilm u 11 I •93 Zoo O. S lopo )t -3o 14-.-11 zo 49� 0�7Z �4.90 MARCH 1991 8.14 DESIGN CRITERIA EFFECTIVENESS CALCULATIONS PROJECT: II STANDARD FORM B i--}d2MOn1Y SOLE la/DY %JI DEILC-T}71 w � � COMPLETED BY: f�>. DATE: 6 2.4 -96 Erosion Control C-Factor' P-Factor Method Value Value Comment MAJOR PS SUB I AREA BASIN ($) BASIN (Ac) CALCULATIONS 1.1 -74-9�:> N- I - Io.5AA0 .. r. EA Nor To 6E DIST-Ue&,�=n Cw/Tl}IS P414s 5_aI nn _ A �vl wucss Z. 13 J�,1� bEEAS I.}OT I wJ 21�bDLVb�/ pe. fil-Db Ta �a SE£DEo +Y,u�cI+E D• s=T �e ova cl 0. 9.S c. O. _ 1� _. 0. vj 0 `J IDiS7VZZFD�S1 - �i 7(� ��2EG _NDr T'J_6E W,-ia+IS P+IDSE� 5-9 - - ---� .99 de. --�2-��-CAE--1=Y.IST--ST2�ET5 _ O _-kET-. 17IG7-V E.aEo Ae�� - . I3 _ el • Sul LL�I I..IC�a MARCH 1991 8.15 DESIGN CRITERIA �,z I CONSTRUCTION SEQUENCE SEQUENCE FOR 1997 COMPLETED BY: B. CURTISS DATE: NOV. 1996 1996 1997 MONTH MONTH DEC DEC JAN FEB MAR APR MAY JUN JLY AUG SEP OCT NOV DEC OVERLOT GRADING: WIND EROSION PONTROL: Soil Rough Wing Pgrimeter arnar Additional orriers� Vegetative Methods gpl Sealant Other — RAINFALL EROSION CONTROL STRUCTU L: Sedim nt Trap/ asirl Inlet lIters Straw Barriers Slit Fence Barriers Sanared SSBoi ggs Preparation Contour Fufrows Terracing_ Paving RipRap Outlet Control VEGETATIVE: Permanent Seed Plantin Mulching%Sealant Temporary Seed Planting Sod Ins allation Netting/ I d I 1 I I 1 CHARTS, TABLES, GRAPHS w DRAINAGE CRITEFIA MANUAL 51 3( 1— 2 Z W U cc W D. 10 Z lu a O 5 N W cc 3 D O U 2 w 1- 3 1 5 RUNOFF oil 0 M r! FAN r , I � I.,"11 ■ ��/f�I � III ��.■� �II�I%■//� ,��■■■■� MWIFAAE ■■m■Elms ��■■■■� I 2 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. • MOST FREQUENTLY OCCURRING "UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENC=: "Uroan Hydrology For Small Watersheds' Technical Release No. 55, USDA, SCS Jan. 1975. 5-1-84 URBAN DRAINAGE a FLOOD CONTROL DISTRICT No Text 1.0 .9 .8 .7 .6 .5 I- w u- .4 z L' 0 z_ z .3 w a. 0 .2 12 5 II 10 4 8 10 6 3 2 9 p 4 1 3 8 LU �i�� z 1.5 7 vJ 2 pot y s gym% z 1.0 orf a z z w , 9 ---_ - 5.5 0 o. .8 5 = z 6 0 .7 u z z .4 �- 4.5 z. 0 3 w 6 w x 4 2 0 .5 0 x ' F ►- z 0 0 3.5 w w '' 4 o- 0 -.I U. 0 .08 w H 3 = 0 .06 0 .3 c� 0 :L z 2.6 _ ¢ .04 w w 25 o. .03 a I_ 3 Q .02 0 .2 a C _ u H a 01 0 .15 L U- 0 0 Yo H .10 IX 0 /� Figure 5.2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPT t2' U Adapted from Bureau of Public Roads Nomograph MAY 1984 5-10 DESIGN WERIA I J STORM DRAINAGE DESIGN AND TECHNICAL CRITERIA LE AND -==-_ - !a % PLAN NOTE USE EQUATION 801 CTI ON _ l�J2 CASE I L Y O`* INLET ON MAIN k= o,oi maoil+etG MA PLAN USE EQUATION 005 a ' IC=Wneylsec V - � II I1 Date NOV 1984 ' Rev_. Jr (ant LOSSES TABLE 803 124-=u=2Li5- F. A., TEM % PLAN .1 1.101. USE EQUATION 005 z NL "-- k vlz Vz o••, k � J .:ir SECTION CASE II INLET ON MAIN LINE PLAN USE EQUATION 001 a�. SECTION CASE 1Q INLET OR MANHOLE AT BEGINNING OF LINE CASE N0. K� go CASE IIIK• I 0.05 22 1/2 0 .II 0.25 45 0.50 IV 1.25 60 0.35 90 0.25 No Lateral S., Caac I REFERENCE: APVVA Speclal Report No. 49, 1981 z` No Text r r r Calcutations for Curb Capacities and Velocities Major and Minor Starve per City of Fort Collins Storm Drai nsge Design Criteria RESIDENTIAL w/ 6- Vertical curb and gutter ' g Is for one side of the road only V is based on theoretical capacities Aram - 3.37 sq.ft. ' Minor Storm Slops Red. : Minor : a V (%) :Factor : X : (cfs) (fps) r r r i r r r r r u r Prepared by: November 23, 1993 Area - 18.495 sq.ft. Major Storm Major : g V X : (efs) : (fps) 0.40 : 0.50 : 129.87 : 4.11 : 2.31 647.33 20.47 : 1.41 0.50 : 0.65 : 129.87 : 5.97 : 2.59 647.33 29.75 : 1.58 0.60 : 0.80 : 129.87 : 8.05 : 2.93 647.33 40.11 : 1.73 0.70 : 0.80 : 129.87 : 8.69 : 3.06 647.33 43.33 : i.a7 0.80 : 0.80 : 129.87 : 9.29 : 3.27 : 647.33 46.32 : 2.00 0.90 : 0.80 : 129.87 : 9.86 : 3.47 : 647.33 49.13 : 2.12 1.00 : 0.60 : 129.87 : 10.39 : 3.66 : 647.33 : 51.79 : 2.24 1.25 : 0.80 : 129.87 : 11.62 : 4.09 : 647.33 : 57.90 : 2.50 1.50 : 0.80 : 129.87 : 12.72 : 4.48 : 647.33 : 63.43 : 2.74 1.75 : 0.80 : 129.57 : 13.74 : 4.84 : 647.33 : 68.51 : 2.96 2.00 : 0.80 : 129.87 : 14.69 : 5.17 : 647.33 : 73.24r. 3.16 2.25 : 0.78 : 129.87 : 15.19 : 5.49 : 647.33 : 75.74 : 3.35 2.50 : 0.76 : 129.87 : 15.61 : 5.78 : 647.33 : 77.79 : 3.53 2.75 : 0.74 : 129.87 : 15.94 : 6.07 : 647.33 : 79.44 : 3.71 3.00 : 0.72 : 129.87 : 16.20 : 6.34 :- 647.33 : 80.73 : 3.87 3.25 : 0.69 : 129.87 : 16.15 : 6.60 : 647.33 : $0.52 : 4.03 3.50 : 0.66 : 129.87 : 16.04 : 6.84 : 647.33 : 79.93 : 4.18 3.75 : 0.63 : 129.87 : 15.84 : 7.08 : 647.33 : 78.97 : 4.33 4.DO : 0.60 : 129.87 : 15.58 : 7.32 : 647.33 : 77.6a : 4.47 4.25 : 0.58 : 129.87 : 15.53 : 7.54 : 647.33 : 77.40 : 4.61 4.50 : 0.54 : 129.87 : 14.88 : 7.76 : 647.33 : 74.15 : 4.74 4.75 : 0.52 : 129.87 : 14.72 : 7.97 : 647.33 73.36 : 4.87 5.00 : 0.49 : 129.87 : 14.23 : 8.18 : 647.33 70.93 : 5.D0 5.25 : 0.46 : 129.87 : 13.69 : 8.38 : 647.33 68.23 : 5.12 5.50 : 0.44 : 129.87 : 13.40 : 8.58 : 647.33 66.80 : 5.24 5.75 : 0.42 : 129.87 : 13.08 : 8.77 : 647.33 65.19 : 5.36 6.00 : 0.40 : 129.87 : 12.72 : 8.96 : 647.33 63.43 : 5.48 r CUENT`��T`N oP X �JS JO/NO. PROJECT CALCULATIONS FOR MADEBYP-10 DATE CMECKEDBY_DATE SHEET_OF ES io NJnc1. SiS eE er 6" : v Csa�. t� : : II II I ES1 CUEMT` =+N Cr-- F025 , . uS JOB Mo. PROJECT CALCOUTH MB FOR e' � T= ^,, ! MADE BYjr�DATE Z,92 CHECKED BT_DATE &MEET_I OF Z al_ �✓� 611 v Eery ^, r+� ,F� ,#. C�urrt=.tz. I I pc+,i c SrQ�F'sT Q.dPGGJTI E5� i tvl Floe 6-rnra.a PE2 SCt-,Gnon� 4.2.2.z. C-1Ty o;-- Fozr e- • i ,Ns ZcsSlc=►J c-P-.IrEeLi t I tL.JµEPls Q ITi-LEG 2G.TGdL_ CaV11'E2 G,y'?Cf...lT/ �GF,y, = IX>Gpn4 oP Fi..0 Vw C--, FpG�, pF-- CULYT-T-r- n QOtX..IiNECiS GJ7GPPlU ENT' C' USE O. GIb� t=TFT 2.ECJ P eOCGt_ OR L` P e��c 6L0PE FT/FT i I, b 0.5' of I I O. I'7 i / I Z<Z 8.33% a Tvrd� _ co, 56�� IZ.00\(o.S 8A) c.olb J &2 - 1}2.Ed � (�LxO.IlX2')r sk 16: )r (p32X2� aR \�0.32 c.clL < I 129, a7 i COI MWO wr oo MO �1666R1on roe O.i9 ib ¢I 6-1 On 6.0 E-2 -+ +Cil91E 3.62 on 25A 49.0 a-J sa 0.10 0.M 0.6 1.2 6-4 a -a 0.04 0.0 0.2 03 a -a -1 6]11 0.71 27.7 W i a-6 ay 043 071 29 6.5 N-1 N-1 090 073 1.9 a.l x-2 N-3 OM On 1.3 2.5 N-J N-J 1." 095 ba 126 M-a N-a 0e7 QM 26 5.3 N-a N-a 0A6 OM J. 62 N-6 Ny ON 0.93 29 59 N-3 M-0 1 0.6a 0.63 J. 66 M-6 My O.b O.ba IA J.6 M-6 0.02 D.6J ♦.5 9.Jx-10 0aa .2a OA 1.2N-II ox oft .0 a.0N-12 1.00 oA• aA 9.2M-IJ 1.13 OM a.9 10.2O.m M JA 6A-IJ V2U' 019 0" 0.6 t.JN-+a OLD 1.3 2AN-n 0.a1 0Aa 3.0 61M-n 2AI Or 63 II aN-16 12M J)1 n.J N-20 0.1 = VTC VEHICLE TRACKING CONTROL SON. ou Lmu< mx vrzz mbm n«I . m . wl NwF. ro.v SOIL w «ml Im a.GV•rMrugrRrliV 6MaOF Mwr. w� 0 0 a o o a 0 0 0 0 0 0 0 o Irr •.r++.e6 T.w.b.N A w 6 1 ` �/ L AREA INLET STRMDRNG\D-9.DWG SAN REMO IVA COURT •��•• - / ie f m Pet w Iwvvi Mm m y>• Our 1 , 4aOwIll N -7 ANA ( O.YCI AC AM 1 ' rn . I ♦ i - N-4 ` Sapo d , 1 �M-11�I,�11�IIOOOgl A* PILOT PILOT •, z 1 �61ixL;� m�..� '� 6 m"°'` •,.i 6-3 40 w 2 iwa OggOei I _ HARMONY ROAD (HIGHWAY 68) le L.EGIII!IhlI)I ______= Evmlxc so,x sEWEn RRCPoSEo sTORII sEWm w=----- Exs 7ORm rnArACE wn 0® NIOPoSFD sTpW gWMLGE wm E r- RwRoso cwraL+e E:T COx1WR �..._.___.� NEIWILS Bp6YA41 M r1u 1a F Tm (TAPE¢) pp, rewoxury ER N Cw11mL y r SIPAW B4£ CHEN OW v m f NOOaeD WWL ow p CURB INI 010V FILTER TExPoR.AR•' DIMION Cp1T1.UL N-3 awNACE O rc NCATON 640 we CESA'11 PoIM SILT fET1CIMC cceim� allcul1v aLl ,Ad, X sn6ILrlp. A�` lutiw MONTE CARLO PJLACAL MONACO PLACE L AO m Ao \ �frN.r ,6®m.b.l m 88=6 ae NO • ' \�� x Ia R..1 1082 1 s-e :R 07 p CALL 11TIEM NOIIFlCNIIEr S- oR CENTER 9 CO-*8 �C c6u 534-V700 DEvu ° 6EFo .Tu `EYCAVAm oR E M'x cOF u0 rn0u1w • r �• ENecF Un1 s acre r • as QENERA GRADN0 AND EROSION CONTROL NOTES: c.w, r..vA� .-n, Co. x CTM w.. BE AT I 1 .oxv: w rlNrc+.x am rn.rr Islcaawc. imr.N. w IL oa�e� o.a°�'1x�.w xa a.alr. rz 1ILN IN II. m1x.,+iw sowr. n .o'.1m x .xE .s1.wrD ron1 1ii-�I"'•"xIm® I"ao.': °.m"a•"m`mr.1AOi`o`:ma�lm�oo mom`. I i a°oi w'm'�1p`.°Aw m'w""aaa o or1.e mxlul vw.: i.Flr m . M,1W Lo® NwN Lxo MY(slm.luBY av upy ��pry�15 Few Ea.l vw. r p doom NOIYI F rAN M rAC N[K UIO @mW lYN G•�vnP MWOO CMY a,aAlID. /lb °i"�rawo`xO6'a o® Tan'tl"'u' R��nAai xw�c�[rt l am"ie` 1 m m a��.m s5 � sm..`Orp11w` uva� 1Enwro' . ONE F.NPI. Nw. BE w1..n Ix.I,u.m AT x. n6 New .Verervl FCMrt: w AS m .0..t.1 ..Iu-uan po9pt .1, '". 0® r ..mx1N. ®IIa..SO wl 1 FLOIr Oa .. . NIL Iwu omw wlllnP BE Fr.nm muNs+rc m Fx A, Iamn' u wu. L.aII a BE :11Pa VIE) ® r x'O'O'A wx..° o w,I®m AS WT m r.ILe""'�,Iu a�'u�s .,o «. oN.'.WSM�wm . a...m. uT rvowlrl `mv n m >n Lro w.am n surc[ Iuaaw. • rrraawramm 'wo"`.IL Mwo..N. OF sours m mw wmr. oxm an :I1rn n a. xo. xl..o.lIL .w. NIL 16oN.SONNvr 6F ,K Iw rK ESO rN1a c"NIOU ONODE M M FI6t mi (T% M 6�9®Ir Iwo PAP OK(v v 6 SIMISa®IiK q Fvn rm A W • W (r}) 11. nl r 16mw mno n221 o mwx 16P1u . ru(m'. CITY OF FORT COLLINS, COLORADO UTILITY PLAN APPROVAL THIS PLAN APPROVED FOR ROUGH GRADING AND EROSION CONTROL ONLY. TIE p 0*2!t C2. CO. C,, 6 CIO MC pN6 y TEMPO RMEVEO 6! n( CIM1 Cf FaRI WU6 N61 NS A6FLf m fIYNGE WIN nN mxrnNN naM ra(J( Iba ®I rid. CITY OF FORT COLLINS. COLORADO UTILITY PLAN APPROVAL RrR••.cb: Nr�1r a RUNNMM SON CNECNnI W. T, «e Alx s.r uvN Prz C eCN2o T" FR SM1wnLTP NNT W2 -CHEO(m IN �l HARMONY SAFEWAY MARKETPLACE NORTHERN ENGINEERING SERVICES11 yes 620 SOUTH HOWES SUITE 202, FT. COLLINS. COLORADO e0521 DRAINAGE AND roe.. (970) 221-6I58 � •• EROSION CONTROL PLAN Pf Of act:9623.03 Pr nt Dote: SCALE: , _ �o E SIGNE ,RAC CHECKED er.xxxxz CHECKEDoor, SY:X XXX nDESIGNER nRAF AN r!A n