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Home My WebLink AboutDrainage Reports - 05/13/1993 (2)No Text 1 May 10, 1993 1 Mr. Glen Schlueter City of Fort Collins Stormwater Utility ' 235 Mathews Fort Collins, CO 80522 RE: ShopKo P.U.D. ' Project No. 10-724-000 ' Dear Mr. Schlueter: We are pleased to hereby resubmit this Final Drainage and Erosion Control Report for the ' ShopKo P.U.D. We have reviewed and incorporated your comments from our last submittal and have made some changes. The continuous grade curb inlets were re -analyzed, this time using the capacity reduction factor we left out previously. The calculations for the hydraulic grade line were added to Appendix D. We also addressed your comments dealing with the Erosion Control Plan. ShopKo has indicated that the overlot grading and all but the last lift ' of asphalt will be in place before the first of August. To meet this schedule, the contractor will have to demolish all existing buildings (2 weeks), do the overlot grading (4 weeks), put down base course (1 week) and begin paving. By this schedule there should be no more than ' 4 weeks of bare ground between beginning of overlot grading and beginning of base course installation. ' We look forward to your review and comment and will gladly answer any questions you may have. Respectfully, TST, INC., CONSULTING ENGINEERS phen F. Human SFH/lc ' TST, INC. Consulting Engineers 748 w1afers Nay • 156184 §'O Fort Collins, CO 80525 (303)226-0557 Metro Denver (303) 595.9103 FAX (303) 226-0204 David B. Lindsay 102 Inverness Terrace East Englewood, CO 80112 (303) 792-0557 FAX (303)792-9489 TABLE OF CONTENTS I. INTRODUCTION PAGE • Scope and Purpose 1 • Project Location and Description 1 • Previous Studies 1 II. HISTORIC CONDITIONS • Outfall to Foothills Basin 3 • Outfall to McClelland -Mail Creek Basin 3 III. DEVELOPED CONDITIONS PLAN • Design Criteria 5 • Drainage Plan Development 6 • Proposed Drainage Plan 6 • Evaluation of On -site Detention 8 • Erosion Control 9 • Variances 9 FIGURES VICINITY MAP 2 EXISTING DRAINAGE PATTERN 4 M 1. Hydrologic Calculations Worksheet 11,12,13 2. Summary of Inlet Analysis and Design 14 3. Summary of Detention Analysis and Design 15 4. Summary of Storm Sewer Pipe Analysis and Design 16 5. Summary of Street Capacity Analysis 17 6. Summary of Riprap Design 18 7. Rainfall Performance Standard Evaluation 19 8. Effectiveness Calculations 20,21 9. Construction Sequence 22 TECHNICAL APPENDIX APPENDIX A: Rational Method Analysis APPENDIX B: Inlet Analysis APPENDIX C: Pond Analysis APPENDIX D: Pipe Analysis APPENDIX E: Street Capacity Analysis APPENDIX F: Riprap Design SHEETS Drainage and Erosion Control Plan Sheet 6 of 17 Sheet 7 of 17 INTRODUCTION SCOPE AND PURPOSE ' This report presents the results of a drainage evaluation for the ShopKo P.U.D. A hydrologic analysis of the proposed development plan was completed to determine the location and magnitude of the storm runoff. Drainage facilities were evaluated during the ' hydraulic analysis to ensure that the structures could safely convey the runoff from the site in accordance with the City of Fort Collins Storm Drainage Design Criteria. ' The purpose of this report is to evaluate the Development and prepare a stormwater management plan that will address: (1) overall storm drainage planning and management, and (2) detention of flows exceeding allowable release rates. 1 PROJECT LOCATION AND DESCRIPTION ' The ShopKo P.U.D. is a proposed retail commercial site located in the NW 'A of Section 36, Township 7 North, Range 69 West, in the City of Fort Collins, Colorado. The site is ' bounded by College Avenue to the West, Bockman Drive to the North, Boardwalk Drive to the South, and the future John F. Kennedy Parkway to the East. A vicinity map illustrating the project location is provided in Figure 1. The proposed site falls within two major drainage basins. The north half of the site is within the Foothills Basin, the southern half of the site is within the McClelland -Mail Creek Basin. ' The ShopKo P.U.D. consists of 10.7 acres and is within a Highway Business Zoning District (HB). The development will consist of a 97,000 square foot department store and two ' additional 17,000 to 20,000 square foot parcels which will be used by, as yet, unnamed commercial businesses. The remainder of the site will be a paved and landscaped parking lot. PREVIOUS STUDIES Release rates for this site were established by the "Master Storm Drainage Report for the Landings P.U.D." by Cornell Consulting Company. The "Final Drainage Report for Toys "R" Us and Western Auto Stores" and the "Final Drainage and Erosion Control Report for JFK Parkway", both prepared by Parsons and Associates Consulting Engineers, were ' referenced since the outfall points for these sites are contiguous. No Text HISTORIC CONDMONS This site has a high point located near the center of the property and slopes down from there in all directions. Runoff to the south and west is collected by College Avenue and Boardwalk Drive and directed to a curb inlet near their intersection. Runoff to the north is tcollected in Bockman Drive and directed east towards the proposed JFK Parkway. It is then collected by a curb inlet in Bockman Drive and directed into the Toys "R" Us underground ' detention facility. Runoff to the north sheet flows overland to the Larimer #2 Canal. Figure 2 shows the existing drainage pattern. The site is moderately vegetated by rangeland grasses and weeds with some bushes and trees present. The northeast portion of the site is littered with spoil piles from adjacent construction. There are currently three businesses operating on the site. A travel agency and a feed store are located next to each other in the northwest portion of the site adjacent to College Avenue. An automotive repair shop is located on top of the hill in the central west portion of the site. All of these facilities will be abandoned and removed as part of this ' project. The drainage reports for the Toys "R" Us store and the Western Auto store, as well as the ' drainage report for the extension of the JFK Parkway to Bockman Drive, mention the contributing portion of this site. The extension of JFK Parkway to Bockman Drive project includes a temporary detention pond with a capacity of over 36,000 cubic feet (0.83 ac/ft) and a restricted release structure which is to allow a flow of 5.02 cfs. The pond is to be located in the southwest corner of the JFK-Bockman intersection and outfalls into another ' pond, via a 15" RCP under JFK, at the northeast corner of the intersection. This pond outfalls into the Larimer #2 Canal via a restricted release structure. The portion of this site which contributes to this condition is approximately 5.8 acres which includes the west half of the proposed JFK Parkway extension from Bockman Drive south to the crest of the hill (which will be constructed as part of this project). 1 3 1 ' I i N W C3 ,, -- ' 'Ui I ' , I � \ = =i �•.�1I u o ¢ FZa W 1 a�H6WG O o 2y aZX zzZ=W oaU. yOWJFIC �VW;Oy G7 .yM-jo a CU. -o� o �WZXZZ a;3� XF'Ooyo-A Wa=zasz dyydyo I II I') i� ' DEVELOPED CONDPTIONS PLAN ' DESIGN CRITERIA The drainage system presented in this report has been developed in accordance with the guidelines established by the City of Fort Collins Storm Drainage Design Criteria and Construction Standards Manual (SDDC) dated May, 1984 and revised in January, 1991. Where applicable, design guidelines and information were also obtained from the Denver Regional Council of Government Urban Storm Drainage Criteria Manual (USDCM). The Master Storm Drainage Report for the Landings P.U.D. dictates a discharge rate of 0.87 cfs/ac for release into the Larimer #/2 Canal. Because of this mandate, the historic flows across the site were not calculated. Developed condition storm facilities were designed based on the 10-year and 100-year storm frequencies as dictated by Table 3-1 of the SDDC manual. Since the 100-year storm will produce flows in excess of 0.87 cfs/ac, on -site detention facilities will be required. The same method used for sizing the detention facilities for the Toys "R" Us and Western Auto stores and for the JFK Parkway extensions was used since some of these facilities are inter -related. Due to the limited size of the sub -basins on the site, the Rational Method was selected to calculate runoff. The Rational Method utilizes the SDDC Manual equation: ' Q = C?M ' where Q is the flow in cfs, A is the total area of the basin in acres, Cf is the storm frequency adjustment factor, C is the runoff coefficient, and I is the rainfall intensity in inches per hour. The runoff coefficient, C, was selected to be 0.95 which is dictated by Table 3-2 of the SDDC manual (for BB zoning). The frequency adjustment factor, Cf, is given in Table 3-4 of the SDDC manual and was 1.0 for the 10-year storm and 1.25 for the 100-year storm. Since the SDDC manual indicates the product C x Cr shall not exceed 1.0, 1.0 was used as the product when calculating 100-year storm flows (0.95 x 1.25 > 1.00). The appropriate rainfall intensity was taken from the rainfall intensity duration curve in the SDDC Manual ' (Figure 3-1). To obtain the rainfall intensity, the time of concentration had to be determined. The following equation was utilized to determine the time of concentration: t<=>;+4 where t. is the time of concentration in minutes, t; is the initial or overland flow time in minutes, and 4 is the travel time in the ditch, channel or gutter in minutes. The initial or overland flow time was calculated with SDDC Manual equation 3.1.7: ' t. _ [1.87(1.1 - CC�12.1j/(S)0.33 1 5 1 where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the average basin slope in percent. This procedure for computing time of concentration allows for overland flow as well as travel time for runoff collected in streets, gutters, channels, ' pipes or ditches. ' DRAINAGE PLAN DEVELOPMENT The proposed drainage plan for the development consists of a combination of sheet flow, across a paved parking lot, collection into inlets, and conveyance to and from detention facilities via storm sewer pipe. This project will also include construction of the west half of JFK Parkway from Boardwalk Drive to Bockman Drive. Street flows for this portion of the site will be calculated based on encroachment criteria set forth in the SDDC manual for an arterial roadway. The other three streets which bound the site will also be evaluated Ibased on the SDDC criteria set forth for their respective classifications. Although this site lies in two major drainage basins, the City of Fort Collins Stormwater Utility is requiring that all runoff from the site be detained and then released into the Larimer #2 canal. Temporary facilities are currently under construction as part of the JFK Parkway extension to Bockman Drive. These facilities include two detention ponds, one of which is on the ShopKo site at the southwest corner of Bockman Drive and JFK Parkway. This pond is referred to as Pond "A" in the JFK Parkway Drainage Report. The other pond is referred ' to as Pond "B". In that report, runoff from 5.77 acres of the ShopKo site was to be detained in Pond "A" and released at a rate of 5.02 cfs via a 15" RCP into Pond "B". To avoid obtaining a separate release permit into the Larimer #2 Canal to accommodate the remainder ' of the ShopKo site, it was decided to detain all runoff and release it through Pond "A" at the predetermined rate of 5.02 cfs. PROPOSED DRAINAGE PLAN ' Preparation of the drainage plan required the delineation of sub -basins within the development. It should be noted that the labels for the sub -basins and storm drainage facilities has changed considerably from the preliminary report; however, the drainage plan has changed very little. The grading and drainage plan can be found at the end of this report and shows the sub -basin delineation and proposed storm drainage facilities. Calculations made for flow, inlet, detention pond, pipe analysis, street capacity and riprap design can be found in the Technical Appendix. The results of these calculations can be found in Tables 1, 2, 3, 4, 5 and 6 at the end of this section. A summary of the Proposed Drainage Plan for ' each sub -basin is provided in the following paragraphs. Sub -basin A includes runoff from the parking lot and future building pad on the south side ' of the ShopKo building. Runoff will sheet flow around the east and west sides of the future building pad and directed into swales in the parking lot. A swale on the east side of the pad 2 ' will direct runoff directly to area Inlet #1. A combination of swale and gutter flow will also direct runoff to Inlet #1. Critical sections in the swales were checked to insure that runoff would not leave the site or spill into adjacent sub -basins. This check was also needed to insure that emergency vehicles could gain access to the future building during the 100-yr storm. Inlet N1 will be an area inlet in a sump condition. To maximize the inlets efficiency ' runoff will be allowed to pond to a depth of 0.63 ft. (top of curb). The developer is currently negotiating with a potential owner for the building site in this sub -basin and it is anticipated that it will be built concurrently with the ShopKo site. In case there is a delay, ' this area will be rough graded to insure the runoff will be directed to the inlet. The surrounding curb and gutter and a temporary asphalt trickle pan designed to carry the 2-year storm will be installed. It is also possible the new owner will want to reconfigure the ' interior curb and gutter. This.should not be a problem as long as the runoff is allowed to travel around both sides of the building and not concentrated any more than it is now along the southwest portion of the building pad. Sub -basin B collects parking lot runoff adjacent to the southeast portion of the ShopKo building. Runoff will be directed to curb Inlet ti2, which is in a sump condition, via sheet flow and gutter flow. Runoff can only be allowed to pond to a depth of 0.40 ft to insure that it doesn't spill over into Sub -basin C. Sub -basin C collects runoff from the remaining parking lot area on the east side of the ShopKo building and from the west half of the JFK ROW from the top of the hill to bockman drive. The runoff will be directed to Net #3 which is a 35 foot continuous grade curb inlet. The inlet will intercept 100% of the 100-year storm. Sub -basin D is a landscaped strip between the north side of the ShopKo building and the Bockman Drive ROW. Runoff from this area will sheet flow into Bockman Drive and be collected at Inlet N4 which is a 4-foot continuous grade curb inlet. The street flows have been dealt with in the Toys-R-Us drainage plan and will be collected by an existing inlet and directed into the Toys-R-Us detention facility. ' Sub -basin E is the east pond. This pond is referred to in the JFK Drainage Report as Pond "A". Final design of this pond differs from the JFK Pond "A" in configuration and capacity but the release rate will be maintained as well as the pipe alignment and release structure. This pond accepts runoff from Sub -basins A, B, C, D, E, and L. It will also receive the release from the west pond. The outlet will release at a rate of 5.02 cfs and the 100-yr ponding depth will be 8.93 feet (EL = 36.31), top of pond EL = 39.0, and there will be 2.69 foot of freeboard. ' Sub -basin L will collect runoff from the west half of the JFK Parkway ROW between the top of the hill and Boardwalk Drive. Runoff will be directed to Inlet #5 via curb flow. This inlet is a continuous grade curb inlet which will intercept 2.21 cfs while 0.55 cfs will pass ' during the 100-yr storm. The passing flows will enter Boardwalk Drive in Sub -basin M which will be discussed later. I I Sub -basin F encompasses the southwest quarter of the parking lot. Runoff will sheet flow to swales which will direct flows to Inlet N6. This inlet will be an area inlet in a sump condition with a maximum ponding depth of 0.77 ft. The capacity of the swales was ' checked to insure runoff would not spill over into Sub -basin N. Sub -basin G encompasses the northwest quarter of the site and will direct runoff, via sheet flow and swales to Inlet P. This inlet will be an area inlet in a sump with a ponding depth of 0.73 ft. The capacity of the swales was checked to insure runoff would not leave this sub - basin. Sub -basin H is the roof of the ShopKo building. ShopKo has indicated downspouts will be ' provided at the northeast and southeast corners of the building. Because of the capacity restraints of the east pond, it was necessary to pipe all of this runoff to the west pond. ShopKo could not provide actual expected percentage of flow in each downspout so it was assumed each would carry half. Sub -basin I is the west pond which will collect all of the runoff from Sub -basins F, G, H, I and N. 100-yr ponding depth will be 8.59 ft (EL = 40.59) with 1.41 feet of freeboard. This pond will release to the east pond via a 12" RCP which will carry 2.50 cfs. This pipe ' is smaller than the City's 15" minimum, but a 12" pipe controls the release rate without having an orifice plate. This condition would also constitute a variance from the City criteria. Sub -basin N is another future building pad located in the southwest comer of the site. All of the runoff will be directed to Inlet N6 during overlot grading, via swales which were checked for capacity. The developer is currently negotiating with a potential owner for this building pad and it too will probably be built in conjunction with the ShopKo site. The surrounding curb and gutter and a temporary asphalt trickle pan design to carry the 2-year storm will be installed. If it were absolutely certain that this site would be constructed along with ShopKo, it would not need to be considered a separate sub -basin. We did this mainly to address erosion concerns if it is not developed with the rest of the site. Refer to the ' Erosion Control section of this report. Sub -basin J, Kl, K2 and M are all half ROW sections adjacent to the ShopKo site. Sub - basin J is the south half of the Bockman Drive ROW from the north entrance to ShopKo to College Avenue. Runoff will gutter flow to College where it will join runoff from Sub -basin Kl (100-yr combined flow = 3.86 cfs dev., 3.82 cfs hist.) and cross Bockman via a gutter pan and continue north in College Avenue undetained. Sub -basin K2 is the remaining portion of the college Avenue ROW and a landscaped strip on the west side of the ShopKo site. This runoff (100-yr flow. = 9.94 cfs) will continue south on College to Boardwalk Drive, undetained, where there are currently 4-foot curb inlets on both sides of Boardwalk which will intercept some of these flows. The remaining runoff will join runoff from Sub - basin M (100-year combined flow = 18.13 cfs dev.,, 22.38 cfs hist.) and continue south on College. Sub -basin M is the north half of the Boardwalk ROW and a portion of the south 8 i entrance to ShopKo. The southern limit of this basin boundary is actually an arbitrary line (center line of the road) since this street has no crown. Undetained runoff will sheet flow across the street (from north to south) from the intersection at JFK Parkway down the hill to College Avenue. Because of this street's cross slope, it would be impossible to intercept these flows from the north side of the street. Currently, runoff either enters the ' Fountainhead P.U.D. at a driveway entrance opposite ShopKo's south entrance or continues west along Boardwalk to College Avenue. ' EROSION CONTROL There should be no erosion occurring on this site once construction is completed since 90% of the site will either be asphalt. or building. The remaining 10% will be sodded landscaping. If the two additional building pads are not constructed concurrently with the ShopKo site they will be reseeded and mulched. During construction, erosion will be a concern because the entire site will be disturbed. The general grading of the site is such that nearly all of the runoff will be contained within the site. During construction, gravel filters will be installed around all of the inlets. Since the majority of the site drains to sumps, the ponding created by the filters will allow sediments to fall out before they enter the storm sewer system. If the filters become inundated during a major storm and do allow sediments to pass all of the stormwater collected from this site must pass through at least one pond where the remaining sediments can fall out. The north side of the ShopKo building has a ' 3:1 fill slope which spills out onto Bockman Drive. This is the most erodible area on the site. Eventually, this slope will be sodded, but in the interim, a silt fence will be installed at the toe of the slope and the natural east falling slope will direct excessive flows to the east pond. ShopKo has indicated that they will start construction of their building in August. They will require that the overlot grading not only be completed, but that all except the final lift of asphalt be in place before they begin work on their building. This means that the site ' construction must be completed in less than two months because the developer intends to sign the Notice To Proceed around the first of June. Both ShopKo and a local contractor have indicated that the overlot grading can be completed in 30 days at which time curb and gutter can be installed and base course put into final grade. Paving operation should begin within one week of final overlot grading. VARIANCES As mentioned earlier, the northeast 5.77 acres of this site currently discharges to the Larimer k2 Canal. The remaining 5 acres (not including road ROW) discharges onto College ' Avenue. With this development, 5 acres of contributing runoff will be removed from College Avenue (and whatever facilities exist downstream) and directed to the Larimer #2 Canal. This will be done with an increase in actual volume of runoff, but at the flowrate ' (5.02 cfs) established for the existing 5.77 acres of contributing area. In essence, we are releasing 10.71 acres with an allowable discharge of 9.32 cfs (87 cfs/ac.) at a rate of 5.02 9 I cfs. This will insure that the system downstream of this site will not be taxed by flow from an un-historic contributing area. Intercepting flows in Sub -basins J, Kl, K2 and M will be difficult because all of these sub - basins are on continuous grades and curb inlets in a continuous grade are not very efficient. To intercept 100 % of the flows in these sub -basins, we have calculated (see Appendix B) that Sub -basin J will require a 13-ft inlet; Sub -basin Kl, a 10-ft inlet; and Sub -basin K2, a 15-ft inlet. Intercepting flows on the north side of Boardwalk would be nearly impossible because ' the runoff sheet flows across the street. Directing flows from Sub -basins J, Kl and K2 into the west pond will eliminate all freeboard and push the ponding depth up to an elevation at or exceeding the gutter flowline elevation at the corner of Bockman and College so pond water would actually run backwards through the inlet and discharge on the street (during the 100-yr storm). Our calculations indicate that on all of these streets, the 100-yr flow doesn't exceed the encroachment or capacity criteria for a 10-yr storm. Further more, the last few ' pages of Appendix A show a quick analysis of the existing releases from this site onto the intersections of College and Boardwalk and College and Bockman. Our analysis at College and Boardwalk indicates an existing 100-yr release of 22.38 cfs. The proposed drainage plan will only release 18.68 cfs, an improvement of 3.70 cfs. At College and Bockman, we have calculated an existing 100-yr release of 3.82 cfs. The proposed drainage plan releases 3.86 ' cfs, virtually no change from the existing flow. Based on the information we have presented, we request that runoff from Sub -basins J and 1 Kl (3.86 cfs) and Sub -basins K2 and M (18.13 cfs) be allowed to discharge undetained. We also request that the flow passing the proposed 15 ft inlet in Sub -basin L (0.55 cfs) be allowed to release undetained. Finally, we would also request that a 12" RCP be allowed between the west pond and the east pond. I 1 1 10 I L 1 [l 1 r 1 coca 0 ! ° g$ m O O Ovf O m g CocoP a3F N N N a°z 0 in a c'i oo a— N + of r N O 00 O O— O C U e O m O O— O vd u^ VE U $888888 888888 8888 O v Qi of vl of of C1 Cl of of vi of N of of of C1 t� O O O O O O O O O O O O O 0 0 0 0 U ao U e oo e r n �c PG6 << U i s cV G� C C O N N O O C G— O ui wlmu0 W j ¢.lax^ZS o � � a " < N � C 1 I 1 1 I 1 1 1 1 O N O Ri F F E F m O O N 0 0 N S S S O w %D O v m O v co cn V' OG m 0 Qi F.i m V1 �O a O �O N N O O O i N m O 3 U h b a S h S S S S 7 H O LiS cV G No G G C O (dW Oa64 g 0 0 D 0 0 0 S S O� Inb V < S N S� b S S S O t��l vmi eOn O N N O N cV Wi cV cV O O O V1 F C oN�o S =MSvrn SSSS m N N cV N C m m of cV m C O O vi F � E O W � - a <wuAwaA wt7x zx . N m a Pi I 1 1 1 1 F 1 1 1 1 1 m in a a L. 4 o V1 m mom to w m m l- 8� h m Q t� l� (V N %n O -O m aao`� 0 0 0 0 0 0 0 0 0 0 0 0 0 0 co N N N N N N N N N N N N N N N N L y � Z Q vi vi vi vi vi vi vi vi vi vi vi v; vi vi vi vi H � O a b N b p 8 b a h h p 8 vNi w .m. m .+ N m N O V N m V N fV + O N Vi zF2 L � o E Z V r N a pp n pp T 7 p 8 VQf V�f 0 r O In In z 7 CV m m N O �n m a v1 N m 0 (V �n O V L e u pF"�•E F a w z � Qam�awaQ u �7x zx �u w .• N m Q as I pq 1 1 1 1 1 8888�88 `3 0000000 O �n N n< N V1 a A a O� .r cV oD 0. Gzi N O O U a oho v W W W r r 3 >> > Q u ,a a au a 0 0 0 0 0 0 0 i Sazw� U O 0 a o a N 09 09 m 06 O. 3 0 p O V N V C %p zEn R a b b N 0 7c W .w a z aAW ��NzzzNy 0 � 000 w� a mu zU F.. .7 .7 < U U U Q Q F H ' TABLE 3. SUMMARY OF DETENTION ANALYSIS AND DESIGN 1 I� 1 WEST POND Subbasin F,G,H,I,and N (Contributing Area= 6.77 Ac.) Qin=C(Cf)(1)(A)= 6.77I 1 (C(CO=1.00) FLOW VOLUME REQUIRED INTO INTO RELEASE VOLUME DETENTION rn)n. POND POND RATE RELEASED STORAGE (cfs) (cf) (cfs) (cf) (cf) 48.74 29246 2.50 1500 27,746 35.20 42245 2.50 3000 39,245 30 4.17 28.23 50816 2.50 4500 46,316 40 3.50 23.70 56868 2.50 60001 50,868 50 3.00 20.31 60930 2.50 7500 53,430 60 2.60 17.60 63 367 2.50 9000 54,367 70 2.30 15.57 65398 2.50 10500 54,898 80 2.05 13.88 66617 2.50 12000 54,617 90 1.88 12.73 68729 2.50 13500 55,229 100 1 1.70 11.51 69054 2.50 15000 54,054 110 1.57 10.63 70151 2.50 16500 53,651 120 1.42 9.61 69216 2.50 18000 51,216 Available Pond Capacit = 64,300c.f. EAST POND Subbasin A,B,C,D,E,and L (Contributing Area=4.84 Ac.) Qin=C(Cf)(1)(A)+2.50 4.84I+2.50 (C(Cf)=1.00) FLOW VOLUME REQUIRED RAINFALL INTO INTO RELEASE VOLUME DETENTION Tc INTENSITY POND POND RATE RELEASED STORAGE (min) (in/hr) (cfs) (cf) (cfs) (cf) (cf) 10 7.20 37.35 22409 5.02 3012 19,397 20 5.20 27.67 33202 5.02 6024 27,178 30 4.17 22.68 40829 5.02 9036 31,793 40 3.50 19.44 46656 5.02 12048 34,608 50 3.00 17.021 51060 5.02 15060 36,000 60 2.60 15.08 54302 5.02 18072 36,230 70 2.30 13.631 57254 5.02 21084 36,170 80 2.05 12.421 59626 5.02 24096 35,530 90 1.88 11.60 62636 5.02 27108 35,528 100 1.70 10.731 64368 5.02 30120 34,248 110 1.57 10.101 66652 5.02 33132 33,520 120 1.42 9.371 67484 5.02 36144 31,340 Available Pond Capacity= 40,565c.f. MINIMUM POND SIZE 1 1 1 1 a H i� b <f b [% o to rn l- V� N e o V1 O O. m N m h m wao�oawt;ww� 3� O a WV way W!IRInInIAR1 O� "It 8 y0F O OOON-� N OyN a vieaav�v��nv�ovN Q zz o0C r"tC4 aooaoo0 h N N C h O: 00 Vl Vl O p N N N N~- C� m N N W .. W rn � rn �o oo O {� ciCo a Q rA in in Z F Zpst91 oO. a a °zhaazwyw p O p W O w w p 3 0 C FE"F0�'"OOFpp F hFz _ �a�Z z Ga W,wjx�wjFFwFa a z x z w w a w x F z.."zzzz 0 aaH auau ppx; a I I I I I I I I I I I I I I I I I I /{©�: _22� �_ 2 C ,7[e°° 522- � sAaar r( m ;! _§�a Q @aFa9R _,.0 O\ §\( k uV) ¥-; Rma%�r §0.u 74§§&&»§§&§33 ■!mmmmm K(§§§k§ /§§§§§§ (#Q))// (¥«))// %\§§§00 %\\§\00 u ��&& � a$ w °°gg;# §§2§ƒ§)A §§§IA. '§N §§ (( M I TABLE 6. SUMMARY OF RIP RAP DESIGN DESIGN PIPE FLOW FLOW SIZE DEPTH VELOCITY RIP RAP POND OUTLET WS) (in) (It) (fps) TYPE East Line "A" 28.43 24 1.56 10.79 L Line "D' 9.75 15 0.69 14.14 L Line "E" 2.50 12 1.00 3.18 L Line "F" 1.49 15 0.25 8.50 L WEST Line "G" 37.99 3611.861 8.23 L Line "H" 1 20.881 241 1.421 8.731 L NOTE: All Design Flows Are 100-yr 18 TABLE 7: RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: SHOPKO P.U.D. STANDARD FORM A COMPLETED BY: DBL DATE: 1/31/93 DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS SUBBASIN ZONE (8c) (ft) (%) (ft) A MODERATE 2.33 320 1.91 B 0.46 200 1.45 C 1.06 300 2.67 D 0.37 35 33.33 E 0.32 40 33.33 L 0.30 190 2.00 H 2.27 360 0.00 TOTAL 7.71 267 4.09 82.7 F MODERATE 1.45 300 2.79 G 2.11 370 2.34 1 0.37 30 33.33 N 0.57 200 2.64 TOTAL 4.50 298 5.07 83.5 J MODERATE 0.20 290 1.00 K1 0.22 100 0.43 K2 1.08 510 0.57 TOTAL 1.50 420 0.61 73.6 19 1 1 1 1 1 TABLE 8. EFFECTIVENESS CALCULATIONS PROJECT: SHOPKO P.U.D. STANDARD FORM B COMPLETED BY: DBL DATE: 5/10/93 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT Pavement 0.01 1.00 Includes Buildings Sod 0.01 1.00 Seed/Mulch 0.06 1.00 MAJOR PS SUB AREA CALCULATIONS BASIN (%) BASIN (AC) (CALCULATIONS ARE SHOWN IN APPENDIX) 1 82.7 A 2.33 10% Sod 45% Paved 45% Seed/Mulch Eff = [1-(.04 x 1.00)1 x 100% = 96% B 0.46 100% Paved Eff = [1-(.01 x 1.00)] x 100% = 99% C 1.06 10% Sod 90% Paved Eff = [1-(.01 x 1.00)] x 100% = 99% D 0.37 10% Sod 90% Paved Eff = [1-(.01 x 1.00)] x 100% = 99% E 0.32 100% Sod Eff = [1-(.01 x 1.00)] x 100% = 99% L 0.30 100% Paved Eff = [1-(.01 x 1.00)] x 100% = 99% H 2.27 Building Eff = 99% EffNET = 98% (>82.7%) lC 1 1 1 1 1 1 TABLE S. EFFECTIVENESS CALCULATIONS (Cont') PROJECT: SHOPKO P.U.D. STANDARD FORM B COMPLETED BY: DBL DATE: 5/10193 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT Pavement 0.01 1.00 Includes Buildings Sod 0.01 1.00 Seed/Mulch 0.06 1.00 MAJOR PS SUB AREA CALCULATIONS BASIN (%) BASIN (AC) (CALCULATIONS ARE SHOWN IN APPENDIX) 2 83.5 F 1.45 100% Paved Eff = [1-(.01 x 1.00)] x 100% = 99% G 2.11 100% Paved Eff = [1-(.01 x 1.00)1 x 100% = 99% 1 0.37 100% Sod (Detention Pond) Eff = [1-(.01 x 1.00)1 x 100% = 99% N 0.57 100% Seed/Mulch Eff = [1-(.06 x 1.00)] x 100% = 94% TOTAL Ef%ET = 98% (>83.5%) 3 73.6 J 0.20 100% Paved Eff = [1-(.01 x 1.00)1 x 100% = 99% K1 0.22 100% Paved Eff = [1-(.01 x 1.00)] x 100% = 99% K2 1.08 25% Sod 75% Paved Eff = [14.01 x 1.00)] x 100% = 99% TOTAL EffNET = 99% (>73.6%) 21 TABLE 9. CONSTRUCTION SEQUENCE PROJECT: SHOPKO P.U.D. STANDARD FORM C SEQUENCE FOR 1993 ONLY COMPLETED BY: DBL DATE: 5/10/93 Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for aonroval by the Citv Enoineer. YEAR 1993 MONTH MAY JUNE JULY AUGUST SEPT. DEMOLITION OVERLOT GRADING WIND EROSION CONTROL Soil Roughing Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin 45 Necr-sS.sav Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other OAsc cg"&O f— I VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation N etti n gs/Mats /Blankets Other STRUCTURES: INSTALLED BY CONTRACTOR MAINTAINED BY CONTRACTOR VEGETATION/MULCHING CONTRACTOR N/A DATE SUBMITTED 5/11 /1993 APPROVED BY CITY OF FORT COLLINS ON 22 I 1 1 1 11 0 1 1 F 1 1 1 i 1 11 1 1 1 APPENDIX A Rational Method Analysis 1 Q _ 00o O n 0 0 O onf O O 8 Coco N a p U v W V m �o� roe oe �n--r�orr o NaP F� N C^ O C O Y - N N O O O O ^ O C Uc V � ^ U N N N N N N N N N N N N N N N N N Z O 8$ 8 8 8 8 g 8 g g g g g g g g g � Z 'j-,7 V •, fir. �o U L vl P V1 P v1 P V1 m vl n P oo P Cf Vl P N m Cf N P C/ N P N P N P /CEO O O O O O O O O O O O O O O O O O U � O U e oo a r r �o axe Q � z ui muama° uc7x-zs � m U � Q _Z Q C .�i N S a S� �D 7 S S S ? tOOn VMi O O 6 6 0 O O O O O W F F E F M O O ll' N O O N 0 0 0 O W %0 O V) b M V' oo M 0 0 tf OO M O O N M O 03j U w C7 O N O O N C7V y -N--oN -�000 -oo- W OtR a� r m0000 �$�$ oOoSOOrn h�o 7 m R® O N S S S 8 S Li t0•f (:a N N N O cV tV vi fV N O O C Vi C �1F"o E a F R a S S S O M (V (V N fH O N M O C C h a L = O a cv z _. uinWII wc�x zx —xx L6Ln C� p � 6 LO N M a p ti I k h V N V rn R N r� VT 'I[� O, m of � It N C% o0 aao� U O r O � r O l- r aao O O O O O O O O O O O O O O O O N N N N N N N N N N N N N N N N aarno�o�aa o�rnaao: aao:rn F y uj i s 0 0 0 0 0 0 0 0 0 kn h V V � a a �8 OE" oE a p, 8 m O. S N I� N a m 8 V � N V1 Vf Il V Nt l� l� < T v V1 VI z V N Ni Ni (V O of m a vi N m 0 cV vi O y C u F J a z_ �a Qaa V awa V u c�x4 � X p P � Q z 17 TARANTO, STANTON & TAGGE Consulting Engineers CLIENT JOB NO r 1?P PROJECT CALCULATIONS FOR L,,An MADE BY DATE CHECKED By DATE SHEET OF L) 7- 115 4T 59:FL�zkvOr- At FLrJw -7 4— �La . Fj _J aYf `-447' 7 4- Uj- 1 6 -+! -4- L 4- CFO/, Li J 11 C'5C`D M4vuA.- 7, 2-00/-t it, �� SOO Vie /(wo'c i -.7 G050713-84 TARANTO, STANTON & TAGGE Consulting Engineers CLIENT JOB NO, PROJECT n / CALCULATIONS FOR SLIMA5, A/ A MADE BY I , 6 L DATE �'' CHECKED BY DATE SHEET OF 36 c�Fs. (Sec /✓or oLRo4PN' A T eli0 OF �± S5 _• — r(�vT�c R VL GeC,ty G2T /J4 = 3ocFs �95 •Y 3,3.3 r _ J=� 77'It TT2/{vL ( 77/� 6 T r LLNL 1 1, - - T A-h +1-i�_�- r-r-F 1 • i.7 I... 1 I '�a0j-� 3 I �. S y:L4 + _ -!- T• r- J i }h + Syv7NWc sT+SLiALL ; 4—t r , A N Tj� T r r rp ( i ' �iLoP�L=t/fig `/ I -I s -T•--.,4-;-t r i L•'_.-. --� '; -j'—� i -.:. T � ! 1. ,� -,- � r-•. a I �......�i`i-i- I "t I `��.y �. ,. µ i. yI I`-L7.: 144 V4 t-t t r •RCv[, c R,�pJra I AR. I , !a4.ss _ 7G) - Lo-St •._ _ -. -.e. ... _... . ..a G050T,3 84 TARANTO.STANTON & TAGGE Consulting Engineers cm CLIENT PROJECT CALCULATIONS FOR MADE BY DATE ( /^ -3 CHECKED BY DATE ... 1-I 1 4 1 � I Sc ' 1T _ �I I L_ - Y --_.. ;��T --l- } } ' �- 1'11l _ � G I ; -•-ram �_ LoC;tY 4�•.?(o Cfs�/_!' JG s. T2AIc Li:� h�1=aYt C��4 s B��QJ /L7L �'-�L AS.T �Gr7r0N 0 I zmir: i- 1 —� H- DI SHEET 3 OF Ifi. I L , i T"' o .. Y• vs,�o?.F72. A^�`�. cw�,ea.>_�uN_CT )' LcSS !x1R-v ... �_. G0507138< TARANTO, STANTON & TAGGE Consulting Engineers CLIENT JOB No. PROJECT CALCULATIONS FOR SI, C'/'G-S. �� A MADE BY I' n L DATE I/a�%� 4� CHECKED BY DATE SHEET 1 OF , ' TKO/UU Y2��CorOcAiNrG�RJ c4(wtr�/> BY AsSvm/n1� Rv�p�F lv� vT /NT rfiL }�GuiXGrL ST"SwCLc �G. �c(1 .Sc..ACC; I I 1 I_j 1-•. F I. _.1. T(U/7Tr t - ' i 1 r QiJ T% (al Id!( )ram 7 /Scfs t I �tY' I I. ♦ �- � .S 'Pp SDu7sl4.rS�T ScALI'1��-a--}-,-+-r-i-•- `'-r-�-i��1H-� .-u—L� � - 'I SLuPt / b8 % I k� t r rL+fJYU44 T-+-I� �or� II ; I (Sc `tichoGRAitI� T �L rt SouTNwrST`G��[ /t i (wLjT ?shr-r('o'rrv� y�`_, r �+ �id4Yl 44 L it I i?1 i , t t +1it I I -!_ ' i (��.�.vj__, /� \-�T 14— IC11 I`i 7p/l� 1� •I— ��y ' i"_.{ t yam_, I III I II —r _ t, + IQ n /IL9�1�0f�yZN t r� �� j IaY--701 r� r 1 .. �-r- I - -'—'�.-1-�1i. . ZJI V. ; I SLv7/fwCS•T Gv�t=/2 CLAsi �/t .s�J�'.w � I I . �rt i DEo7� — O l' BSc c No^uGRgFN _ __.._ _..__._a_.. _ G050713 84 7000 6000 5000 4000 000 900 800 u 700 D 600 LD z 500 o 400 Q300 200 100 90 80 70 60 A." LG 20 R•] i IJ i n n •ovG.+us cDV Hour iY N..Ni.G .10 ' rDuuL• •r.•ar•u+t *o rnoiu w ,DT+oN or cN••.q [ IS •[Gr•CC.L oT 1105 SL011 .08 I•D[ :10. [oV.110. lul ? .06 100 c ivu f 10 \ [ [.j [ [OD ''0 F..� .04 n .D2 11 \ 30 J . 0.22 (0 LL \ 20 I.." D I'D I's -- --- .O .03 3 \ 2 T .� 5 (n 3 W .: INSTRUCTIONS -5c.,CC,,45,'/J r 2.0 le, 80 70 60 .50 LL .40 Z 30 .02 i9 \ .20 J41: A � 1....(1 .I J .01 .0T W I. Covw[cT 1/n ,.n0 Nile bLOrL Isl Q .05 Z •wD ..Ntcl o:tc.... t 101 A.'. 03 .008 D[nN In, Tn(S( 1.0 ONES YL1I '=1 ox Q Iwl(•S[OT .T TV,N:ND L:N( r0, �V/S y J = .00T corns[ fo[uno.. ES 01 .006 [..D, s..LL.. l I _ - .a v-SN1 _ > .005 ►� O (L (n .10 W G .08 W W .07 .3 1.0.. u39 .DNDO,... O 0 G ,004 .06 r �[ [ Y W d O .05 ..... .. U) �' 04 .o•+ro. or c....n 1 : 4) D[T[•NI+[ O[•,N J r0, TOTAL DrS[x.•G[ 10 .002 .03 u+:•[uSOUI0•I D. ,.[r us[ NDw G•.r. To L Dn [:+[ o• . xnro. s row Dnlx Q S • ID Dt+t. Y1.[ 0n. c.•c[ � T i I.... .02 TO ..,.:N DISC..... .001 O I—.— IA, t[CT�D. O .T .tf VYtD tN IJ-J'1 From BPR 111-1 -.ID 1...D DVT. )' I.E. DT D• Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-3 DESIGN CRITERIA 10000 00 ' 80 7000 6000 5000 4000 3000 2000 1000 900 1 00 z 700 J 1500 600 to z SE ' O 400 5u ; a-L s - Su ALr _s�.'0 CA 3, ,.,A 11 T....... 1 n 15 Aovc.N[s5 cDv nnENl IN "*A", .10 r D.Nm.....O.nut To Nnn:n :r [Oi IOY Dr Cv.YY[L e Is .¢n.ouL or c......Ora .09 1.0 REFERENCE: H ... r.oc[[DINGS PAR. .07 r.nt ne. cou.n0N un .60 Q r .06 70 EXAM I ..I." LINES) � OS Too .60 DIPu s .S.. j so neo n • OR J .04 .50 J . 0.[[ \ U so (L 30 r:xD: D 2.0 OF, - - .03 .40 ---- -- .00 Z 7 \ - �--� - ] s_.02 T s N W .z INSTRUCTIONS Vr 30o -1 .01 Q .oT W �y I. CONNECT a/n RATIO WITH SLOP[ IS] Q _OS z ' 200 100 90 80 70 60 50 40 30 20 ' 10 ' From BPR MAY 1984 AND CONNECT D4G..•G[ IO) WITH .0e x .008 DEPTH ). THESE TWO LINES FAUST �♦_ uV .02 Q IArt.atci .T TURNIPS v.a FDA (A .007 CONNIVE sOLvnON. 0 .0. V .006 S..DARoos ( O)) P-...RED CHANNEL O .5 S.oWN usE xovocsuH // .004 --- -- a ° r' O .003 s. TO DEIERNI.E J DISLH.RG[ OA IN RDA'... Or 1.... IL I • .'v nDTNEH n -•- DE E.NIDVTH > FOR TOTAL WSC...Gt IN .002 III SECTION .. THEN USE ND.:o G*APH To D 'EIIII 0. IN SECTION Y FDA OLr*H r .. re D[*unN[ oac...G[ :N cDN.Dsna xcTm.:- � a FOLLOW I.ST.ULT:D. s. , .... -'j_._ .001 TO o.uw waL..R ct IN . y st. fie. G .i .15 LINES DVT.>; D.T.I. D stw[ A.LO .. AND DEPTH i FAIR 0, GN.O• Figure 4.1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 4-3 ^JlC7Z A L O L='07w .20 I- Z_ O a (n .10 tr f CL .oa W w .07 06 cr .05 03 O.r .04 U F- .03 Q H a .02 w 0 of DESIGN CRITERIA 5 �C-," s 1,. F 1 1 1 1. 9000 8000 7000 4000 3000 2000 I „ T- i . [Gv.nor: O • os. (h) sR ,Fry T IS ......EASE C.onc:ENT I. MA..... .10 F...vu APPROPRIATE 1.+.*u1A1 •r 10110. OF x s RECIPROCAL OF CROSS SLOPE .08 .11E.E.11; F F.s 07 Q4 .06 EXAMPLE Is[x o.s.10 LINES) � loo ,OS GIVEN: S • 0.01 TO \ _._x • e. 1, 1100 50.04 LL 10 LL O.a 20 03 1000 _ �' _ 1 Z WK.] 80 70 60 .50 LL 40 Z 900 [_— .02 T 800 u _ 0 700 600 z E N S00 z EX o 400 .UPI .[ INSTRUO710N5 0 J ,I ,OI Q 300 X' N 4L 1. [OM+[Cl [/IE ..+:0 FIT. 11.11 IGI Q GPM A.0 c...ECI wsrnARGE 101 Art. _ .o] .008 200 Ov*. I'L THESE +a0 CI+[. .v11 V Q INTERSECT AT TURNING LINE FOR W .007 COMPLETE SOLvnoN. 0 .01 .006 [.ION SHALLOP T 100 _ r-SHAPED CHANNEL ' 0 .005 90 80 160 AS s.... LGE ....GRAPH .004 70 .[T. 1 , v w 50 a. T....1 [ �� 0 J .003 �: .11,.... E 0, IN ao FORT... EL . Ar:HG .IDr..: I—R� 30 GE, ER.I+[ otr T. a FOR 101.1 OnC...LI IN .00 2 [NTIR[ SECTION a. THEN USE HOMOGRAPH +0 METE/ M:w[ 0. . SECTION a FOR DEATH 20 '-(7) r' A. TO onu.IN[ mSC..Ra IF F.L..a INSTRUCTION 1. ( IP SE ET 101 A A, ASS YM[. • E, 1.a ,'I .AP1. ): 0.,.:. . FOR From BPR SLOPE RAT.. 1. FAA OS.,. , THIN .,. OF ..A Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) rw I— _Z a 1--' (n .10 w C .08 w U.1 .07 0 06 7 .05 co Cr .04 U 03 Q a W O lC/,AL 0It:� ra/ MAY 1984 4-3 DESIGN CRITERIA SHOPKO TEMPORARY ASPHALT ci&LES- SUL&A5; � R ° - CAST swF+�L INPUT DATA: ' DISCHARGE BOTTOM WIDTH 4.130000 0.000000E+00 CFS FT BED SLOPE - 1.700000E-02 FT/FT SIDE SLOPE = 5.000000 ' MANNINGS N = 1.600000E-02 RESULTS: 1 NORMAL DEPTH = 4.365889E-01 FT FLOW VELOCITY = 4.332639 FPS HYDR. DEPTH 2.183358E-01 FT TOP WIDTH 4.365889 FT FROUDE NUMBER 1.634038 SPECIFIC ENERGY= 7.280759E-01 FT SHOPKO TEMPORARY ASPHALT SWALE 5v138A,s;,j A — some-7-4 5---AW' ' INPUT DATA: DISCHARGE = 8.270000 CFS BOTTOM WIDTH 0.000000E+00 FT ' BED SLOPE 7.600000E-03 FT/FT SIDE SLOPE = 5.000000 MANNINGS N = 1.600000E-02 ' RESULTS: NORMAL DEPTH 6.587744E-01 FT ' FLOW VELOCITY 3.812175 FPS HYDR..DEPTH = 3.293033E-01 FT TOP WIDTH 6.587744 FT FROUDE NUMBER 1.170703 SPECIFIC ENERGY= 8.844371E-01 FT SPHALT SWALE SHOP4INGS - - 3.030000 CFS = 0. 000E+00 FT ' 1.000 -02 FT/FT E 5.000 N = 1.600000E-02 TARANTO, STANTON 8 TAGGE Consulting Engineers CLIENT ? JOB NO. ' PROJECT ram/ CALCULATIONS FOR f` �rh�/'- Cf�LC✓«7 o/Jl MADE BY V� L DATE :Vi CHECKED BY DATE SHEET OF SUL31-�A 13 CvMa;:fA7,veV st�ct�`.FCow AND, GVTTL?� Fcvw 1 -4— r r ��ti7T� %1-'FGnv✓ � � r ,- � G � I �• I �11 I -F71 v01-�-� /��'f_..:..��t T_t -ter T� _T _'.{}L�_._-J_-__i'�f� --iI Itt.�QT-T-' LAI— -+ C�T_3sc-FS.iSr �rvo�'oG/��PI p✓n.expaoc _ - T.,_ GjU77�Crt r/tftvc Lt7r,M`/�Ui LO fFs� l- -5�--�.- r 1 -- TvAL1�'/QO Y2`Qt,Yfl'f{ T-I I i t1— I f f I r I t TTT 'i-(------ ., lT.f0 CS it _�/�,i ice+'/Q (/_7 'S 1+ - 12A- t ! ML' �J UTO/L� T�J/V0 �. N//2 p_e16 0 j3 CSet;_'y a6,RA.lU:_Y2 w1.047' JD, 42 Crfr��'{- 0pra8i (5r7-c<NOo,1116aafR) .:I0uY?,► i0"M = 14 BLS ?Clio 0 ' ;—�(L ; s6O6 aAs, ✓ .. L._ i G050713-84 SvG�G,4s•/✓ 3 . 2.0 10000 9000 6000 7000 6000 5000 4000 00 2000 IT I. ADUCNNEss COEFFICIENT IN YAININD POAYvu OAAOANIATC TD N.+ENuc I. $.T+OY Or Cx.xx E6 [ 15 .EC.I.OIAI U GNOSS St Or[ REFERENCE; e. A. e. PPO[EEDIYOS Oq. PA.[ 0q E0.1110x V.1 EXAMPLE (5E[ D.aNCe uxCSI cl.[N� a. 0a 100 o. i ., (%) 0 z/n.Iz00 SO n .oC >• 0.[[ U 30 � : LL .10 .08 07 06 .05 .04 1.0 .60 .70 .60 S0 LL 20 rIN a ua _- 03 .40 1000 ---_- 3 Z -.30 900 ---__ T Soo i _ A�,��y L-. C 700 y-1/+ D`Ptk' 600 :; j zo 500 z O 400 w 2 z INSTRUCTIONS J Q 300 .ov W POI O N GL I. CONNECT E/n A.+ID .iiw SLOPE 151 Q 05 d AND coxxttl D1GCxu.[ I., wrt. = 0] Z .008 200 V Of PiN 11I. inf SC iVe liN[S YYST _01 -.'(-SECT AT TWNix6 ue[ 10. .007 N '1O c 0.PLn[ so[v+ION. .01 V .006 LJ.I a 1.07 + UJI .08 [. PON a..LLON _ _ > .005 W 100 r-S..ICD C.A.NCL O 0 90 .S S.O.. USE x0Y06.. AN 80 T .004 .06 70 NEix [ • y W cr 60 (L O .05 50 5. 10 On[I...E A r_; O J .003 m e 40 DISC..N6f eN iN > N •t G .04 AOnlov or c.u.0 .. vixG NICix [: 1�P� /1 30 �I e[+[AYixE DE". > FDA TOTAL DISc...6E ix .002 .03 [.T60[ SECTION G. T.[A USE x0Y0GA.Px +0 L. D[TEIxIA[ 0, IN SECTION A 104 0111" ar 20 >'IiI . To r> ~ OnCAnx[ msc.uc[ ... . .02 Ix cOYroS Sl SET - ITUj rou 0. IN bTAYC'.. .oN r. I 10 -'I_.__ .001 0 TD DenIN 0rsc..xcC Ix , SECTION G AT ASSUMED I'll. >; 0.1U. 0 PON From BPR SLOPE RATIO E, AND DEPT. ; TNEN 0,1 9.. 0, Figure 4-1 .01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-3 DESIGN CRITERIA Sv6?P'45:1/ r= 1 1 1 1 1 -71 MAY 1984 4-3 . DESIGN CRITERIA TARANTG, STANTON 8 TAGGE Consulting Engineers CLIENT ' PROJECT JOB N0. CALCULATIONS FOR ^ 0 ,( MADE BY ]�L2L DATE �� CHECKED BY DATE SHEET L—'2 OF —L 7T 014 =aT�dr✓'SNe�TFtow�F2o A S%ccG(3;1) SLaPr j j� ) rUNI /Nc /vpR h-Si0c o!' 1Tf [ l3UiL/,i1.JL AIJ4 GuT%vvZ FCa✓• y 1 / n! I OoCl�MAN�DR t , c14 1 _ I I I _.._t_._ - }i / /C '„1—•. �. -T-k _�, t-}—;_r,._I,,!,.._�1.« t 1 ,a.f„ y »..-s^-I -- I- - '.�_ I 1. 7 � �_ �,.f�.,.. +�T ��.� � I�_I a.1-,'Q-.!� � �_ • .� � �.�._('-}. 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[ Is R[cLAoc•L or wOss SLO.[ .08 +LIL.[.C[ x .. .. .. pG[[DIN4f If•a. .07 FACIE 110, 0-) .06 EXAMPLE u[t DuxEo analDD i - Ioo U- .05 ELtrt . o.oa TO N _ 50 E.n . �i 1. .04 4i O.ae U 30 20 FIND s --- 03 IT SE./3/3as•�� L r 2.0 1.0 .80 .70 .60 U- 40 Z 1000 --_ 3 -.30 900 2 .02 T Soo 700 ,. -600 s00 z � 3 0 400 W .z INSTRUCTIONS (, I J 3000 .OI QL Wrr[ci I/n .•"0 -11. SLOrE I61 Q _OS Z a.aL ARE CC..LC, DES I...c[ 1.1 .Irx i- .008 200 oEll. In. 1.t1[ T.0 LINES YUsi /1 VN . .02 Q H INTERSECT [CT AT TUR-II LINE FOR = .007 .10 c DN.L[T[ soLvuox. 0 .01 � .006 Uj W n. I W .08 a. roN s..uor _ - .005 W 100 v-s. u<D c..NNu 0 .07 90 00 n s•o.N us[ Noxow... .004 .06 � .�. e y W 60 O_ 0 .05 50 1.10 eElf....l -, A -1 .003 03 40.04 PORTION Of CNAINEL 30 ..vIN..Io.N +: oCrl7.Ir[ DErTN , FOR TOTAL DISCe•.0[ IN ,002 03 uTINt un1oN A. T.EN ust N.... P.I. ro-20 L- . OETu NI+[ e, IN REEF'.. . TO. DE". Q a TO r� ~ OETENNIN[ wsc.cict .02 J. co..cs:l I FELL.. IN s1 RDc*.oN a. )} ....., a. 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STANTON & TAGGE Consulting Engineers CLIENT JOB N0, 1 PROJECT CALCULATIONS FOR MADE BY DQ L DATE !/°?cl_ CHECKED BY DATE SHEET OF , SU�i'i QSr/y �?Y G� iit lC' FCu_/6627�4 6w-,hA1,cE A,1,0 7—Y - 90v7,4 tNtiLF'GF%f(c _eGLKh✓ (Z.UW,I r2o^ if/u` ✓✓v/!i. l_=/i71,"aI✓cc %o T- , I��l��aLl.l'��CUL�I Vtr 1 !{!.-4-5...!_�� r- 1 LLi �'- T if'JC -7 P(,r '1-'.-4-�-..._I.. _� T "' tti T 7 3 U o -, rr f _ L /IU�4J!,'2 AQh ON_ Nrw K a 1_.i_ -. 1—Gv7Tca+Y�cae tip ilC_�s/3a�s� r3 4D.:�Pr _.�-I }-� T..T.� 1_�1..1 I.�[-i•-t�-_I'--t ii_1_j.�,.--'�_._ + r ,-4- = 1 , +!--V(a TTTT— I 1 1 _ _— - —, I , 1 i - I I '. I t I�_T-I .1�� f"; t �' I 1 I �— •. ■.Sy3I3A5rn�; �JNoR7�'F[nt lo.✓�N cpCl--r-'-t-- �.`� art.; C�U'77LR FLIt l 1SS' ��' iR.✓� i ' 51 1 1 1 1 1 1 1 1 11 a✓ I- 1 ' , p� � '� 1� ,1 �y-� y— fIl-a�i�5 2 1 11g CFsCs�}n�uroaPN)� 1 L - ' 1 1-w!, o7�i- - __. I G050713 84 9000 8000 7000 6000 4000 144016] i [> 1 LDVa1oYI 0 o.0a (n) aM1 >•1 n Is .OU G"N[sa COEFFICIENT IN .:..NIVO .10 PAPAD....,1 ,D Nuu:a :r [OiIOY Of CRA.." [ 15 .ECI..o C.G OF CROSS SLOPE .08 .E rEAENC[; N, N. l .PDC[EDII.GS IS.a. O7 $AGE 150. EQUATION II.1 •06 Ii7 EXAMPLE ISEE o... to LINES) 05 Ioo GIVE., E D.oa � .. l N To xa > • Ott U S0 xo .03 r 2.0 80 70 60 .50 lL r. 40 _> Z s 1000 �� _ a Z - .3 0 �_—�_ .02 T 800 i 700 —_ 600 d .a '\.� 7,i RCA L M•1 .s � .20 /uG-•+4 tJc+°Trl 500 z K 0 400 W_ INSTRUCTIONS SIX300 < .oT W a \ F4 a14 L caNNecr Fin PATIO .n. a. or[ Is1 Q .os \\ .ND CC..[Cr 0111...0E 101 .I+. 'S .03 Z .o O6 'U /] 200 Dvrr vi. TRESS TWO LINES Nusi ci Q ~ 1. L+[nar n TURNING 11.1 ro. (n .02 •007 (n .10 Co.rLE11 10LIIr10.. O .01 U .006 W a- I ' I W .08 x. 10. S-1.10. _ - LL' .005 W 100 v-a.n[o c..N.n > 0 .07 90 AS o-D.. U., ....1.... 80 .004 .06 70 1 ' i W 60 CL CO) .05 50 a. To OETE..INE 0 .J .003 m 40 ••li) .04 .O.T.O. 01 1.... EL I ..vING .IDTr : 30 DE+n.... oVT.N a FOR TOTAL VISCn..GE I. .002 ENTIRE SECTION e. T.Er USE NO.IOG..r" It L. 03 DEn•.INE 0. IN SECTION D 10. SEAT. SIX 20 i7) . To rA OETE..I.t IIIc... G. r .02 ,.. s E..ON • d rotL.. o. A. $' . A. ) f 0 ,I 'I'C. Ii. s[crm. R u A's11.Eo C.T.I.O ro+ From BPR S.O.E ..,IG 1, ..CART. , T.E. D,. ,.1. Figure 4-1 01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-3 DESIGN CRITERIA 1 1 1 1 1 10000 9000 8000 7000 6000 5000 4000 2000 1000 900 800 W 00 600 i � S00 SE 0 400 Q300 cc 200 100 90 60 70 60 Ae 40 30 20 m( From BP I [OV T.O.: 0. 0'Df h�SS Jam• n IS •pVCn Y(5( COEFFICIENT INY4XYIY0 .10 I OIY VE4 .11.OIII.i( i0 v41 [,I•l IY EO11pY O( CXr XY(C ( IS •EC1110C., M 1,05S SE01[ .08 I IE-C4u1 x. I... 11.111DINDi 1-.. .07 rant uo, l0unlox u•1 O6 2.0 1.0 .80 T F- .70 EXAMPLE Es[[ 0s.[D u«m pinx: f O.w Ioo \ .05 .60 rn To E/n. 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STANTON & TAGGE Consulting Engineers (M CLIENT JOB NO ' PROJECT G CALCULATIONS FOR A✓'10 MADE BY Dn C DATE Iiii" 3 CHECKED BY DATE SHEET OF �SUi3i3/45:/i% NC��, I i Sou�i cRcY Gorr-� Fco�✓,i�✓ cou�b� I LcNLvl1 S/ot 7 L} ^I I 7t .++ I�AL L �T+ +4+I rr7 t o a _dY - s) _ w I r 7-{ !- •-+ } ,-h-'f.} I J u It r t ILL ✓-14" 1 1 l f-_I--r��__I 1 i -I IDS- ;_L '�-t+iQ7-�-I-a?Ic1's Csc� �j✓�uLR.eo+� �i✓: �_�C'K,.,, r�.4L� Z�Sj.-�I-�J_ � � ,�_ rj I. yt,V�7/CNC+IiCLaC� Y alc`rs aSs�7 Y 3 .3GIrPrT�._.� +r—T - I I t..l.' O-�r.3 C Tv/r /G Wit rt :-J yr' '4 __- _t- 7 1071t1 0- 7 ;tij rri 19t i. _ i 3�-I-_ _l. I-"'t�.-f'- I-4I ' tj- ;_ f -!- -f.. T— r fi-d-i u :: :-r-r-=. ,-i r r t:. i_'-t-:-tr-a-i-i---�--h'-i-i-•.-I-;-`.-r -� t-1—r-1 _.—'-t- --'-ti _ I _, 1 1 �_.1 I Ctw�r.J- Clebc� N tv Fri � CSO /r�CCvOe3� ,_ -J. 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DR Figure 4-1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 1.0 .80 .70 .60 .40 J-q.0 l ,,4 C� i�uN..-/I L?rv= 7, \\_/?CiiA l /U `/l( .20 vc-n i,v F- _Z O a V (n .10 W a .08 W W .07 06 O .05 03 Cr .04 U F03 - Q a a .02 W 0 EE MAY 1984 4-3 DESIGN CRITERIA 1 IQA ------- 0 TARANTG, STANTON & TAGGE Consulting Enginee rs CLIENT vcI U�F rJ /C�� ` / JOB NO. o — 7,�4 — �� ' PROJECT S�aioZ / • U. LTr LX/S /./U /� 22 CALCULATIONS FOR MADE BY D0 t DATE /AJ CHECKED BY DATE SHEET / OF L }CIS i /Ils RuurFi* LEA"vi�G /'f'�:'Sr, fr/ "7YC Cfitv^C ar CdLLL- < 2Gu.4te L 1 C. b It-t j t + �-r1 I- f%�RC/� T�(��,4c- �CS.i9 ac unDLv�,tuP�O �: / 4r7-Ac2�5'FxvcivEi✓7) L ENl,7fi ,1 I=��jp� Tr ,-7L T—l+ ' L, rrr� {_,- ;, 0...4[: I�L� f l, 1 J i_i i 1 I T C�.)1D� r I J- (�.-I� f/n//�J� nL'fl' FLUut/S. L( 4v_nt' �rfL. 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LOwlmx PAPA 06 F-� EXAMPLE [SEE D•E+[D uxESl 00 LL.05 DIv(N: f 1 DADS � 10 Da -.04 E /n•IEoo V ]o J o zE n.D: o e.o crf — 03 1000 — s Z - 2.0 IF 80 70 60 .50 LL 40 Z 900 -- _-- .02 C 700 600 T 14411, i E .a Vi 500 a O 400 W _ INSTRUCTIONS LD J Q 300 X .I '07 W .OI Cy Li• I, CO.AECi E/T 11.1:0 wrte SLOP( 1.1 Q OS Z •u0 [...Ell D:f...... 101 w:T• = .os Z .006 200 D[Pin IJI. in(SC iwD L:x[f uUff (i or Q 007 INTERSECT AT TURNING LINE FOR N coNn[T[ Soto TlD.. 0 .m V .006 100 v-S—Ato .-...It LL. O .005 90 .t tno.. USE +oL:ow.ru .004 8o 150 v W 60 a To J—' O .003 a. IS uNI.( 40 IL ..vwo NOT. •—'� 30 Dn[RN:.E DEPT. J FOR TOTAL DISC...cE I. .002 ENTIRE SECTION 0. Twtx USE 111 10 2O 0(TULn+E 0. N uc,:DN 0 'ON 0E111 M . To DETI'-'Nl DIEC••..D( •• :x c000sn[ se elloN:- , 10 POLED. INt„UC,:0. f i ,. . —_._ .001 TO Ofon mrc.... E IN , y SECTION N .T .NUN[D • rPu-r1 .Ell. J; oEiuv o 111 From BPR SLOPE '.1•0 E, ..0 DEll. J' T.E. D,. DP. D, Figure 4.1 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) R F.20 F- _Z 0 IZ F. (n .10 W a .08 w W .07 06 .05 m X .04 D U .03 Q F .02 11 W C Dc-S;aN Dt=PirJ MAY 1984 4-3 DESIGN CRITERIA No Text No Text 1 1 1 1 10000 9000 8000 7000 6000 5000 4000 2000 1000 900 800 � t> T= ............... i n rf .OVCnx(3{ CO[rrl Cl[xT IM u.0 PIPE .10 BOTTOM Of CP.PP(( e Is .El-P.euL a aoss sLo.t .08 •(/(+(xCU x P, t r.00((DIx43 114, .07 P..( I.. EEwnon o.. I%S,oN .06 �C U I— EzaL(PLE u(( Dsno Pan 00 LL.05 Din +I { . o.oa Jo t . u j � n ox a E.22 U J0 tL 20--- ra ---_ .03 4 r 2.0 110, 80 70 60 ,—: LL [50 40 Z 02 A 600 00 .20 500 Z c 3 Q 400 W .2 _Z INSTRUCTIONS Us Q 300 or l l .01 Q CL CL N LI... CC' t/n M.11. PI,. SLOPE In Q .oy z .Po co.P(C, o,ccn...E IOI Yi,Y oy z .008 200 Dv+P I». T.ESE ,.. u«O .ss N .02 Q .007 rn .10 n,usEc, .r ,DIIxiPD uxE IOn COMPLETE sOLVTtOk Q .01 •� .006 w V a- .08 2. so+ s..LLO+ _ T _ I .005 W 100 P-{.n(0 c....Eu tL 0 .07 90 s ..... USE .0.01.... Q 60 , .004 .06 70 +s" ` .r W cr 60 0_ Q .05 50 a. ,o Dr+u.,xE ✓—' 0 .003 e s ca 40 mscn.. c[ E, I. J . W Cr.04 30 OEIE..P.E .v,. > 10. TD,.L wsL... a 1. .002 W..[ s(Lllo. +. l.,. ost ...... A,. ,o .03 20 DnuY•a o, I. s(nm. a row oEP1M Q r.J-M 02 III COYPO)Il( )[Cf10.'- I e W 10 .o En.I« DIEL...c(L—.i-_)-- v,i .001 Q. sECTID. + .T as11YED •+. v-iI O111. J; oEo,« o TOP From BPR (LE-E ..1I0 t, ."y 1E11- , ,nt. o,. D,. o, Figure 4-1 .01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-3 DESIGN CRITERIA No Text TARANTO, STANTON & TAGGE Consulting Engineers (m CLIENT JOB NO. PROJECT j�/� CALCULATIONS FOR Db MADE BY L DATE � /7/ 3 CHECKED BY DATE SHEET •3 OF� �- S r� I � SG(3LSRSr'N L ✓ CvQ(S lIv(.� T CGN'rrnVt✓us-GRtiOr �ilrool,.`�t17(o CFs 'r ALSi4N FLuw oZ 7G�9o°/> = 3 0.7 crc,er rN G l9 Est c i✓:.�,aG�rai.f )� ^� ' _J .+ — I �//ftoR'r`7•-CL'C-i IUUI�:�NT/ICCP.`Jn/'C04/[�r/+r �oZvi�--�StC�nIO�+OG/I.QP.�I� �'� —' -+-_- .. !- ' Ac�r�Ac+you-vly'4 �—? "Y+-i 4- 1_: _;- H i 1 ' 1 � 1 ! `� 1FrR A"%s r 7vP� 2: I�✓Cr7 I 1 �r�r t�SvBL��ASNSoalSA�✓ N� A2� �- Q,ua�3 34 ens }s"a4cF.s�= 18i58 c�s� - - yPoi✓�,v_�IlJrrrm �Q 7 � 3 T IF-- 171 -F'+L I J IF-- II 1� —ill IT-T CAPaG-t-4. �-v-i-ircOOc�✓;i Fgc7d2 Sa`/u CF R�M �4 /Ft��i 1'FT T �i c 1-I #0� 1v7_S �Q uo _lr✓t oPev Roca r- r 1_fft'ttI •l_..-Y t �--tti-F-• 'pu"A p �3. 75r )-7,a�%tits T? - T'�. �2 ,,✓cam � t- s r— 2.0 10000 n is ROOG.+us COEFFICIENT :N MANNINO .10 9000 FERN Vu .1... I ... TE TO N.Tu:AS IN 8000 e.TTO. or C.... ES 7000 E IS .E,::..OUE CA CROPS SLOPE .08 6000 R[EO:[NCE: . A. a 1-.' 07 5000 PAGE no. (Orono. On .06 4000 EXAMPLE 'SEE Da.[D L1.111 � .05 ,24`O .nu: s . o.m 70 To \ j1I E/n • 1200 So F.: .04 2000 n . o0 > • GAS U � 0 2 FN.dD IS -- 03 --- to — T 80 70 60 .50 U_ 40 Z 1000 Z -.30 900 2�_ .02 T 800 _ 700 600 ' '-- Kl E 5 (n .20 500 z 5 F- 0 400 W 2 Z INSTRUCTIONS 0 I J .01 Q 300 (. '07 LiO a .y E` I, CONNECT E,n RATIO PIT. $,DIE I5) Q .05 Z AND CONNECT DISCHARGE 40) WITH �- D' � .008 200 DEPTH 1>I. THESE TWO LINES NVST 0 .02 Q uT[RS[CT .T TVRH�NL L�HE r0R N .007 (n.10T CGNPLETD SOCOTIOW Q Poi yU .006 W a .08 E.10. SHALLOW .005 W 100 N-S.APEO CHANNEL .07 90 0 - 80 As SHOP. LIE HOLD'.... T .!t. t , .004 .06 70 y W cr 60 d .05 50 3. To O'll..:HE +: 0 J .003 m 40 DISCHARGE D R .... 3. ...._ (1) JX .04 Po.Tm. or I ... HE, I _ l=) 0 .—PS ..ST..: I—.�� U 30 DEIERN:H[ DEPTH > FOR TOTAL DISCHARGE IN .002 •03 ENTIRE SECTION R. THEN Os[ ......APN To OETE+NINE ON :N 51"A" R FOR o[.T. Q 20 7) r'. S= r A TD DETERN:.E 1:1GH..DE .oz FOLLOW 1.1TRun E3 a W .00110 0 1oU.1.1 3ECnON A AT ASwNED DVT.>; CRT... o ro+ From BPR $LOVE RATIO 3N AND DEPTH > THEN OF 0,1 GA Figure 4-1 .01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-3 DESIGN CRITERIA No Text 0.8 0.7 u- 0.6 W z 0.5 > 0.4 0 r- o- 0.3 w 0 ? 0.2 0 z 0 a 0.1 01 Figure 5-3 r CAPACITY OF GRATED INLET IN SUMP (From: Wright -McLaughlin Engineers, 1969) MAY 1984 5-11 DESIGN CRITERIA _vLc7 =-7 1 1 1 1 ,� F- z Z fL W 0 O S H a w 0 z 0 z 0 a Figure 5-3 CAPACITY OF GRATED INLET IN SUMP (From: Wright -McLaughlin Engineers, 1969) MAY 1984 5-11 DESIGN CRITERIA No Text No Text No Text TARANTO, STANTON 8 TAGGE Consulting Engineers TELECON MEMO ROUTING: A. From: D,}v_/. < <n O T4 Date: B. Contact: (Name) itle (Organization) Call Initiated By: 530(4- (Phone Number) (Ext.) TST ❑ CONTACT /O - 7.) 4-Ocep roject Title: SNoO/Yo (�. tl. /) . Location F c File No. 2 3. 4. Fil NAME INITIALS 1ubject Discussed: �� l)n5-�/2.4 r S�iLc= /.R4 �o-s Fu(C CAR->c-A 4inc/tr-7c� r Rf cAr- _77y,Zc= ` �� AnEA /N ct- -s ft 40 7y,4c. ,rc ,. 4/t,-,4 ,,76e,> . 02 G 2Yt 7- LFA r 0o%.vr rr a " x 4t1 x aUt s 1-4.4 A-14 "7i/.' L //C. C�1v F.lt O 6! L' ; w L- S 02 " x 4 " ONN ✓!n L - 1 J--IA C OAc^1 .4/ty a /30 ?, . o_5-(i s.A 7aK�f�/,•�c�•-y 1 'Follow-up Action Required By: ❑ TST ❑ CONTACT Qk/ OF '7,!(.'s .✓ T/-cl= /✓R,4 ; n µ L t= �! o�o/� > _ �c .+ t c--> �4//cy+..P� 'sr G050513.84 1 r 1 1 1 1 1 1 1 1 1 1 1 HEIGHT VARIES BETWEEN 2'-6" TO 5'-0" FOR TYPE'C' INLETS AND BETWEEN 2'-6" TO 8'-0" FOR TYPE 'D' INLETS (TALLER 2 PIECE INLETS ARE AVAILABLE) 2- GALVANIZED STEEL GRATES. PEDESTRIAN STYLE GRATES ARE ALSO AVAILABLE (C CARDER COIICrREtE PRODUCES PRECAST DIVISION QDwgM 1990 GALVANIZED STEEL GRATE. PEDESTRIAN STYLE GRATES ARE ALSO AVAILABLE PIPE CASTOUT 1 OR MORE SIDES PIPE CASTOUT 1 OR MORE SIDES TYPE 'C' & TYPE V INLETS ISA.E: Fw. I M I 1 I r 1 I I I I APPENDIX C Pond Analysis I 1 I 1 I I r I I 1 1 1 1 1 1 1 TABLE 3. SUABIARY OF DETENTION ANALYSIS AND DESIGN WEST POND ISubbasin F,G,H,I,and N (Contributing Area= 6.77 Ac.) Qin=C(Cf)(f)(A)= 1 6.77I (C(Cf)=1.00) FLOW VOLUME I REQUIRED RAINFALL INTO INTO RELEASE VOLUME DETENTION Tc INTENSITY POND POND RATE RELEASED STORAGE (min) (in/hr) (cis) (cf) (cfs) (cf) (cf) 10 7.20 48.74 29246 2.50 1500 27,746 20 5.20 35.20 42245 2.50 3000 39,245 30 4.17 28.23 50816 2.50 4500 46,316 40 3.50 23.70 56868 2.50 6000 50,868 50 3.00 20.31 60930 2.50 7500 53,430 60 2.60 17.60 63367 2.50 9000 54,367 70 2.30 15,57 65398 2.50 10500 54,898 80 2.05 13.88 66617 2.50 12000 54,617 90 1.88 12.73 68729 2.50 13500 55,229 100 1.70 11.51 69054 2.50 15000 54,054 110 1.57 10.63 70151 2.50 165001 53,651 120 1.42 9.61 69216 2.50 18000 1 51,216 Available Pond Ca acit = 64,300c.f. EAST POND Subbasin A,B,C,D,E,and L (Contributing Area=4.84 Ac.) Qin=C(Cf)(n(A)+2.50 4.84I+2.50 (C(cf)=1.0o) FLOW VOLUME REQUIRED RAINFALL INTO INTO RELEASE VOLUME DETENTION Tc INTENSITY POND POND RATE RELEASED STORAGE (min) (in/hr) (cfs) (cf) (cfs) (cf) (cf) 10 7.20 37.351 22409 5.02 3012 19,397 20 5.20 27.67 33202 5.02 6024 27,178 30 4.17 22.68 40829 5.02 9036 31,793 40 3.50 19.44 46656 5.02 12048 34,608 50 3.00 17.02 51060 5.02 15060 36,000 60 2.60 15.08 54302 5.02 18072 36,230 70 2.30 13.63 57254 5.02 210841 36,170 80 2.05 12.42 59626 5.02 24096 35,530 90 1.88 11.60 62636 5.02 27108 35,528 100 1.70 10.731 64368 5.02 30120 34,248 110 1.57 10.10F 66652 5.02 33132 33,520 120 1.42 9.371 67484 5.02 36144 31,340 Available Pond Capacity= 40,565c.f. MINIMUM POND SIZE 1 15 TARANTO• STANTON 8 TAGGE Consulting EngineersqQ L CLIENT Sr!CY�•� 0 JOB N0. r% �� 4 I PROJECT \S LrG?`� J �✓ �/ • ; �)• CALCULATIONS FOR PO /JD S MADE BY I „A DATE ' A // / CHECKED BYDATE SHEET OF W�.S""T l�'JITI� i IP,.PGRox: O;�Yo�i,e;�.�t' 7S�i:'aou•Y/D:" -3:F,SiOf SCsOt,f r , I :� s�rz�� 4RrA• 'qs, +ias�s.��t a�-� �- -c�; , �-_� I 1,1 r- _._ 1 'I- V �-`L L�As +�4kMI_f��b��fOC4t%n/lt4l MLtrf' ,r r i Tj I 4, 'T t. T�-�t-i --�J�' , ''- } �r 1' i't §--I-�- r _i_�r-T I �,~4 t - 1 - R L'-`�^`I'- �'i i I I � �� r �' r ��-�' � � �� rT'!-^-7 -•- q '�`-_ f ,'-.•"l_'i o/1:4It SS �S Ft CFiCuMT7AQLC �)� ' 1--L- -I--�-T i 1 r� � Ac lCyA C r?bO �/�' �G'% ; r+-�T. 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ILrL -O.i^Q N Ki N+.r U t�,ONM I I QIL G W C-r' }- +J C:1 Cd -•' 6l -t Q > t^ H Z W " G CV CJ CJ CJ K' F/ ri !!l •0 .0 Ci) G It 01 [:J CL.JDOCI r_ r•-iHG DIz 0 u Q q C +J r) u[ G r H; r LtlGI-O2 G•:: INJ�t 0�0 CJ P'J': r., .NG,A u LdIrr +Jr r I r ' Q GGZZ W"r.. qOl G rJ :-i 0 q r Q1, T_. G G 0 r Q�cr,' J�rc6rul:"nG r hrl .a \..' It [..1 1QgL.!>-V Q C74 L:J tLIQ41 r10 I00 f�I�LO •^' CJG> [� L. L•:, W 4 t'! 1'J h) t'i t'i •i' 7 Q L:i Q G= 3 W Q l:, G !_I r CJ r J C�1 �'J 'r G Q _ :J G L'J C: C' :� ,-J ,-' •r CAI iy C`J Cd VI) i" '1: L 3 UI Q C...J G W fa r6'14OQ G> f.� Q� J UQ Caz r ' GCJ UL"Q n Q. Q M M. In M tTI t+l Int•1 t(, fry (j t+, M Q.,, 0 nJ ti. uJ TJ C W \ 11 I ` M tJ V Z V CJ H s I 1 ' APPENDIX D Pipe Analysis I I 1 1 I I L 1 I I I I I I I I [] I I I I I I I I I w a 2 a(g5#RgR % - - 00 § \)\/e=GS�,o.--- C'4N Nm&[ \jj§§§)))) (§\z \ 2 e 9pCG14! %RG E ?&===ww0e---= ) d� - zzzz�z2\ §/� [;00<0w§0U2\ o,owe o 3\; RgRR\&R\ §§§ef§§ �� Z.Z.-z2} ( §G <<uo oo=y .. � I TARANTO. STANTON & TAGGE Consulting Engineers �"./� /1 CLIENT `c' `U�/C0 /^�� /� J�JOB N0. /y _ 4 _Uao ' PROJECT `5'4G10/e0 r • -I/• CALCULATIONS FOR MADE BY D/3 L DATE '/Pl ir4 •3 CHECKED BY DATE SHEET r OF f�LL ;/?r?rS":�✓c j2� Si_.�zt0 VS'/NU Nid%VNIIJG S, C-Quk7iuN T y TT Q 7T%�C "SiG V / [p.wl %/�1�067RI W45 fiE 71FL�Y��C'Jr/iY�C� - T I -rr-Su`,r/c )- �� f6I FLliils�ML�� we s(MA[v vJc r �-'Coiriv�ns�,.�✓rj - I p �INSIOc-17,4�6 iC P 0�_RL }(I/✓CHIJ) _ f� J- _ � t �T CA i — Ll tt fC� Li * — } F r D,� nL .,c /� !✓C GE�irRALlY17'/�y.-To h'A n +.�. bF DrP _: �- � �D ��5-=�°/,`IT ;�jcc°��T �/tt�l'�ct /54;'s��✓ � ' '• �"�� I � �( FL I -i-I- I i. 7 r �:.., i , .1..1.L-�`'.'�T^' ice` r— , Tflc=P2oLtA wrCC SpLLLLF%C RtiY_.orf TF/L-SL_/i/y�GCCS r '� aV%L f(Afil 1 132. CN" -r N%��7; /�c C Sra.✓ Lai" wr L /SC��po r''T CL -V I_II I -I .-aL T S T iNCi TI�I-[LI t 6j)I f r� GlVtnl ".n1 U U!G-I SULuTiVUT /aJ` �USc- ��S44.Mln'�� i_ 1 _d/o i.43 %fit .¢ T- _ � c - L IVLL'r" /i to /rA�-%{ ' L q') 11 1+ 1 1 1 11 1 1 --h-{_T`"_�_ I-•. t 1 GI ✓C N ' n� 0(% "T � I , , 5 Lu r uni .l p��l�i r- i-T --r--' J. 73 i'i-T 1 rl 1 1 I 1 III I� I I 4 LL4 1 -4_I T ,... G� J VLN, n, 016_1, I d n n : 30 t IG050713-84 TARANTO. STANTON & TAGGE Consulting Engineers CLIENT JOB N0. PROJECT /�1 Je CALCULATIONS FOR / L' � '� CS V MADE BY !,^ L DATE //Wa/yCHECKED BY DATE SHEET OF GlVL'J ' 1lGS.ii SvLv7 j/j .: D a�,r I�r-� ' 1 Fa I T fl e 4 a8�a_3cs AcIvA/_f/D +780/ 34ML(J� rt-I rt Ili f - -r* I _rl t.—i a. El _' I T" 141- �` -+ _ I r `$H-¢-.,_FLowII ve Lucrtx,_ FLU 75 F10.5.-s -1 1� .. r r 1 �yJ i_• -4 -t 17 GIv�N'�n OiG — •: gOLc/a/� D /S,r .4-+, t-' l ,S a'UUa4 +-Z- `. u r - t-�-� 1 � i , I•-{-�-- --- a ; • 4 a3_�{s1C 1{ f t ly 1 tj J I d/per 55,E/- 1; T 1 r' I' T'j --�--._4 I0 v7/pJ D. yT✓Al 1I+0 ^' i ' l t/, I�. f r VL-Loc Y� LNLL7"i /a EAS`TfoyO-I(LI�I F) r �,T' T i y �s l_UL N n_ ('�� O'_1�7 , -TSOLV 8"6.% - : 11 Lf Flow u� iJc tY r8 SDI-��5 -r " • F �--- � GI✓tA/ A TAc7t:A ,-' A :8S � � r--�-t-t-,-• �-! _ r ; _�_i__ � I I FL ow Vel ou{ y , S SaF�S-�---i +-, �� - a I TT + .,- �" L'-i-r'�"l'_"iT.-._r i��; ; t-I-1,-F 7- __� "-_•. ". ! ,I✓Lt �-7.T w�sTfPovO_C-;nl C7/{T� —k T-r I- -r 'A/ ii•_ •D.(L t �, i i LuT, GIve��/ p -3J-' - _ ' Q. 37 9:4 cyst( a9 Sr160� , ; I � , 4� I G I Y FLuwsa3FP �0 igs ?/,1.r 7 :_..' ; vr r- {,i qmTARANTG. STANTON & TAGGE Consulting Engineers CLIENT r��/JOB N0. ' PROJECT CALCULATIONS FOR I / �� S: = c MADE BY "O L DATE r CHECKED BY DATE SHEET OF� Suopko- Rr;F-tDek• T, 0-1✓os I-ur1D (LI^Ln•N� Gr✓c� ni 'U/G��-1 _l� I =' �; —I �SoLv71u�� : p �Irj �-- 1 :- - r-i--7-r � �7-+ r � 1✓y . 1 UFID: �'T -1 74 - `�CT✓/{ C •"(�/1 '7 /SOT " I, r? ^^ h-._ "�. �r..r_ .T...i f -.., ��J--4.J•..b.�..5.,.. }-.... 1 , 15 FPS" !/^ L -/ 1 i T l l r /: Nf li �r l �L. ) T l rl-`I- `1 1 1Tr� s sc L Arh A/0;- J �4� �FrJ`2 T T, ("i_ i,-{.. ` 7 1 ' .. y. �. ' t.1 -; I i f 1 i_ �-• r t T�1I 1 fi- _ �J T , _I I y� I i..�.J.I_rt�. •_+.. -1 i C1_ >(-1 -�, _ .� 1 J-'_j._ I � I 1 t� t_�� __ I I L-•- -_ I I_+- F 1 {. _. r I � r t , 4`-r � -�-� ;-t-;-r-rr_I_ �__t_,-,� -r ; -- �-r-• J+_�� ',�-'. -1 _,_,_ 1 I � _ ! � . } . 1 �7 ITT•�J'_{'.1 '�� {. 1r ; 1.(.... I-•-'��-'-f"" �J._y�� _-�}' - 1" �, — i-14. 1 • -� �I f I 1-_ I1'�T � L I r I T �_• 1 if —7 I T-5-1-' .lp -IT- I I -. 1 1 I i y,.. _ 1 �._ i -�-r ,... J LLT f•-{-- i,1 , ',, 4-i`-1 Ti L 1 G050713-84 TARANTO• STANTON & TAGGE Consulting Engineers ,( CLIENT S140C5�+�JOB NO. �G � iot '7 PROJECT _ J (4 C/bD /c /c o p �/• /)• � r CALCULATIONS FOR • `-1 • L • M 6 � �� e V MADE BY I-/ DATE 7 CHECKED BY DATE SHEET --- �_ OF 4 T MN 1 � + t 1 ' 1 a mil.-.._.. ! ' l..l�i._'-1�s • ---, ; - +1 r.: i -f 11 1 L1� Y t i f(P�'1 f 4- �I c x + 1 _ Lr �-'_ I j-1--{'-; tar- _fv..+ 'Coll uCO�... U/J nt t�%,-PA4v- 050713 84 TARANTG, STANTON 8 TAGGE Consulting Engineers CLIENT JOB NO. 1 ` PROJECT CALCULATIONS FOR 12 • y • f M I= I {��✓.��LY/(` "/(L= MADE BY q'�/ " ` DATE 107-3 CHECKED BY DATE SHEET -` OF I I r` r t i t i I LK (/C BOG �� I!.Yo"U lam.1.. )IC/7! ��S i+f(S r , �. � ii J 1-I�� I a�1 I "_"1' 1 i -( �"' 1 I -I p I � t � r_ i }r } (lJoTa hil,L=r�+hF;lt Li:...�_ 1 r 7 E NGL , C,t1LOSS Co{Fir"4 I- t j a9_t -I' �"T� �CNF�Aov Use FuIL i� A O Lo73�S I' G � 4 1 , rtT HIaNRDLa +/Ua7. I _�'T � li''- 1'T.a✓..!_ � I_,-�"i _,_- 1--�q �N /ffIS-ATV-'��-4-i1//dn/7�flC=�O� -/3 /lu�i�j.�j.`'/CvnnrnLJ_F�✓Ll l SO :�- 1-j _1-- f _ -`7 L ,Ll - _ I T fI �4�41 t� Ir ITi 114 L_..CURR �C7 �Y / � �- rLu TS; All (iL):Li fTc-Za E`/�G4(cuCA/.cam YNL N PF P26GQAvsc�l S, e� 7NcP/�Fs_CAat l,n%� ts� _ } 1J- Lv l Alf ERs�aA n 36�3! 4 N + . �� { ' � = ul'IDP-%!®�f� - I f 1 T1 I+ 1 i —+ i��.�.L-.• ' - M uAJ,+ I �_-�-+-- ' , ' - 1 !--E +j ti-' ._..� -. _i-__�_i--tJ ov'rLT�' - a8 43;CF5 /'3 14_ft''� " ; r' 1 I - r I + J.-�-'-' -l-I--I 17 "—TT• �-rf _ T1�� a8 -- ` Sf D ol_GI 1 -f— r �rI L_ a 1 G050713 84 I 11 I I k I TARANTO, STANTON & TAGGE Consulting Engineers CLIENT JOBNO. PROJECT CALCULATIONS FOR Z1, 6. L L')c A MADE BY 06 �L'DATE 611';G3 CHECKED BYDATESHEET OF 44 1 -4, -T --I T-, + I + I-T I —4 L 2— Li,F it 4-1 4- -344 --L-1-1 + I it i I ' 4f 'P� 4 rAl �7 Q4 7' -4- 4ti- - 1-7 JIM :Lf7 7121c lo- 50 oa T' T T G050713-84 TARANTG. STANTON & TAGGE Consulting Engineers CLIENT JOB NO. PROJECT CALCULATIONS FOR . V . L . E MADE BY "i7 L DATE 'A`/y3 CHECKED BY PATE SHEET 4- OF ' H77'4 a17 �I i+ ems' r4 r1 #I' Y, { ' , 4�- + r+: /A �.-• : ' . --a---�'-,-L-!-+ � '�� I 1 I7. ' /455UML ��rpL T /S, I � + I i 1 � L r -` F I t'r_T ��. 7 a4 -• +-+ .�SF� 4 Uj1{_r 1 .- �T� ` h _. �f L p i. i � + / 1 /' LaSSc f { � ,„t fe �D-iTo '" I ]✓ i — + � --1 � - 2 1-7 N 1.. Imo.'=}�L.�..1�' BC --- . , I I I USER"S MANUAL FOR VERSION 4 A PERSONAL COMPUTER SOFTWARE FOR STORM SEWER SYSTEM DESIGN AND FLOW ANALYSIS BY JAMES C.Y. GUO, PH.D, P.E. CIVIL ENGINEERING DEPARTMENT UNIVERSITY OF COLORADO AT DENVER' IN COOPERATION WITH THE URBAN DRAINAGE AND FLOOD CONTROL DISTRICT DENVER, COLORADO JANUARY 4, 1991 1 1 1 1 1 t 1 Table 6. Energy Loss Coefficients at Manhole. Angle in Degree Bend Loss Mainline Loss Curved Nonshaping by Laterals Eq 17 Eq 17 Eq 18 0 0.05 0.05 — 22.5 0.08 0.10 0.75 45.0 0.28 0.40 0.50 60.0 0.46 0.64 0.35 90.0 1.00 1.32 0.25 Note: Curved means there is a deflector in the manhole to curve flow through the bend. Nonshaping represents the case of no deflector. �1 1 11 ' APPENDIX E Street Capacity Analysis I I I 11 I I I I I I I I I I I I I |.j &� _)(_ (,(2 �\ e ] L /�(k ca B ` N01 §/)k (/\,` )� (\¥ - o E 4a2aaa Rl;==� �� , \§¥.. ({(3aaaeea a Rm#¥9r ��_��,,,� ` ■�®-®--� 22_ „ §o,U.4 0a U.4 &z §10b E.;; » ■<g<<< ■«<<<<< �§m§§2° \§§§§mom Lo0 z z ( \ < < lw- C.) < < lBB��)PC )S§��)2 )°��«°( § <«oo .oc »»«< <<>> �. sk »!<< « >> S!zzz§§§[ (J§3!< /z K) q88 b)q§/8 I TARANTOESTANTON 8 TAGGE Consulting Engineers ,I CLIENT CSNopl�o JOB NO, /() PROJECT J/��UY/�o ��•• 1•� CALCULATIONS FOR MADE BY Db L DATE t/a 7/-/ CHECKED BY DATE SHEET OF� T. �30�t«AAN aR r�''LUcgIL S�/ItrT 3� 77 -y �.1 ,-y-; 77r, }-r J -I Ii_{. .-{A F-}.. Ly_.- CU20?oNl'rnlL lJur/L0`FGi0OAQT!{CCh/ x3v,; 1/00 .' Fb'LL' PTN� w l c ��o c c ; ; y,� a' o �. SI "A t -FE 1 , .Ity I I ��"��.--�-- I I T 'Jouira S,0rJcFi�c�%r4�% (�`EihieL'�`1417ZdLL'L` t` �A%;pA''-(i4DSA4�v�7 �S✓L�C<A,fin"D`I' F "'_� NZ Qt l-ICWS iCACcvC'ATd./ SAi jn` APZ ;,;A�, k'A� S PAI,•,V D � t�,i I I I I r r+ r�;1� ; 1t �y (fFao i4 n4 a oFsOOCIIt%- -`"7-;--•----{-�-' i-; �-i--- '�- ,R-�--1-I -r---T-1..-� lv Iti J19c F v �� 02o cFs _-i-. j� n it ACTVAG CuND� r�o�5i-'St L' iGr..O A,`S�40As/✓,Du p I CALLS 1 � Y �` t I r _ _ L �- -} I i S� a— A j t_... --1-_ � - I ' j I �'��i ,,, i?. 5 S' -`. � 441y "-' ��-{-; _ --- }/0'•Y2-J-f--.!=-"ITi" i -I-1—�-_I I -,-----a ��/per i I '-;— Oai`T' I � `•fi' I_�� T d_S"+ - i'. I'�-1._.fT.-_QU"7fal S�?QG�S'-/}21,-1✓LLI�'wITN A 7F/ /O yR'T -. { { I_ CA�P�4t'{yf}N4_CV`�Q0ACNN✓T 1. ' ]_ I i I I I I I 1 ,i a� S(J�IJN✓ 1� -V� I I I I f �,y I i1 /v, y2�Qu F CC�ALCbLa? �d sr�o • n `r_'✓ AFRc w� .K d'),� - , L } 1 f _ ��-._•'\!.�iiNA /0%1 �....� 0�� }.l-.i. luiv� I i _ I i I� + I..�--i-t 1 }-a'-.. i' '-H-r } A A'L -- J -r o 0(oCESI (Scr;:.�Fllc %)-e- s G�ru "D..l4{ 44 (�` Icu= ii$4cF3, BSc '7A6lFt)-4`G�"No O 1�5i''CSr:=APPtn,?cA) 4' Se7;4NtS: YR_C�; G050713 84 1 1 1 MAY 1984 U- 0 .9 91 .7 .3 .2 VON s=06 F = 0.8 I N s =0.4% F=0.5 I BELOW MINIMUM ALLOWABLE STREET GRADE 0 2 4 6 8 10 12 14 SLOPE OF GUTTER M) Figure 4.2 REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY Apply reduction factor for applicable slope to the theoretical gutter capacity to obtain allowable gutter capacity. (From: U.S. Dept. of Commerce, Bureau of Public Roads, 1965) 4-4 DESIGN CRITERIA l TARANTO. STANTON & TAGGE Consulting Engineers CLIENT PROJECT t� 1 MADE BY %^r> L DATE 11� o /qJ CHECKED BY JOB NO. CALCULATIONS FOR 7 DATE SHEET ✓` OF ?K(NJ4YI 1 fF2Tcil FL Slut i �� Tt ."!..C' , I. L 7/fLu/Zv.7,c�t ca7hc, 1 a' J UT/p-�.i1.'..+ T AO.� � L' . , FFL-T iANYr S.�;R✓C 7„✓1,LS i//i .aril ,S• fir: p +t� 2N�Qc,SE�T+Tr!�;�CuvOi ��u,.i�; Ar TNT vuwn L � • r- - D4 cFCyy' cT:�Sv�/JA,J„✓ I I •j {- 7a� CFnrr-s-'�-o ns4 d o�s0oc ). jj� L cD- If -'A. TT�QaT%)tom _ �iw+i=0 dK CSry LA(%�o!!?1 t.� X A��-I A_ lv-yQ r 'a 'rvo-7h _ r,1367JJ 57CRMS AiL-"wC.LC� _fy� .N'n= /U=YR G050713-84 1 1 1 1 1 10000 9000 8000 7000 6000 5000 4000 2000 I [, 1 n TOM .10 s pout N.[ss coo r:utrr w ... ..,TOM OF cx.NF[[ [ n .Do.r.cuL a c.oss st D.[ .09 .cro[NCE, .... a r.oc[tDINas nu' .07 r.c[ no. tnv.nox n., .06 S./�CAs;,-` C r 2.0 ryR Q� I— EXAMPLE ,T[t D.a.[D .u[[I IU ai•u: ID° lL .OS 70 \[ x. 50 [/n. i[eD • D.:[ U S0- UL s0 n.D: a • t.e cra .03 1r 80 70 60 .50 U- .40 1000 ��--_ Z -.30 900 '--- 2 u .02 T 800 Z C \ 700 600 ^CY i __ M4 .y N .20 500 z e 5 0 400 W .x Z F INSTRUCTIONS .01 Q 300 W .oT W a. .y L c0«.TV [/n ..M1O ..1. [t Or[ Is, Q ,05 Z °� 008 200 Do,N I,1. ,.[s[ r.D LiNca .vsr U _05 oz Q :+n amr a rwa«c u.t row N .007 (n .10 co.rLr+[ soLvnc.. 0 01 V .006 W a. • W .08 a. IS. s..Lco. — - U- .005 W 100 v-a.••lD c.... IL 0 0 .07 90 .[ ..... us[ ........x 80 .004 .06 0 [ , v W Cr 60 (L 0 .05 50 s ,o onon«[ !-, 0 .003 40 DISC e, it ° :••.. ••' (1).04 or I .... IL 1 fj) 30 Dno.-.a DEFT. , IS. +o... Dnc...a 1« .002 .03 u.+..t smno. e. r.I. vs[ .0..... 1. +o f" Dr,o.1.[ or . sronD« a cow Dn.. Q 20 I') . +o Dnp7lna .02 :. co.ros.*t sex r:o«:- I e °-•"""'- rouo. ors*.un,ox a .•" }—fll a W i. ,. —'(__.._ .001 Q OF,... ,o o. D�an.•ct :.[ i $W... e n "S"to •SI,-n ".1. 1; D.o,.e ro. From BPR [Copt ..+-D a, ..o Do,« ; 1-1. o, . o,. D, Figure 4-1 .01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) , MAY 1984 4-3 DESIGN CRITERIA 10000 9000 8000 7000 6000 5000 4000 u i [DIT IA) SIt J•�r n IS IN Y.0 uixG r Dn.vu .PPNo..InE ,o ...C•m I. 90"0. or cx.NN[4 [ IS ALCIFHOtAt Or C.OSS SLOP[ REFERENCE, N. 11.E 000111DINGS "I., n0[ na mwnO. Iln EXAMPLE IS([ O.1110 LINES) [ • P.j n of 2000 D. I0."M Q- 10 08 07 06 F .05 04 IL r 2.0 80 70 60 .50 w .40 - 30 1000 — s 900 800 2 700 600 1500 a — rw i :.,T 20 z TO .3 0 400 w .z Z II— INSTRUGTION9 (D .1 J .01 SIX300 .07 w a Ey SL I. CORRECT [/n RATIO .I+N ILOs[ ISI Q .OS z ..e CO..tcr 11......0 IS' .'1. = 03 = .008 200 DEPTH III. +.[S[ +.o LINES MUST 0 '02 Q I— InERs[cr .r T.N.I.D LINE TON N .007 N .10 CD.NLnE SOLY710.. 0 OF V .006 W a. W09 w .005 W 100 N-s...ED 1.... IL 0 .07 90 80 .s s.... Ds[ HO.O1.... .004 .06 70 150 [ ' v W 60 d 0 .05 s. TO DE+tn.nC _ r' �. :, ......... 0 J .003 co 40 PORTION or CHANNEL I . (T) .PAIN, *TO," s: 30 "STRIPE DEPTH J TO- TOTAL DISCHARet IN .002 . 03 ENTIRE S[C+IOx e. TN[x US[ NOY04N.IH +0 L 20 D[1 INS ou x st cTlox a soN Dt N+H Q (i) (J ~ ..,0 OVER..., DrscH.Ra .02 01 COY:DSI+t tECTID FOLIO.»s+RvcnoN >. i ..F { CL 10 —'�_A_ y .001 Q +0 0.1... Dlsc..RCE IN s s[c+IDY 0 .T .SSL.EO E IJ-YI 11.1. 1 , ON,-. a FOR From BPR SLOPE N.+10 [, ..e D[.,. JI.E. D,. D,. e. Figure 4-1 .01 NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS (From U.S. Dept. of Commerce, Bureau of Public Roads, 1965) MAY 1984 4-3 DESIGN CRITERIA TARANTG. STANTON & TAGGE Consulting Engineers CLIENT ' PROJECT JOB NNO, /n� CCALCULATIONS FOR 'S�/iCL% C4/'/�CAI/ 1D✓ MADE BY L DATE I/2(,�/53 CHECKED BY DATE SHEET OF.-�3_ CvLLv<,v ' ALAAUL A702 `h? ?<A[. ST/Icc--r_ luv yR f7WC- -,'�-r r -1— r UVO lOrY21 i l T i �i` -j �r ! L�11_1�I _.tt _ ; i /uvYR FcvwYJ�F tsof}.l,IL s So fir ly T� j _ 1 t 1 RUWLr/il Wlll (iL OIL �Ii SGLc� ry _—'�rl_ Si 44, ��--{{} SU4/JAStA% 1i11 t`I�jti�I lib t �a lS r } l� r ,.��. i._}, aFs�LJsc-L- 7 . �1- ._/v ti2Qa7 I I lit � 1{—....r;i_, I I _.i LII�l- i.' 1 '_I-- '�-.y_ t¢G . ry.4 G CU A Dr ii A/S 1 J ' a�T'a iJJ 1 1-T I7 Cf`5-65 -�-1-F'6L� Q col -a C>a C <3�C S c c 1� �' �a (SU rA- evvlx I 1 I 1 r—I1-. 1—_.—STD_ 1 �-r TI 1—_ —'- � L t 1 { +._�I -1-+-,- --_ _ r - ' r I �r 7jt -� I �T 1 { i T-Tr" j"� IT V- • L I T '7 Y . I3o'7'FI:=S>uRM"S /�Rr.�. �/b l.f.��vi7'h+,.J''TN,:+/.D 7(1� CA>hclf`;=�N/J En.C/t�Ac�!-vcw• 1 . _� ,� ,_._ SU(3/ASTi� r i I! tl T r{ 1 -TS L i l �c><s�CScC A i'.L.R �vC�id�'FFc'✓/i_�___Jf�.7J CrRa,n F,Lv/tt.`+4:a oF✓rQilG�)_ 11'`-+_;-� �-}-'1±""_, '-+ �1 T- 1 t� Hy` �} 'I �� ' I i t r T 1 I I I I r i g r I r i I CicS-1" 5�2 "I //?QW I':)�. � �-I �� •,--,-• - y � ( ` 1 i Lt.1- St T' �tFlc'O Y ri i I 1 I �� , 1 r1-t-r-{— + ^, : ' r Iva gar I ,� L ILL ' 31 l3u7NS9nR�t5'AQ� !✓LLL r�TFf%� �7/l� -%O Y2 CAr� iE`7 AI✓0 4A.l^1vv-r T y I G050713-84 IJ 11 �1 APPENDIX F ' Riprap Design I h �J 11 I 1 I 0 I I TABLE 6. SUMMARY OF RIP RAP DESIGN DESIGN PIPE FLOW FLOW SIZE DEPTH I VELOCITY RIPRAP POND OUTLET (ets) (in) (ft) (fps) TYPE East Line "A' 28.43 24 1.56 10.79 L Line "D" 9.75 15 0.69 14.14 L Line "E" 2.50 12 1.00 3.18 L Line "F' 1.49 IS 0.25 8.50 L WEST Line "G' 37.991 361 1.861 8.23 L Line "H' 1 20.881 241 1.421 8.73 L 1 NOTE: All Design Flows Are 100-yr 18 DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE 1 1 1 1 Table 5-1 CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP Riprap Designation Type VL Type L Type M Type H Type A % Smaller Than Intermediate Rock * d50 Given Size Dimension By Weight (Inches) (Inches) 70-100 12 50-70 9 35-50 6 6** 2-10 2 70-100 15 50-70 12 35-50 9 9** 2-10 3 70-100 21 50-70 18 35-50 12 12 2-10 4 100 30 50-70 24 35-50 18 18 2-10 6 100 42 50-70 33 35-50 24 24 2-10 9 *d50 = Mean particle size ** Bury types VL and L with native top soil and revegetate to protect from vandalism. 5.2 Wire Enclosed Rock Wire enclosed rock refers to rocks that are bound together in a wire basket so that they act as a single unit. One of the major advantages of wire enclosed rock is that it provides an alternative in situations where available rock sizes are too small for ordinary riprap. Another advantage is the versatility that results from the regular geometric shapes of wire enclosed rock. The rectangular blocks and mats can be fashioned into almost any shape that can be 11-15-82 i ' DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE linings (see Figure 5-5a) and should be keyed at least 3 feet by turning the counterfort gabions end -wise when the lining is designed ' to serve as a retaining wall (see Figure 5-5b). ' 5.5.3 Slope Mattress Staking Mattresses and flat gabions on channel side slopes need to be ' tied to the banks by 2-inch diameter steel pipes driven 4 feet into tight solid (clav) and 6 feet into loose soil (sand) (see Figure ' 5-5a). The pipes should be located at the inside corners of basket diaphragms along an upslope (highest) basket wall, so that the stakes are an integral part of the basket. The exact spacing of.the stakes ' depends upon the configutation of the baskets, however the following is the suggested minimum spacing: Stakes every six feet along and down the slope, for slopes 2.5 to 1 and steeper and every 9 feet along and down the slope for slopes flatter than 2.5 to 1. Counterforts are ' optional with slope mattress linings. Slope mattress staking, however, is required, whether or not.counterforts are used. ' 5.6 Erosion Protection at Conduit Outlets Scour resulting from highly turbulent rapidly decelerating flow is a common problem at conduit outlets. The following riprap protec- tion is suggested for outlet Froude numbers up to 2.5 (i.e., Froude ' parameters Q/D2.5 or Q/WH1.5 up to 14 ft.0.5/sec) where the outlet of the conduit slope is parallel with the channel gradient and the ' conduit outlet invert is flush with the riprap channel protection. Here Q is the discharge in cubic feet per second, D is the diameter of a circular conduit in feet and W and H are the width and height of a rectangular conduit in feet. 5.6.1 Configuration of Riprap Protection ' Figure 5-6 illustrates a typical ripraped basin at a conduit The downstream from outlet. additional thickness of the riprap just the outlet is to assure protection from extreme flow conditions which ' might precipitate rock movement in this region. Note that protection Jis required under the conduit barrel and an end slope is provided to ' accommodate degradation of the downstream channel. 1 11-15-82 DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE 1 5.6.2 Required Rock Size ' The required rock size may be selected from Figure 5-7 for circu- lar conduits and from Figure 5-8 for rectangular conduits. Figure 5-7 ' is valid for Q/D2.5 of 6.0 or less and Figure 5-8 is valid for Q/WH1.5 of 8.0 or less. The parameters in these two figures are: a. Q / D1.5 or Q/WH0.5 in which Q is the design discharge in cubic feet per second and D is a circular conduit diameter ' in feet and W and H are the width and height of a rectangular conduit in feet. ' b. Yt/D or Yt / H in which Yt is the tailwater depth in feet, D is diameter the of a circular conduit and H is the height of a rectangular conduit in feet. In cases where Yt is unknown ' or a hydraulic jump is suspected downstream of the outlet, use Yt / D = Yt / H = 0.40 when using Figures 5-7 and 5-8. ' C. The riprap size requirements in Figures 5-7 and 5-8 are based on the non -dimensional parametric equations 5-5 and ' 5-6 (11)(25). Circular Culvert: ' (d50/D)(Yt/D)1.2 / (Q/D2.5) = 0.023 (Equation 5-5) ' Rectangular Culvert: (d50/D)(Yt/H)'/ (Q/WHY 5) = 0.014 (Equation 5-6) ' The rock size requirements were determined assuming that the flow in the culvert barrel is not supercritical. It is possible to use ' Equations 5-5 and 5-6 when the flow in the culvert is less than pipe full and is supercritical if the value of D or H is modified for use in Figures 5-7 and 5-8. Whenever the flow is supercritical in the ' culvert, substitute Da for D and Ha for H, in which Da is defined as Da = J(D + Yn) (Equation 5-7) ' in which maximum Da shall not exceed D, and ' Ha = J(H + Yn) (Equation 5-8) in which maximum Ha shall not exceed H, and Da = A parameter to be used in Figure 5-7 11-15-82 I DRAINAGE CRITERIA MANUAL N J W J LL O CL N 11-15-82 URBAN' DRAINAGE 8 FLOOD CONTROL DISTRICT N J Z O f- U W. F- O Cr_ O O m w W J H O 0 Z O LIS W m ' DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE rwhenever the culvert flow is supercritical. D = Diameter of a circular culvert in feet. ' Ha = A parameter to be used in Figure 5-8 whenever the culvert flow is supercritical H = Height of a rectangular culvert in feet. ' Yn = Normal depth of supercritical flow in the culvert. 5.6.3 Extent of Protection The length of the riprap protection downstream from the outlet ' depends on the degree of protection desired. If it .is to prevent all erosion, the riprap must be continued until the velocity has been ' reduced to an acceptable value. For purposes of outlet protection during major floods the acceptable velocity is set at 5.5 fps for very ' erosive soils and at 7.7 fps for erosion resistant soils. The rate at which the velocity of a. jet from a conduit outlet decreases is not well known. For the procedure recommendedhere it is assumed to be related to the angle of lateral expansions, 9, of the jet. The velo- city is related to the expansion factor, (1/(2tan e)), which may be determined directly using Figure 5-9 or 5-10. ' Assuming that the expanding jet has a rectangular shape: 1 1 1 1 1 1 in which: 11-15-82 L = (1/(2 tan e))(At/Yt - W) L = length of protection in feet, (Equation 5-9) W = width of the conduit in feet (use diameter for circular conduits), ' DRAINAGE CRITERIA MANUAL MAJOR DRAINAGE ' Yt = tailwater depth in feet, e = the expansion angle of the culvert flow. At = Q / V (Equation 5-1C) Q = design discharge in cubic feet per second V = the allowable non -eroding velocity in the downstream ' channel in feet per second. At = required area of flow at allowable velocity in square ' feet. ' In certain circumstances, Equation 5-9 may yield unreasonable ' results. Therefore in no case should L be less than 3D or 3H, nor does L need to be greater than 10D or 10H whenever the Froude para- meter Q/WH1.5 or Q/D2.5 is less than 8 or 6 respectively. Whenever the Froude parameter is greater than these maximums, increase the maximum L required by one-fourth D or H for each whole number the Froude parameter is greater than 8 or 6 for rectangular or circular pipe respectively. 5.6.4 Multiple Conduit Installations ' The procedures outlined in Sections 5.6.1, 5.6.2 and 5.6.3 can be used to design outlet erosion protection for multi -barrel culvert installations, by hypothetically replacing the multiple barrels with single hydraulically equivalent rectangular. conduit. The dimensions of the equivalent conduit may be established as follows: First, distri- ' bute.the total discharge, Q, among the individual conduits. Where all the conduits are hydraulically similar and identically situated, the ' flow can be assumed to be equally distributed, otherwise, the flow through each barrel must be computed. Next, compute the Froude para- meter Qi/Di2.5 (circular conduit) or Qi/WiHi1.5 (rectangular conduit), where the subscript i indicates the discharge and dimensions associ- ated with an individual conduit. If the installation includes dissi;1- ilar conduits, select the conduit with the largest value of the Froude 11-15-82 1 TARANTO, STANTON & TAGGE Consulting Engineers a CLIENT %� (J JOB NO. /v /) _ -7�", PROJECT `.5 ^'v'/ /� O `� V.. l� �/, 1 CALCULATIONS FOR MADE BY �b L DATE .�i �a b /S3 CHECKED BY DATE SHEET / OF� Y - L_AST Pe Di j r _ �2ov0= NvMpr2 Nfi = Vy tit v /a, ?S_fuuFP�+s� $µ + _ {-, �' ;:TLi {a =, /`Sa-af >n_s��, - -1-N fir' -:.i ; { tT+�I ��-" S�Pc2.CRIt� cL� Fcu✓ r , flay -�— (.l -4 L ' r�t-J=}_... os _!—._1 1 T �--! t—L- y,-.a.� . _l ' �_,} r �—r t Y/D4= /TG%/.^78��11�i 8g�$ = 7i�=T2vhFil�r r'�-7� oFl V264v plldli�:<: I T I'-t— �--i-- �. �"- S�~ �a-i-1-,-' _p;��{ Q ct:7c cF i'-C3 v �_0r180� __ +ice r _ SUPu2 CQlticlt�Cuw��r V t 4 , rd cps O71 1-4 ! IJ _ - i �:. } /'iu'%(- --r ,- P/:r7c>f Dia 0.s0 —, I 1 rl l.' 1 ' Su¢c2,t�-ccc�F"[aw, ti?<n.Qi . \ SL L= v2l3 ✓ ✓p/? ;17QC. C— /c/fliwtP(.2f/BLS : GiJ' NC--x �._ �/+44 G050713.84 1 DRAINAGE CRITERIA MANUAL i� 1 1 1 1 1 1 i i= 1 1 1 1 1 1 1 1 /,.y7-/7 MEMENEEMEPAN mom ' FAMEAPArm M , ' =: ■� ;', 7pmp rmmwC E 2 .4 Yt /D .6 .8 Z. ea, f0 Use Do instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream: FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGE & FLOOD -CONTROL DISTRICT DRAINAGE CRITERIA MANUAL ff•. n 4C O O I;t 6,56 /'' 0 rAL MMMMMMMMMM MENEM PSEAPAr■, JJJ FAAOF /,A I JM/%E0Ml Yt / D �71 Use Do instead of D whenever flow is supercritical in the barrel. ** Use Type L for a . distance of 3D downstream i.D FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15- 82 URBAN DRAINAGE 6 FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL RIPRAP W O U 7C 7 EMEMEMEMEMOW 1"" JJJ VAA MEMO, /JE ME mp-ad. .D D'- 00 .2 .4 .6 Yt/D Use Da instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream. FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGE & FLOOD CONTROL DISTRICT TARANTG. STANTON & TAGGE Consulting Engineers CLIENT J0N0. ' PROJECT /� CALCULATIONS FOR L/<�I ` t•BN• / � A 0 J MADE BY DO L DATE ?ladb/4 J CHECKED BY DATE SHEET `^ OF I �+A � i a t. d' E.. 55D2 :t rTaS-�-�r ' Q / 45ic�/��ynS�_rt` �T T�, rts .rt 5vpt2C2itE:cLl FLvv✓ �T� v : 8�i V frs. - T-r -r T a + �r+w 1( i _ \ -+ + +L 3-'- -+ t r t t T-.�-;_-�' TL> - ..-'2'T t r- 10 3 3 7 _ y - +�LtR T{ F' y 7t L UkGi N /i�Q e e� L T Y j T I i -- Q e: L l n l G" CiU ILL 1y-t�_L' J +' i i {-'j—"' +- %JIrPL-_OTJG..1r'3Lr1."-±-r iT ✓FL`Z4gl^.Z.3� 3e7V .24/ FCaw OL-P:rt —.•-/ $(�,' � � ` �_"'.-_.`'*_l_rJ.� / OG'i^(> G: (50 )�. � __L.,�_...._ � S�Pc•RQR.ttl}LF, _T44 1 i ' t '. -1---• DQ..� Z ` -L � C� )^ I I � L�� : � L L i-t (-_��T `l/DAY I 43 _ �7? ERoAN F,�, s 7 C).r111�211Tv1�aR'gRc� Q/Da:61 T3.7 �j4_��?rg3`)Ir'r—?_�DLoJ1' USL TTYr�c ' Lr��:tN' dtt U%LC7-1_tj"I�( 1-1 1-4i 1 I� i P?t-�D,AM :aA+' - FT ) Ti 7JT T! S 1 I j -.. It 1 � rl`Ri tS70F.UR&4✓GYt,CrAtrr 934-4"_ , . r i— U5r yy?'c_- :.71 t- - - Sr` (J213dv_ �2A"/VA LT N006/2APH 5, as 4/6 G050713.84 DRAINAGE CRITERIA MANUAL ITJ;-IM 1 1 1 1 J 2( 0 Z� (IV& "r o �/-7t c MEMMMMMMMM 0 ► ►�IMEN M.Lp N SIMINNo 0 0 c .ti Yt/D .o �a3 Use Do instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream 1.0 FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGE B FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL RIPRAP r G;"L:F ` (I " Oc,7—t— 7- MEMENEEMEM MEN" . FAIMPAAFE JJJ �, � JJ . PAA ■�� EMENNEW - lum P 0— — 1MEMI � 00 .2 A .6 8 .0 Y/D t t.77 Use Da instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream. FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL RIPRAP 1. 1 1 1 1 1 i 1 1 1 1 1 1 1 ;J 1 0 0 F q.3Ar r. IM Gitv(` " H " Ul/-'Lc ENEENEEME ENE'NPA'A FAMEAPArm JJJ "%J/ E 0 .so -..a Use Do instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGE a FLOOD CONTROL DISTRICT Existing Pond .B. Install SIR Fence -� Along Edge Ol Existing Asphalt Instal/ Growl Inlet E Flier A/oUrld Existing Inlet Before Overlot 0.32 Ac. a Cording Begins Existing i' Inlet 37 LF 5 RCP W/FCS , Install Gravel Inlet Filter Inlet Install 4' StandaN Type "R" Inlet. Invert is Critical 131 L.F. 11" RCP EL=1B.0 W/ FES. I i M.H. /J lotto// 4' MH Standard ' MH Install Silt Fence At roe Of Slope Before OmMot Croding Begins Existing Pond And 1S RCP With Orifice Pate Will Be Installed By Ofhers Along With The TExtension Of JfW Partway To Backman Or Contractor Shol/ ✓enfy Location And invert FAST POND Capacity= 40.565 c.L 3 100 yr Depth- 89Y Inlet f 100 yr HW EL= 36.31 Install 36' Standard /nAow= 43.46 cis Type "R" Inlet Release=- 502 cis Install Grovef Top Of Pond EL=39.0 Inlet Filter Inset loInstalll 10' Standard Type "R" Inlet ' _ m _ L f5 .. C✓l a/Xll� RCP W/ W/F.ES -��• As L _ 35 LF 15" RCP r.F 1/• ...•• RCP W/FE:Si Install 4' Diann. opp ;hear C O. mp M.H. UiyE . 11O 1.06 Ac. LF 74• RCP 0 46 Ac. MIlp �4' MH CONSTRUCTION LIMA L1NL ShppAv P./D 10 LF frip ALEY = SOs/00 15" RCP ! iy ! i — �� H i • .. .. L.. �..................... ..f.� i i . . ......... i i ti M. H.�6 M.� w...... r4' .H. RCPFf.......... ...iI .... �.. ! i i 1. lnbt Offeni Are to Re Installed As Sion As me Me inlet Is into Me Fillers Moe fb RemiwJ for final Sutgmde Rep Berate Parog Buf Ave To, tM Repwima H Any Anw NTich P'o;ns to It h Not Poved Or Revegrtoted 1. fie Olidircfar Shall lb Mspansalif For Mointoinv Rue It ion Conhd fx&tvs For As Long As they Arc NeedeO J Me E i;on Control Focint;es 5hould Keep Sedment Out Or IM Shinn Sever System But K Sediments Lb C66INO In Me Pipes• Ponds, O/ Inkh Me Conhocfor Sholl Renrorc And Dispose Of them lbrom Pur Will 9e Accepted By the city Storm Water 0,14ty 4 E is fbro Been Granted o the City Of Fort colln, Sformwater Unity Fw Al LYoinoge focdtws however & Wfn Oe me Responsiacty Of The Load Owxr To MaInfoin Nl Facilities. S As Porfmont Stwmworer rich an i Pwrmns Will Be AguirM ZlvAni Cmshvcrion 6. As Ustuil ed Argos Net Being Po.vd Or SodYaf Shall Be Reseeded And Mvkhed With M Fauol Ms Of 9be Grama And Westem 0twatgmss Onlbd �Al A Role Of 11,40 P(5/Ac.. fill l/Inc\lurks Re, nwo Future &II&q Pam. Standard - 7••ter rCO b' veH. �...._.... ...� co-c �-� To Be installed /n Are Future Z ��•eC-o Building Pod Locations Where Proposed Swn/es Are Shown K 0 N W INAi 0.5, Temporary Asphalt Install Grow/ Area Inlet Swale Detail Filter As Soon N IS. As The Inlet is Installed Inlet /I Instal/ Gravel Install I Area Inlet filter La/et. See Oetail Sheet durd Type Intel \ / •� 0.30 Ac. 0100 DEV= 275 e. \ �• — — — _ ` Install Temporary •••% — — ? LF ASPhod Swale 63 r --- %/ M.N. 4 —Installl MH, Standard MN 15 L.F. *1IN MH/6 Cimds Of _ d qM�4' M.N. Consfrudion AT/fU.4A' 940 dS6Y. = 5050.00 Ow/; This Buirmirg And Are Adjacent ® Curb And Gutter Will Be Constructed Together toter However This Azar Is To Be Rough Graded To Contain And Orrect Runoff To Inlet it. V iD MX I O /nsta Tem ora / • ` Asp It Swale ! RG' Remove Existing Dn'"Woy Curb cars And Replace With Stand. 6" ✓ert CXG Match Exlstin5 Alignment And Giod Z a J O Q F Z U 0 D z a 0 Y p a = w Co o Z Q W Q Z !r 0 No Text