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HomeMy WebLinkAboutSWP272208(1) 1 x i n, r > y r STORM DRAINAGE ANALYSIS EXECUTIVE SUMMARY As part of the Park Avenue Improvements Project, Park Avenue North will be ' widened between North 3rd Street and North 10th Street. The purpose of this study is to determine how the existing storm drainage system ' will need to be improved in the widened area to meet regulatory requirements set forth in the King County Surface Water Design Manual (KCSWDM) and to convey the in- creased peak flow rates. ' Existing pipes on Park Avenue North are undersized, particularly in the southern ' portion of the project. To meet the minimum standards specified in the Surface Water Design Manual, existing pipes must be increased to 12 inches in diameter. To convey predicted peak flows, some of the pipe segments will need to be larger than 12 inches ' in diameter. King County Surface Water Design Manual Core Requirement #1 requires dis- charge at the natural location. The proposed design will meet the intent of this require- ment by discharging the same sections of Park Avenue to the Cedar River and Lake Washington as currently exist. However, the proposed system will avoid discharging t' roadway runoff to several private drainage systems as is currently the case. ' King County Surface Water Design} Manual Core Requirement #3 specifies when runoff control and water quality treatment must be provided for new projects. Detention will not be required because the increase in peak flow rate from the project is less than .5 cfs, which is considered negligible. Water quality will be required for each basin with more than 5,000 square feet of new impervious area. This includes the area north of ' North 6th Street, most of which drains to Lake Washington, but part of which drains to the Cedar River. ' There are no opportunities for biofiltration for the area draining to the Cedar River, which is largely paved. Therefore, a biofiltration swale is proposed at the north end of the project of sufficient size to mitigate the untreated runoff to the Cedar River. Alterna- tive options are presented, including the use of wet vaults on-site and/or compensating modifications to the lower pond system in the vicinity of Gene Coulon Park. r ' 91024 20 Storm Drainage A.i,..(5/11'9epem CONTENTS Page ' EXECUTIVE SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . i ' INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 STORMWATER ANALYSIS AND DESIGN REQUIREMENTS . . . . . . . . . . . . . . . 1 ' Core Requirements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Special Requirements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 ' EXISTING DRAINAGE SYSTEM . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 ' STORMWATER RUNOFF ANALYSIS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 (' Proposed Drainage Improvements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Water Quality Treatment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 ' DATA REQUIREMENTS FOR FINAL DESIGN . . . . . . . . . . . . . . . . . . . . . . . . . . 17 ' COST ESTIMATES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 ' APPENDICES ' A - Drainage Basins and Hydrologic Analysis B - Hydraulic Analysis C - Water Quality Treatment t iii FIGURES Page ' 1. Existing Park Avenue North Drainage System . . . . . . . . . . . . . . . . . . . . . . 2 , 2. Existing Park Avenue Drainage System, ' Cedar River Drainage Basin . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 3. Existing Park Avenue Drainage System, Lake Washington Drainage Basin . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 4. Proposed Park Avenue Drainage System 11 5. Proposed Park,Avenue Storm Drainage System, ' Cedar River,0rainage Basin . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 6. Proposed Park Avenue Storm Drainage System, ' Lake Washington Drainage Basin . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 7. Park Avenue Drainage System, ' Proposed Regional Biotiltration Swale . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 i 1 TABLES Page 1. Santa Barbara Urban Hydrograph Analysis - Peak Flows . . . . . . . . . . . . . . 9 2. Existing Pipe Capacity North 8th Street to North 10th Street . . . . . . . . . . . 10 ' 3. Proposed Drainage Conveyance Improvements 12 , 4. Proposed Drainage System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 1 1 iv ' STORM DRAINAGE ANALYSIS ' INTRODUCTION This is a preliminary engineering analysis of the storm drainage improvements necessary for the Park Avenue Improvements Project. Although the roadway improve- ment project extends from Bronson Way North to North 10th Street, this analysis covers only the section of Park Avenue North to be widened. This area begins between North 3rd Street and North 4th Street and continues north to North 10th Street (figure 1). Drainage from the southern portion of the project area drains west through a pipe system to the Cedar River. The project area is very flat, but there is a drainage divide ' between North 6th Street and North 8th Street, so that drainage to the north drains to Lake Washington. The northern area drainage outfalls to a series of ponds located along Lake Washington Boulevard and in Gene Coulon Park before entering the lake. ' STORMWATER ANALYSIS AND DESIGN REQUIREMENTS Drainage improvements for Park Avenue North must comply with portions of the King County Surface Water Design Manual (1990) which have been adopted by City of Renton as their Storm and Surface Water Drainage Ordinance (Chapter 4-22 of the City ' Code). The applicable Core Requirements summarized in the King County Surface Water Design Manual are repeated below, with notes relating them to this project. For more detailed information, refer to the design manual. Core Requirements ' (1) Discharge at the Natural Location. The discharge from a proposed project site must occur at the natural location. ' Comment.' Runoff from this project outfalls either to the Cedar River or to Lake ' Washington. The proposed system will not change the ultimate destination of stormwater from any portion of the project. ' (2) Off-Site Analysis. All proposed projects must identify the upstream tributary drainage area and perform a downstream analysis. Levels of analysis required depend on the problems identified or predicted. At a minimum, a Level 1 analysis ' must be submitted with the initial permit application. 91024 20 Slam Drainage Analysis(WI1 92)aem 1 m-&OA:AO\9102h20PAC^A 11/7/9i IfAK ' 0 1�8 MILE 1 NE S2th ST LAKE , WASHINGTON N 10th ST � g 11 2th ST p E , A BI I( N 6th STLU - , 5 � 4 N 4th o , PARK AVENUE DRAINAGc SYST�V. , Legend Figure 1 ' Basin Boundary EXISTING PARK AVENUE DRAINAGE SYSTEM Q47RANCp �! Flow Direction and Outlet For Each Basin Renton, Washington 2 Comment: This project required a Level 1 analysis. Additional information is avail- ,,"j able in the Regional study completed by Entranco as apart of this project, and the ' Garden Avenue North Drainage Study that was completed by Entranco in October 1991 for PACCAR in conjunction with the City of Renton. The study determined the peak flow rates from the upland area east of North Renton, and analyzed the ' capacity of the conveyance system on the valley floor. The Garden Avenue drain- age outlets to Lake Washington through the pond system in Gene Coulon Park. ' The northern portion of Park Avenue North drainage outlets to the same pond sys- tem. There is also a cross-connection at North 8th Street and Garden Avenue North so that during large storm events some runoff crosses over and flows west ' to the Cedar River. The location of existing pipes and basin boundaries were provided by the City of ' Renton. A figure showing the study area and basin boundaries is included in Appendix A. The Santa Barbara Urban Hydrograph (SBUH) method was used to determine peak flow rates. Backwater analysis was performed using the King County Backwater Program. Subsequent to the October 1991 report, a dynamic hydraulic analysis was performed by Entranco for PACCAR using EXTRAN of the Stormwater Management Model (SWMM). Results have been transmitted to the City of Renton in a series of memos. ' (3) Runoff Control. Proposed projects must provide runoff controls to limit the de- veloped conditions peak rates of runoff to the pre-development peak rates for spe- cific design storm events based on the proposed project site existing runoff condi- tions, and install biofiltration measures. ' Comment: On-site peak rate runoff control is not required when the peak runoff rate increases less than 0.5 cis for the 100-year, 24-hour storm. This project is exempt on this basis. ' BioNtration is to be provided for drainage basins with more than 5,000 square feet of new impervious area. The 5,000 square feet criteria will be examined at the point where runoff collected from the project is discharged to existing storm drains. ' (4) Conveyance System. All conveyance systems for proposed projects must be analyzed, designed and constructed for existing tributary off-site runoff and devel- oped on-site runoff from the proposed project. Comment: The off-site drainage area was estimated for each roadway section. Ex- isting and future runoff rates were estimated and used to analyze the conveyance system. ' 91 U24 20 Sw.Draw:,ge Analysis 1511 3/920em 3 1 (5) Erosion and Sedimentation Control Plan. All engineering plans for proposed projects that propose to construct new, or modify existing drainage facilities, must include a plan to install measures to control erosion and sedimentation during con- ' struction and to permanently stabilize soil exposed during construction. Comment: An erosion and sedimentation control plan will be developed as part of t the final design. Special Requirements In addition to the King County Surface Water Design Manual Core Requirements, , twelve Special Requirements may apply to a proposed project. Each set of require- , ments has a "threshold condition" under which it applies. None of the special require- ments thresholds are exceeded by this project, however, special requirement number five will be met, based on the City's water quality treatment requirements. ' (5) Special Water Quality Controls. If a proposed project will create more than one acre of impervious surface that will be subject to vehicular traffic and will dis- charge runoff into a Type 1 stream within one mile of the project, then a wetpond, wetvault, or water quality swale is required. Comment: The impervious area created by this entire project is only an additional ' 0.45 acre; however, water quality treatment will be provided according to Core Re- ' quirement #3. EXISTING DRAINAGE SYSTEM Information about the existing drainage system was gathered from several sour- , ces, including plan sheets for the City of Renton Park Avenue Improvements Project, field survey notes for those plans, and the City of Renton's pipe attribute data base. ' Conflicts between these data sources were field checked by John Hobson of the City of Renton Public Works Department. Field investigations were also carried out by Entranco personnel. The existing pipe system is shown in figures 2 and 3. The land use at the southern end of the project is primarily residential with some commercial businesses. Land use to the north becomes progressively more commer- cial with a corresponding increase in impervious surfaces. u1Uzn 26 Storm o,aa"age Anal"IS(5n 3W)aem 4 , ' I t N 8th ST o — I I I _ I o- 1 Y I ' r I u O 400 BDo I Y I ' — N 6th ST 4 — T — FEET 1 z I I � I < Iz • 1 w I T a ¢ z d I , N 5th ST a 1 i f I N 4th ST I I I N 3rd ST [11 F= EI-171 ?APK AV%N -- DRAINAG, 'ZYcTEM LEGEND Figure ' — EXISTING STORM DRAIN EXISTING PARK AVENUE DRAINAGE SYSTEM FLOW DIRECTION CEDAR RIVER DRAINAGE BASIN �TRANCO Renton, Washington 5 - ------ - - - ------ -- - -_ _ - C:\AC?D\91024-20\E7(SD—N.OWG 4/1/92 ' LAKE WASHIN6TON__:_______- f ' ----_=-____- -__-=___-=_ == --------=---- ==- I t P, I 0 400 am i FEET 1 4 N 1¢th ST ? I I I II � t r � o / I \ o Q ,I � CL 1 I Y a- - - --o- � - - - t � ' ; I t N 8th ST � i Z T ¢ ' 0 ?ARK A cNU_ AINA c �Y icM Figure 3 ' t rrcM" EXISTING PARK AVENUE STORM DRAINAGE SYSTEM o — FLOWYIST G SCORN DRnIN tA}(E WASHINGTON DRAINAGE BASIN — FLOW DIRECTION EN7ANCo Renton, Washington , 6 lEight different drainage basins and eight outfalls from the drainage basins were identified along the project corridor. The southern portion of the project (from North 3rd Street to 850 feet north of North 6th Street) drains toward the Cedar River (figure 2). The northern portion of the project drains to Lake Washington (figure 3). Following is a ' description of the drainage system that currently exists within each roadway section: ' North 3rd Street to North 4th Street - Basin A This roadway section has a 6-inch storm drain which is 300 feet long with a slope ' of five percent. It joins a 12-inch pipe on North 4th Street and flows west toward the Cedar River. No flooding problems have been observed or reported downstream of this intersection (J. Hobson, personal communication). North 4th Street to North 5th Street - Basin B Currently there is no storm drain system on this block. Drainage flows from south ' to north into a 24-inch storm drain located on North 5th Street, which flows west toward the Cedar River. No flooding problems have been observed or reported downstream of this intersection (J. Hobson, personal communication) (figure 2). North 5th Street to North 6th Street - Basin C This roadway section contains a 6-inch storm drain which is connected to the ' storm drainage system for the Garden Plaza development. Stormwater flows from Park Avenue North through 12-inch pipes within the development before being discharged to a 24-inch storm drain on North 6th Street, which flows west toward the Cedar River. No ' flooding problems have been observed or reported downstream of this intersection (J. Hobson, personal communication) (figure 2). North 6th Street to 850 feet north of North 6th Street - Basin D and E This roadway section has two drainage basins with outfalls which convey storm- water east through the Park Plaza development to Garden Avenue North. Basin D ex- tends 320 feet north of North 6th Street on the east side of the street, and Basin E ex- tends 650 feet north of North 6th Street on the west side of the street. Both have out- falls on the east side of the street (figure 2). The Basin D outfall collects water from one storm drain inlet only. The Basin E outfall collects from one 12-inch corrugated metal pipe 80 feet long, and several 4-inch pipes which collect drainage from the north and the south. 91024 20 Sturm Drainage Analy5ie(511 10.We,n 7 r r Stormwater from Park Plaza ouffalls to Garden Avenue North, then flows south to , North 6th Street, and west to the Cedar River, crossing back underneath Park Avenue North at North 6th Street. Flooding has been observed along this section of Garden Avenue North during large storm events, such as the January 9, 1990 storm (J. Hob- , son, personal communication) (figure 2). 850 feet north of North 6th Street to North 8th Street- Basin F and G r This roadway section has two outfalls at North 8th Street. The Basin F ouffall con- r veys stormwater east along North 8th Street to Garden Avenue North, then north along Garden Avenue North toward Lake Washington. The Basin G outfall conveys storm- , water west into the Boeing drainage system, then north to Lake Washington. Roadway flooding also has been observed along this section of Garden Avenue North during large storm events (J. Hobson, personal communication) (figure 3). , North 8th Street to North 10th Street - Basin H ' Drainage from this roadway section is conveyed by a series of pipes to an outfall ' near North 10th Street. The first inlets to the system are located 400 feet north of North 8th Street. Stormwater is conveyed along the east side of the street in a 12-inch main conveyance system. An 8-inch pipe brings drainage from the west side of the street to , the main conveyance system at this location. Three hundred fifty feet farther north, the main conveyance system is enlarged to a 15-inch pipe. Another 8-inch inlet pipe is located here to bring drainage from the west side of the street. Two hundred sixty-five , feet further north, a 12-inch storm drain brings drainage from Boeing property into the 15-inch main conveyance system. The off-site area contributing to this drainage is ' estimated to be approximately three acres. Parallel 15-inch conveyance systems begin at this location along the east and west sides of the street. Approximately 350 feel to the north, the conveyance systems are each enlarged to 18-inch pipe. ' Approximately 50 feet further north, the system on the east side of the street picks up drainage from an additional .93 acre which is conveyed to the west side conveyar---e system at the outfall to a pond system that leads to Lake Washington. Drainage outfalls ' to the north-northwest through Boeing property via an 18-inch pipe which joins a 48-inch pipe. The 48-inch pipe ouffallslo a series of ponds which outfall to Lake Washington (figure 3). There are no flooding problems in the pond system; however, the water ' surface elevation has a backwater effect which can reduce the capacity of the existing Garden Avenue North system. ' r 9102420 Storm Drainage Analysis 15il3N2Wem 8 ' ' STORMWATER RUNOFF ANALYSIS ' Stormwater runoff was analyzed in several different ways. The hydrologic analysis was performed using the Santa Barbara Urban Hydrograph method to analyze peak runoff rates from each of the basins using the Water Works computer software program from Engenious Systems, Inc. (Appendix A). ' Peak flow rates from each of the roadway segments are summarized in table 1. The future flow rates from each segment are only slightly higher than the existing flow rates due to the large portion of impervious area already existing in places along the roadway. Time of concentration was estimated as overload flow. ' Table 1 Santa Barbara Urban Hydrograph Analysis - Peak Flow 2-Year 10-Year 100-Year Road Receiving ' Segment Water Basin Existing Future Existing Future Existing Future N. 3rd to N. Cedar River A 1.13 1.14 1.74 1.75 2.43 2.44 4th N. 4th to N. Cedar River B 1.06 1.07 1.61 1.62 2.22 2.22 5th ' N. 5lh to N. Cedar River C 1.07 1.08 1.61 1.61 2.20 2.20 6th ' N. 6th to 850 Cedar River D .13 .15 .20 .22 .28 .30 ft. north (two E .56 .59 .84 .88 1.16 1.20 outlets) ' 850 ft. north of Lake F 17 .19 .26 .29 .37 .39 N. 6th to N. Washington G .20 20 .30 .30 .40 .40 8th (two outlets) N. 8th to N. Lake H 2.55 2.56 3.79 3.81 5.16 5.17 10th Washington Pipe conveyance capacity was analyzed using the Rational Method as required in the King County Surface Water Design Manual for basins under 25 acres in size. This ' analysis was done with the CIA computer software program from Engenious Systems, Inc. A backwater analysis was performed using the King County Backwater Analysis ' 91 DZ4 20 sm,m Drainage Analysis 4"W92)aam 9 1 Program. A hydraulic analysis was not performed on the existing pipes south of North i 8th Street, which are smaller than the 12-inch minimum required by the King County Surface Water Design Manual, and will need to be replaced as a part of the project. i (Refer to Appendix B.) A detailed hydraulic analysis was completed on existing pipes in the roadway be- 1 tween North 8th Street and North 10th Street. Two 15-inch pipes were discovered that restrict flow from the 25-year storm. Several tailwater elevations were tested at the out- ' fall near North 10th Street. Flow capacity of the 15-inch pipes was not affected below a tailwater elevation of 21.1 feet. The capacity of these pipes decreased at tailwater ele- vations higher than 21.1 feet, making roadway flooding worse. When the current down- 1 stream drainage project designs for Garden Avenue North are finalized, the appropriate tailwater elevations can be used for final design. These findings are summarized in ta- ble 2. The King County Backwater Analysis Program shows that capacity problems in i these pipes affect the capacity of the pipes upstream as well. i Table 2 1 Existing Pipe Capacity North 8th Street to North 10th Street Flow Causing Roadway Flooding (King County Rational Backwater Analysis) Slope Capacity Y ) Pipe/Diameter (off) Year Peakk (cfs) i (cfs) TW<— 21.1 ft. TW= 22.0 ft. (cfs) (cfs) 1st - 15-inch i 720 ft. north of N. 8th St. .0006 2.24 1.72 1.97 1.82 i 2nd - 15-inch 1,020 ft. north of N. 10th St. .0017 6.61 2.90 4.92 4.17 i TW = Tailwater Elevation at outlet near N. 1Oth Street. i 1 i 1 9102420 Slnnn Oramna9a Analysis iS 1192laem 10 1 Proposed Drainage Improvements An overview of the proposed drainage system is shown in figure 4- The new sys- tem would change the path of some stormwater to alleviate flooding and liability prob- lems, but its ultimate destination to the Cedar River or Lake Washington would remain the same. The changes would be as follows: ' • Runoff from the area from North 6th Street to 850 feet north of North 6th Street would be conveyed directly to the North 6th Street conduit. This will avoid rout- ing it through private property to Garden Avenue North, where the flooding problems currently exist. • Drainage from 850 feet north of North 6th Street to North 8th Street would be conveyed up Park Avenue North to the outfall near North 10th Street. The new system would run along the west side of Park Avenue North with some cross- connections collecting stormwater from the existing system. Again, this will avoid flooding problems to the east on Garden Avenue North between North 6th ' Street and North 8th Street, as well as potential liability from stormwater drain- ing through private Boeing property to the west. The proposed drainage conveyance system is shown in figures 5 and 6 and sum- marized in table 3. The new conveyance system could be designed to continue up ' Park Avenue North to join the Garden Avenue North system as shown in figure 6, rath- er than through the outfall near North 1 Oth Street which drains through Boeing property. ' Table 3 Proposed Drainage Conveyance Improvements tPipe Length Roadway Segment (ft.) Pipe Type ' N. 3rd to N. 41h 150 New 12-inch concrete pipe 150 New 18-inch concrete pipe N. 4th to N. 5th 300 New 12-inch concrete pipe N. 5th to N. 6th 300 New 12-inch concrete pipe N. 6th to 850 ft. north 850 New 12-inch concrete pipe 850 ft. north of N. 6th 600 New 12-inch concrete pipe to N. 1Oth 750 New 18-inch concrete pipe ' 450 New 24-inch concrete pipe ' 91024-20 Slmm Drainage Analysis 1WI3,92Nem 11 1'-o00 :CAD\9l0Z'-_0\?ACCA.IWC 09-:7-91 ?M 0 / NE LAKE 12th ST 1 1'NASHINGTCN ® ! 1 N 1 Oth ST z V1 W f � w ' i ' V 8th Si 1 al ; N _h c 1 1' I ' i I if IF Io c PAPK AVENUE DRAINAGE SYSTEM _ Legend Figure 4 1 ':":' Basin Boundary PROPOSED PAflK AVENUE DRAINAGE SYSTEM ENTRANCO r'ow Direction and Outtet For Each Basin Renton, Washington 12 i �:\ �\ylUL4-[U\Ncb�J-b.U'Nb 4/7/92 I N 8th ST I I I 1 } i qi D <o0 800 N 6th ST — — _ — o-' y z:e { Lai ! . l W Of r N 5th ST ✓ — a - - � - - -o- - — b �— — I P N 4th ST I I N 3rd ST I I I ' Ck ?arN a:TNUt u AINA c SYSTEM I crcNn Figure 5 .— NEW STORM DRAIN PROPOSED PARK AVENUE STORM DRAINAGE SYSTEM o-- — G STORM DRAIN FLOW DIRECTION CEDAR RIVER DRAINAGE BASIN �— FLOW ' ENiRANCo Renton, Wvshington 13 t[/ K C:\ACAD\9102+-20\NENSD-N.DwG 4/1/92 ' LAE WASHINGTON------------------------------- PROPOSED GARDEN AVENUE CODRAINAGE EXTENSION —�/ � /-9 PER S.S.O.E PLAN REVISIONS ARE IN PROCESSZ) C i } 0 400 soD }} FEET i - 1 iI N IOth STT 1 I � i e y , d I a A I I I N 8th ST ' o- I o � 1 Z I r V W l p I l o P3AK tvFNU� JHAMAGc `7S�_IA Figure 6 ' w 0- - NEW STORM DRAIN PROPOSED PARK AVENUE STORM DRAINAGE SYSTEM - EXISTING STORM ORAIN — — FLAw DIRECTION LAKE WASHINGTON DRAINAGE BASIN O�tTAANCO BIOFILTRAnO14 AREA Renton, Woshington , 14 1 l The proposed system will provide the following benefits: ' 1) It will add more than 4,700 cubic feet in additional stormwater storage. ' 2) It will provide increased reliability and ease of maintenance. 3) It will avoid directing stormwater into a known flooding problem area on Garden Avenue. 4) It will meet the current drainage design standards specified in the King County 1 Surface Water Design Manual. ' Water Quality Treatment Per King County Surface Water Design Manual Core Requirement #3, water quality ' treatment must be provided for basins with more than 5,000 square feet of new impervi- ous area which is subject to vehicular use. Table 4 shows the new impervious area in each basin of the proposed drainage system and the 2-year peak flow rate for water quality treatment design required for Basins I and J. Although the total peak flow from Basins I and J for the 2-year storm is 3.42 cfs, the peak flow from the new impervious area is only .02 cfs. Table 4 Proposed Drainage System F(sqe 2-Year Peak Basin Flow (cfs) A 2,180 N/A B 1,740 NIA C 1,310 N/A I 9,580 .74 J 5,660 2.68 ;W. . teryuafity treatment requifed ' Biofiltration is not possible for Basin I at the North 6lh Street outlet because the outlet area is completely paved. However, a biofiltration swale could be constructed at tthe north end of the project. This facility could provide off-site mitigation for Basin 1, as ' 91024-20 SIUnn Nainaye Aualysls(5'11 4dlae111 15 well as Basin J. Since the southern portion of the Park Avenue Improvements Project t is part of an AquifefProtection Zone, where treatment of stormwater through wet pond and swale methods is discouraged, a biofiltration swale at the north end of the project ' would be consistent with this ordinance. The City of Renton Surface Water Manage- ment has indicated that this is a feasible solution (Randall Parsons, personal commu- nication). Runoff from Park Avenue North currently flows into a 48-inch pipe which runs along ' the Burlington Northern Railroad tracks and outfalls into a pond system that leads to Lake Washington. The 48-inch pipe conveys water from a 61-acre drainage basin comprised of mostly Boeing property as well as Park Avenue North. The last segment , of this pipe could be removed and replaced with a biofiltration swale to provide water quality treatment (figure 7). Proposed 712' To Lake h Pond 3 Washington—)0- ' ❑❑❑❑\�restle ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑[J❑❑❑❑❑❑❑❑ ' 80'—� Existing 48" o ' cnd 2 Proposed —J Remove 48"& Install Biofiltration , Swale Figure 7 PARK AVENUE DRAINAGE SYSTEM ' ENTRANCO Prcoosed Regional Biefiltration Swale 91024.20 St..D,amagc Analysts JWJ] 2wmn 16 It is estimated that the largest swale that could be constructed in the available land would have a 10-foot bottom width and 3:1 side slopes. The longitudinal slope would ' be 0.2 percent. The design flow of 3.42 cfs through this Swale would result in velocities of approximately 0.52 feet per second at a depth of 0.6 feet. The velocity of 0.2 cis would be less than .1 feet per second at a depth of less than 0.05 feet. ' There currently are plans to improve the drainage system along Garden Avenue. ' The proposed system would involve intersecting the 48-inch pipe with a new 72-inch pipe which would convey water under the Burlington Northern Railroad tracks to the pond system further downstream. The biofiltration Swale could be constructed in con- junction with that system. A restricted inlet to the swale could be designed so that only low flows would be directed to the swale for water quality treatment, bypassing the high flows to the 72-inch pipe (these plans are currently being revised). For an analysis of ' the Swale geometry and different flow rates, see Appendix C. ' There is a potential conflict between the biofiltration swale location and the road- way alignment for the Park/Lake Washington Project as shown in the Tudor Engineering plan sheets dated September 26, 1991. One alternative treatment option would be to ' install a wet vault on Park Avenue North that would provide water quality treatment only for the north Park Avenue North drainage. According to King County Surface Water Design Manual criteria, the surface area of the vault would need to be one percent of the impervious area draining to it, or about 3,100 square feet. The volume of the per- manent pool would need to be at least 1/3 of the 2-year, 24-hour storm, or approximate- ly 15,400 cubic feet. A vault measuring 31 feet wide, 100 feet long, and 5 feet deep would meet these requirements. The size of the facility could be reduced by adding coalescing plates. ' Another alternative would be to design a water quality treatment facility in Gene Coulon Park, in conjunction with the other projects in the area. The pond system could ' be enlarged to enhance sediment removal and biofiltration. This is considered a less desirable alternative due to the need to maintain conveyance in the lower ponds. Im- provements would need to focus on increasing surface area or reducing short- circuiting without having a negative effect on conveyance. DATA REQUIREMENTS FOR FINAL DESIGN ' Entranco will require additional drainage information from the City in order to com- plete final design of the drainage system. It was estimated that approximately three acres of off-site drainage is flowing onto the roadway from the Boeing property between North 8th Street and North 10th Street. A detailed stormwater drainage plan from this area will be required to accurately estimate the flows entering Park Avenue North at ' this location. Additional downstream pipe data will also be required to determine any ' 91024-n St.,.D,aanage Analysis(5/I:L'JGlue,n 17 tailwater effects which begin downstream and might effect the roadway drainage sys- tem. COST ESTIMATES ' A preliminary planning level cost estimate for installation of the proposed drainage system along Park Avenue North, including the water quality treatment swale, is ' $420,000 for design and construction. Details of the cost estimate are included in the Value Engineering, Estimate and Plans section of this final report. t 1 9 02n20 Smnn Oranage Analyse�b IfL9[�aen �e , w gE Appendix I I • , 1 DRAINAGE • • BASINS 1 • I HYDROLOGIC ANALYSIS ' ACD\91024-20\91024-20.DWG 09-20-91 Pm jill 1 D� 0 0.25 0.5 ; NE 20th ST 00� LEGEND MILE N 2 D =c ❑ �No. BASIN NUMBER °y Da ' BASIN BOUNDRAY ••• SHEET FLOW ' --- SHALLOW CONCENTRATED FLOW NE 12th ST 0� --)• PIPE FLOW Q a � � t yFBI � D 1 I � N 8th ST s 0 �� D � DDDD o Li 1 ► s D 00 .y�yst o , aDOo 1 ❑ml� oo aQ po ! al , a D 1 Figure 1 DRAINAGE BASINS 1 ENTRANCO A.1 L APPENDIX A SBUH HYDROGRAPH SYSTEM ' Basin IDs are abbreviated in Water Works printouts in the following manner: The 2-, 10-, and 100-year storms are shown as 02, 10, and 99, respectively. Existing condi- tions (PRE) are shown as .1, while future conditions (POST) are shown as .2. For ex- ample, A99.1 is runoff from Basin A for the 100-year, 24-hour storm, under existing con- ditions. 1 1 1 ' A.3 2/27/92 EN FRANCO ENGINEERS , INC . PAGE 1 PARK AVENUE IMPROVEMENTS - PHASE 1 STORM DRAINAGE ANALYSIS - BASIN RESULT SUMMARY HASIS -----YUEDME---- -RATE ifME HYRROGRAPH AREA 10 ---CF-- AC-FT --CFS- -MIN- H94RS METHODOLOGY ACRES 12121 375272 8.62 21.44 489 3.90 SOON METHOD 61.d8 12922 575742 3.65 22.47 488 9,90 SOON METHOD 61.08 ' 12101 570475 13.11 33.86 488 8.00 SHUN METHOD 51.19 12112 571021 13.11 53.90 430 8.19 SHIN METHOD 51.19 12991 739203 18.12 46.53 488 8.09 SHUN METHOD 51.90 12992 789301 18.13 45.57 488 8,10 SBOH METHOD 51.11 15921 518569 11.91 13.48 501 8.33 SSUH METHOD 91.00 150/; 518939 11.91 13.50 588 8.35 SOON METHOD 91.81 , 13181 815142 18.44 21.14 588 8,i3 SBUH METHOD 91.10 13182 813619 1.8.45 21.20 SBS 8.33 SBNN MEIROD 91.01 13"1 1124851 25.32 29.91 588 8.53 SBUN METHOD 91.16 15992 1125374 25.84 29.92 500 8.55 SHUN METHOD 91.11 ' A02.1 21956 1.50 1.15 480 3.16 SBUH METHOD 5.89 A02.2 21124 1.51 1.14 488 8.01 SBUN METHOD 3.88 All" 35840 1.73 1.74 480 838 SOON METHOD 5.91 ' A10.2 54938 9.78 1.75 488 8.91 SOON METHOD 3.81 A99.1 47257 1.09 2.43 488 9.91 SBUN METHOD 5.88 A99.2 47487 1.19 2.44 488 3.09 SHUN METHOD i.88 ' B02,1 21342 9.48 1.96 488 8.99 SBDH METHOD 3.60 592.2 21973 0.48 1.11 488 8.00 SBUN METHOD 5,60 010.1 51710 1.73 1.E1 486 8.00 SHUN METHOD 3.50 8I6.2 31865 0.13 1.62 480 8.00 SOON METHOD 3.60 099.1 43843 1.01 2,22 48H 8.09 SHUN METHOD 3.S0 899.2 44054 1.01 2.27 488 3.91 SBUH METHOD 5.69 C82.1 21751 0.48 1.17 481 8.09 SHUN METHOD 5.50 ' CO2.2 21W 0.48 1.19 488 8.99 SBUH METHOD 3.50 C10.1 31574 0.72 1.61 491 8.00 SBUH METHOD 5.30 C18.2 31493 0.72 1.31 488 8,00 SOON METHOD 3.39 C99.1 43249 0.54 2."o 430 3.00 SHUN METHOD i.68 C99.2 13389 L.00 2.20 4B8 8,90 SBDH METHOD 5.30 D82.1 1679 0.14 0.13 478 7.33 SOON METHOD 9.29 D02.1 1868 H.B4 9.15 478 7.83 SHIN METHOD 1.24 , D18.1 2591 9.06 9.20 US 7.83 SHUN METHOD 1.29 1110.2 2389 9.16 1.22 470 7.83 SBUN METHOD 0.29 D99.1 3521 9.98 9.28 410 7,83 SHUN METHOD 0.29 ' D99.2 5959 0.19 0.31 478 7.13 SBUH METHOD 1.29 E02.1 7565 MAI 1.56 470 7.35 SHUN METHOD 1.26 E02.2 8116 M.19 0.59 419 7.85 SOON METHOD 1.26 EIB.! 11578 9.27 8184 470 7.83 SHUN METHOD 1.26 ' Et8.2 12206 0,28 0.83 470 7.83 SBUN METHOD 1.26 E99,1 15192 0.57 !.15 479 7.93 SOON METHOD 1.25 E99.2 16765 0.58 1.29 470 7,83 SHUN METHOD 1.26 ' F82.1 2372 0.05 1,11 438 3.00 SOON METHOD 8.41 F82.2 1641 9.86 9.19 470 7.83 SHUN METHOD 0.41 F10.1 5555 0.08 1.25 478 7.83 SHUN METHOD 0.41 ' Fi0.2 3912 0.09 9.29 478 7,83 SBUH METHOD 0.41 F94.1 5194 1.12 9.57 471 7,83 SHUN METHOD 1.41 F99.2 5455 1.15 9.59 478 7.85 SOUR METHOD 0.41 A.4 ' ' 2/27/92 ENTRANCO ENGINEERS , INC . PAGE 2 PARK AVENUE IMPROVEMENTS - PHASE 1 ' STORM DRAINAGE ANALYSIS BASIN RESULT SUMMARY BASIN -----VOLUME---- -NAfE- ----fill----- HYDROGRAPH AREA ' 10 ---CE-- 11-I1 --111- -ALA- 11111 MEfH000L111 ACRES 612.1 2641 0.06 0.29 471 7.83 SBUN METHOD 0.41 ' 612.2 2641 1.06 1.20 471 7.83 SBUN METHOD 1.11 G11.1 3972 0.14 0.50 471 7.83 SBUN METHOD 1.41 619.2 3972 1.19 0.30 470 7.83 SBUN METHOD 1.t1 ' 699.1 5455 0.13 0.41 471 1.93 SION METHOD 1.41 699.2 5455 6.13 1.41 471 7.83 SOON METHOD O.4I H12.1 40667 9.95 2.55 480 8.11 SOON METHOD 5.54 H02.2 11855 9.94 2.56 480 8.16 SOON METHOD 5.34 ' H11.1 61221 1.41 5.79 480 8.19 SBUN METHOD 5.34 N10.7 51413 1.41 3.81 481 8.00 SBUN METHOD 6.34 999.1 84136 1.93 5.15 410 8.09 SBUN METHOD 6.34 N99.2 84355 1.94 5.17 480 8.80 SION METHOD 5.34 112.1 9571 1.22 1.58 470 7.33 SBUH METHOD 1.55 112.2 11848 0.25 1.74 471 7.83 SBUH METHOD 1.56 ' 111.1 14551 1.33 1.15 410 7.83 SOON METHOD 1.56 116.2 15112 0.55 1199 470 7.93 SBUH METHOD 1.56 199.1 19899 1.46 1.t3 470 7.83 SBUN METHOD 1.55 199.2 21755 0.48 1.49 470 7.83 SBUN METHOD 1.55 J12.1 45680 1.15 2.65 481 8.91 SOON METHOD 7.15 J02.2 46JI7 1.16 2.68 490 8.00 SBUN METHOD 7.15 J10.1 68845 1.58 5.95 499 1.01 SBUN METHOD 7.15 J11.2 69362 1.59 3.98 490 9.11 SBUH METHOD 7.16 J99.1 44595 2.17 5.38 489 8.19 SBUH METHOD 7.16 J99.2 95265 2.19 5.42 401 8.11 SBUN METHOD 7.15 ' A.5 2/20/92 ENTRANCO ENGINEERS , INC . PAGE 1 PARK AVENUEIMPROVEMENTS = PHASEl '=aaa STORMM DRAINAGE ANALYSIS ' = a i9'a=........ ='a"== BASIN SUMMARY 1 BASIN ID: 12021 NAME : BASIN 12 2YR PRE SBUH METHODOLOGY , TOTAL AREA . . . . . . . : 61 . 00 ACRES BASEFLOWS : 0 . 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 00 INCHES AREA . . : 6 . 00 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN. . . . : 88 . 00 ' TIME OF CONC . . . . . : 20 . 10 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA. . : 55 . 00 ACRES C N. . . . : 98. 00 ' PEAK RAT-Er� 22 . 44 CFS VOL : 8 . 62 Ac-FT TIME : 480 MIN 1 BASIN ID : 12022 NAME : BASIN 12 2YR POST SBUH METHODOLOGY TOTAL AREA. . . . . . . : 61 . 00 ACRES BASEFLOWS : 0 . 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA t PRECIPITATION . . . . : 2 . 00 INCHES AREA . . : 5 . 84 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN . . . . : 88 . 00 TIME OF CONC . . . . . : 20 . 10 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA . . : 55 . 16 ACRES CN . . . . : 98 . 00 PEAK RATE : 22 . 43 cFs VOL : 8 . 63 AC- FT TIME : 480 MIN I BASIN ID : 12101 NAME : BASIN 12 10YR PRE ' SBUH METHODOLOGY TOTAL AREA . . . . . . . : 61 . 00 ACRES BASEFLOWS : 0 . 00 CFS ' RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 90 INCHES AREA. . : 6 . 00 ACRES TIME INTERVAL . . . . : 10 . 00 MIN CN . . . . : 88 . 00 ' TIME OF CONC . . . . . : 20 . 10 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA . . : 55 . 00 ACRES CN . . . . : 98 . 00 ' PEAK RATE : 33 . 86 CFS VOL : 13 . 10 Ac- FT TIME : 480 MIN 1 1 A.6 ' ' 2/20/92 ENTRANCO ENGINEERS , INC . PAGE 2 ' PARK AVENUE IMPROVEMENTS - PHASE 1 STORM DRAINAGE ANALYSIS BASIN SUMMARY ' BASIN ID : 12102 NAME : BASIN 12 10YR POST SBUH METHODOLOGY TOTAL AREA. . . . . . . : 61 . 00 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 90 INCHES AREA. . : 5 . 84 ACRES TIME INTERVAL. . . . : 10. 00 MIN IN . . . . : 88 . 00 TIME OF CONC . . . . . : 20 . 10 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA. . : 55. 16 ACRES C N. . . . : 98 . 00 PEAK RATE : 33 . 90 CFS VOL: 13 . 11 AC- FT TIME : 480 MIN ' BASIN ID: 12991 NAME : BASIN 12 100YR PRE SBUH METHODOLOGY ' TOTAL AREA . . . . . . . : 61 . 00 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 3 . 90 INCHES AREA. . : 6. 00 ACRES TIME INTERVAL . . . . : 10. 00 MIN IN . . . . : 88 . 00 TIME OF CONC . . . . . : 20 . 10 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA . . : 55 . 00 ACRES IN . . . . : 98 . 00 PEAK RATE : 46 . 53 CFS VOL: 18 . 12 AC- FT TIME : 480 MIN 1 BASIN ID : 12992 NAME : BASIN 12 100YR POST SBUH METHODOLOGY TOTAL AREA . . . . . . . : 61 . 00 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 3 . 90 INCHES AREA. . : 5 . 84 ACRES TIME INTERVAL . . . . : 10 . 00 MIN CN . . . . : 88. 00 TIME OF CONC . . . . . : 20 . 10 MIN IMPERVIOUS AREA 1 ABSTRACTION COEFF : 0. 20 AREA. . : 55. 16 ACRES CN . . . . : 98 . 00 PEAK RATE : 46 . 57 CFS VOL : 18 . 13 AC-FT TIME : 480 MIN 1 ' A7 2/20/92 ENTRANCO ENGINEERS , INC . PAGE 3 t PARK AVENUE IMPROVEMENTS - PHASE 1 ' STORM DRAINAGE ANALYSIS a--as---v----maaa-na-aaa-=3=B - SUMMAR- ----------ASI BASIN ID: 13021 NAME : BASIN 13 2YR PRE ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 91 . 00 ACRES BASEFLOWS : 0 . 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 00 INCHES AREA. . : 23 . 00 ACRES ' TIME INTERVAL . . . . : 10 . 00 MIN CN. . . . : 88 . 00 TIME OF CONC . . . . . : 132 . 00 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA . . : 68 . 00 ACRES , CN . . . . : 98 . 00 PEAK RATE : 13 . 48 CFS VOL: 11 . 90 AC-FT TIME . 500 MIN BASIN ID : 13022 NAME : BASIN 13 2YR PRE SBUH METHODOLOGY TOTAL AREA . . . . . . . : 91 . 00 ACRES BASEFLOWS : 0 . 00 CFS ' RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 00 INCHES AREA. . : 22 . 86 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN . . . . : 88 . 00 ' TIME OF CONC . . . . . : 132 . 00 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA . . : 68 . 14 ACRES CN . . . . : 98 . 00 PEAK RATE : 13 . 50 CFS VOL : 11 . 91 Ac- FT TIME : 500 MIN ' BASIN ID : 13101 NAME : BASIN 13 10YR PRE SBUH METHODOLOGY ' TOTAL AREA . . . . . . . : 91 . 00 ACRES BASEFLOWS : 0 . 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 90 INCHES AREA. . : 23 . 00 ACRES ' TIME INTERVAL . . . .: 10. 00 MIN CN . . . . : 88 . 00 TIME OF CONC . . . . . : 132 . 00 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA . . : 68 . 00 ACRES CN . . . . : 98 . 00 PEAK RATE : 21 . 19 CFS VOL : 18 . 44 AC- FT TIME : 500 MIN A.8 ' ' 2/20/92 ENTRANCO ENGINEERS , INC . PAGE 4 1 PARK AVENUE IMPROVEMENTS - PHASE 1 STORM DRAINAGE ANALYSIS BASIN SUMMARY BASIN ID : 13102 NAME : BASIN 13 10YR POST SBUH METHODOLOGY TOTAL AREA. . . . . . . : 91 . 00 ACRES BASEFLOMS : 0. 00 CFS ' RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 90 INCHES AREA . . : 22 . 86 ACRES TIME INTERVAL . . . . : 10. 00 MIN CN . . . . : 88 . 00 TIME OF CONC . . . . . : 132 . 00 MIN IMPERVIOUS AREA ' ABSTRACTION COEFF : 0. 20 AREA . . : 68 . 14 ACRES CN . . . . : 98 . 00 PEAK RATE : 21 . 20 cFs VOL : 18 . 45 AC- FT TIME : 500 MIN BASIN ID: 13991 NAME : BASIN 13 100YR PRE SBUH METHODOLOGY TOTAL AREA. . . . . . . : 91 . 00 ACRES BASEFLOHS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 3 . 90 INCHES AREA . . : 23. 00 ACRES ' TIME INTERVAL. . . . : 10 . 00 MIN CN . . . . : 88 . 00 TIME OF CONC . . . . . : 132 . 00 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA . . : 68 . 00 ACRES CN . . . . : 98 . 00 PEAK RATE : 29 . 90 CFS VOL : 25 . 82 AC- FT TIME : 500 MIN 1 BASIN ID: 13992 NAME : BASIN 13 100YR POST SBUH METHODOLOGY TOTAL AREA . . . . . . . : 91 . 00 ACRES BASEFLOMS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA ' PRECIPITATION . . . . : 3 . 90 INCHES AREA . . : 22 . 86 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN . . . . : 88 . 00 TIME OF CONC . . . . . : 132 . 00 MIN IMPERVIOUS AREA ' ABSTRACTION COEFF : 0. 20 AREA. . : 68 . 14 ACRES C N . . . . : 98 . 00 PEAK RATE : 29 . 92 CFS VOL : 25 . 84 AC- FT TIME : 500 MIN ' A.9 2/20/92 ENTRANCO ENGINEERS , INC , PAGE 5 ' PARK AVENUE IMPROVEMENTS - PHASE 1 ' STORM DRAINAGE ANALYSIS » -:---s----s»------s 'BASIN SUMMARY BASIN ID: A02 . 1 NAME : 3RD TO 4TH 2YR PRE ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 . 80 ACRES BASEFLOWS: 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 INCHES AREA. . = 0. 75 ACRES ' TIME INTERVAL. . . . : 10 . 00 MIN CN. . . . : 86. 00 TIME OF CONC. . . . . : `29. 85 MIN IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 3 . 05 ACRES ' CN. . . . : 98 . 00 PEAK RATE: 1 . 13 CFS VOL: 0. 50 AC-FT TIME : 480 MIN BASIN ID: A02 . 2 NAME : 3RD TO 4TH 2YR POST SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 . 80 ACRES BASEFLOWS = 0. 00 CFS , RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 INCHES AREA. . : 0 . 70 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN. . . . : 86 . 00 , TIME OF CONC. . . . . : 29 . 85 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA. . : 3. 10 ACRES CN . . . . : 98 . 00 PEAK RATE : 1 . 14 CFS VOL: 0. 51 AC-FT TIME : 480 MIN ' BASIN ID: A10. 1 NAME : 3RD TO 4TH 10-YR PRE ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3. 80 ACRES BASEFLOWS = 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 90 INCHES AREA . . : 0. 75 ACRES , TIME INTERVAL . . . . : 10. 00 MIN CN. . . . : 86 . 00 TIME OF CONC . . . . : 29. 85 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA. . : 3. 05 ACRES CN. . . . : 98. 00 TCREACH - SHEET L: 100. 00 NS : 0 . 1500 P2YR : 2. 00 S : 0. 0030 TCREACH - SHALLON L : 300. 00 KS : 27. 00 5 : 0. 0030 ' PEAK RATE : 1 . 74 CFS VOL: 0 . 78 AC-FT TIME : 480 MIN A.10 ' ' 2/20/92 ENTRANCO ENGINEERS , iNC . PAGE 6 ' PARK AVENUE IMPROVEMENTS - PHASE 1 STORM DRAINAGE ANALYSIS »sa..».as..».Q.aa_ ............ .'=_.'_BASIN SUMMARYS=s=ss=� » BASIN ID : A10 . 2 NAME : 3RD TO 4TH 10-YR POST SBUH METHODOLOGY TOTAL AREA . . . . . . . : 3 . 80 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 90 INCHES AREA. . : 0 . 70 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN . . . . . 86 . 00 TIME OF CONC . . . . . : 29. 85 MIN IMPERVIOUS AREA ' ABSTRACTION COEFF ; 0. 20 AREA. . : 3 . 10 ACRES CN. . . . . 98 . 00 PEAK RATE : 1 . 75 CFS VOL: 0. 78 AC- FT TIME : 480 MIN BASIN ID : A99 . 1 NAME : 3RD TO 4TH 100-YR PRE SBUH METHODOLOGY ' TOTAL AREA . . . . . . . : 3 . 80 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 3 . 90 INCHES AREA. . : 0 . 75 ACRES TIME INTERVAL . . . . : 10 . 00 MIN CN . . . . : 86 . 00 TIME OF CONC . . . . . : 29 . 85 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA . . : 3 . 05 ACRES ' CN . . . . : 98 . 00 PEAK RATE : 2 . 43 CFS VOL : 1 . 09 AC- FT TIME : 480 MIN 1 ' BASIN ID : A99 . 2 NAME : 3RD TO 4TH 100-YR POST SBUH METHODOLOGY TOTAL AREA . . . . . . . : 3 . 80 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 3 . 90 INCHES AREA . . : 0. 70 ACRES TIME INTERVAL . . . . : 10 . 00 MIN CN . . . . : 96 . 00 TIME OF CONC . . . . . : 29 . 85 MIN IMPERVIOUS AREA ' ABSTRACTION COEFF : 0 . 20 AREA. . : 3 . 10 ACRES CN . . . . : 98 . 00 PEAK RATE : 2 . 44 cFs VOL : 1 . 09 AC- FT TIME : 480 MIN 1 ' A.11 2/20/92 ENTRANCO ENGINEERS , INC . PAGE PARK AVENUE IMPROVEMENTS - PHASE 1 ' STORM DRAINAGE ANALYSIS BASIN SUMMARY BASIN ID: B02. 1 NAME : 4TH TO 5TH 2YR PRE ' SBUH METHODOLOGY TOTAL AREA . . . . . . . : 3 . 60 ACRES BASEFLOWS : 0 . 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA , PRECIPITATION . . . . : 2. 00 INCHES AREA . . : 0. 36 ACRES TIME INTERVAL . . . . : 10. 00 MIN CN. . . . .. 88 . 00 TIME OF CONC . . . . . : 31. 54 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA. . : 3. 04 ACRES , CN. . . . : 98 . 00 TCREACH - SHEET L: 100. 00 NS : 0. 1500 P2YR: 2 . 00 s: 0. 0030 TCREACH - SHALLOW L: 450. 00 KS : 27. 00 5 : 0. 0030 ' PEAK RATE : 1 . 06 CFS VOL: 0. 48 Ac-FT TIME : 480 MIN BASIN ID: B02. 2 NAME : 4TH TO 5TH 2YR POST SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 . 60 ACRES BASEFLOWS : 0 . 00 CFS ' RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 00 INCHES AREA. . : 0 . 32 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN. . . . . 88 . 20 ' TIME OF CONC . . . . . : 31. 54 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA . . : 3. 08 ACRES CN . . . . : 98 . 00 TCREACH - SHEET L: 100 . 00 NS : 0. 1500 P2YR: 2 . 00 S: 0. 0030 ' TCREACH - SHALLOW L: 450. 00 KS : 27. 00 5 : 0. 0030 PEAK RATE : 1 . 07 cFs VOL: 0 . 48 Ac-FT TIME : 480 MIN BASIN ID: B10. 1 NAME : 4TH TO 5TH 10- YR PRE , SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 . 60 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 90 INCHES AREA . . : 0. 36 ACRES , TIME INTERVAL. . . . : 10. 00 MIN CN. . . . .. 88 . 00 TIME OF CONC . . . . . : 31 . 54 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA. . : 3 . 04 ACRES , CN . . . . : 98 . 00 TCREACH - SHEET L : 100. 00 NS : 0. 1500 P2YR: 2 . 00 5: 0. 0030 TCREACH - SHALLOW L: 450. 00 KS : 27. 00 S : 0 . 0030 ' PEAK RATE : 1 . 61 CFS VOL. 0. 73 AC- FT TIME : 480 MIN A.12 , ' 2/20/92 ENTRANCO ENGINEERS . INC . PAGE 8 ' PARK AVENUE IMPROVEMENTS - PHASE 1 STORM DRAINAGE ANALYSIS BASIN SUMMARY BASIN ID: B10. 2 NAME : 4TH TO 5TH 10YR POST SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 . 60 ACRES BASEFLONS : 0 . 00 CFS ' RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 INCHES AREA. . : 0. 32 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN. . . . : 88. 20 TIME OF CONC . . . . . : 31 . 54 MIN IMPERVIOUS AREA 1 ABSTRACTION COEFF : 0. 20 AREA. . : 3. 08 ACRES C N. . . . : 98. 00 TCREACH - SHEET L: 190. 08 Ns : 0. 1500 P2YR: 2 . 00 5 : 0. 0030 ' TCREACH - SHALLOX L: 450. 00 KS : 27. 00 5: 0. 0030 PEAK RATE : 1. 62 CFS VOLT 0. 73 AC-FT TIME : 480 MIN BASIN ID : B99. 1 NAME: 4TH TO 5TH 100-YR PRE SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 . 60 ACRES BASEFLOHS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 INCHES AREA. . : 0. 36 ACRES ' TIME INTERVAL. . . . : 10. 00 MIN CN . . . . . 88. 00 TIME OF CONC . . . . . : 31 . 54 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA . . : 3 . 04 ACRES CN. . . . : 98. 00 ' TCREACH - SHEET L: 100. 00 NS : 0. 1500 P2YR : 2 . 00 5 : 0. 0030 TCREACH - SHALLOM L: 450. 00 KS : 27. 00 s : 0. 0030 PEAK RATE : 2 . 22 CFS VOL: 1 . 01 AC-FT TIME : 480 MIN ' BASIN ID: B99 . 2 NAME : 4TH TO 5TH 100YR POST SBUH METHODOLOGY TOTAL AREA . . . . . . . : 3 . 60 ACRES BASEFLOHS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 3 . 90 INCHES AREA . . : 0. 32 ACRES TIME INTERVAL . . . . : 10. 00 MIN CN. . . . 1 88 . 20 TIME OF CONC . . . . . : 31 . 54 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA. . : 3 . 08 ACRES C N. . . . : 98. 00 TCREACH - SHEET L: 100 . 00 NS : 0. 1500 P2YR: 2 . 00 s : 0. 0030 TCREACH - SHALLOM L: 450. 00 KS : 27. 00 s : 0. 0030 PEAK RATE : 2. 22 CFS VOL: 1 . 01 AC- FT TIME : 480 MIN ' A.13 2/27/92 ENTRANCO ENGINEERS . 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PAGE 1 PARK AVENUE IMPROVEMENTS - PHASE 1 , STORM DRAINAGE ANALYSIS a�====aaa=»>_��:��=a»_====s===-=- ------------------- ------------'------------_ BASIN SUMMARY ' BASIN ID: CO2 . 1 NAME : 5TH TO 6TH 2YR PRE ' SBUH METHODOLOGY TOTAL AREA . . . . . . . : 3 . 30 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA , PRECIPITATION. . . . : 2 . 00 INCHES AREA. . : 0. 15 ACRES TIME INTERVAL,..,:• -.:_ 10. 00 MIN CN. . . . : 86 . 00 TIME OF CONC . . : . . : 30 .98 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA. . : 3 . 15 ACRES ' CN . . . . : 98 . 00 TCREACH - SHEET L: 100. 00 Ns : 0. 1500 P2YR : 2 . 00 5 : 0. 0030 TCREACH - SHALLOw L: 400. 00 KS : 27. 00 s: 0 . 0030 ' PEAK RATE : 1 . 07 CFS VOL, 0. 48 AC-FT TIME : 480 MIN BASIN ID : CO2 . 2 NAME : 5TH TO 6TH 2YR POST SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 . 30 ACRES BASEFLOWS : 0. 00 CFS ' RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 00 INCHES AREA. . : 0 . 12 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN. . . . : 86 . 00 , TIME OF CONC . . . . . : 30 . 98 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA . . : 3 . 18 ACRES CN. . . . . 98 . 00 TCREACH - SHEET L: 100. 00 NS : 0. 1500 P2YR : 2 . 00 s : 0. 0030 ' TCREACH - SHALLOM L : 400 . 00 KS : 27 . 00 s : 0. 0030 PEAK RATE : 1 . 08 CFS VOL: 0. 48 AC-FT TIME : 480 MIN BASIN ID : C10 . 1 NAME : 5TH TO 6TH 10YR PRE ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 . 30 ACRES BASEFLOWS : 0 . 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 90 INCHES AREA. . : 0 . 15 ACRES , TIME INTERVAL. . . . : 10. 00 MIN CN . . . . : 86 . 00 TIME OF `'ONC . . . . . : 30 . 98 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA . . : 3 . 15 ACRES ' CN. . . . : 98 . 00 TCREACH - SHEET L : 100. 00 Ns : 0. 1500 P2YR : 2 . 00 s : 0. 0030 TCREACH - SHALLOW L: 400 . 00 KS : 27 . 00 s : 0 . 0030 ' PEAK RATE : 1 . 61 CFS VOL.. 0. 72 Ac- FT TIME : 480 MIN 1 A.14 , ' 2/27/92 ENTRANCO ENGINEERS . INC . PAGE 2 ' PARK AVENUE IMPROVEMENTS - PHASE 1 STORM DRAINAGE ANALYSIS ' BASIN SOMMA ZY ' BASIN ID: C10. 2 NAME : 5TH TO 6TH 10YR POST SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 . 30 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 90 INCHES AREA. . : 0. 12 ACRES TIME INTERVAL . . . . : 10. 00 MIN CN . . . . : 86 . 00 TIME OF CONC . . . . . : 30,. 98 MIN IMPERVIOUS. AREA ' ABSTRACTION COEFF : 0. 20 AREA. . t 3. 18 ACRES C N . . . . : 98 . 00 TCREACH - SHEET L: 100. 00 NS : 0. 1500 P2YR: 2 . 00 S: 0. 0030 TCREACH - SHALLOW L: 400. 00 KS : 27. 00 5 : 0. 0030 PEAK RATE : 1 . 61 CFS VOL : 0. 72 AC-FT TIME : 480 MIN BASIN ID : C99 . 1 NAME : 5TH TO 6TH 100YR PRE SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 . 30 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 3 . 90 INCHES AREA. . : 0. 15 ACRES ' TIME INTERVAL. . . . : 10 . 00 MIN CN . . . . t 86 . 00 TIME OF CONC . . . . . : 30. 98 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA. . : 3. 15 ACRES CN. . . . : 98 . 00 ' TCREACH - SHEET L: 100 . 00 NS : 0. 1500 P2YR: 2 . 00 5: 0. 0030 TCREACH - SHALLOW L: 400 . 00 KS : 27. 00 S : 0. 0030 PEAK RATE : 2 . 20 CFS VOL: 0. 99 AC-FT TIME : 480 MIN ' BASIN ID: C99 . 2 NAME : 5TH TO 6TH 100YR POST SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 . 30 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 3 . 90 INCHES AREA. . : 0. 12 ACRES TIME INTERVAL . . . . : 10. 00 MIN CN. . . . : 86 . 00 TIME OF CONC . . . . . : 30. 98 MIN IMPERVIOUS AREA ' ABSTRACTION COEFF : 0. 20 AREA. . : 3 . 18 ACRES C N. . . . : 98. 00 TCREACH - SHEET L : 100. 00 NS : 0 . 1500 P2YR: 2 . 00 5 : 0. 0030 TCREACH - SHALLOW L: 400. 00 KS : 27 . 00 S : 0 . 0030 PEAK RATE : 2 . 20 CFS VOL: 1 . 00 Ac- FT TIME : 480 MIN A.15 2/20/92 ENTRANCO ENGINEERS . INC . PAGE 11 PARK AVENUE IMPROVEMENTS - PHASE 1 ' STORM DRAINAGE ANALYSIS assaaa-aaaasvcaaaaavaaaasmsaavaaaaaavavaaaasaa a saaaaaaamaaaaaa aavaaa. BASIN SUMMARY ' BASIN ID : D02 . 1 NAME : 6TH TO 6 . 5 2YR PRE , SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 29 ACRES BASEFLOWS : 0 . 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA ' PRECIPITATION. . . . : 2 . 00 INCHES AREA. . : 0-07 ACRES TIME INTERVAL. . .. : 10. 00 MIN CN . . . . : 89. 00 TIME OF CONC . . . . . : 4.95 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA. . : 0. 22 ACRES CN. . . . : 98. 00 TCREACH - SHEET L: 20. 00 NS : 0. 0240 P2YR : 2. 00 s = 0. 0030 TCREACH - SHALLOW L: 290. 00 KSt27. 00 5 : 0. 0030 ' PEAK RATE : 0. 13 CFS VOL: 0. 04 AC- FT TIME : 470 MIN BASIN ID: D02 . 2 NAME : 6TH TO 6. 5 2YR POST SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 29 ACRES BASEFLOWS : 0. 00 CFS ' RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 00 INCHES AREA. . : 0. 00 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN . . . . . 89 . 00 , TIME OF CONC . . . . . : 4. 95 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA. . : 0. 29 ACRES CN . . . . . 98 . 00 PEAK RATE : 0. 15 CFS VOL: 0. 04 AC- FT TIME : 470 MIN , BASIN ID: D10. 1 NAME :, 6TH TO 6 . 5 10YR PRE ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 29 ACRES BASEFLOWS: 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 INCHES AREA . . : 0. 07 ACRES ' TIME INTERVAL. . . . : 10. 00 MIN CN. . . . : 89 . 00 TIME OF CONC . . . . . : 4 . 95 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA. . : 0 . 22 ACRES ' C N . . . . : 98 . 00 PEAK RATE : 0 . 20 CFS VOL: 0. 06 AC- FT TIME : 470 MIN A.16 , ' 2/20/92 ENTRANCO ENGINEERS . 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PAGE 12 ' PARK AVENUE IMPROVEMENTS - PHASE 1 STORM DRAINAGE ANALYSIS BASIN SUMMARY BASIN ID : D10 . 2 NAME : 6TH TO 6 . 5 10YR POST SBUH METHODOLOGY TOTAL AREA . . . . . . . : 0 . 29 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 90 INCHES AREA . . : 0. 00 ACRES TIME INTERVAL . . . . : 10. 00 MIN CN . . . . : 86 . 00 TIME OF CONC . . . . . : 4 . 95 MIN IMPERVIOUS AREA ' ABSTRACTION COEFF : 0 . 20 AREA . . : 0. 29 ACRES CN . . . . : 98 . 00 PEAK RATE : 0 . 22 CFS VOL : 0. 06 AC-FT TIME : 470 MIN BASIN ID: D99 . 1 NAME : 6TH TO 6 . 5 100YR PRE SBUH METHODOLOGY ' TOTAL AREA . . . . . . . : 0 . 29 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE - . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 3 . 90 INCHES AREA . . : 0 . 07 ACRES ' TIME INTERVAL . . . . : 10 . 00 MIN CN . . . . : 89 . 00 TIME OF CONC . . . . . : 4 . 95 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA. . : 0. 22 ACRES CN . . . . : 98 . 00 PEAK RATE : 0 . 28 CFS VOL: 0 . 08 AC- FT TIME : 470 MIN t ' BASIN ID: D19 . 2 NAME : 6TH TO 6 . 5 10011 POST SBUH METHODOLOGY TOTAL AREA . . . . . . . : 0 . 29 ACRES BASEFLOWS : 0 . 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 3 . 90 INCHES AREA . . : 0 . 00 ACRES TIME INTERVAL . . . . : 10 . 00 MIN CN . . . . . 86 . 00 TIME OF CONC . . . . . : 4 . 95 MIN IMPERVIOUS AREA ' ABSTRACTION COEFF : 0 . 20 AREA. . : 0 . 29 ACRES C N . . . . : 98 . 00 PEAK RATE : 0 . 50 CFS VOL : 0 . 09 AC- FT TIME : 470 MIN ' A.17 2/20/92 ENTRANCO ENGINEERS . 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PAGE 13 , PARK AVENUE FMPROVEMENTS - PHASE 1 STORM DRAINAGE ANALYSIS BASIN SUMMARY BASIN ID: E02 . 1 NAME : 6TH TO 7TH 2YR PRE ' SBUH METHODOLOGY TOTAL AREA . . . . . . . : 1 . 26 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USERL PERVIOUS AREA PRECIPITATION . . . . : 2. 00 INCHES AREA . . : 0. 14 ACRES , TIME INTERVAL. . . . : 10. 00 MIN CN . . . . : 86. 70 TIME OF CONC.. . . . . : 6: 76 MIN IMPERVIOUS AREA ABSTRACTION, COEFF : 0. 20 AREA. . : 1 . 12 ACRES , CN. . . . : 98 . 00 TCREACH - SHEET L: 20. 00 NS : 0. 0240 P2YR: 2 . 00 s: 0. 0030 TCREACH - SHALLOM L: 450. 00 KS : 27. 00 s: 0. 0030 ' PEAK RATE : 0. 56 CFS VOL : 0. 18 AC-FT TIME : 470 MIN BASIN ID: E02 . 2 NAME : 6TH TO 7TH 2YR POST ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 26 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 INCHES AREA. . : 0. 00 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN - . : 86 . 00 TIME OF CONC . . . . . : 6 . 76 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA. . : 1 . 26 ACRES CN . . . . : 98. 00 PEAK RATE : 0. 59 CFS VOL: 0. 19 AC- FT TIME : 470 MIN ' BASIN ID: E10. 1 NAME : 6TH TO 7TH 10YR PRE ' SBUH METHODOLOGY TOTAL AREA . . . . . . . : 1 . 26 ACRES BASEFLOWS : 0 . 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 90 INCHES AREA. . : 0 . 14 ACRES , TIME INTERVAL . . . . : 10. 00 MIN CN. . . . : 86 . 70 TIMF OF CONC . . . . . : 6 . 76 MIN IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 1 . 12 ACRES , CN. . . . : 98. 00 PEAK RATE : 0-.84' C'FS VOL: 0. 27 Ac-FT TIME : 470 MIN A.18 , ' 2/20/92 ENTRANCO ENGINEERS , INC.. PAGE 14 ' PARK AVENUE IMPROVEMENTS - PHASE 1 STORM DRAINAGE ANALYSIS ' BASIN SUMMARY ' BASIN ID : E10. 2 NAME : 6TH TO 7TH 10YR POST SBUH METHODOLOGY TOTAL AREA . . . . . . . : 1 . 26 ACRES BASEFLOWS : 0 . 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 90 INCHES AREA . . : 0 . 00 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN . . . . . 86. 00 TIME OF CONC . . . . . : 6. 76 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA . . : 1 . 26 ACRES C N . . . . : 98 . 00 PEAK RATE : 0. 88 CFS VOL: 0. 28 AC- FT TIME . 470 MIN BASIN I➢: E99 . 1 NAME : 6TH TO 7TH 100YR PRE SBUH METHODOLOGY 1 TOTAL AREA. . . . . . . : 1 . 26 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 3 . 90 INCHES AREA . . : 0. 14 ACRES TIME INTERVAL. . . . : 10 . 00 MIN CN . . . . . 86 . 70 TIME OF CONC . . . . . : 6 . 76 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA . . : 1 . 12 ACRES CN . . . . : 98 . 00 PEAK RATE : 1 . 16 CFS VOL: 0 . 37 AC- FT TIME : 470 MIN ' BASIN ID : E99 . 2 NAME : 6TH TO 7TH 100YR POST SBUH METHODOLOGY TOTAL AREA . . . . . . . : 1 . 26 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 3 . 90 INCHES AREA . . : 0. 00 ACRES TIME INTERVAL. . . . : 10 . 00 MIN CN . . . . : 86 . 00 TIME OF CONC . . . . . : 6 . 76 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA . . : 1 . 26 ACRES C N . . . . : 98 . 00 PEAK RATE : 1 . 20 CFS VOL: 0. 38 AC- FT TIME : 470 MIN ' A.19 2/20/92 G ENTRANCO ENGINEERS . 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PAGE 15 ' PARK AVENUE IMPROVEMENTS - PHASE 1 ' STORM DRAINAGE ANALYSIS BASIN SUMMARY , BASIN ID: F02. 1 NAME : 7IH TO 8TH 2YR PRE ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 41 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 INCHES AREA. . : 0. 08 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN . . . . : 86. 00 TIME OF CONC . . . . . : 6. 76 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA. . : 0. 33 ACRES , CN. . . . . 98 . 00 TCREACH - SHEET L: 20. 00 NS : 0. 0240 P2YR. 2 . 00 5 : 0 . 0030 TCREACH - SHALLOW L: 450. 00 KS: 27. 00 5 : 0. 0030 , PEAK RATE : 0. 17 CFS VOL: 0. 05 AC- FT TIME : 480 MIN BASIN ID: F02 . 2 NAME : 7TH TO 8TH 2YR POST SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 41 ACRES BASEFLOWS : 0. 00 CFS ' RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 00 INCHES AREA. . : 0. 00 ACRES TIME INTERVAL . . . . : 10. 00 MIN CN. . . . 1 86 . 00 ' TIME OF CONC . . . . . : 6 . 76 MIN IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 0. 41 ACRES CN. . . . : 98. 00 PEAK RATE : 0. 19 CFS VOL: 0 . 06 AC-FT TIME : 470 MIN , BASIN ID : F10 . 1 NAME : 7TH TO 8TH 10YR PRE ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 41 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 90 INCHES AREA. . : 0 . 08 ACRES ' TIME INTERVAL . . . . : 10 . 00 MIN CN . . . . : 86 . 00 TIME OF CONC . . . . . : 6 . 76 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA . . : 0. 33 ACRES , CN. . . . :.. 98 . 00 PEAK RATE : 0. 26 CFS VOL: 0. 08 AC-FT TIME : 470 MIN A.20 ' ' 2/20/92 ENTRANCO ENGINEERS , INC . PAGE 16 PARK AVENUE IMPROVEMENTS - PHASE 1 STORM DRAINAGE ANALYSIS ' BASIN SUMMARY ' BASIN ID: F10. 2 NAME : 7TH TO 8TH 10YR POST SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 41 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . . USER1 PERVIOUS AREA PRECIPITATION. . . . : 2. 90 INCHES AREA. . : 0. 00 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN. . . . .. 86. 00 TIME OF CONC. . . . . : 6 . 76 MIN IMPERVIOUS AREA ' ABSTRACTION COEFF : 0. 20 AREA. . : 0. 41 ACRES C N. . . . : 98. 00 PEAK RATE : 0. 29 CFS VOL : 0. 09 AC-FT TIME : 470 MIN BASIN ID: F99. 1 NAME : 7TH TO 8TH 100YR PRE SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0. 41 ACRES BASEFLOWS: 0. 00 CFS RAINFALL TYPE . . . . : USERI PERVIOUS AREA PRECIPITATION . . . . : 3 . 90 INCHES AREA. . : 0. 08 ACRES TIME INTERVAL. . . . : 10 . 00 MIN CN. . . . : 86. 00 TIME OF CONC . . . . . : 6. 76 MIN IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA . . : 0. 33 ACRES CN . . . . : 98. 00 PEAK RATE : 0. 37 CFS VOL: 0. 12 AC-FT TIME : 470 MIN BASIN ID: F99. 2 NAME : 7TH TO 8TH 100YR POST SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 41 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA ' PRECIPITATION . . . . : 3. 90 INCHES AREA. . : 0. 00 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN. . . . : 86 . 00 TIME OF CONC . . . . . : 6 . 76 MIN IMPERVIOUS AREA ' ABSTRACTION COEFF : 0. 20 AREA. . : 0. 41 ACRES CN. . . . .. 98 . 00 PEAK RATE : 0. 39 CFS VOL: 0. 13 AC- FT TIME : 470 MIN ' A.21 2/20/92 ENTRANCO ENGINEERS . 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PAGE 17 ' PARK AVENUE IMPROVEMENTS - PHASE 1 ' STORM DRAINAGE ANALYSIS BASIN SUMMARY=====s===a=m=�=�_�=Y=_==_�__ , BASIN ID: G02 . 1 NAME : 7TH TO 8TH 2YR PRE ' SBUH METHODOLOGY TOTAL AREA . . . . . . . : 0 . 41 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA ' PRECIPITATION . . . . : 2 . 00 INCHES AREA . . : 0 . 00 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN . . . . : 86 . 00 TIME OF CONC . . . . . : 6 . 04 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA . . : 0 . 41 ACRES , f C N . . . . : 98 . 00 TCREACH - SHEET L : 20. 00 NS : 0. 0120 P2YR : 2 . 00 s : 0 . 0030 TCREACH - SHALLOW L : 450 . 0O KS : 27 . 00 s : 0 . 0030 , PEAK RATE : 0 . 20 CFS VOL : 0. 06 AC- FT TIME : 470 MIN BASIN ID : G02 . 2 NAME : 7TH TO 8TH 2YR POST ' SBUH METHODOLOGY TOTAL AREA . . . . . . . : 0 . 41 ACRES BASEFLOWS : 0 . 00 CFS ' RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 00 INCHES AREA . . : 0 . 00 ACRES TIME INTERVAL . . . . : 10 . 00 MIN CN . . . . : 86 . 00 , TIME OF CONC . . . . . : 6 . 04 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA . . : 0 . 41 ACRES CN . . . . : 98 . 00 PEAK RATE : 0 . 20 CFS VOL : 0 . 06 AC- FT TIME : 470 MIN ' BASIN ID : G10 . 1 NAME : 7TH TO 8TH 10YR PRE ' SBUH METHODOLOGY TOTAL AREA . . . . . . . : 0 . 41 ACRES BASEFLOWS : 0 . 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 90 INCHES AREA . . : 0 . 00 ACRES , TIME INTERVAL . . . . : 10. 00 MIN CN . . . . : 86 . 00 TIME OF CONC . . . . . : 6 . 04 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA . . : 0 . 41 ACRES , CN . . . . : 98 . 00 PEAK RATE : 0 . 30 CFS VOL : 0 . 09 Ac- FT TIME : 470 MIN 1 A22 , t2/20/92 ENTRANco ENGINEERS , INC . PAGE 18 ' PARK AVENUE IMPROVEMENTS - PHASE 1 STORM DRAINAGE ANALYSIS BASIN SUMMARY ' BASIN ID : G10 . 2 NAME : 7TH TO 8TH 10YR POST SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 41 ACRES BASEFLOWS : 0. 00 CFS ' RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 90 INCHES AREA . . : 0. 00 ACRES TIME INTERVAL . . . . : 10 . 00 MIN CN . . . . : 86 . 00 TIME OF CONC . . . . . : 6 . 04 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA . . : 0. 41 ACRES C N . . . . : 98 . 00 PEAK RATE : 0. 30 CFS VOL: 0. 09 AC- FT TIME : 470 MIN BASIN ID : G99 . 1 NAME : 7TH TO 8TH 100YR PRE SBUH METHODOLOGY TOTAL AREA . . . . . . . : 0. 41 ACRES BASEFLOWS : 0 . 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 3 . 90 INCHES AREA . . : 0. 00 ACRES ' TIME INTERVAL . . . . : 10. 00 MIN CN . . . . : 36 . 00 TIME OF CONC . . . . . : 6 . 04 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA . . : 0 . 41 ACRES CN . . . . : 98 . 00 PEAK RATE : 0 . 40 CFS VOL: 0. 13 AC- FT TIME : 470 MIN BASIN ID : G99 . 2 NAME : 7TH TO 8TH 100YR POST SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 41 ACRES BASEFLOWS : 0 . 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA ' PRECIPITATION . . . . : 3 . 90 INCHES AREA . . : 0. 00 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN . . . . : 86 . 00 TIME OF CONC . . . . . : 6 . 04 MIN IMPERVIOUS AREA ' ABSTRACTION -COEFF : 0. 20 AREA . . : 0. 41 ACRES CN . . . . : 98 . 00 PEAK RATE : 0. 40 CFS VOL: 0. 13 Ac- FT TIME : 470 MIN t A.23 2/20/92 ENTRANCG ENGINEERS , INC . _ PAGE 1 PARK AVENUE IMPROVEMENTS - PHASE 1 , STORM DRAINAGE ANALYSIS a=va=====_____________________________________ BASIN SUMMARY ' BASIN ID: H02 . 1 NAME : 8TH TO 10TH 2YR PRE , SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6 . 34 ACRES BASEFLOWS : 0 . 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA , PRECIPITATION . . . . = 2 . 00 INCHES AREA. . : 0 . 05 ACRES TIME INTERVAL. . . . : , 10. 00 MIN CN. . . . : 86 . 00 TIME OF CONC . . . . . : 17. 46 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA. . : 6 . 29 ACRES , CN . . . . . 98 . 00 TCREACH - SHEET L : 20. 00 NS : 0. 0240 P2YR: 2 . 00 s: 0. 0030 TCREACH - SHALLOW 1-: 1400. 00 KS : 27 . 00 5 : 0. 0030 PEAK RATE : 2 . 55 CFS VOL: 0 . 93 AC- FT TIME : 480 MIN BASIN ID: H02. 2 NAME : 8TH TO 10TH 2YR POST ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6 . 34 ACRES BASEFLOWS : 0 . 00 CFS ' RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 00 INCHES AREA . . : 0. 00 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN. . . . : 86. 00 ' TIME OF CONC . . . . . : 17. 46 MIN IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 6. 34 ACRES CN . . . . : 98 . 00 PEAK RATE : 2 . 56 cFs VOL: 0. 94 AC- FT TIME : 480 MIN ' BASIN ID: H10 . 1 NAME : 8TH TO 10TH 10YR PRE ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6 . 34 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 90 INCHES AREA. . : 0. 05 ACRES ' TIME INTERVAL. . . . : 10. 00 MIN CN . . . . : 86 . 00 TIME OF CONC . . . . . : 17. 46 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA. . : 6 . 29 ACRES t CN . . . . : 98. 00 PEAK RATE : 3 . 79 CFS VOL. 1 . 41 AC- FT TIME : 480 MIN A.24 , 2/20/92 ENTRANCO ENGINEERS . INC . PAGE 2 ' PARK AVENUE IMPROVEMENTS - PHASE 1 STORM DRAINAGE ANALYSIS BASIN SUMMARY ' BASIN ID: 1410 . 2 NAME : 8TH TO 10TH 10YR POST SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6. 34 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 90 INCHES AREA. . : 0. 00 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN . . . . : 86 . 00 TIME OF CONC . . . . . : 17. 46 MIN IMPERVIOUS AREA ' ABSTRACTION COEFF: 0. 20 AREA. . : 6 . 34 ACRES CN. . . . .. 98 . 00 PEAK RATE : 3. 81 CFS VOL: 1. 41 AC- FT TIME : 480 MIN ' BASIN ID : H99 . 1 NAME: 8TH TO 10TH 100YR PRE SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6 . 34 ACRES BASEFLOWS : 0 . 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 3 . 90 INCHES AREA. . : 0. 05 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN. . . . . 86 . 00 TIME OF CONC . . . . . : 17. 46 MIN IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA . . : 6 . 29 ACRES CN . . . . : 98 . 00 PEAK RATE : 5 . 16 CFS VOL: 1 . 93 AC -FT TIME : 480 MIN ' BASIN ID: H99,. 2 NAME : 8TH TO 10TH 100YR POST SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6 . 34 ACRES BASEFLOWS : 0. 00 CFS ' RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 tNCHES AREA. . : 0 . 00 ACRES TIME INTERVAL . . . . : 10. 00 MIN CN . . . . . 86 . 00 TIME OF CONC . . . . . : 17. 46 MIN IMPERVIOUS AREA ' ABSTRACTION COEFF : 0. 20 AREA. . : 6 . 34 ACRES CN. . . . : 98 . 00 PEAK RATE : 5 . 17 CFS VOL: 1 . 94 AC- FT TIME : 480 MIN ' A.25 2/20/42 ENTRANCO ENGINEERS. JNC . PAGE 21 PARK AVENUE IMPROVEMENTS - PHASE 1 , STORM DRAINAGE ANALYSIS a aaasaasaxxaaaaxaxxxaaaavaaaaaaaxaaaaxaxaxx=xaxax=aa-aaa�aa_xaxaaaxxv BASIN SUMMARY ' BASIN ID: IO2 . 1 NAME : 6TH TO 7TH 2YR PRE ' SBUH METHODOLOGY TOTAL AREA. . . . . . . s 1 . 56 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA , PRECIPITATION. . . . : 2 . 00 INCHES AREA . . : 0. 22 ACRES TIME INTERVAL. . . . : 110. 00 MIN CN . . . . . 87. 50 TIME OF CONC. . . . . : 6 . 76 MIN IMPERVIOUS AREA ABSTRACTION COEFF: 0. 20 AREA. . : 1. 34 ACRES , C N . . . . : 98 . 00 TCREACH - SHEET L: 20. 00 NS : 0. 0240 P2YR: 2 . 00 s: 0. 0030 TCREACH - SHALLON L: 450. 00 KS: 27. 00 5 : 0 . 0030 ' PEAK RATE : 0. 68 CFS VOL: 0. 22 Ac-FT TIME : 470 MIN BASIN ID: IO2 . 2 NAME : 6TH TO 7TH 2YR POST ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 56 ACRES BASEFLOWS : 0. 00 CFS , RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 00 INCHES AREA . . : 0. 00 ACRES TIME INTERVAL . . . . : 10. 00 MIN CN. . . . : 86 . 00 ' TIME OF CONC . . . . . : 5 . 76 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA. . : 1. 56 ACRES CN . . . . .. 98 . 00 ' PEAK RATE : 0 . 74 CFS VOL: 0. 23 AC-FT TIME : 470 MIN BASIN ID: I10. 1 NAME : 6TH TO 7TH 10.YR PRE , SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 56 ACRES BASEFLOWS: 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA ' PRECIPITATION . . . . : 2 . 90 INCHES AREA. . : 0. 22 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN . . . . : 87 . 50 TIME OF CONC . . . . . : 6 . 76 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA . . : 1 . 34 ACRES ' C N . . . . . 98 . 00 PEAK RATE : 1 . 03 CFS VOL: 0 . 33 Ac-FT TIME : 470 MIN A.26 ' ' 2/20/92 ENTRANco ENGINEERS , INC . PAGE 22 PARK AVENUE IMPROVEMENTS - PHASE 1 STORM DRAINAGE ANALYSIS BASIN SUMMARY BASIN ID : I10 . 2 NAME : 6TH TO 7TH 10YR POST SBUH METHODOLOGY TOTAL AREA . . . . . . . : 1 . 56 ACRES BASEFLOWS : 0 . 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 90 INCHES AREA. . : 0 . 00 ACRES TIME INTERVAL . . . . : 10. 00 MIN CN . . . . : 86 . 00 TIME OF CONC . . . . . : 5 . 76 MIN IMPERVIOUS AREA ' ABSTRACTION COEFF : 0. 20 AREA . . : 1 . 56 ACRES CN . . . . : 98 . 00 PEAK RATE : 1 . 09 CFS VOL : 0 . 35 AC- FT TIME : 470 MIN BASIN ID : I99 . 1 NAME : 6TH TO 7TH 100YR PRE SBUH METHODOLOGY TOTAL AREA. . . . . . . : 1 . 56 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 3 . 90 INCHES AREA . . : 0. 22 ACRES TIME INTERVAL. . . . : 10 . 00 MIN CN . . . . : 87 . 50 TIME OF CONC . . . . . : 6 . 76 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA . . : 1 . 34 ACRES CN . . . . : 98 . 00 PEAK RATE : 1 . 43 CFS VOL : 0. 46 AC- FT TIME : 470 MIN ' BASIN ID : 199 . 2 NAME : 6TH TO 7TH 100YR POST SBUH METHODOLOGY TOTAL AREA . . . . . . . : 1 . 56 ACRES BASEFLOWS : 0 . 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA ' PRECIPITATION . . . . : 3 . 90 INCHES AREA. . : 0. 00 ACRES TIME INTERVAL . . . . : 10 . 00 MIN CN . . . . : 86 . 00 TIME OF CONC . . . . . : 6 . 76 MiN IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA . . : 1,. 56 ACRES C N . . . . : 98 . 00 PEAK RATE : 1 . 49 CFS VOL : 0 . 48 AC- FT TIME : 470 MIN A.27 2/20/92 ENTRANCO ENGINEERS , INC . PAGE 3 PARK AVENUE IMPROVEMENTS - PHASE 1 ' STORM DRAINAGE ANALYSIS BASIN SUMMARY BASIN ID: J02 . 1 NAME : 7TH TO 10TH 2YR PRE ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7. 16 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA ' PRECIPITATION . . . . : 2 . 00 INCHES AREA . . : 0. 13 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN. . . . : 86 . 00 TIME OF CONC. . . . . : 22 . 54 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA . . : 7. 03 ACRES ' C N . . . . . 98 . 00 TCREACH - SHEET L: 20. 00 NS: 0. 0240 P2YR : 2 . 00 s : 0. 0030 TCREACH - SHALLON 1-: 1350 . 00 KS : 27. 00 5 : 0. 0030 ' PEAK RATE : 2 . 65 cFs VOL : 1 . 05 AC- FT TIME : 480 MIN BASIN 10 : J02 . 2 NAME : 8TH TO 10TH 2YR POST , SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7. 16 ACRES BASEFLOWS : 0 . 00 CFS ' RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 00 INCHES AREA . . : 0 . 00 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN . . . . .. 86 . 00 , TIME OF CONC. . . . . : 22 . 54 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA. . : 7 . 16 ACRES CN . . . . : 98 . 00 ' PEAK RATE : 2 . 68 CFS VOL: 1 . 06 AC- FT TIME : 480 MIN BASIN ID : J10 . 1 NAME : 7TH TO 10TH 10YR PRE ' SBUH METHODOLOGY TOTAL AREA . . . . . . . : 7. 16 ACRES BASEFLOWS : 0 . 00 CFS RAINFALL TYPE . . . . : USER1 PERVIOUS AREA ' PRECIPITATION . . . . : 2 . 90 INCHES AREA . . : 0 . 13 ACRES TIME INTERVAL . . . . : 10. 00 MIN CN. . . . : 86 . 00 TIME OF CONC . . . . . : 22 . 54 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0 . 20 AREA . . : 7 . 03 ACRES ' - CN . . . . : 98 . 00 PEAK RATE : 3 . 95 CFS VOL : 1 . 58 AC- FT TIME : 480 MIN A.28 2/20/92 ENTRANCO ENGINEERS , INC . PAGE 4 ' PARK AVENUE IMPROVEMENTS - PHASE 1 STORM DRAINAGE ANALYSIS ------ ---- ---- ' BASIN SUMMARY ' BASIN 1D: J10. 2 NAME : 7TH TO 10TH 10YR POST SBUH METHODOLOGY TOTAL AREA. . . . . . . : 7. 16 ACRES BASEFLOWS : 0. 00 CFS ' RAINFALL TYPE . . . . : USER1 PERVIOUS AREA PRECIPITATION . . . . : 2 . 90 INCHES AREA. . : 0. 00 ACRES TIME INTERVAL . . . . : 10. 00 MIN CN. . . . : 86. 00 TIME OF CONC. . . . . : 22 . 54 . MIN IMPERVIOUS AREA ' ABSTRACTION COEFF : 0 . 24 AREA. . : 7. 16 ACRES CN . . . . : 98. 00 PEAK RATE : 3 . 98 CFS VOL : 1 . 59 AC- FT TIME : 480 MIN ' BASIN ID: J99 . 1 NAME : 7TH TO 10TH 100YR PRE SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 7 . 16 ACRES BASEFLOWS : 0. 00 CFS RAINFALL TYPE . . . . : USERL PERVIOUS AREA PRECIPITATION . . . . : 3 . 90 INCHES AREA. . : 0. 13 ACRES ' TIME INTERVAL . . . . : 10. 00 MIN CN . . . . : 86 . 00 TIME OF CONC . . . . . : 22 . 54 MIN IMPERVIOUS AREA ABSTRACTION COEFF : 0. 20 AREA. . : 7. 03 ACRES ' CN. . . . . 98 . 00 PEAK RATE : 5 . 38 cFs VOL: 2. 17 AC-FT TIME : 480 MIN BASIN ID: J99 . 2 NAME :. 7TH TO 10TH 100YR POST SBUH METHODOLOGY TOTAL AREA . . . . . . . : 7 . 16 ACRES BASEFLOWS : 0. 00 CFS ' RAINFALL TYPE . . . . : U1ER1 PERVIOUS AREA PRECIPITATION . . . . : 3 . 90 INCHES AREA . . : 0. 00 ACRES TIME INTERVAL. . . . : 10. 00 MIN CN. . . . : 86 . 00 TIME OF CONC . . . . . : 22 . 54 MIN IMPERVIOUS AREA ' ABSTRACTION COEFF : 0 . 20 AREA. . : 7. 16 ACRES CN . . . . : 98 . 00 PEAK RATE : 5 . 42 CFS VOL: 2 . 19 AC- FT TIME : 480 MIN ' A.29 A M mom 69'ZI . 1 C—S�oz.7 Z-90'ZI C-BB'ZI -BJ'ZI Z-B9'ZI I-99'ZI 6Z - 2�N OZ— � N ,,�� G ae 1-9o'zI C_L9'ZI -L9'ZI D- 9'Z I 1 i -Lal l i I+ 1 \ t-L0'ZI t-LJ'LI - �s-L9 S- Z gZ — N a �. 9-Lo'zI � h-to'ZI L-LB'ZI a-ce'zI ti S-U'L1 f� \ f \I -LO'ZI 8 — \1 N i-L9'LI Z-Le'L 1 Z Z— a a LO'L I I-L011 Z-eB'ZI 1 .91Z I t-L0'Lt l-9 1 91-p0'Z I -9d'Ll Y-DOZI 9-90'LI f CI-90'LI V 1 1-98'L1 Ll 1-90'ZI 9-Ba'LI + C\ 6-9011 TTT -DO'LI 01-90'ZI N L-97L1 x-9a'L I 1-gall I-90•Z 1 � L-SJ'LI t-solI -Sall C-S 11 / 5-011 t-SM - 1-93.ZI '1 L_ z i r` I Ill'. �' f-GB'L \\ Z-S3'LIQ S-GJ'Zl -S9'Zl. 7 Z — O N B-Gall S-S0�' ,i7t1 I-Sa'xl -GJ'LI C-0'L I 9-53'Z t 1 0'Ll f-53'Lt /J 9-90'Z I �/ DI-YOZI h-f3'ZI GI-�0'LI ' D-Y3' l-sH'x I - 11-h0'LI Y-YJ'LI ' �.Z Y l-h0'Z I Olt, L-hB'ZI anLh4� (VC�� - C-hJ'L1 6-YO'21 LI-YQLI I-Yf 1 O bh0'ZI 1 9-CO'LI P[0' �O� 1 XZI -CO'ZI Zh y 9-CalI � S-CO'ZI D O O j -07I 01_fa' Z-f0'LI T 'I t!•LI II-Call n � m � D � 4 m m z-C3'Ll C-C Z V z_zT m 1 C9 Nod Z C_Ull C) Z � O Y-Z3'Z1 = T -Z0'L I ' i-Z07l C a110d ,Z-BO'L 768-i 7,08- POND 3 2012.023-3 2 12 f}_4 LL - F LL F O 12.E2-3 Z O 12,02-1 D Q Z PoN 2,E3-3 W 2-2 �11 12.E3-2 12,83-2 lill Z Z s W LLl O Q m w Y I ~ Q 12,03-11 M 12,A N O. 12.03-2 .D3-,O 12E3- Q LL O LL z 2,0.3_ A 121 1 405 tt.D3-e G ) _ 11.03-3 2,Ct-1 9 2.84-7 -� 12.C4-7 42 I Ft-I !} I2,E4-5 n 12.C4-2 771 v 12.04-12 12.D4-9 12.C4-7 12,0 -6 l:.•. - \�, P�yA {-t 2.F4 11.04-2 / 12.04-14 12.C4-4 2A4-11 ^.E4-8 12.84-1 12.D4-15 12.E4-4 12.D4-10 12.BS- 12.c♦-7 12.C5-6 12.ES-4 12.D5-9 12.E5-6 12.E5-3 12.CS-4 -5 N R -2-` 12.C5- 12,C5-1 12,D5-a kkkk 12.C5-S ®12,E5-2 �J I � _ 2.05- 12.E5-1 _ _2 t � o- 12.E5-7 _ 12 -S 12.C5-9 12.65=7T ct-12 AL_e.. _ 15-5 1245-5 / 12. -J 12.DS- t2.D3-1 12.C3-2 12.D6-1 2,D6-2 1\2.06 1 12.D6-10 11.D6- 12.Da-2 N R - 1 7 -s-_ 12,D6-6 t2.o6-3 >n 12.C6-1 12.D6-7 12.86-1 12,04-13 "i 12.06-6 '•� � . 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F r.L i Longave9 _ 1 PuFt Pu i i •i 515, wOUE a I' \�rti e. :'S {a rt �� qgC ti•S•-,: i•15�r"' t • a t _'- ' o /} ', i I =S I 1 - .. \�^^ 1'` t r�'ur`�+C _ rwR-r.t t`v`t a Try�y yt{•a`t'+iyyX.. R,eef'„r= I `� ••yOaC r �'. �_ -.} n � #" � _ e e�x: v {v' wex•. , v .U� "■ �� ,r �' + U # W 3 01 , ii►I I�� 1 ••,�,.,r I �A6D �� _ •. - M 8 tl��`.„ wn:.' i Q � -. s+ i^'T Fa___ 1. o _ B � r 1 • 27 30uUr •�• ' i � I O R s rvair AgC _ p" i >' �1yC y _-" ai •is Ne \_ ., # M � •�' ry 4 T l 1 ui,+ `44, '• ; r .•t2Srf.�p; m •I A 2 W` %. - W• ` i+ Sk I 1 r r� 1. I � '7 /16Crla�. A VjeAt u.,y '+ •A I T � 3A i p W. ' Q >, u <'3 #� • i ._y; �` AmC x9 i Air A j t ` (TmB i ItB ' _IPELINEl AaC, I .. T{_ 2 .25 _ r 2 29 IV _ a 5 i r M 160 n Wo Ur I is c7 ♦ •e It s t3_ `. ''i, '.,Gk'aq ,I a , °p -. `. � I k'' ■ - .. i¢ ! 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Ag8 a .�: Sk o (��\ y F BI. �Gr„' KING COUNTY, WASHINGTON, SURFACE WATER DESI FIGURE 3.5=A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP' SOIL GROUP GROUP` Alderwood C- Orcas Peat D Arens, Alderwood Material C Orida D Arens, Everett Material B Oval] C Beausitr C Pilchuck C Bellingham D Puget D Briscot D Puyallup B Buckley D Ragrtar B Coastal Beaches Variable Renton D Eadmont Sat Loam D Riverwash Variable Edgewick C Salal C Everett A Sammamish D Indianola A Seattle D 1 Ictsap C Shacar D Kaus C Si Sat C Mixed Alluvial Land Variable Snohomish D Neilton A Sultan C Newberg 8 Tukwila D Nooksack C Urban Variable Normal Sandy Loam D rrnr e i _ HYDROLOGIC SOIL GROUP CLASSIFICATIONS A (Low runoff potential). Sods having high infiltration rates, even when thoroughly wetted, and consisting chiefly of deep, well-to-excessively drained sands or gravels. These sods have a high rate of water transmission. B. (Moderately low runoff potential). Sods having moderate infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These sods have a moderate raze of water transmission. C. (Moderately high runoff potential). Sods having slow infiltration rates when thoroughly wetted, and consisting chiefly of sods with a layer that impedes downward movement of water, or soils with moderately fine to fine textures. These sods have a slow rate of water transmission. D. (High runoff poten[iai). Sods having very slow infiltration rates when thoroughly wetted and consisting chiefly of day soils with a high swelling potential, sods with a permanent high water table, sods with a hardpan or clay layer at or near the surface, and shallow soils over nearly impervious material. These sods have a very slow rate of water transmission. From SCS, TR-55, Second EditkxL June 19W. Exhibit A-t. Revisions made from SCS, Sal Interpretation Record, Form N5, September 1988. ' A.39 1190 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 'Co Values The allowable runoff coefficients to be used In this method are shown in Table 4.3.3A by type of land cover. These values were selected following a review of the values previously acceptable for use in the Rational Method in !(]ng County and as described in several engineering handbooks. The values for singis family residential areas were computed as composite values (as il;ustrated below) based on tha estimated percentage of coverage by roads, roots, yards and unimproved areas for each density. For drainage basins containing several land cover types, the following formula may be used to compute a composite runoff coefficient 'C,'. C _ ((C, x A,) + (C YAJ ( xAJ)/h 0o, where: A, = total area (acres) r A,2 = areas of land cover types (acres) C,.2„ = runoff coefficients for each area land cover type TABLE 4.3.3A RUNOFF COEFFICIENTS - 'C' VALUES FOR THE RATIONAL METHOD GENERAL LAND COVERS LAND COVER 92 LAND COVER Dense forest 0.10 Playgrounds 0.30 Light forest 0.15 Gravel areas Pasture 0.20 Pavement and roofs Lawns 0.25 Open water (pond, 1.00 lakes, wetlands) SINGLE FAMILY RESIDENTIAL AREAS (Density is in dwelling units per gross acreage (DU/GA)) JIM LAND COVER LAND COVER DENSITY C1 DENSITY Q 0.20 DU/GA (1 unit per 5 ac.) 0.17 3.00 DU/GA 0.42 0.40 DU/GA (1 unit per 2.5 ac.) 0.20 3.50 DU/GA 0.45 0.80 DU/GA (1 unit per 1.25 ac.) 0.27 4.00 DU/GA 0.46 1.00 DU/GA 0.30 4.50 DU/GA 0.51 1.50 DU/GA 0.33 5.00 DU/GA 0.54 2.00 DU/GA 0.36 5.50 DU/GA 0.57 2.50 DU/GA 0.39 6.00 DU/GA 0.60 For land covers not listed above, an area-weighted 'C x At' sum should be computed based on the following equation: C x A, = (C,xA,) + (CxA,) + ...+(C YA,), where A, = (A, + AZ + ...+A,), the total drainage basin area. 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AVENUE DRAINAGE SYSTEM ' EXISTING FIFE NETWORK:: NORTH OF N STH STREET ------------ --- ---- -- ------------ ----------------------------------- ----PEACH SUMiEARY ' PIPE REACH ID No. PO4 From: C24 To: CB5 t Pipe Di am ter; 1 . 25 ft n : 0.0120 Pioe Length -�70. 00 ft s: 3. 0017 , Up invert 21 . 01 ft down invert: 20. 38 ft Collection Area: 4. 52 Ac. Design Flow 8. 48 cfs Dsgn Depth: ft ' Pipe Capacity 2. 90 cfs Desian Val 5. 91 fps Travel Time: O.S9 min Pipe Full Val 2. =6 fps isurcharded tt5 ' FIFE REACH ID No. POr From: CBS To: CBb , Pipe Diameter: 1 . 50 ft n: 0. 0120 Pipe Length 45. 00 ft s: 0. E073 Up invert 20. 39 ft down invert: 2G_,.&. ft_ ' Collection Araa: 4. 26 Ac. Desian Flow 7. =:8 cfs Dsan Depth: 0. 97 it ' Pipe Capacit", 9. 77 cfs Desian .al S. (JS fps Travel Time: 0. 12 ruin Pipe Full Val 5. 5= tps From: CB, T CB11 , Pipe Diameter: . .SJ ft n: Pipe Length 7C. OW ft s: 0. 0757 Uo in',%==rt 20.)ai ft down it";ert; 1'Z. =t ft ' Collection Area. 5. 3-1 Ac . Design `loW i DS' n JeGth: it Fipe Cacacit,, o_ ' iiesiar Val T. -= fps i'rav=l Time: 0. 24 mir. Pipe F ,.11 .'cl 4. 0c, fps '.surcharged tt ! PIPE FYEACh ID No. Fc!" From: V: ...LP. , Fi Ga Di .inat.=r t n: 'e;. 0120 ='iQe Length 42. 010 ft S: 0. u2_•o (/ Up invert __. ft dpwn inv=rt: 21. c'F ft V { Collection Ar-a: Ac . ' v ssirin Flcw a. =. ... =rn Dcl-, Pipe Cao-Acit-7, 2. 02 = ' Design .gel :. 7-L o s Travel Ti 0. 12 fi1.in Fi ra F u i i V _ tG5 B.2 , 2�22%9 Entranco Engineers, Inc. page PARP. AVENUE DRAINAGE SYSTEM! EXISTING PIPE N:ETWOR1:: NORTH OF M STH STREET ' RE.ICH SUNMARY FIFE REACH ID No. F'OS ' From: C88 70: CB9 Pipe Diameter: 1 ` r •`_ n: 0. 012lu Pipe Length 105. 00 , c s: 0. 0072 ' Up invert 21 . 66 it down invert : 20. 90 it Collection Area: 0.27 Ac. ' Design Flow 'O.S3 cfs Dsgn Depth: 0. 31 it Pioe Capacity 5. 97 cis Design Vel '. 42 fps Travel Time: 0. 51 min Pipe Full Vel 4. 66 +ps PIPE REACH iD No. F09 From: CB9 To: CB10 Pipe Diameter: 1 .25 it n: 0. 0120 Pipe Lenqth 200. 00 ft s: 0. 0015 ' Up invert : 2z. 39 it down invert: 20. 59 ft Collection Area: 0. 37 Ac. Design Flow 1 . 06 cis Dspn Depth: 0. 54 it Pioe Capacity 2. 72 cis Design '.'el 2.05 ips Travel Time: 1.61 min Pipe Full 'Jel 2. 21 fps ' PIPE ,:.",1CL, iD I`io. P+ �"l' ' From. 0210 Tc: CBII Pipe Dia.metr-_r: 1 . 50 it n : 0.0120 Pipe Lenqth 95. 00 it s: 0. 0119 Uo invert 20. 49 ft down invert : Collection Area: c.47 Ac. uesig Flow 42 _fs Tisgn Deoth: 0.98 ft Pipe caoaclty 12. 44 'V =t= Design al 74 ip=_ Travel "iimc: 0. 20 ,min FIFE REACH iD Nc. P11 From: CES1 ': T n CS12 ' F'ipe '�iafR=t=� `:' ft v L . :�o� n Ii}. �1��:. It Pipe Lenatn 100. 00 t s: 0. 0' 15- Up invert 1'=. 44 _ dOwn invert: 10. 25 it '011ecticn tlrea, 0. 4- Ac. FICw -. 42 Cie Dail L'=0 Lit: '„ `i c, r _ i _ F,1 a_ �a-pc C 1 y 1. 4e Des gn Cue '. i 'e; -4 's Travel TiOic: 0 min F'i oe F1i11 `il ' 13.3 Z 7 -- - -I a i r e�s n,:: E X I ST 1HG e g: NIE-1 me! 14C,Rf+4 OF N -PTH STFRE'if 1-Tc "Zrl u. 0 i ­0 c.E, rj i .a n i c--,to r- e�I i L&2 t i Uo iriver 'L ta: :: lG iD�icin Fiovi 1, c I s wari rle e 0. .-\ t Owsiqn Vel s e c4l -- ime: ci an T-1 3 e F L,1 3 --s ,p r ir E R E C H m N CD. F 10 -1 F r ,j.-i 1 *a I p e 0 a a i c--,t r i . C.0 -1-t ri: 0. 01 '0 i I:)e n c th Ou <t « 0. 0031 Ur� in-lert t down invert, 21 t 1. J. E-2- 0 1 V*le rl-:5w 73 Z; Dson oepthz 01 f t Oesicmi Vei J8 -�D-- ru-ave i r i Trie i In i -I F u 1. L '.Ile 1 . 74 f rj E lo. Fo- F r a IT-( . C B 4 CO To ci F I 'Jo invert 2 1 4 2 t t nown ; rivime =z t t ce« cn Fiow. a c s L�- h I a ci a c: L . D .��e, Jon Vei 4 h 4 7 BA t220, =_ Entr anco Engineer _, Inc . page PARK AVENUE DR.�+IMA6E n`rSTEN E;;IyT:ll.i f T�'P_ 4ErWI'F;I•:. NOIRNi OF W S i-i STREET PIPE REIr`Cvi 10 No. PO4 fr n: LCL. G7 i. l Pipe Length EI. UiJ rt :j, t:_l�jli ' Up rover-;_ i . 0i- du--In xrr >=rt. = i. L� Coliectxon f=irea: resign Flaw :, E,, 61 cf Oi5gn Depth: tt ' Wli 'J ipe L"apaci ty 2. 90 cfs ... y . esian el 5. 39 tp. ..-Travel Tim . i4 ;;i:n Pipe Full Vel 2, fps ,surchar cir-ad tti PlPE ;z1aAt-;H 1D him. FGafi Lb,:i T o: Pipe Diameter: 1 . 30 ft na I1, 0120 Pipe Length 45. 00 ft S. 0, •'•701 Up invert 20. :S'm ft down in• ar-t- 2fa. 0a ft tI_olier''_i Lit Dc =lCiw 5. S5 cry D!6ign lleo'th: [l. % ft f P1pE• t_:Cr L'c;�i ' i -' cfs _ .. . .�� D- i 71i ,el '(� TC•^ ; ravel Ti [r:.a G. 1:= .i: F•ir)e r-ul1 =1 f. 53 { Ug From: Cezu To: f-Dii. ' Ficc- %i al1rat:. 1 ,. 30 IF t n. s, ':J. -JiZ4J -IC. Floc _. Ci o Yi:=:['i @�7tw ' I PE ctl i , Hr-=a u - Uc I '� t -... .. ._ B.5 »az ayanco awn_rs, aw Page _ m­K »EmE DRAINAGE slE :&m«m o es O< mwm n Ga STREET REACH mmm\ ---------�- emeerm w +. rm /e em Ja 9 : a_# \ u . lt ,, Gm:a mReceRn : lm. m t:: o au 0 72, U wv » : :u !: down invert: :E . zt Collection wm: a 77 t�C. rest+ Flow . c ,6 ws ewnoepm: 0. m !t /eCaracR« : - is Design m! \Ps fravel Time: 0. 55 a, Pine Fun Ac : / G: eI PE .Am TO No. P0! � From. 2e e= Ie Gee Diameter-: 1 . 25lt mamm 6,ec_,G . 200. 00 w e EMI, i invert : 1210. 2�_ !t do_, invert: 20. 59 + t celm6 m w : aa7 w. wg, Clow : 0. 33 w, oG, DeAG: 0. 43 c weeceait+ 2. 72 Rs 6# v« . . d, , w Time- I wn Pipe x I : a 2 &, FIFE EACH it, No. me wm: :6e To: C E.II area:#w: u+ m uacm Pipe Length : . m ! t a w w u let : m. w , minver.a Collection wed a w w . _« 6=w ws u�eeeP y: 0. 3 ! t Pioer w wItv - \ _ . . ` 7. ms eI w m: w == m: ,\\ i aEE w No. ra ,m Ii : C g / ea_zma um +: ecym a e nw6 : wa + >t a cone Uo^mv t : a. a *: down in,ra a. i TT / \«- %- _ nos. y w. w : ase ws G etw aCL-T m \ } ~ } - � \p w w_: 0. mn Pi Ilya : / G ws B.6 Entranco Engineera, Inc. Page l FARE. AVENUE DRAINAGE SYSTEM EXISTING FIFE NETWOF4 ' NORTH OF N AT. i 1 S-T'REET FAT rONAL. uRfilNAGE ARE>a Sai,J(•NAR'r ' Drainage ld, J01 Descrioti+_m. . . . . . ' ---Descr iption- SubArea gL.GC L (rti Slope -fa -- imini j.j 0 10 C.ompoSi te' "C Lie. . . . . . . . lU. 90 Time r -+ C_.onc iinin) , _. 00 ' Dr-ainace Area Ida .10: ' Description. . . . . : -Kr----Description--. SubArea SubC L (tt) Slope - r-- imini J _ 0. 64 i=1. 90 Composite "c" Value. . . . . . . . 0. 90 Time of Conc imini . . 5. 00 Drainage Area Id: JO-3 ' Description. . . . , : ---Description- SubArea SubC L (4t) Slope -f.:r-- !min: J3 1 . 23 0. 90 700. 00 0. 0030 20. 00 10. 65 Composite "c" Valu.e. . . . . . . . 0. 90 Time of Conc (min) . . 10. 65 Drainage Area ld: J0=4 Description. . . . . : Descr iptior.- Sub, lr-ea SI_;bc L t - Sl opc J-T 0, 321 0. 90 �O rQosite 'IL1 Valu.. . . . . . . . 0. 90 Time of Conc imini . . =. i0 Drain. cle Area Id : •JO ; ' Description. . . . . : - -" -- -Descrip --tion .. Subi-:rea S-u.bC L %tt ) Slope mini ' CJIr1u CJS1 'te _ %.1 '_._ . . . . ='(.l � �i riie .-r ltiri !-i : ' Dr,-inane Ara.,• I; , •��L Descric tlon . -t+_scriotion- oL;t.Area Su.bC L k=t ) Slooe -Kr -- mi.in IO. '-%J 3IE". 00 0. 00-0 10. 2.0 a. :- ' vGmp CSi to = . .11 L!B. . . . . . . . 0. `?"I f: me of Conc llii J.ri ) . . 5. OC, ' Drain a e JL!bl-Ir ea SubC L i,� t ' Slope ' V]. i is 1, j:J. . O 0. 000 .2Id. ._0; i.'I. _71 l Comoo5itie +IU9. . . . . . . . 0. ,Jill ! iGie fit L.vii.c llTli I-i.• �rL1, _.1 B.7 � - (U T UJ) 4.0 aW T . . . . . . . .. ,D,i a-,TSOOUJO-j 0, 0 02 06 9 n 0 "0 S t, 1 6 Z s f? Ll TW' edOTS az , iqn Fj q n lio T d Dsz4uj--- UO T40 T JD5an 'ITC P lz'F-41�', TIE AC f u-111) ntJ03 r) au)Tj LA, 9 —. . . . -an Vet, ,D,, aq T90c!wr-,D V '6 0.0 '0 Z D2 Oj 0. '0 0 0 [A Z 5, 06 '0 �q *D m C U TW) __-A*.l- Erdo 1c; a -. -1 oqnq eaJ"qn':Z u-t-4d T_4DS-DC T, f, 'P.1 eL3_'t; abeuTI:?_40 6 2 u T(u) :D uO-3 :K) aluTi 06 -r . . . . . . . .anlViti 1;:), B4TSOowo::, 00 ,0Z 0200 "o DOIDZ17 (IDE"O (u tui) adol- , no 1 qri c i_-a_4kjqn- ---LJO»OT.A7)SE)(j­- U Q T D 00 - -7 `1JITUI-I DUO-1 40 EFULIT.1 L?. . . . . . . . . MO " T Z 00, '17.17 CK-00 "O, 0.0 DE-2 T il to Tw) adOTP R2a nqn-E3 ea-iijon-3 10 oo c D s D R-Ir P)l Ca-4- &t?)E-WDE .4-U �1,114f_ll_ VE'nl� 39IR I -W 11-794 123j_S HIS, N An Hj_wDN 1.1tADMI-IN D-ldiQ, rDNjl9x3 3f ,tea n t r-an Co Eriui ll eers , iCIC, pat7l .l EP.IJI- ,_ i51"i_N _. ' F:AI`ICiii�iAL DR Iidr"iGE A,-:EA 3U'l i'IA:R ' Uralnat3e Ar :=: Id. .J01 Descr ,i oti Cirl. . . . . Subilrea -.LtbC L tft) Slooe J1 0. =2 0. qw ' Composite- "c" Value. . . . . . . . 0. 90 time of Conc (min) . . 5. 00 Drainage Area Id: J02, Descrio'tion• . • . . Subarea Sui'C L tfti Sic'oe -r::r -- (mini ' J:_ 0. 64 0. 90 o COmosite Value. . Tim of. 0. y0 T Conc i 5 inin: . . 00 ' ur"einac,: Area id: ,7 3 Sub Area SubC'. L 1,-F 'L Slope -Kr-- orrin) 49:7 i0-.Y- . 9;J �rv70. ?5�i . •'vt. t] 20. Cj0 liiJ., S`; �, C❑;iC:C' : tr` _ 'Yai L1,e. . . . . . . . 0. 7VJ IlIn- i,- Con (in 1 rl) . . ).0. G5 ' Air :3 ii::aei ? lif _a i_i: .;bJ4 . _--De''- c iori--. l- o""rea bC t_r pr b � ��.Llr 1. 4 aI„Ofr�ooSi 't '1 . _. �L " JalLe. . . . . . . U. 0 Ti lne of I--L.nc iain) 5. iuEi an > 11-ril' - 'lOL' 'il i .. •e i _._ [ L r 1..01.l _; ro _ V alue. . . . . . . . 0. i0 na C. von_ .In. De53 i=i 1Dr_' l c-I. . . . . . Jr1-- It.m. ....a Subl- 41P1 'r) -_::IDGrc3 to "C v'a i u in. . . . . . . . 0,. `r'rli' ilipE• u't -i.r'l r_ io tr cin. s Sri rti . S ut o" ;?mot - LL'... t'omooSlt'.e u,= " r'cii U.e. . . . . . . . 0. 90 . i of Cori-- (mi r, ' B.9 1 Entranr_o Engineers„ Inc. - page 2 _ PARK: AVENUE DRAINAGE SYSTEM ' vrtISTIiVG 'PIPE NET WORK...RTH O P•i STH STREET 4'ATIOR;r--;L DRAINABF. AREA-SUMMARY _______________ Drainage Area Id: •JW Description. . . . . . .---Descriptign7-)> SubAr-ea SubC L (it) Slope -Kr-- (min) JS 5. 53 0.90 1380. 00 0. 0030 20. 00 21. 00 ' composite "c" Value. . . . . . . . 0.90 Time of Conc (min) . . 21 . 00 Drainage Area Id: J09 , Description . . . . . ---Description--:> SubArea SubC L (+t) Slope -Kr-- (min) J9 0. 37 0.90 420.00 0. 7030 20.00 6. 39 ' Composite "c" Value. . . . . . . . 0. ?0 Time of Conc (min) . . 6. 9 Drainage Area Id: J10 , Description. . . . . ---Description---::> Sub Area SubC L (it ) Slope -Kr-- (min) J 10 0. 55 0. 90 620.00 0. 0030 20. 00 9. 4,' , composite e "c" Value. . . . . . . . 0. 90 Time of Conc imin) . . 9. 43 Drainaaa Area Id: J11 ' Description . . . . . . ---Eescri .otion--> SubArea SubC L (it) Slope -Kr-- '.min) J 1 i 6. 47 0. ?0 1450. 00 0. 0050 20. 00 22. 06 06 ' ccmpo i tie "c" Value. . . . . . . . 0. ?0 Time of Conc Win) . . 22. 06. B.10 , ' Q SHEET NO. OF �+ ENTRANCO ENGINEERS, INC. JOB NO. - _ _-_ _ ' PROJECT CALCULATIONS FOR i MADE BY 14t)/ DATE 2 I BIZ CHECKED BY DATE Cam". ' C6D)f ytd)Y,R + 05,C) 100) 4- �/(/D S1.9 rtoox3$�.q + 00,000 C0x, ,5 120). -lt, ■ ' 6.11 SHEET NO. OF ' e ENTRANCO ENGINEERS, INC. JOB NO. - _ PROJECT �1 L X 15 �JG S T'C�Fi/ 40r4 CIT '� � CALCULATIONS FO MADE BY I Lv DATE Z 2-0Iry CHECKED BY -M-A DATE'' zy Z U4 n r� �� ; flZ Y3•HL j� 7;Ali 2 I ?L al, =.D03 ( — .67. 66 YLI { a L=105 Cg 1 1 h 5`•Lbl� i . to IS .04 • 2a5$ 1l 2b xaq I'7 L=� bi / i9.44 Acf6 i `� B. kl iJ it -,7 G li II tl JJ +1 11 - IDI CA 1: Oil > Lit co Z) D c ci I I :J Y1 'T 0 Cd LA r7i i it 4� 4.T -1 j .3 !7 U 7r (t G� Ln -1 IT" II 'IT vj- 4j T�! rj .-t q; -3 ij ill I> Uj 0 .0 1( :1 Lu tL 4 ir Q _j U ?J I_ U C L, ..J .- ;-3 1- J�l iD �z -4 Z�r ri - -4 tl 'j It !.J I in a ml 0 L! U i a. ,I ip,.4A C.' IL - J. 4 :4 rj w eJ co W N. H j IL 21 U. ij. E5 I-L 11. 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G FJ L9 (r1 -h i. +. z <j CO rd A L9 -1. -h -h J) Cr' rJ (4 E -r. -1, -h 7- if I> rt rt n rt 0 rt rt 0* p r: rt rt 0 rt rt rt .^1 11 < -5 + -! 11 rl l> • ., Il r'I S'> • +• -h n n D -h -h rI 1-17> II Fri y Ll 0 +. -t. A "0 0 -11 -r, (1 'a -0 +. -I.. n 'U '0 -b +. n II 1! 7 ui Ill Uj g T 0 ¢: W I;i • C) 0 0 N 0 n 61 111 Ol to to Ti it C n r-, -n -n .10 ru if rn ci 6) G 0 to D If n It CIl rn x 11 -1 0 0. 0 _I ;.• N Cl 61 7 a Ul -1 11 0 LI W011 .1 p •. :: a .. .. 0 .. .. t a 11 s N. L'-' F3 -1 CI 0 L rl 7 t3 L�J -s Cl � E1 ci r 11 la A fu ul fu U'! N fu III 3 II E 16 f.: N FI r_:. .[j r•. t.1 Fi+ 1f1 N• FJ <<J < 'Ci N' CI CI L' I li if ti _.1 C; r- iii 7 D 13 ft1 7 7 r•J r-- f!7 J 7 rJ r-• 11 -1 111 1-• : in rl r- I ( 1 1'1 r <. L9 hl r' i L9 hJ -: 11 rfi.• ILI -1.1 0 C1 f0 CI Cl lJ lu CI 0 d fIi E! c� 11 :71 --i rd -i ti i II r-• '1_I ;t w l'I rt w '0 It N' 0 1+ II (n 7 � rr r• B It .. II -G n ril 7:r N _r II Ul 11 I rn li .i • u C; J- Cl ca 7, G Gi h) G GI Ui it f L90-1 G II i:! '.I is Cr ii (.9 rJ Cr II i P _ ri 1• rt II r i N• fr y. rt -! 70.1 7 7 u .1 if if 0 �n it ID H 11 If II l') _j-DT-1 C 0 Ll R'U F UE S caG'-Cj orf amii @ 2,� vr F7F'E F-,Ef-':CH M No. NPO I kic' I To: C S 2 Pi DO Di 0.1fiEt i . 010 f t r i: Oj. 01 L'u Pipe Lenlqtsi i5o. 0-0 f S. 0. 0,021; UP invert down invor "- : --go ft CnIla,ctian Area: 0.0? Ac. Oesion Flow .1 0. 2 2 C-C s Osqn Dept'-I: 0. 2 2 Pioe caoaci L V 2.01 c+,z Desi on el 1 . -, 2 fps Travel Ti LT.o, 4 ruin Pipe Full V,_�! ms E =E�ZiClj D ! io. NF02, PiC2e DiacnetErr .. 1 . 00 ftn 0. 0 1 --,o L 150. 0sO i-t 0- T5 fa 21 71 2 S.dom in art. 0. S�, 5- t h - Oa, C;rl !:e, S rravel T ; aie: L3,L. -ud p NIC.B. F o� D i ame t 2- I 71 .1 1 1 1 7 L; r- Ir e'—L q,1- L j I.esic"n Va?4 It to B.15 tee: c y awn_ . Inc. ;me - emr EmESTORM mTE; SYSrM PROPOSED SYSTEM m ;.m made REACH SUMMARY m < - », - eE REACH c -Nu. m From: i/; To. OiC2 Pioe et , um ft- mE012 Pipe n9G : lq. ,e 9 + wvQrt : 2. 110 0 *t down ».ra Collect tee£ ' 0. 92, «. :ew e Flow . I a s cn e , 0. +tPipe Capacity : . 2. 01 cis Pms - vw . _ _ fps e 6 Time. E Pin e g v6 : 2. 56 -fps PIS REACH m m. ¥m From: NC2 a: .i Pipe m_k.: = m !t m EGGo Pipe ng G : !2. m 9 a t m=z Up invert : :a m !! down ay.w , a 7t III 6 O .m: u =e . /_!A Flow . G !s G, eqn Depth: E6- !t G@eRac1 Gs Desiqn m! . -. J =s Travel Time: G m own : .ille Full PI PE s o A. ¥ O From: NC a: i ^ 2 2 tam. s L -iT / \q2 Pipe Up ! nes . l . m 4t a , - . 22. m <t Clem invert. =u at ~' ~ ^ � � \ « . ;m: Floe \ y : \— \ �: \ . �\ . \me w D . iNP m ` tea« , gym` . Pi \ t�{ / \} / 0. 0327 �`z� `y . - \ .� u �\ , w �. «`r/ow 3 _ _x «_ - 6 o c c ® , a / w G }° Ii B.,e EFtranco Engineers, Inc. page . PARK AVENUE STORM WATER. SYSTEM ' PROPOSED SYSTEM FROM 47+00 TO 62+00 REACH SUMMARY PIPE REACH iD Plo. NPOS ' From: NCRS To: NCB9 "i.pe Di,athetar: 1 . St0 it n: 0. 0120 Pice Length IJQ?. H7 r - - 40' . d02i Up invert �1 . _7 it dawn invert; 9b it Coalection Area: 2-02 Ac. Design Flow' 2.74 cis usgn Depth. 0. it Pipe Capacity 5.9= cis Design Vel 29 ips Travel rime: 0. 76 min F'ioe Full VeI3 6 fp_ PIPE REACH ID 'No. rIF'09 ' From: NCB? To: NC810 Pipe Diameter: 1 . 50 it n: Q3. 0120 Pipe Length 150. 00 it s: 0. 00-7 Up invert "0. 9.3 it down invert: 20. 55 it Collection Area: -, -= Ac. Desi li Flow 2".2a cis Dsan Depth: 0. 74 it Pipe Capacity d. .- cis Desi =_n Vl ips Travel Time, C. '=; min Pipe Full Vei _ . =o fps ' FIPEE REACH No. NP10 From: NCB10 To-, NCS:11 ' F'ip:= Di diTu3 r_�r : -. I"L] - n: !!. 0120 Pipe Length 150. 00 it S: 0, 0027 Jc in .,_rt 20.55 down irr.art2 20. 14 -rl- 1-o112C'ti cn ;-:rea- = . �7 a9C. Design Flow �. ..._. cra DsGn De=Gtn : 1 . 011 rt DesiCzr. Vel 4. 21.= T: el Titrae: 0 2 4 Pi❑e Fuii Y=1 4. �c PIPE REACH � I0 tic. � i i� i F rom: NC.E11 To: iNCS:12 Pip= Diamieter. n- 0. •0120 -ipe• ength 130. 00 . 00. 7 Uc ,nv_•r'= 110. 14 , t down invert: 1'r. 7_ t ' Coll __tior, Are-a: v-es n F11 - D= n =u-t :o 3. = •y it Fig= =acac _ �. ' ; `va_5 n a� ; r Tim;=: '�. -_ .nn: Fla.: J ...5iDs ' 8.17 1 t ' =dt 9c, "t, Tan TT,-I3 adt.J U TUi :Etw 1 Tat•.Y_.A 5d T i _. . "L+ 1 + Tom, "t s+7 v.T adt ' :1 •--' Of :yqdat_T ub S ^ ' T :-aanut UMOP 1 + ':_L '6T 4-z-=n.UT df-; ' L 00 "0 . is 00 '0ST 4',o:aa-1. adT_; 0 .T0 "O : u a+ 00 * : a:_;au,t:Tn ad [.-4 ' TAN *ON t3I ' -,,1 WWFIS HDV3d ' c 00+=`01 00-2t !31 MELUM 14; -101.5 M!lN3nti ::iJtd � ; z � m..e Enairwera. z . e AVENUE 8TO G: \*� Quip . OP 3Ea \ 0 TO e= a . � w:A a STNAWR , ---------- Routing based on Seattlet_c« a e, yr wm PE REACH m No. mew = @ B! To: NC82 Ro/ Diameter : soe *t e Eowe Pipe Length : lm. m it e 0. 0027 A invert : 24. 21 +t down invert: 2Z. So *t Collection Area: reslon Flow : / s Dson ,mom: 0. it Pipe Capacity 2 2. 01 », aw Design Val 1. as el Time: 1 . min 6@e Full Val : 2. 56 !p FIFE EACH m No. m0= From:^.e= : NE ~ . m:m Diameter: i . 00 it e 0. 0120 \ Flee Length : 110. 00 it e a0027 A invert : 23. Si it down invert : 22. 40 it Collection A e. 0. 36 . ees1 + Flow : u :: cis Dsqn wry: 0. 53 it pipe re "a" " : a 6 cos Design Val . \ / es Travel Ti O. mina,aemtvw : / rm: REACH w +. *w az Toi 7G ine 0027 \ invert 2 2 . \ \ SN n invert : 22. 00 it Collection Area n - z \ meson Flow , \ s r aw Depth: 0. 79 it Pipe Capacitv , Z. 01 w: Rio/. / s_ , 2. 52 / \\ « � � u min � , � B.19 �/ G: , Dtran/= Engineers, Inc . page RmwAVENUE STORM WATER SYSTEM PROPOSED sTEarmM me TO o . . _ . 1 kw M v PIPE REACH m No. r;; � From: NCS4 .: NCB5 Pipe e #» / umlt m Emm Pipe Length : l 2. 001 >t s\ E m== A invert t m rt \ !t am, !over 5 m *t Collection wee G»: Ac. Desian Flow . 2. 47, w; «;o p+: « 68 ¥t Pipe%aD ity : - : a s Design v6 : es R w a_: « 73 al n Pipe Full m! : Z. 36 *p PIPE REACH R _. gym From: ks To., Rp;-� a_ �: colt eEem Pipe Length : I50. 00tt e Ee02-! ft Gom !n mr w Coll e m Ar: a :e m. 6+ Flow . - — - m Depth: c ¥ : Pipecaoacitv : y +a m. IT . /\2 }/a wam! Time- Q. . w: . z _� e;e a v6 : � a« From. 1 a « . F . /} noth l . � }\ s.s. \ 2 a 6.7-n wee u4 w. / / y C»\ }\ / �3� \/I r . w , a . -2 NQ, +a: 7- Col i on Area a .= . \ \ } \ \ Tr ei : \ \\ \/ Ba - — _ — �ntr•anco Engineers, Inc'. page FART; AVENUE STORM WATER S`r STEM PROPOSED S`iSTEM FROM 41+00 TO 62+00 REACH SUPIP'AR F'EFc ACli ID No. NPOS From: iZEO To: NCS9 I'ioi- u.. vmetcY-: i . 50 - n: 0. 'G'.i"-:'U Pipe Lenoth i50, 00 + it s: 0. %i'o ip irn:c_rt 21. .T +t down i.nval ''. : Collection Area: 2.'02 Ac. Desi cn Flow . =49 `+s D-Scn Depth: J. 3 f t Pipe Capacity 5, 9' 4s Design, 'J 1 3. 49 +p ; Travel Time: 0. 72 min Pioe Full Vei 3 . 36 +ps PIPE REACH ID No. NF'09 ' From: NC29 To: NCB10 Pioe Diameter: 1 . 50 +t n: 0. 0120 Pipe Length 150. 00 rt s: 0.0027 ' l:o invert 20. 9•J +t down invert : Collection Hre:=,: _. ^9 Ac. Design Flow c.c.s Dsgn Deem: 1.V ii-:�- ' -ripe Cagacit`✓ . q- o+s i ^ i �>Designt s .,. 53 -'.Os Travel Tirn:_: 0. 7, 1 7:r. Pipe Full el y , -6 rps 1 PIPE REACH ID No. NPI-D From: NCD10 To: NCS11 r'ipt Z. 00 ft n: 0. '21Z,k; Pioe Lencth 1C0. 00 =t _. 0. L- t.'•R in'v•ar`. ..._,. =--5+ ' r-:r wn H _.• , _. _' .. i .} r "_ CoIl _cticn roa: _. { Ac. L'l- 5 yn lf�w a ll L'i 1 •p c it �.si yiT . -5 7 . L ul:.l• Pipa =uil 4'' . '06 =o= .=E RE.,-'.CH L Nc.. P:F•11 From: fCBi ': oF .- 2+.. ti0L0 r - i '7.. .07_2ti Piae ✓angth Up :r;veri '_4 rt u;,-wr, i'-. .'=r= . 1= - CTS J:35i '. c! ' B.21 . � . � wiz- atramce awners emn AVENUE : ++ SYSTEN PROPOSED +,0e ro aim iwsILIH4m* y, C.«e a Na. +w /:w .eg : ma \ : aA fil,t:: a m *r rl a 120 }ecmoG : 30. m e z - z m rt ! !« «_ ! r j n mr e !9. s= !e . e ec«— Area: 6. 12 +. @ : !Q;-. Flow : a ve G: em n D»m u w *» a;e capacity : g. 77 w /Q`\ , vw . « 28 *ps c 6 A. a gai. Fulivw : « 06 *p s ~ . � � @ � $ . � � . � � B- Q SHEET NO. OF v ENTRANCO fENGINEERS, INC. JOB NO. - - ' PROJECT ?�L - - CALCULATIONS FOR MADE BY DATE CHECKED BY- DATE ---- --------- -- -� 31 - -_- _ _- --- - -- - _ _---- - .- tip a -..... M33 - - - - - _ 10 =2t ?S 2ti i 2 �Z Of- - Z�.o------ 5.$�I tozp Sg _ . y:dP�; - r31)13 I IfPiz. /„J B.23 3 ' IPE NO. 1: 70 LF - 18"CP @ . 57% OUTLET: 19. 61 INLET: 20. 01 INTYP: 5 , IUNC NO. 1 : OVERFLOW-EL: 23 . 26 BEND: 90 DEG DIA/WIDTH: 4. 0 9-RATIO: . 20 O( CFS ) HW( FT HW ELEV. ' N-FAC DC DN TW 00 DF HWO HWI , rf rrrrrrr»wrrr rxffw»»wwwww»wwf irrrxrrrrffwwwff wwx+lwwiwir+xfrfwlxwwfwrwwwxfwfwr 2 . 00 . 91 20. 92 ' . 012 . 54 . 50 1. 19 1. 19 . 80 . 91 . 75 2 . 50 . 97 20. 98 . 012 . 60 . 56 1 . 19 1. 19 . 80 . 97 . 85 , 3 . 00 1. 05 21. 06 . 012 . 66 . 62 1. 19 1. 19 . 81 1. 05 . 95 3. 50 1. 14 21. 15 ' . 012 . 72 . 67 1 . 19 1 . 19 . 82 1. 14 1. 05 4 . 00 1 . 23 21. 24 * . 012 . 77 . 72 1. 19 1 . 19 . 83 1. 23 1. 14 4. 50 1 . 33 21 . 34 . 012 . 82 . 78 1 . 19 1. 19 . 84 1. 33 1. 24 5 . 00 1 . 33 21. 34 * . 012 . 87 . 83 1. 19 1. 19 . 87 "'"' 1. 33 5. 50 1. 43 21. 44 ' . 012 . 91 . 88 1. 19 1. 19 91 *•"" 1. 43 6. 00 1. 53 21. 54 . 012 . 95 . 93 1. 19 1 . 19 . 95 **'"' 1 . 53 6. 50 1. 63 21. 64 ' . 012 . 99 . 98 1. 19 1. 19 . 99 '*"** 1 . 63 7. 00 1 . 80 21. 81 ` . 012 1 . 03 1. 03 1. 19 1 . 19 1. 03 1 . 80 1. 73 7. 50 1. 89 21. 90 ' . 012 1. 07 1 . 09 1 . 19 1. 19 1. 09 1. 89 1. 83 8 . 00 1 . 98 21. 99 ' . 012 1. 10 1. 15 1. 19 1. 19 1. 15 1 . 98 1. 93 8 . 50 2. 07 22. 08 ' . 012 1. 13 1. 22 1. 19 1. 19 1. 21 2. 07 2. 05 9 . 00 2. 18 22. 19 * . 012 1 . 17 1. 31 1. 19 1. 19 1. 30 2. 15 2. 18 9. 50 2. 32 22. 33 ' . 012 1. 20 1. 50 1. 19 1 . 20 1. 40 2. 28 2. 32 10. 00 2. 46 22. 47 . 012 1 . 22 1. 50 1. 19 1. 22 1 . 53 2. 45 2 . 46 , )IPE NO. 2: 45 LF - 18"CP @ . 73% OUTLET. 20 . 06 INLET : 20. 39 INTYP: 5 IUNC NO. 2 : OVERFLOW-EL: 23 . 16 SEND: 0 DEG DIA/WIDTH: 4 . 0 0-RATIO: . 10 0( CFS ) HW( FT ) HW ELEV. N-FAC DC DN TW DO DE HWO HWI .wsrrr.srrfswlwxwwrffwffxwf w:wwwwwfxxwwwswff wwalrrrfwwf xwwrwf werrirwwfwwww»wwrw 1. 67 . 74 21. 13 * . 012 . 49 . 42 . 86 . 86 . 51 . 74 . 66 2 . 08 . 84 21 . 23 ' . 012 . 55 . 48 . 92 . 92 . 56 . 84 . 75 2 . 50 . 92 21. 31 * . 012 . 60 . 52 1. 00 1 . 00 . 64 . 92 . 83 ' 2 . 92 1 . 00 21 . 39 ' . 012 . 65 . 57 1. 09 1 . 09 . 73 1 . 00 . 91 3 . 33 1 . 09 21 . 48 ' . 012 . 70 . 61 1 . 18 1. 18 . 84 1 . 09 . 99 3 . 75 1 . 18 21 . 57 . 012 . 75 . 65 1 . 28 1. 28 . 95 1 . 18 1 . 07 4. 17 1. 24 21. 63 . 012 . 79 . 69 1 . 28 1. 28 . 95 1. 24 1 . 14 ' 4 . 58 1 . 34 21 . 73 * . 012 . 83 . 73 1. 38 1 . 38 1. 07 1 . 34 1. 21 5. 00 1. 45 21. 84 * . 012 . 87 . 77 1 . 48 1. 48 1. 19 1 . 45 1. 29 5 . 42 1 . 58 21 . 97 ' . 012 . 90 . 80 1. 58 1 . 58 1. 33 1 . 58 1 . 36 5 . 83 1 . 81 22. 20 . 012 . 94 . 84 1. 75 1 . 75 1 . 55 1 . 81 1 . 44 ' 6 . 25 1 . 94 22. 33 . 012 . 97 . 88 1. 84 1 . 84 1. 64 1 . 94 1 . 51 6. 67 2. 09 22. 48 " . 012 1 . 00 . 92 1 . 93 1. 93 1. 75 2 . 09 1. 58 7. 08 2 . 25 22 . 64 " . 012 1. 04 . 95 2. 02 2 . 02 1 . 85 2 . 25 1. 66 7. 50 2. 43 22. 82 . 012 1 . 07 . 99 2 . 13 2. 13 2. 00 2 . 43 1 . 74 7. 92 2. 64 23 . 03 . 012 1. 10 1 . 03 2. 27 2 . 27 2. 16 2 . 64 1 . 81 8 . 33 2. 77 23. 25 . 012 1 . 12 1 . 07 2 . 41 2 . 41 2. 33 2 . 86 1. 90 OVERFLOW ENCOUNTERED AT 8 . 33 CFS DISCHARGE 'IPE NO. 3 : 370 LF - 15"CP @ . 17% OUTLET : 20 . 38 INLET: 21 . 01 INTYP: 5 ' IUNC NO . 3 : OVERFLOW-EL: 24. 02 BEND: 0 DEG DIA/WIDTH: 4 . 0 0-RATIO: 1 . 50 0 ( CFS ) HW( FT ) HW ELEV. N-FAC DC DN TW DO DE HWO HWI ewxr»ifrffwfflwRiwfwf wf rxfffiwffff lxxixxxifwwww*rrxfifffxw»xfiirffff rlffwRxrx» ' 1 . 52 . 79 21. 80 * . 012 . 49 . 65 . 75 . 75 . 65 . 79 . 7x0 1 . 89 . 91 21 . 92 . 012 . 55 . 74 . 85 . 85 . 74 . 91 . 80 2. 27 1 . 03 22 . 04 ' . 012 . 61 . 84 . 93 . 93 . 84 1 . 03 . 90 ' 2. 65 1. 15 22 . 16 * . 012 . 66 . 95 1 . 01 1 . 01 . 95 1 . 15 1 . 00 3 . 03 1 . 32 22 . 33 . 012 . 71 1 . 10 1 . 10 1. 10 1 . 10 1 . 32 1 . 10 3 . 41 1. 64 22. 65 ` . 012 . 75 1 . 25 1 . 19 1. 19 1. 39 1 . 64 1 . 20 1 . 70 1 . Oq 9R . G1Q ' R19 70 1 99 1 9S 1 95 1 6q B.24 • � �.+ .l . vi . 014 . 0D 1 . 4D 1 . D7 I . DD 2. ND 4 . 416 1. 416 4. 55 2 . 83 23. 84 * . 012 . 87 1 . 25 1 . 45 1 . 46 2. 39 2. 83 1. 51 4 . 92 3 . 01 24. 32 • . 012 . 91 1. 25 1. 59 1. 59 2. 79 3. 31 1. 62 *** OVERFLOW ENCOUNTERED AT 4. 92 CFS DISCHARGE '•••.... 'IPE 140. 4 : 265 LF - 15"CP @ . 06% OUTLET: 21. 26 INLET: 21. 42 INTYP: 5 IUNC NO. 4: OVERFLOW-EL: 24. 20 BEND: 0 DEG DIA7WIDTH: 4 . 0 O-RAT [O: . 25 ' Q( CFS ) HWCFT9 HW ELEV. * N-FAC DC ON TW DO DE HWO HWI .sir.*+++wwwwwwiiw++#ss#xwwws:wr*+fwi+wwwwwwwww++*wwwwwrxww+++wwwswwwew++wwwir. . 61 . 56 21 . 98 • . 012 . 31 . 52 . 54 . 54 . 53 . 56 . 41 ' 76 . 65 22 . 07 • . 012 . 35 . 59 . 66 . 56 . 62 . 65 . 46 . 91 . 75 22. 17 . 012 . 38 . 65 . 78 . 78 . 72 . 75 . 50 1 . 06 . 85 22 . 27 . 012 . 41 . 72 . 90 . 90 . 83 . 85 . 55 ' 1. 21 1 . 00 22. 42 • . 012 . 44 . 78 1. 07 1. 07 . 99 1. 00 . 58 1 . 36 1 . 34 22. 75 . 012 . 47 . 85 1. 39 1 . 39 1 . 33 1. 34 . 62 1. 52 1 . 71 23. 13 • . 012 . 49 . 92 1 . 74 1. 74 1. 71 1 . 71 . 65 1 . 67 2. 14 23. 56 . 012 . 52 1 . 00 2. 15 2. 15 2. 14 2. 14 . 59 ' 1. 82 2. 60 24. 02 " . 012 . 54 1. 11 2. 58 2. 58 2. 59 2 . 60 . 72 ` 1 . 97 2. 78 24. 24 • . 012 . 56 1. 25 2. 76 2. 76 2 . 81 2. 82 . 75 ""••'"*••"•*'* OVERFLOW ENCOUNTERED AT 1. 97 CFS DISCHARGE •*••****"*•**'•' 'IPE NO. 5: 350 LF - 12" CP @ . 31% OUTLET : 21. 63 INLET: 22. 71 INTYP: 5 IUNC NO. 5: OVERFLOW-EL: 25. 41 BEND: 90 DEG DIA/WIDTH: 4. 0 0-RATIO: .50 '.. 9( CFS ) HW( FT ) HW ELEV. * M-FAC DC DN TW DO DE HWO HWI .++#wswwwxiw#rii#xwwwwwwwiir+ss#wwwwwwiirw+iwwwxwxwrf#+wwwwwxwxiwwi+swwrwxi++fi . 48 . 45 23. 16 . 012 . 29 . 33 . 35 . 35 . 33 . 45 . 40 ' 61 . 51 23 . 22 * . 012 . 33 . 37 . 44 . 44 . 37 . 51 . 45 . 73 . 55 23. 27 . 012 . 36 . 41 . 54 . 54 . 41 . 56 . 51 . 85 . 62 23. 33 * . 012 . 39 . 44 . 64 . 64 . 44 . 62 . 57 97 . 67 23. 38 . 012 . 42 . 48 . 79 . 79 . 48 . 67 . 62 1 . 09 . 74 23 . 45 * . 012 . 44 . 51 1 . 13 1. 13 . 55 . 74 . 67 1. 21 . 91 23. 62 ' . 012 . 47 . 54 1 . 50 1. 50 . 78 . 91 . 72 1 . 33 1. 41 24. 12 . 012 . 49 . 58 1 . 93 1 . 93 1. 28 1. 41 . 77 1. 45 1. 97 24. 68 .012 . 52 . 61 2. 39 2. 39 1 . 81 1. 97 . 82 1. 58 2 . 26 24. 97 . 012 . 54 . 54 2. 57 2 . 57 2 . 07 2 . 26 . 88 1. 70 2. 42 25. 13 ' . 012 . 56 . 68 2 . 61 2. 61 2 . 21 2. 42 . 93 1 . 82 2 . 58 25. 29 . 012 . 58 . 71 2. 63 2. 63 2 . 33 2. 58 . 98 1. 94 2 . 70 25 . 45 . 012 . 60 . 75 2 . 65 2 . 65 2. 46 2. 74 1. 04 "'"•*"'«"*"* OVERFLOW ENCOUNTERED AT 1 . 94 CFS DISCHARGE * •**wr+rwrw»iw+ir 'IPE NO. 6 : 42 LF - 8"CP @ 1 . 05% OUTLET: 23 . 02 INLET : 23 . 46 INTYP: 5 91CFSI HW( FT ) HW ELEV. • N-FAC DC ON TW DO DE HWO HWI „tr+++r*srwwwissr++swsww wxwswss+*+iwwwrwwww#rri++ww rr ww wwws+++swrrwwwrwsr++wwss . 32 . 35 23. 81 « . 012 . 27 . 23 . 14 . 23 . 27 "»*»* . 35 . 40 . 40 23 . 86 . 012 . 30 . 26 . 20 . 26 . 30 *** . 40 ' 48 . 45 23. 91 • . 012 . 33 . 28 . 25 . 28 . 33 '"«»* 45 . 57 . 50 23 . 96 * . 012 . 36 . 31 . 31 . 31 . 36 '"«"« . 50 . 65 . 55 24. 01 * . 012 . 38 . 33 . 36 . 36 . 38 '*"• . 55 ' . 73 . 60 24 . 01 * . 012 . 41 . 36 . 43 . 43 . 41 ""' . 60 . 81 . 64 24. 10 * . 012 . 43 . 38 . 60 . 60 . 43 •***' . 64 . 89 1 . 00 24 . 46 « . 012 . 45 . 40 1 . 10 1 . 10 . 86 1. 00 . 69 . 97 1 . 61 25. 07 ' . 012 . 47 . 43 1 . 66 1. 66 1 . 45 1 . 61 . 74 1 1 . 05 1 . 98 25. 44 ' . 012 . 49 . 45 1 . 95 1. 95 1. 78 1. 93 . 79 1 . 13 2 . 22 25. 68 * . 012 . 51 . 47 2. 11 2. 11 1. 99 2. 22 . 84 OVERFLOW ENCOUNTERED AT 1 . 13 CFS DISCHARGE \ f*wr*r•wrr#+r++r+rrwwrwwr PIPE FLOW PLUS WEIR FLOW »**ww#s#sswrrsrwwwsssrrrwsx 79 . 47 2 . 45 25 . 91 * . 012 . 53 . 50 2 . 27 2. 27 2 . 19 2 . 45 . 91 ;PECIFY : R - REVISE , N - NEWJOB, F - FILE , S - STOP ' 8.25 ) IPE NO. It 70 LF - 18"CP @ . 57% OUTLET: 19. 61 INLET: 20. 01 INTYP: 5 ' JUNC NO. 1: OVERFLOW-EL: 23 . 26 BEND: 90 DEG DIA/HIDTH: 4 . 0 Q-RATIO: . 20 Q( CFS ) HW( FT ) HW ELEV. " N-FAC DC ON TW DO DE HWO HMI ' •was+w+wrwxwwss+frw»rwww+w+w»wfrww wfr sit»+wwffwr»wwrw+w»xwwffwwws wr»xffrrsr+fwx 2 . 00 1. 17 21. 18 . 012 . 54 . 50 1. 50 1. 50 1 . 12 1 . 17 . 75 2 . 50 1. 21 21. 22 * . 012 . 60 . 56 1. 50 1. 50 1. 13 1 . 21 . 85 3. 00 1. 25 21. 26 " . 012 . 66 . 62 1. 50 1 . 50 1 . 13 1. 25 . 95 , 3. 50 1. 31 21. 32 " . 012 . 72 . 67 1. 50 1. 50 1. 15 1 . 31 1 . 05 4. 00 1. 36 21. 37 . 012 . 77 . 72 1. 50 1. 50 1. 16 1 . 36 1. 14 4 . 50 1. 43 21. 44 ' . 012 . 82 . 78 1. 50 1 . 50 1 . 18 1. 43 1. 24 ' 5. 00 1. 50 21. 51 " . 012 . 87 . 83 1. 50 1. 50 1. 20 1. 50 1. 33 5 . 50 1. 57 21. 58 " . 012 . 91 a8 1. 50 1. 50 1. 22 1. 57 1. 43 6. 00 1. 66 21 . 67 " . 012 . 95 . 93 1 . 50 1. 50 1. 25 1 .66 1. 53 6. 50 1. 74 21. 75 . 012 . 99 . 98 1. 50 1. 50 1. 28 1 . 74 1. 63 , 7. 00 1. 83 21 . 84 " . 012 1. 03 1 . 03 1. 50 1. 50 1. 32 1 . 83 1 . 73 7. 50 1. 93 21. 94 . 012 1. 07 1. 09 1. 50 1. 50 1. 36 1. 93 1. 83 8. 00 2. 03 22. 04 " . 012 1. 10 1 . 15 1. 50 1. 50 1. 41 2. 03 1 . 93 8. 50 2. 15 22. 16 ' . 012 1. 13 1 . 22 1. 50 1. 50 1. 47 2. 15 2. 05 9. 00 2. 29 22. 30 " . 012 1. 17 1. 31 1. 50 1. 50 1 . 54 2. 29 2. 18 9. 50 2. 43 22. 44 . 012 1. 20 1 . 50 1. 50 1. 50 1. 59 2 . 43 2. 32 10. 00 2. 57 22. 58 * . 012 1. 22 1. 50 1. 50 1. 50 1. 64 2. 57 2. 46 ' )IPE NO. 2: 45 LF - 18"CP @ . 73% OUTLET : 20. 06 INLET: 20. 39 INTYP: 5 , JUNC NO. 2: OVERFLOW-EL: 23. 15 BEND: 0 DEG DIA/HIDTH: 4. 0 Q-RATIO: . 10 Q( CFS ) HW( FT ) HW ELEV. N-FAC DC ON TW DO DE HWO HHI .rrsw+wwwwwwwwffrfwwwr+w+wwwfs+rrf»swsswwww»wwwwff+ww»f rt»wwwww+f+ssrwwwxffrwws 1. 67 . 86 21. 25 " . 012 . 49 . 42 1. 12 1. 12 . 79 . 86 . 66 2. 08 . 93 21. 32 ` . 012 . 55 . 48 1. 16 1. 16 . 83 . 93 . 75 2. 50 1. 00 21 . 39 * . 012 . 60 . 52 1. 20 1. 20 . 87 1 . 00 . 83 2 . 92 1 . 08 21. 47 " . 012 . 65 . 57 1. 26 1. 26 . 93 1 . 08 . 91 ' 3. 33 1 . 16 21. 55 . 012 . 70 . 61 1. 31 1. 31 . 99 1 . 16 . 99 3 . 75 1. 24 21. 63 * . 012 . 75 . 65 1 . 38 1. 38 1 . 06 1. 24 1 . 07 4. 17 1 . 34 21. 73 " . 012 . 79 . 69 1. 45 1. 45 1. 15 1 . 34 1 . 14 ' 4. 58 1. 44 21. 83 . 012 . 83 . 73 1. 52 1. 52 1. 24 1. 44 1. 21 5. 00 1 . 56 21. 95 ' . 012 . 87 . 77 1 . 61 1. 51 1 . 35 1 . 56 1 . 29 5 . 42 1 . 69 22. 08 " . 012 . 90 . 80 1. 69 1. 69 1 . 46 1 . 69 1. 36 5. 83 1 . 84 22. 23 * . 012 . 94 . 84 1 . 78 1. 78 1. 58 1 . 84 1 . 44 , 6. 25 1 . 98 / 22. 37 ' . 012 . 97 . 88 1 . 88 1. 88 1 . 68 1. 98 1. 51 6 . 67 2. 15 22. 54 " . 012 1. 00 . 92 1 . 98 1. 98 1. 81 2. 15 1. 58 7. 08 2 . 33 22. 72 " . 012 1 . 04 . 95 2 . 10 2. 10 1 . 94 2. 33 1. 55 , 7. 50 2. 54 22 . 93 ' . 012 1. 07 . 99 2 . 24 2. 24 2. 11 2. 54 1. 74 7. 92 2 . 75 23. 14 " . 012 1. 10 1 . 03 2 . 38 2. 38 2 . 27 2. 75 1. 82 8 . 33 2. 77 23. 37 . 012 1 . 12 1 . 07 2. 52 2. 52 2. 44 2 . 98 1 . 90 rr w+ w»wxwwwwwr+w OVERFLOW ENCOUNTERED AT 8 . 33 CFS DISCHARGE )IPE NO. 3: 370 LF - 15"CP @ . 17Z OUTLET: 20. 53 INLET : 21 . 01 INTYP : 5 ' JUNC NO. 3 : OVERFLOW-EL: 24. 02 BEND: 0 DEG DIA/HIDTH: 4 . 0 Q-RATIO : 1. 50 Q( CFS ) HW( FT ) HW ELEV. N-FAC DC DN TW DO DE HWO "WI ewwsrrr+rfw •rwr+rtwsxrf+wwwrxwr+r++r»rwr w»+wr»»wwrwfwwr wwrrsrrrtr+rwwxrwf sfsfws 1 . 52 . 79 21 . 80 * . 012 . 49 . 65 . 87 . 87 . 65 . 79 . 70 1. 89 . 91 21 . 92 * . 012 . 55 . 74 . 94 . 94 . 75 . 91 . 80 2 . 27 1 . 03 22. 04 * . 012 . 61 . 84 1 . 01 1. 01 . 85 1 . 03 . 90 , 2. 65 1. 17 22 . 18 ' . 012 . 66 . 95 1 . 09 1 . 09 . 98 1 . 17 1 . 00 3 . 03 1 . 35 22 . 36 " . 012 . 71 1 . 10 1. 17 1 . 17 1. 14 1. 35 1 . 10 3 . 41 1. 75 22 . 76 . 012 . 75 1 . 25 1 . 25 1 . 25 1 . 50 1 . 75 1 . 20 3 _ 79 9. 11 73 . 19 * _ 019 . 79 1 . 79 1 . 39 1 . 1�5 1 . 80 7. 11 1 . 30 ' B.26 4. 55 2. 94 23. 95 ' . 012 . 87 1. 25 1 . 57 1 . 57 2 . 50 2. 94 1. 51 4. 92 3 . 01 24. 42 . 012 . 91 1. 25 1. 70 1. 70 2. 90 5 . 41 1. 62 ♦x:wrxr►rwwrw»w» OVERFLOW ENCOUNTERED AT 4. 92 C"FS DISCHARGE ••••*'***wrrx»rrw ' ' IPE NO. 4: 265 LF - 15%P @ . 06% OUTLET: 21 . 26 INLET : 21. 42 INTYP: 5 ;UNC NO. 4: OVERFLOW-EL: 24. 20 BEND: 0 DEG DIA/WIDTH: 4 . 0 9-RATIO: . 25 O( CFS ) HW(-FTI HW ELEV. " N-FAC DC DN TW DO 1), HWO HHI �wrr»rrrrrwwwwxxrrr»»xr»»w»»r rw rxrxxra»»»raarrwrawtxwww.w»srr»»rwwx r wrrxxxw xxa: . 61 . 56 21. 98 . 012 . 31 . 52 . 54 . 54 . 53 . 56 . 41 75 . 65 22. 07 . 012 . 35 . 59 . 66 . 66 . 62 . 65 . 46 . 91 . 75 22. 17 ' . 012 . 38 . 65 . 78 . 78 . 72 . 75 . 50 1. 06 . 87 22. 29 . 012 . 41 . 72 . 92 . 92 . 85 . 87 . 55 ' 1 . 21 1 . 03 22. 45 * . 012 . 44 . 71 1 . 10 1. 10 1. 02 1. 03 . 58 1. 36 1. 45 22. 87 . 012 . 47 . 85 1. 50 1. 50 1. 44 1. 45 . 62 1. 52 1. 83 23. 25 * . 012 . 49 . 92 1 . 86 1 . 86 1 . 82 1. 83 . 65 1. 67 2. 25 23. 57 ' • . 012 . 52 1. 00 2. 25 2. 25 2. 24 2. 25 . 69 1 . 82 2. 71 24. 13 ' . 012 . 54 1. 11 2. 69 2. 69 2 . 71 2. 71 . 72 1. 97 2. 78 24. 24 . 012 . 56 1. 25 2. 76 2. 76 2. 81 2 . 82 . 75 `""'"**""*""• OVERFLOW ENCOUNTERED AT 1. 97 CFS DISCHARGE "'**"*"*'*•**** ' ' IPE NO. 5 . 350 LF - 12-CP @ . 31% OUTLET: 21. 63 INLET: 22. 71 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 25. 41 BEND: 90 DEG DIA/WIDTH: 4. 0 O-RATIO: . 50 '. 0( CFS ) HW( FT ) HW ELEV. N-FAC DC ON TW DO DE HWO HMI ,wrrrw»rrr»r»x»wx»»rrrrr»»w»wwxrwwwwwrrr♦wwrr»ww»»wwwww**errwwx»**wrrxxwr»rwxrx . 48 . 45 23. 15 ' . 012 . 29 . 33 . 35 . 35 . 33 . 45 . 40 61 . 51 23. 22 * . 012 . 33 . 37 . 44 . 44 . 37 . 51 . 46 . 73 . 56 23. 27 . 012 . 36 . 41 . 54 . 54 . 41 . 56 . 51 . 85 . 62 23 . 33 ' . 012 . 39 . 44 . 66 . 66 . 44 . 62 . 57 . 97 . 67 23. 38 . 012 . 42 . 48 . 82 . 82 . 48 . 57 . 62 1. 09 . 75 23. 46 . 012 . 44 . 51 1. 24 1. 24 . 59 . 75 . 67 1. 21 . 99 23. 70 . 012 . 47 . 54 1. 62 1 . 62 . 87 . 99 . 72 1 . 33 1. 51 24. 22 " . 012 . 49 . 58 2. 04 2. 04 1 . 38 1. 51 . 77 1 . 45 2 . 08 24. 79 . 012 . 52 . 61 2. 50 2. 50 1. 92 2 . 08 . B2 1 . 58 2 . 26 24. 97 . 012 . 54 . 64 2. 57 2. 57 2 . 07 2. 26 . 88 1 . 70 2 . 42 25. 13 * . 012 . 56 . 68 2. 61 2. 61 2. 21 2 . 42 . 93 1. 82 2, 58 21 , 21 ' . 012 . 58 . 71 2. 63 2 . 63 2 . 33 2. 58 . 98 1 . 94 2 . 70 25 . 45 012 . 60 . 75 2. 65 2. 65 2. 46 2. 74 1 . 04 OVERFLOW ENCOUNTERED AT 1. 94 CFS DISCHARGE **•'•'***•"****' ) IPE NO. 6. 42 LF - 8" CP @ 1 . 05% OUTLET : 23 . 02 INLET: 23 . 46 INTYP : 5 ' O( CFS ) HW( FT ) HW ELEV. * N-FAC DC ON TW DO DE HWO HWI •rw»»jZ»rrerr35wrrer*23 . 81rrrwr*O12 rrrr27rrwrz3rawr14r»*»23rrr»27xxwrre.rrrrr35 * . 40 . 40 23 . 86 . 012 . 30 . 26 . 20 . 26 . 30 "*"" . 40 48 . 45 23 . 91 * . 012 . 33 . 28 . 25 . 28 . 33 ""' . 45 57 . 50 23. 96 ' . 012 . 36 . 31 . 31 . 31 . 36 "'** . 50 . 65 . 55 24 . 01 . 012 . 38 . 33 . 36 . 36 . 38 *"** . 55 ' . 73 . 60 24. 05 f . 012 . 41 . 36 . 44 . 44 . 41 '*"*" . 60 81 . 54 24. 10 * . 012 . 43 . 38 . 68 . 68 . 43 ""' . 64 . 89 1 . 10 24. 56 . 012 . 45 . 40 1. 20 1 . 20 . 96 1. 10 . 69 . 97 1 . 73 25 . 19 * . 012 . 47 . 43 1 . 77 1. 77 1. 56 1 . 73 . 74 ' 1. 05 1. 98 25. 44 * . 012 . 49 . 45 1. 95 1 . 95 1 , 78 1 . 98 . 79 1. 13 2. 22 25. 68 . 012 . 51 . 47 2 . 11 2. 11 1 . 99rw*2 . 22»ra". 84 OVERFLOW ENCOUNTERED AT 1 . 13 CFS DISCHARGE wxfr»»xrrerr***»ar»*rwawa PIPE FLOW PLUS WEIR FLOW w»r wrra»»ar:rwr»wa:***rs*** 79 . 47 2 . 45 25. 91 * . 012 . 53 . 50 2 . 27 2 . 27 2 . 19 2 . 45 . 91 ;PECIFY : R - REVISE, N - NEWJOB , F - FILE , S - STOP ' B.27 = 2? .0 ' IPE NO. 1 : 70 LF - 18"CP @ . 57% OUTLET: 19. 61 INLET : 20. 01 INTYP: 5 ' IUNC NO. l : OVERFLOW-EL: 23. 26 BEND: 90 DEG DIA/WIDTH : 4. 0 0-RATIO: . 20 0( CFS ) HW( FT ) HW ELEV. ` N-FAC DC ON TW DO DE HWO HWI ' ♦rrrwsrrrasrr-yrwrsrrwrww»wwxxrrrrrrrrxxxwrwxrrwxf wrxrrrw wxwwwf rwrrxrwr w»ssrwwww 2. 00 2 . 06 22. 07 . 012 . 54 . 50 2 . 39 2 . 39 2 . 02 2. 06 . 75 2. 50 2. 08 22. 09 . 012 . 60 . 56 2 . 39 2. 39 2. 02 2. 08 . 85 , 3. 00 2. 12 22. 13 ' . 012 . 66 . 62 2. 39 2 . 39 2 . 04 2. 12 . 95 3. 50 2 . 17 22. 18 ' . 012 . 72 . 67 2. 39 2. 39 2 . 06 2. 17 1. 05 4. 00 2. 23 22. 24 * . 012 . 77 . 72 2. 39 2 . 39 2. 08 2. 23 1 . 14 4. 50 2. 29 22. 30 ' . 012 . 82 . 78 2. 39 2 . 39 2. 10 2. 29 1. 24 , 5. 00 2. 36 22 . 37 . 012 . 87 . 83 2. 39 2 . 39 2. 13 2. 36 1 . 33 5. 50 2. 44 22. 45 , ' . 012 . 91 . 88 2. 39 2 . 39 2. 15 2. 44 1. 43 6. 00 2. 52 22. 53 . 012 . 95 . 93 2. 39 2. 39 2. 18 2 . 52 1. 53 6. 50 2. 61 22. 62 . 012 . 99 . 98 2. 39 2. 39 2. 22 2. 61 1. 63 , 7. 00 2. 71 22. 72 . 012 1. 03 1. 03 2 . 39 2. 39 2. 25 2. 71 1. 73 7. 50 2. 82 22. 83 * . 012 1 . 07 1 .09 2 . 39 2. 39 2. 29 2. 82 1. 83 8 . 00 2 . 93 22. 94 ' . 012 1 . 10 1. 15 2 . 39 2. 39 2. 34 2. 93 1. 93 8. 50 3. 06 23 . 07 ' .012 1. 13 1. 22 2 . 39 2. 39 2. 38 3. 06 2. 05 9 . 00 3 . 18 23 . 19 . 012 1. 17 1. 31 2. 39 2. 39 2 . 43 3 . 18 2. 18 9. 50 3. 25 23 . 33 * . 012 1 . 20 1. 50 2 . 39 2. 39 2. 48 3. 32 2. 32 rxxwxwwrww:r»r»w OVERFLOW ENCOUNTERED AT 9. 50 CFS DISCHARGE 'IPE NO. 2 : 45 LF - 18"CP @ . 73% OUTLET: 20. 06 INLET: 20. 39 INTYP: 5 IUNC NO. 2: OVERFLOW-EL: 23. 16 BEND: 0 DEG DIA/WIDTH: 4. 0 0-RATIO: . 10 O( CFS ) HW( FT ) HW ELEV. N-FAC DC ON TW DO DE HWO HWI .srssr»rxxxww»ww+fsw**rwxwwwrrf rfsswwr wxxwxwxwwww»»rwxwxxrrwwwrwsrrrxw»xxwewrrw 1 . 67 1 . 71 22. 10 . 012 . 49 . 42 2. 01 2. 01 1. 69 1 . 71 . 67 2. 08 1. 75 22. 14 ' . 012 . 55 . 48 2. 03 2. 03 1. 72 1. 75 . 75 2 . 50 1 . 81 22. 20 ' . 012 . 60 . 52 2. 07 2. 07 1 . 76 1 . 81 . 84 ' 2 . 92 1 . 89 22. 28 • . 012 . 65 . 57 2. 12 2. 12 1 . 82 1. 89 . 92 3 . 33 1 . 97 22. 36 • . 012 . 70 . 61 2. 18 2. 18 1 . 88 1. 97 1 . 00 3. 75 2. 07 22. 46 . 012 . 75 . 65 2 . 24 2. 24 1. 96 2. 07 1 . 07 4 . 17 2 . 17 22. 56 . 012 . 79 . 69 2 . 31 2. 31 2. 04 2 . 17 1. 15 4 . 58 2. 29 22. 68 ' . 012 . 83 . 73 2. 39 2. 39 2 . 13 2. 29 1 . 22 5 . 00 2 . 42 22. 81 • . 012 . 87 . 77 2 . 47 2. 47 2. 23 2. 42 1 . 29 5 . 42 2. 56 22 . 95 ' . 012 . 90 . 80 2 . 55 2. 56 2 . 33 2 . 56 1 . 37 5 . 83 2. 71 23 . 10 ' . 012 . 94 . 84 2 . 66 2. 66 2 . 45 2 . 71 1 . 44 , 6 . 25 2 . 77 23. 27 . 012 . 97 . 88 2. 77 2 . 77 2 . 58 2. 88 1. 51 OVERFLOW ENCOUNTERED AT 6 . 25 CFS DISCHARGE ""rwrxrrrrrrrrrr ' IPE NO . 3 : 370 LF - 15"CP @ . 17% OUTLET: 20. 38 INLET : 21 . 01 INTYP: 5 ' IUNC NO. 3: 9VERFLOW-EL: 24. 02 BEND: 0 DEG DIA/WIDTH: 4 . 0 0-RATIO : 1. 50 0( CFS ) HW( FT ) HW ELEV. ` N-FAC DC ON TW DO DE HWO HWI , .x*r*r*sr»»rwwwfrwssrrrrxwrrrr r*r*fssrwrrwxxx*rr*r*r*srrwwwrrrarss rwrwww»rrrrrr 1 . 52 1 . 32 22. 33 ` . 012 . 49 . 65 1 . 72 1 . 72 1. 27 1 . 32 . 70 ' 1 . 89 1 . 48 22. 49 • . 012 . 55 . 74 1. 75 1 . 76 1. 40 1 . 48 . 80 2. 27 1 . 69 22. 70 . 012 . 61 . 84 1 . 82 1. 82 1 . 58 1 . 69 . 90 2. 65 1 . 95 22. 96 . 012 . 66 . 95 1 . 90 1 . 90 1 . 80 1 . 95 1 . 00 3. 03 2 . 24 23 . 25 ' . 012 . 71 1. 10 1 . 98 1 . 98 2. 04 2 . 24 1. 10 ' 3 . 41 2 . 57 23. 58 ' . 012 . 75 1 . 25 2 . 08 2 . 08 2 . 32 2 . 57 1. 20 3. 79 2 . 94 23 . 95 . 012 . 79 1 . 25 2. 18 2 . 18 2 . 64 2 . 94 1 . 30 4 . 17 3 . 01 24. 36 ' . 012 . 83 1 . 25 2. 30 2 . 30 2 . 98 3 . 35 1. 40 ' OVERFLOW ENCOUNTERED AT 4 . 17 CFS DISCHARGE "'" "" •`••"•"` 'IPF N(I. 4: ?R9 IF - 75"I:P 0 - 09% nItTIFTe 77 . 99 7NIFT > 77 . ti7 INTYP: S , B.28 ' Q( CFS ) HW( FT ) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI .w wx wwrwr*rrrwwwxxwxrrsit++rrwwwwwrr»ww:rww++w+w wwwwwwwwwrrr.++ww+wwawwrrrw+rrr . 61 . 93 22. 35 .012 . 31 . 52 1 . 07 1 . 07 . 93 . 93 . 41 ' 76 01 . 10 22. 52 * . 012 . 35 . 59 1. 23 1. 23 1. 10 1. 10 . 46 91 1. 33 22 . 75 • . 012 . 58 . 65 1. 44 1 . 44 1. 33 1. 33 . 50 1 . 06 1 . 60 23. 02 * .012 . 41 . 72 1. 70- 1. 70 1. 60 1 . 50 . 55 1. 21 1 . 91 23. 33 . 012 . 44 . 78 1. 99 1 . 99 1. 91 1. 91 . 58 1 . 36 2-27. 23. 59 * . 012 . 47 . 85 2. 32 2. 32 2 . 25 2 . 27 . 52 1. 52 2. 66 24 . 03 . 012 . 49 . 92 2. 69 2. 69 2 . 65 2. 56 . 65 1 . 67 2. 76 24. 18 ` . 012 . 52 1. 00 2. 76 2. 76 2. 75 2. 76 . 69 ' 1. 82 2 . 78 24. 23 . 012 . 54 1. 11 2. 83 2. 83 2 . 85 2 . 86 . 72 *•**"********'" OVERFLOW ENCOUNTERED AT 1. 82 CFS DISCHARGE *"•'****'•******* 'IRE NO. 5= 350 LF - 12"CP @ . 31% OUTLET : 21. 63 INLET: 22. 71 INTYP: 5 IUNC NO. 5: OVERFLOW-EL: 25. 41 BEND: 90 DEG DIA/WIDTH: 4. 0 Q-RATIO: . 50 ' Q( CfS ) HW( FT ) HW ELEV. • N-FAC DC ON TW DO DE HWO HWI .*wrwwrw+wxwwrwxwr:w+xrwrwrwww♦rwwwwwxrrrrrw x:r+www*wrrrwwwww»wrw+rrrrr+wwww»»w . 48 . 45 23. 16 • . 012 . 29 . 33 . 72 . 72 . 33 . 45 . 40 61 . 51 23. 22 ' . 012 . 33 . 37 . 89 . 89 . 37 . 51 . 46 ' 73 . 57 23. 28 . 012 . 36 . 41 1. 12 1. 12 . 44 . 57 . 51 . 85 . 68 23 . 39 ' . 012 . 39 . 44 1 . 39 1. 39 . 58 . 68 . 57 . 97 . 92 23. 63 . 012 . 42 . 48 1 . 70 1. 70 . 84 . 92 . 62 ' 1. 01 1 . 35 24 . 06 " 012 . 44 . 51 2 . 06 2. 06 1. 26 1. 35 . 67 1. 21 1. 83 24. 54 ' . 012 . 47 . 54 2 . 45 2. 45 1. 72 1 . 83 . 72 1 . 33 2 . 02 24. 73 * . 012 . 49 . 58 2. 55 2. 55 1. 89 2. 02 . 77 1. 45 2 . 15 24. 86 * . 012 . 52 . 61 2. 57 2. 57 1. 99 2. 15 . 82 ' 1 . 58 2. 30 25. 01 . 012 . 54 . 64 2. 61 2. 61 2. 11 2. 30 . 88 1. 70 2 . 45 25. 16 * . 012 . 56 . 68 2. 63 2 . 63 2. 23 2. 45 . 93 1. 82 2 . 60 25. 31 * . 012 . 58 . 71 2. 65 2. 65 2 . 35 2 . 60 . 98 1. 94 2 . 70 25. 47 . 012 . 60 . 75 2. 67 2. 67 2 . 47 2 . 76 1. 04 x»»»wrw.».+wxxw OVERFLOW ENCOUNTERED AT 1 . 94 CFS DISCHARGE ""•**'•'*•'**'*** 'IRE NO. 6: 42 LF - 8"CP @ 1. 05I OUTLET: 23 . 02 INLET: 23 . 46 INTYP: 5 Q( CFS ) HW( FT ) HW ELEV. N-FAC OC ON TW DO DE HWO HWI of rrw+wwx»www+...++w+wwwwr.w..+wwwwx»»ww+r......+w+xw:w.».rsrwww»wr+rr..rr w+wrw 32 . 35 23 . 81 . 012 . 27 . 23 . 14 . 23 . 27 * •**" 35 . 40 . 40 23 . 86 * . 012 . 30 . 25 . 20 . 26 . 30 ***** . 40 . 48 . 45 23. 91 ' . 012 . 33 . 28 . 26 . 28 . 33 ****" . 45 57 . 50 23. 96 . 012 . 36 . 31 . 37 . 37 . 36 •"•• . 50 . 65 . 55 24. 01 . 012 . 38 . 33 . 61 . 61 . 38 "•" 55 . 73 . 82 24. 28 ' . 012 . 41 . 36 1 . 04 1 . 04 . 73 . 82 . 60 . 81 1. 35 24. 81 ' . 012 . 43 . 38 1. 52 1. 52 1 . 24 1 . 35 . 64 89 1. 60 25. 06 ' . 012 . 45 . 40 1 . 71 1 . 71 1 . 46 1 . 60 . 69 . 97 1. 79 25. 25 . 012 . 47 . 43 1. 84 1. 84 1 . 63 1 . 79 . 74 1 . 05 2 . 02 25. 48 ' . 012 . 49 . 45 1 . 99 1 . 99 1 . 82 2. 02 . 79 OVERFLOW ENCOUNTERED AT 1. 05 CFS DISCHARGE "***"**"•"""'* e.rr wwwwwwwxr...r++ww»w+r. PIPE FLOW PLUS WEIR FLOW ***'*•*""***"*w.w+wr+w+r» 32. 78 2. 24 25. 70 . 012 . 51 . 47 2. 14 2. 14 2 . 01 2 . 24 . 84 >PECIFY : R - REVISE . N - NEW.IOB . F - FILE . S - STOP ' B.29 ' IPE NO. 1 : 150 LF - 24"CP @ . 27% OUTLET : 19. 36 INLET: 19. 76 INTYP: 5 , IUNC NO. 1 : OVERFLOW-EL: 22. 76 BEND : 0 DEG DIA/WIDTH : 4. 0 ®-RATIO: . 04 O( CFS ) HW( FT ) HW ELEV. ' N-FAC DC DN TW DO DE HWO HWI , rwwrwrr warwrf-f rr wwssssws wwsswwxwxx wwtwwwxwwwwwwxf rf xrfsfsrrwrfssww wxwfwffaxrfff 4. 00 1. 05 20. 81 . 012 . 71 . 78 . 45 . 71 . 78 1. 05 . 95 4. 50 1. 11 20. 87 ' . 012 . 75 . 83 . 45 . 75 . 83 1. 11 1. 01 5. 00 1. 17 20. 93 ' . 012 . 79 . 88 . 45 . 79 . 88 1. 17 1. 07 5. 50 1. 23 20. 99 ' . 012 . 83 . 93 . 45 . 83 . 93 1. 23 1 . 13 6 . 00 1. 29 21. 05 . 012 . 87 . 97 . 45 . 87 . 97 1. 29 1. 18 6. 50 1. 34 21 . 10 ' . 012 . 91 1 . 02 . 45 . 91 1. 02 1. 34 1. 23 ' 7. 00 1. 39 21. 15 ' . 012 . 94 1 . 07 . 45 . 94 1. 07 1. 39 1. 28 7. 50 1 . 44 21 . 20 " . 012 . 98 1 . 11 . 45 . 98 1 . 11 1. 44 1. 33 8 . 00 1. 49 21. 25 . 012 1. 01 1. 16 . 45 1 . 01 1. 16 1. 49 1. 38 8. 50 1. 54 21 . 30 * . 012 1. 04 1 . 20 . 45 1 . 04 1. 20 1. 54 1. 42 t 9 . 00 1 . 58 21. 34 * . 012 1 . 08 1. 25 . 45 1. 08 1. 25 1 . 58 1 . 47 9. 50 1. 65 21. 39 * . 012 1. 11 1. 30 . 45 1. 11 1. 30 1. 63 1. 51 10. 00 1. 67 21. 43 ' . 012 1. 14 1. 35 . 45 1. 14 1. 35 1 . 67 1. 55 , 10. 50 1. 71 21. 47 ' . 012 1. 17 1. 40 . 45 1. 17 1. 40 1. 71 1. 60 11. 00 1. 76 21. 52 . 012 1. 19 1. 45 . 45 1. 19 1. 45 1. 76 1. 64 11. 50 1. 80 21 . 56 ' . 012 1. 22 1. 50 . 45 1 . 22 1. 50 1. 80 1. 68 12 . 00 1. 85 21. 51 . 012 1. 25 1. 56 . 45 1. 25 1. 56 1. 85 1. 72 ' 12. 50 1. 90 21. 66 . 012 1. 28 1. 62 . 45 1. 28 1. 62 1. 90 1. 76 13. 00 1. 95 21. 71 . 012 1. 30 1. 70 . 45 1. 30 1. 70 1 . 95 1. 80 13. 50 2. 00 21. 76 ' . 012 1. 33 1 . 81 . 45 1 . 33 1. 75 2 . 00 1 . 83 , 14. 00 2. 05 21. 81 " . 012 1 . 35 2. 00 . 45 1. 35 1 . 80 2. 05 1. 87 'IPE NO. 2: 150 LF - 24"CP @ . 27% OUTLET: 19. 76 INLET : 20. 16 INTYP: 5 , IUNC NO. 2 : OVERFLOW-EL: 23 . 16 BEND: 0 DEG DIA/WIDTH: 4 . 0 0-RATIO: . 04 0( CFS ) HW( FT ) HW ELEV. ' N-FAC DC DN TW DO DE HWO HWI .wwxwxrxwxxxffffrfwrssffwwxw wwwwwwxwxwrwwfrxrsrrssss swrwwwrwwxwwrwwwfww.s sfssws ' 3 . 85 1. 03 21 . 19 ' . 012 . 69 . 76 1 . 05 1. 05 . 80 1 . 03 . 93 4 . 33 1. 10 21 . 26 * . 012 . 74 . 81 1 . 11 1. 11 . 86 1 . 10 . 99 4. 81 1. 16 21 . 32 * . 012 . 78 . 86 1 . 17 1. 17 . 92 1 . 15 1 . 05 , 5. 29 1. 22 21 . 38 * . 012 . 82 . 91 1 . 23 1. 23 . 98 1. 22 1. 10 5. 77 1 . 28 21. 44 * . 012 . 85 . 95 1 . 29 1. 29 1. 04 1. 23 1 . 15 6. 25 1. 33 21 . 49 ' . 012 . 89 1 . 00 1. 34 1 . 34 1. 09 1 . 33 1 . 21 5. 73 1 . 39 21 . 55 . 012 . 92 1. 04 1 . 39 1 . 39 1. 15 1 . 39 1. 25 ' 7. 21 1. 45 21 . 61 ' . 012 . 96 1 . 09 1 . 44 1. 44 1 . 21 1 . 45 1 . 30 7. 69 1 . 50 21. 56 ' . 012 . 99 1. 13 1 . 49 1 . 49 1. 26 1. 50 1 . 35 8. 17 1 . 55 21. 71 . 012 1. 02 1. 17 1 . 54 1. 54 1 . 32 1. 55 1. 39 , 8 . 65 1 . 60 21 . 76 ' . 012 1 . 05 1 . 22 1. 58 1 . 58 1 . 37 1 . 60 1 . 44 9. 13 1. 65 21. 81 ' . 012 1. 08 1. 26 1 . 63 1. 63 1. 43 1. 65 1. 48 9 . 62 1 . 70 21. 86 . 012 1 . 11 1 . 31 1. 67 1 . 67 1. 48 1 . 70 1. 52 10. 10 1 . 75 21 . 91 ' . 012 1. 14 1. 36 1 . 71 1. 71 1. 54 1 . 75 1 . 56 ' 10. 58 1. 81 21 . 97 ' . 012 1 . 17 1 . 40 1. 76 1 . 76 1. 50 1 . 81 1 . 60 11 . 06 1 . 86 22. 02 ' . 012 1. 20 1. 45 1 . 80 1. 80 1 . 66 1 . 86 1 . 64 11. 54 1. 92 22. 08 . 012 1 . 22 1 . 50 1. 85 1. 85 1. 73 1 . 92 1 . 68 , 12 . 02 1 . 98 22. 14 * . 012 1. 25 1 . 56 1. 90 1 . 90 1. 80 1. 98 1 . 72 12 . 50 2. 06 22. 22 ' . 012 1 . 28 1 . 62 1. 95 1 . 95 1 . 89 2 . 06 1 . 76 12 . 98 1. 95 22 . 11 . 012 1 . 30 1. 69 2. 00 2 . 00 1 . 69 1 . 95 1 . 79 13 . 46 2 . 28 22 . 44 ' . 012 1 . 33 1. 80 2 . 05 2. 05 2. 10 2 . 28 1 . 83 ' ' IPE NO. 3 : 150 LF - 24"CP @ . 27% OUTLET: 20. 16 INLET : 20. 57 INTYP : 5 ' JUNC NO . 3 : OVERFLOW-EL: 23. 60 BEND: 0 DEG DIA/WIDTH : 4. 0 O-RATIO: . 50 0( CFS ) HW( FT ) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI •xrwwwsswwwxrfwwwswsr♦wwwwrwfwxfwrwrsrrrfswrrrs:swxrwsw*swerwwwrwwrrssrsswrarfw , B.30 I . / u 1 . 01 41 . J0 . u14 UJ . / J 1 . 0J 1. 01 . . • . . 01 . tl1 4. 16 1. 07 21. 64 ' . 012 . 72 . 79 1. 10 1. 10 . 83 1. 07 . 97 4. 62 1 . 13 21. 70 . 012 . 76 . 84 1. 16 1. 16 . 89 1 . 13 1. 02 5 . 09 1. 19 21. 76 ` . 012 . 80 . 83 1. 22 1. 22 . 95 1 . 19 1. 08 ' 1 , 55 1. 25 21. 82 012 . 84 . 92 1. 28 1. 28 1 . 01 1. 25 1. 11 6. 01 1. 31 21. 88 * . 012 . 87 . 97 1. 33 1. 33 1 . 07 1 . 31 1. 18 6 . 47 1. 36 21. 93 . 012 . 91 1 . 01 1. 39 1. 39 1 . 13 1 . 36 1. 23 y 6. 93 1. 42 21. 99 * . 012 . 94 1. 05 1. 45 - 1. 45 1. 19 1 . 42 1. 27 7. 40 1 . 47 22. 04 " . 012 . 97 1. 10 1 . 50 1. 50 1. ':4 1 . 47 1. 32 7. 86 1:52 22. 09 . 012 1.00 1. 14 1. 55 1. 55 1 . 30 1 . 52 1 . 36 8. 32 1. 57 22. 14 " . 012 1. 03 1. 18 1. 60 1. 60 1. 36 1. 57 1. 40 8. 78 1. 63 22. 20 ' . 012 1. 06 1. 22 1. 65 1. 65 1 . 42 1 . 63 1. 44 ' 9. 25 1. 68 22. 25 ' . 012 1 . 09 1. 26 1. 70 1. 70 1. 48 1. 68 1 . 48 9. 71 1 . 73 22 . 30 ' . 012 1 . 12 1. 31 1. 75 1. 75 1 . 54 1 . 73 1. 52 10. 17 1 . 79 22. 36 ' . 012 1 . 15 1. 35 1. 81 1 . 81 1 . 61 1. 79 1 . 56 ' 10. 63 1 . 85 22. 42 ' . 012 1 . 17 1 . 40 1. 86 1. 86 1 . 68 1 . 85 1. 60 11. 09 1. 92 22. 49 . 012 1. 20 1. 44 1. 92 1. 92 1. 76 1. 92 1 . 64 11. 56 2 . 01 22. 58 ' . 012 1. 23 1. 49 1. 98 1. 98 1 . 85 2. 01 1. 67 12. 02 2 . 15 22. 72 * . 012 1. 25 1. 54 2. 06 2. 06 2. 02 2. 15 1. 71 1 12 . 48 2. 04 22. 61 ' . 012 1. 28 1 . 60 1. 95 1. 95 1 . 87 2 . 04 1. 75 12. 94 2 . 44 23. 01 ' . 012 1 . 30 1. 66 2. 28 2. 28 2. 29 2. 44 1 . 78 'IPE NO. 4: 150 LF - 18"CP @ . 27% OUTLET: 20. 57 INLET: 20. 97 INTYP: 5 )UNC NO. 4: OVERFLOW-EL: 24. 00 BEND: 0 DEG DIA/WIDTH: 4. 0 0-RATIO: . 10 ' ®( CFS ) HW( FT ) HW ELEV. N-FAC DC DN TW DO DE HWO HWI .wxwxxxxxxwwrrrrrwrw+xwawrww rrww rwawrrrwrww•wxxxxwxwrwrwrwrtwr+r+wrrw wwxwwx►xxx 2. 47 . 91 21. 88 . 012 . 60 . 68 1. 01 1. 01 . 75 . 91 . 81 ' 2 . 77 . 97 21 . 94 ' . 012 . 64 . 73 1. 07 1 . 07 . 81 . 97 . 87 3. 08 1. 04 22. 01 " . 012 . 67 . 78 1. 13 1 . 13 . 88 1 . 04 . 92 3 . 39 1. 10 22. 07 ' . 012 . 71 . 82 1. 19 1 . 19 . 94 1. 10 . 97 3. 70 1. 15 22. 13 . 012 . 74 . 87 1. 25 1. 25 1 . 01 1 . 16 1. 01 4 . 01 1. 22 22. 19 * . 012 . 77 . 91 1. 31 1 . 31 1. 08 1 . 22 1. 06 r ; 4, 31 1 . 29 22. 26 " . 012 . 80 . 96 1. 36 1. 36 1 . 15 1 . 29 1. 10 4. 52 1. 36 22. 33 . 012 . 83 1. 01 1. 42 1 . 42 1. 23 1 . 36 1. 15 4. 93 1 . 43 22, 40 ' 012 . 86 1 . 01 1. 47 1. 41 1 . 31 1 . 43 1 . 19 5 . 24 1. 53 22. 50 . 012 . 89 1 . 11 1 . 52 1. 52 1. 41 1 . 53 1. 23 5. 55 1 . 65 22. 62 ' . 012 . 91 1 . 17 1. 57 1. 57 1 . 53 1. 65 1 . 27 5. 86 1. 75 22. 72 ' . 012 . 94 1 . 23 1 . 63 1 . 63 1 . 62 1 . 75 1. 31 ' 6 . 16 1 . 86 22. 83 . 012 . 96 1 . 31 1 . 68 1 . 68 1 . 72 1 . 86 1. 35 5. 47 1. 98 22. 95 . 012 . 99 1 . 50 1. 73 1 . 73 1. 82 1 . 98 1. 39 6 . 78 2 . 10 23 . 07 . 012 1 . 01 1. 50 1. 79 1. 79 1 . 92 2 . 10 1 . 43 7. 09 2 . 23 23 . 20 . 012 1. 04 1 . 50 1 . 85 1. 85 2. 03 2 . 23 1. 47 ' 7. 40 2 . 36 23 . 33 . 012 1 . 06 1 . 50 1 . 92 1. 92 2 . 15 2 . 36 1 . 51 7. 70 2 . 52 23. 49 . 012 1 . 08 1 . 50 2 . 01 2. 01 2. 29 2. 52 1. 55 8. 01 2. 75 23 . 72 • . 012 1 . 10 1 . 50 2 . 15 2. 15 2 . 50 2 . 75 1 . 59 8 . 32 2 . 70 23 . 67 ' . 012 1 . 12 1 . 50 2. 04 2. 04 2 . 44 2. 70 1 . 63 8. 53 3. 03 24. 15 ' . 012 1 . 14 1. 50 2 . 44 2. 44 2. 91 3. 19 1 . 67 OVERFLOW ENCOUNTERED AT 8 . 63 CFS DISCHARGE *"•'**'*•"wrwwwe 'IPE NO. 5 : 150 LF - 18"CP @ . 27% OUTLET: 20 . 97 INLET: 21 . 38 INTYP: 5 IUNC NO. 5 : OVERFLOW-EL: 24 . 40 BEND: 0 DEG DIA/WIDTH: 4 . 0 O-RATIO: . 12 0( CFS ) HW ( FT ) HW ELEV. * N- FAC DC DN TW DO DE HWO HWI .wwwrrerwwrwrwrr rrtr*xrrrxxx wrxrwwrxwrwrrxxrrrxrwwrrrrwrrrrrrrrwwrwrrrrrrrrrwww 2 . 24 . 85 22 . 23 * . 012 . 57 . 64 . 91 . 91 . 67 . 85 . 77 ' 2 . 52 . 91 22. 29 . 012 . 61 . 69 . 97 . 97 . 73 . 91 . 82 2 . 30 . 97 22 . 35 . 012 . 64 . 73 1 . 04 1 . 04 . 79 . 97 . 87 3 . 08 1 . 03 22. 41 ' 012 . 11 . 77 1 . 10 1 . 10 . 85 1 . 03 . 92 3 . 36 1. 08 22 . 46 . 012 . 70 . 81 1 . 16 1 . 16 . 91 1. 08 . 96 3 . 64 1 . 14 22. 52 * . 012 . 73 . 85 1. 22 1 . 22 . 98 1 . 14 1. 01 3. 92 1 . 20 22 . 58 ' . 012 . 75 . 89 1. 29 1. 29 1. 05 1. 20 1. 05 4. 20 1 . 27 22 . 65 " . 012 . 79 . 94 1. 36 1 . 36 1. 13 1 . 27 1. 09 ' 4. 48 1 . 35 22. 73 012 . 82 . 98 1 . 43 1. 43 1 . 22 1 . 35 1 . 13 B.31 • I � . 4, 4 4 . 0 7 . A 1 4 . 34 1 . tlL 1 . JJ 1. ]J 1. .)0 1. 4/ 1. 1/ 5. 04 1 . 64 23 . 02 ' . 012 . 37 1. 07 1 . 65 1. 65 1. 54 1 . 64 1 . 21 ' 5. 32 1 . 79 23. 17 . 012 . 89 1. 11 1. 75 1. 75 1. 67 1. 79 1. 25 5 . 60 1 . 95 23. 33 . 012 . 92 1. 16 1. 86 1. 86 1. 82 1. 95 1. 29 5 . 38 2. 11 23 . 49 * . 012 . 94 1. 22 1. 98 1. 98 1 . 97 2. 11 1. 32 6 . 16 2 . 28 23. 65 . 012 . 96 1 . 29 2. 10 2. 10 2. 13 2. 28 1. 36 ' 6. 44 2. 46 23 . 84 ' . 012 . 99 1. 50 2. 23 2. 23 2 . 30 2. 46 1 . 40 6 . 72 2. 66 24. 04 ' . 012 1. 01 1 . 50 2. 36- 2. 36 2. 48 2. 66 1 . 43 7. 00 2. 88 24. 26 ' . 012 1. 03 1. 50 2. 52 2. 52 2 . 68 2 . 88 1. 47 ' 7. 28 3.02- 24. 54 . 012 1 . 05 1. 50 2. 75 2. 75 2 . 95 3 . 16 1 . 51 OVERFLOW ENCOUNTERED AT 7. 28 CFS DISCHARGE ""'"""* ...*"** 'IPE NO. 6 : 150 LF - 18"CP @ . 27% OUTLET: 21 . 38 INLET: 21. 78 INTYP : 5 , IUNC NO. 6 : OVERFLOW-EL: 24. 78 BEND: 0 DEG DIA/WIDTH : 4. 0 0-RATIO : . 13 O( CFS ) HW( FT ) HW ELEV. ` N-FAC DC ON TW DO DE HWO HWI ' .xwwxx....xlxxwwxxxxwwiixxxw xxwxxxxxxx#xi#fiw#xfxxxxwwx#t#if xxfxxxwx#xxt#Rxxxxx 2. 00 . 81 22 . 59 ' . 012 . 54 . 61 . 85 . 85 . 63 . 81 . 73 2. 25 . 86 22. 64 ' . 012 . 57 . 65 . 91 . 91 . 68 . 86 . 77 , 2 . 50 . 91 22. 59 . 012 . 60 . 69 . 97 . 97 . 73 . 91 . 82 2. 75 . 96 22. 74 ' . 012 . 63 . 73 1. 03 1. 03 . 79 . 96 . 86 3 . 00 1 . 01 22. 79 ' . 012 . 66 . 76 1 . 08 1. 08 . 84 1. 01 . 91 ' 3. 25 1 . 07 22 . 85 . 012 . 69 . 80 1. 14 1. 14 . 90 1 . 07 . 95 3. 50 1. 12 22. 90 ' . 012 . 72 . 84 1. 20 1. 20 . 96 1. 12 . 99 3. 75 1. 18 22. 96 * . 012 . 75 . 88 1. 27 1. 27 1 . 03 1 . 18 1. 03 4 . 00 1. 25 23. 03 " . 012 . 77 . 91 1. 35 1. 35 1. 11 1. 25 1 . 05 , 4. 25 1 . 36 23 . 14 * . 012 . 80 . 95 1. 47 1. 47 1. 25 1. 36 1. 10 4. 50 1 . 56 23. 34 .012 . 82 . 99 1. 64 1. 64 1 . 47 1 . 56 1 . 14 4. 75 1 . 74 23. 52 " . 012 . 84 1. 03 1 . 79 1. 79 1. 65 1. 74 1. 17 5. 00 1. 94 23 . 72 . 012 . 87 1 . 07 1. 95 1. 95 1 . 84 1 . 94 1 . 21 , 5. 25 2 . 14 23 . 92 ' . 012 . 89 1. 11 2. 11 2. 11 2. 03 2. 14 1. 24 5. 50 2. 36 24. 14 * . 012 . 91 1 . 16 2. 28 2. 28 2. 23 2. 36 1. 28 5 . 75 2. 59 24 . 37 ' . 012 . 93 1. 21 2. 46 2. 46 2. 45 2. 59 1 . 31 ' 6 . 00 2. 83 24. 61 ` . 012 . 95 1 . 27 2. 66 2. 66 2. 68 2. 83 1 . 34 6. 25 3 . 00 24 . 87 . 012 . 97 1 . 35 2 . 88 2 . 88 2. 93 3. 09 1 . 38 .wwwxxwx#xixiwwx OVERFLOW ENCOUNTERED AT 6. 25 CFS DISCHARGE ""www...wwx www#x 'IPE NO. 7: 150 LF - 18" CP @ . 27% OUTLET: 21. 78 INLET : 22 . 19 INTYP: 5 IUNC NO. 7: OVERFLOW-EL: 25. 20 BEND: 0 DEG DIA/WIDTH: 4. 0 O-RATIO : . 16 , O( CFS ) HW( FT ) HW ELEV. ` N-FAC DC ON TW DO DE HWO HWI �w.w.w. ff..wawwwwxw#xwf wawa.#x..wwwww wwwwwwxwww...a.wwxwwxwwwwwwiw..ww w.w..xww 1 . 77 . 75 22 . 94 ' . 012 . 51 . 57 . 81 . 81 . 57 . 75 . 68 ' 1 . 99 . 80 22. 99 ' . 012 . 54 . 60 . 86 . 86 . 62 . 80 . 73 2. 21 . 85 23 . 04 ' . 012 . 57 . 64 . 91 . 91 . 67 . 85 . 77 2 . 44 . 90 23. 09 * . 012 . 60 . 67 . 96 . 96 . 71 . 90 . 81 , 2. 66 . 94 23 . 13 ' . 012 . 62 . 71 1 . 01 1. 01 . 76 . 94 . 85 2 . 88 . 99 23. 18 . 012 . 65 . 74 1 . 07 1 . 07 . 81 . 99 . 89 3 . 10 1. 04 23 . 23 ' . 012 . 67 . 77 1 . 12 1. 12 . 86 1 . 04 . 93 3 . 32 1. 09 23 . 28 . 012 . 70 . 81 1. 18 1 . 18 . 92 1. 09 . 96 , 3 . 54 1 . 14 23 . 33 ' . 012 . 72 . 84 1 . 25 1. 25 . 99 1 . 14 1 . 00 3 . 76 1. 22 23. 41 ' . 012 . 75 . 87 1 . 36 1 . 36 1 . 09 1 . 22 1. 03 3. 98 1 . 40 23 . 59 . 012 . 77 . 90 1 . 56 1. 56 1 . 31 1. 40 1. 07 ' 4 . 21 1. 62 23 . 81 . 012 . 79 . 94 1 . 74 1 . 74 1 . 54 1 . 62 1. 10 4. 43 1 . 84 24 . 03 * . 012 . 81 . 97 1 . 94 1. 94 1 . 76 1 . 84 1. 13 4. 65 2. 08 24 . 27 ' . 012 . 83 1. 00 2 . 14 2. 14 1. 98 2 . 08 1 . 16 4 . 87 2 . 33 24. 52 ' . 012 . 85 1 . 04 2 . 36 2. 36 2 . 23 2 . 33 1 . 20 ' 5. 09 2 . 59 24 . 78 . 012 . 87 1. 07 2 . 59 2 . 59 2 . 48 2 . 59 1 . 23 5 . 31 2. 87 25. 06 ' . 012 . 89 1 . 11 2 . 83 2. 83 2 . 74 2 . 87 1 . 26 5 . 53 3 . 01 25. 27 . 012 . 91 1 . 15 3. 00 3 . 00 2. 94 3 . 08 1 . 29 OVERFLOW ENCOUNTERED AT 5. 53 CFS DISCHARGE *'*"***"'*'*'*"* * I 'IPE NO. 8 : 150 LF - 18"CP @ . 27x OUTLET: 22 . 19 INLET : 22 . 59 INTYP : 5 , B.32 Q( CFS ) HW( FT ) HW ELEV. ' N-FAC DC ON TW DO DE HWO v HWIu er*fw.rwswwwwwxw*wwwww»wwfrxwxxwxwxw wwx*wswrwwwwfwww.w..x.wwrw»xx wwwxwr..xx:x»» 1. 53 . 67 23 . 26 * . 012 . 47 . 53 . 75 . 75 . 53 . 67 . 60 ' 1. 72 . 71 23 . 30 ' . 012 . 50 . 56 . 80 . 80 . 57 . 71 . 64 1. 91 . 75 23 . 34 * . 012 . 53 . 59 . 85 . 85 . 62 . 75 . 67 2. 19 . 73 23 . 37 ` . 012 . 55 . 62 . 90 . 90 . 66 . 78 . 70 2 . 29 . 81 23 . 40 . 012 . 58 . 66 . 94 . 94 . 70 . 81 . 72 2. 48 .84 23 . 43 " . 012 . 60 . 69 . 99 . 99 . 74 . 84 . 75 2. 67 . 87 23 . 45 . 012 . 63 . 71 1. 04 1. 04 . 78 . 87 . 77 2. 86 . 90 23. 49 " . 012 . 65 . 74 1. 09 1 . 09 . 83 . 90 . 79 ' 3. 05 . 93 23 . 52 * . 012 . 67 . 77 1. 14 1. 14 . 88 . 93 . 81 3 . 24 . 97 23. 56 . 012 . 69 . 80 1 . 22 1. 22 . 95 . 97 . 83 3 . 44 1 . 12 23 . 71 " . 012 . 71 . 83 1. 40 1. 40 1. 12 1. 09 . 84 3 . 63 1 . 31 23. 95 * . 012 . 73 . 86 1. 61 1. 62 1 . 36 1 . 28 . 86 3 . 82 1 . 62 24 . 21 . 012 . 75 . 89 1. 84 1. 84 1 . 62 1. 52 . 97 4. 01 1. 87 24. 46 * . 012 . 77 . 91 2 . 08 2. 08 1 . 87 1. 75 . 89 4. 20 2 . 14 24 . 73 ' . 012 . 79 . 94 2. 33 2. 33 2. 14 2. 01 . 90 ' 4 . 39 2. 42 25 . 01 . 012 . 81 . 97 2 . 59 2. 59 2 . 42 2. 28 . 91 4. 58 2 . 71 25 . 30 . 012 . 83 1. 00 2. 87 2. 87 2. 71 2. 57 . 91 4. 77 2 . 87 25. 46 ' . 012 . 84 1. 03 3. 01 3. 01 2 . 87 2. 71 . 92 4. 95 2. 95 25. 54 ' . 012 . 85 1. 06 3 . 06 3. 06 2. 95 2 . 77 . 93 ' 5. 15 3. 00 25. 59 * .012 . 88 1. 09 3. 09 3. 09 3. 00 2. 81 . 93 5. 34 3 . 01 25 . 64 . 012 . 90 1 . 13 3 . 12 3. 12 3. 05 2. 85 . 94 .rwwxxswwsxww»ww OVERFLOW ENCOUNTERED AT 5. 34 CFS DISCHARGE *"""**`**'**"*• ' 3IPE NO. 9: 150 LF - 12"CP @ . 27% OUTLET: 22. 59 INLET: 23 . 00 INTYP: 5 IUNC NO. 9: OVERFLOW-EL: 26. 00 BEND: 0 DEG DIA/WIDTH: 4. 0 0-RATIO: . 25 ' G( CFS ) HW ( FT ) HW ELEV. N-FAC DC ON TW DO DE HWO HWI .wrr »w»wxxxxsrwrw..rwsww»wwwwfrrwrs...rr:r»r»wwwwwrrw...wwwwwwf rr.r .rws s•wwxxxw 1. 27 . 73 23 . 73 " . 012 . 48 . 58 . 67 . 67 . 58 . 73 . 67 1 . 43 . 78 23. 78 * . 012 . 51 . 63 . 71 . 71 . 63 . 78 . 71 1. 59 . 83 23. 83 ' . 012 . 54 . 67 . 75 . 75 . 67 . 83 . 76 1 . 75 . 89 23. 89 . 012 . 57 . 72 . 73 . 78 . 73 . 89 . 81 ' 1 . 91 . 94 " 23. 94 . 012 . 59 . 78 . 81 . 81 . 79 . 94 . 85 2 . 07 1 . 00 24. 00 * . 012 . 62 . 85 . 84 . 84 . 85 1 . 00 . 89 2. 23 1 . 06 24 . 06 * . 012 . 64 1. 00 . 87 . 87 . 91 1 . 06 . 94 ' 2 . 31 1 . 20 24. 20 . 012 . 67 1. 011 . 90 . 90 1 . 05 1 . 20 . 98 2 . 54 1 . 32 24. 32 . 012 . 69 1 . 00 . 93 . 93 1. 15 1 . 32 1 . 02 2. 70 1. 47 24. 47 * . 012 . 71 1 . 00 . 97 . 97 1 . 27 1 . 47 1. 06 2. 86 1 . 75 24. 75 * . 012 . 73 1 . 00 1 . 12 1 . 12 1. 54 1 . 75 1 . 11 3 . 02 2 . 11 25 . 11 . 012 . 75 1. 00 1 . 36 1 . 36 1 . 87 2 . 11 1 . 15 3. 18 2 . 50 25. 50 . 012 . 77 1 . 00 1. 62 1 . 62 2 . 23 2 . 50 1. 21 3 . 34 2 . 88 25. 88 * . 012 . 79 1. 00 1 . 87 1. 87 2 . 58 2 . 88 1. 26 ' 3 . 50 3 . 00 26 . 28 ' . 012 . 80 1 . 00 2. 14 2. 14 2 . 91 3 . 21 1 . 32 "**""*****"*"'• OVERFLOW ENCOUNTERED AT 3 . 50 CFS DISCHARGE IPE NO. 10: 150 LF - 12"CP @ . 27% OUTLET : 23 . 00 INLET : 23. 40 INTYP: 5 IUNC NO. 10 : OVERFLOW-EL: 26. 40 BEND: 0 DEG DIA/WIDTH: 4 . 0 O-RATIO: . 30 O( CFS ) HW( FT ) HW ELEV. " N-FAC DC ON TW DO DE HWO HWI .www**s*****srwws*swww...a..ssswwwwwwwx *w**»*w.*s.sssrw*w»w rw wrw....swsssww»www 1 . 02 . 66 24. 06 " . 012 1 . 15 . 71 24. 11 . 012 . 46 . 55 . 78 . 78 . 53 . 71 . 63 ' 1 . 27 . 75 24. 15 " . 012 . 48 . 59 . 83 . 83 . 63 . 75 67 1. 40 . 81 24 . 21 . 012 . 51 . 62 . 89 . 89 . 69 . 81 . 71 1 . 53 . 87 24 . 27 " . 012 . 53 . 66 . 94 . 94 . 76 . 87 . 75 1. 65 . 95 24 . 35 ' 012 . 55 . 70 1 . 00 1 . 00 . 85 . 95 . 78 1 . 78 1 . 05 24. 45 * 012 . 57 . 74 1 . 06 1 . 06 . 96 1 . 05 . 82 1. 91 1 . 27 24 . 67 * . 012 . 59 . 79 1 . 20 1. 20 1 . 17 1 . 27 . 86 2 . 04 1 . 46 24. 86 * . 012 . 51 . 35 1 . 32 1 . 32 1 . 34 1 . 45 . 89 ' 2 . 16 1 . 67 25. 07 " . 019 . fi5 1 . 00 1 . 47 1 . 47 1 . 54 1 . 67 . 93 B.33 2 . 2v Y . 03 25 . 43 . 012 b5 1. 00 1 . 75 1. 75 1 . 88 2 . 03 . 96 2. 42 2 . 47 25. 87 * . 012 . 67 i. 00 2. 11 2. 11 2. 30 2. 47 1. 00 ' 2. 54 2 . 94 26 . 34 . 012 . 69 1 . 00 2. 50 2. 50 2. 75 2. 94 1 . 03 2. 67 3. 00 26. 80 * . 012 . 71 1. 00 2. 88 2. 88 3 . 20 3. 40 1. 07 OVERFLOW ENCOUNTERED AT 2 . 67 CFS DISCHARGE ' IPE NO. 11: 150 LF - 12"CP @ . 275 OUTLET: 23. 40 INLET: 23 . 80 INTYP: 5 IUNC NO. 11 : OVERFLOW-EL: 26 . 80 BEND: 0 DEG DIA/WIDTH: 4. 0 O-RATIO: . 50 ' 0( CFS ) HW( FT HW ELEV. N-FAC DC ON TW DO DE HWO HWI ,eww++r+r+++:+rwwrxxrf»rrf+»»a+wx+w+rwrffrrrr+r+++wxxxxxfrrr+r+txwxff rr++wxxf»» 78 . 57 24. 37 " 012 . 37 . 44 . 66 . 66 . 45 . 57 . 51 , . 88 . 61 24. 41 . 012 . 40 . 47 . 71 . 71 . 49 . 61 . 55 . 98 . 55 24. 45 . 012 . 42 . 50 . 75 . 75 . 53 . 65 . 58 1. 08 . 70 24. 50 " . 012 . 44 . 53 . 81 . 81 . 58 . 70 . 62 , 1. 17 . 74 24. 54 " . 012 . 46 . 56 . 87 . 87 . 63 . 74 . 65 1. 27 . 81 24. 61 ' . 012 . 48 . 59 . 95 . 95 . 71 . 81 . 68 1. 37 . 92 24. 72 * . 012 . 50 . 61 1. 05 1. 05 . 83 . 92 . 71 1. 47 1. 18 24. 98 . 012 . 52 . 64 1. 27 1. 27 1. 10 1. 18 . 74 ' 1 . 57 1. 39 25. 19 * . 012 . 54 . 67 1. 46 1. 46 1 . 31 1. 39 . 78 1. 66 1. 65 25. 45 . 012 . 55 . 70 1. 67 1. 67 1. 55 1. 65 . 81 1. 76 2. 05 25. 85 * . 012 . 57 . 74 2. 03 2. 03 1. 95 2. 05 . 84 , 1. 86 2. 54 26. 34 * . 012 . 59 . 77 2. 47 2 . 47 2. 42 2. 54 . 87 1 . 96 3. 00 25. 86 * . 012 . 60 . 81 2 . 94 2. 94 2. 92 3. 06 . 90 OVERFLOW ENCOUNTERED AT 1. 96 CFS DISCHARGE 'IPE NO. 12 : 150 LF - 12"CP @ 1. 99% OUTLET: 23 . 81 INLET: 26. 80 INTYP: 5 , 0 ( CFS ) HW( FT ) HW ELEV. * N-FAC DC ON TW DO DE HWO HWI , eww»+rrra»rf:++w wwxxxxwrrr»rw++w•xwxxxwxf+rxrx++•+wwwxxwffrrrrwr+»+wwwxxxfrrxxw . 52 . 39 27. 19 " . 012 . 30 . 21 . 56 . 56 . 30 "***' . 39 . 59 . 41 27. 21 * . 012 . 32 . 23 . 60 . 60 . 32 ***" . 41 , . 65 . 44 27. 24 " . 012 . 34 . 24 . 64 . 64 . 34 *'*** . 44 . ,'2 . 47 27. 27 " 012 . 36 . 25 . 69 . 69 . 36 "»** 47 . 78 . 49 27. 29 * . 012 . 37 . 26 . 73 . 73 . 37 `*"** . 49 ' . 85 . 51 27. 31 ' . 012 . 39 . 27 . 80 . 80 . 39 "*" . 51 . 91 . 54 27. 34 * . 012 . 41 . 28 . 91 . 91 . 41 `*'*' . 54 . 98 . 56 27. 36 ' . 012 . 42 . 29 1. 17 1. 17 . 42 ***"' . 56 1. 04 . 58 27. 38 " . 012 . 43 . 30 1. 38 1 . 38 . 43 *"*' . 58 ' 1 . 11 . 61 27. 41 * . 012 . 45 . 31 1. 64 1. 64 . 45 "'*' . 61 ,xr+"+rr+xxxxrfr OVERFLOW ENCOUNTERED AT 1. 11 CFS DISCHARGE PIPE FLOW PLUS WEIR FLOW rrrxrr+r+w+wxrwwwr.rr:+++++ 2. 34 . 63 27. 43 . 012 . 46 . 32 2. 04 2 . 04 . 46 "**** . 63 ' 3 . 96 . 65 27. 45 * . 012 . 47 . 33 2. 53 2. 53 . 47 ""' 65 5 . 97 . 67 27. 47 . 012 . 49 . 34 2. 99 2 . 99 . 49 *"*'* 67 8 . 24 . 69 27. 49 . 012 . 50 . 35 3 . 02 3 . 02 . 50 `**** . 69 ' 10. 76 . 71 27. 51 ' . 012 . 51 . 36 3 . 04 3 . 04 . 51 **"`* . 71 13 . 51 . 74 27. 54 r . 012 . 52 . 36 3 . 05 3 . 05 . 52 "**** . 74 16. 51 . 76 27. 56 ' . 012 . 54 . 37 3 . 07 3 . 07 . 54 "'** . 76 ;PECIFY : R - REVISE , N - NEWJOB , F - FILE , S - STOP , B.34 , 1 ' IPE NO. 1 : 150 LF - 24"CP @ . 27% OUTLET: 19 . 36 INLET: 19. 76 INTYP : 5 IUNC NO. 1 : OVERFLOW-EL: 22. 76 BEND: 0 DEG DIA/WIDTH: 4. 0 A-RATIO: . 04 O( CFS ) HW( FT ) HW ELEV. N- FAC DC DN TW DG DE HWO HWI errwlwwf lwxwi"+t>lxxawx..afxf; axwx»xxxrtwxwxwxxwrx wflx»wy wflflx»xw»a wl xxxrxxlxwxx 4. 00 1. 05 20. 81 ' . 012 . 71 . 78 . 44 . 71 . 78 1. 05 . 95 4. 50 1. 11 20. 87 . 012 . 75 . 83 . 44 . 75 . 83 1. 11 1. 01 1 5. 00 1. 17 20. 93 . 012 . 79 . 88 . 44 . 79 . 88 1 . 17 1. 07 5. 50 1. 23 20. 99 ' . 012 . 83 . 93 . 44 . 83 . 93 1. 23 1. 13 6 . 00 1. 29 21. 05 * . 012 . 87 . 97 . 44 . 87 . 97 1. 29 1 . 18 6. 50 1. 34 21. 10 ' . 012 . 91 1. 02 . 44 . 91 1 . 02 1. 34 1. 23 7. 00 1. 39 21. 15 . 012 . 94 1 . 07 . 44 . 94 1. 07 1 . 39 1 . 28 7. 50 1. 44 21. 20 . 012 . 98 1. 11 . 44 . 98 1. 11 1. 44 1 . 33 8 . 00 1 . 49 21. 25 ' * . 012 1. 01 1 . 16 . 44 1. 01 1. 16 1. 49 1. 38 1 8 . 50 1. 54 21. 30 ' . 012 1. 04 1 . 20 . 44 1. 04 1. 20 1 . 54 1 . 42 9. 00 1 . 58 21 . 34 ' . 012 1. 08 1. 25 . 44 1. 08 1. 25 1. 58 1. 47 9 . 50 1. 63 21 . 39 ' . 012 1. 11 1. 30 . 44 1. 11 1. 30 1. 63 1. 51 10. 00 1 . 67 21. 43 ' . 012 1 . 14 1. 35 . 44 1. 14 1 . 35 1 . 67 1. 55 10. 50 1. 71 21 . 47 ' . 012 1. 17 1. 40 . 44 1 . 17 1. 40 1. 71 1. 60 11. 00 1. 76 21 . 52 ' . 012 1. 19 1. 45 . 44 1. 19 1 . 45 1. 76 1 . 64 11 . 50 1 . 80 21 . 56 ' . 012 1. 22 1. 50 . 44 1. 22 1. 50 1. 80 1. 68 ' 12. 00 1. 85 21. 61 ' . 012 1. 25 1 . 56 . 44 1. 25 1. 56 1. 85 1. 72 12. 50 1. 90 21 . 66 . 012 1 . 23 1. 62 . 44 1. 28 1. 62 1. 90 1. 76 13. 00 1. 95 21 . 71 . 012 1. 30 1 . 70 . 44 1. 30 1. 70 1. 95 1. 80 13. 50 2 . 00 21. 76 ' . 012 1. 33 1. 81 . 44 1. 33 1. 75 2. 00 1. 83 1 14. 00 2 . 05 21. 81 ' . 012 1 . 35 2 . 00 . 44 1. 35 1. 80 2 . 05 1. 87 'IPE NO. 2: 150 LF - 24"CP @ . 27% OUTLET: 19. 76 INLET : 20. 16 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 23 . 16 BEND : 0 DEG DIA/WIDTH: 4 . 0 O-RATIO: . 04 O( CFS ) HW( FT ) HW ELEV. N-FAC DC ON TW DO DE HWO HWI 1 .l wf wwxxxfawawwwwwri rwlwwwwlww**wwwxxwfiww awwwxwwwxwlwwxwwwfrw•wxwwwrwwwwxwwwew 3 . 85 1 . 03 21. 19 ' . 012 . 69 . 76 1. 05 1. H5 . 80 1 . 03 . 93 4. 33 1 . 10 21. 26 ' . 012 . 74 . 81 1. 11 1 . 11 . 86 1 . 10 . 99 1 4 . 81 1 . 11 21 . 32 . 012 . 78 . 86 1 . 17 1. 17 . 92 1 . 16 1. 05 5. 29 1 . 22 21. 38 ' . 012 . 82 . 91 1. 23 1 . 23 . 93 1. 22 1. 10 5. 77 1. 28 21. 44 ' . 012 . 85 . 95 1. 29 1 . 29 1 . 04 1. 28 1 . 15 6 . 25 1. 33 21. 49 . 012 . 89 1. 00 1 . 34 1. 34 1. 09 1. 33 1. 21 1 6 . 73 1 . 39 21 . 55 ' . 012 . 92 1 . 04 1 . 39 1 . 39 1 . 15 1 . 39 1 . 25 7. 21 1. 45 21. 61 ' . 012 . 96 1 . 09 1 . 44 1. 44 1. 21 1 . 45 1. 30 7. 69 1 . 50 21. 66 ' . 012 . 99 1. 13 1 . 49 1. 49 1. 26 1. 50 1. 35 8 . 17 1. 55 21 . 71 . 012 1. 02 1 . 17 1. 54 1. 54 1. 32 1. 55 1. 39 8. 65 1 . 60 21. 76 ' . 012 1 . 05 1. 22 1 . 58 1. 58 1 . 37 1. 60 1. 44 9. 13 1 . 65 21 . 81 . 012 1. 08 1 . 26 1. 63 1. 63 1. 43 1 . 65 1. 48 9. 62 1. 70 21 . 86 . 012 1_-. 11 1 . 31 1. 67 1 . 67 1. 48 1 . 70 1. 52 10. 10 1 . 75 21 . 91 . 012 1 . 14 1 . 36 1. 11 1. 71 1 . 54 1 . 75 1 . 56 10. 58 1. 81 21 . 97 . 012 1. 17 1 . 40 1. 76 1. 76 1. 60 1 . 81 1. 60 11 . 06 1 . 86 22. 02 ' . 012 1. 20 1. 45 1. 80 1. 80 1 . 66 1 . 86 1 . 64 11 . 54 1. 92 22 . 08 . 012 1. 22 1 . 50 1. 85 1. 85 1 . 73 1 . 92 1. 68 12 . 02 1 . 98 22. 14 . 012 1. 25 1 . 55 1. 90 1. 90 1 . 80 1. 98 1 . 72 12 . 50 2 . 06 22 . 22 . 012 1 . 28 1 . 62 1. 95 1 . 95 1 . 89 2. 06 1 . 76 12. 98 1 . 95 22. 11 ! . 012 1 . 30 1 . 69 2. 00 2 . 00 1. 69 1 . 95 1. 79 13 . 46 2 . 28 22 . 44 . 012 1 . 33 1 . 80 2. 05 , 2. 05 2 . 10 2 . 28 1 . 83 ' IPE NO . 3 : 150 LF - 24" CP @ . 27% OUTLET: 20. 16 INLET: 20. 57 INTYP : 5 IUNC NO . 3 : OVERFLOW-EL: 23 . 60 BEND: 0 DEG DIA/WIDTH: 4 . 0 0-RATIO: . 50 0( CFS ) HW( FT ) HW ELEV. ' N-FAC DC DN TW DO DE HWO HWI •lfyxxxx»f1111fyx;wffflflflixMtyxllfifff*1f1Mx 1fwtwl rfyfxffywwx4www 11 xywwywwrww B 35 3 . 70 1 . 01 21 . 58 ' . 012 . 68 . 74 1. 03 1 . 03 . 77 1 . 01 . 91 ' 4. 16 1 . 07 21. 64: ' . 012 . 72 . 79 1. 10 i. 10 . 83 1 . 07 . 97 4 . 62 1 . 13 21. 70 ' . 012 . 76 . 84 1 . 16 1. 16 . 89 1. 13 1. 02 5 . 09 1 . 19 21 . 76 ' . 012 . 80 . 88 1 . 22 1 . 22 . 95 1. 19 1 . 08 5 . 55 1 . 25 21 . 82 * . 012 . 84 . 92 1. 28 1. 23 1. 01 1. 25 1. 13 , 6 . 01 1 . 31 21 . 88 * 012 . 87 . 97 1 . 33 1 . 33 1 . 07 1 . 31 1. 18 6. 47 1 . 36 21. 93 " . 012 . 91 1 . 01 1. 39 _ 1. 59 1. 13 1 . 36 1. 23 6 . 93 1 . 42 21. 99 * . 012 . 94 1 . 05 1 . 45 1. 45 1 . 19 1. 42 1 . 27 7. 40 1:47 - 22. 04 . 012 . 97 1 . 10 1. 50 1. 50 1. 24 1 . 47 1. 32 7. 86 1. 52 22 . 09 . 012 1 . 00 1 . 14 1 . 55 1 . 55 1. 30 1. 52 1. 36 8. 32 1 . 57 22. 14 " . 012 1. 03 1 . 18 1 . 60 1. 60 1 . 36 1 . 57 1 . 40 8 . 78 1 . 63 22 . 20 " . 012 1. 06 1 . 22 1. 65 1. 65 1. 42 1 . 63 1. 44 , 9 . 25 1 . 68 22 . 25 * . 012 1. 09 1. 26 1. 70 1 . 70 1 . 48 1 . 68 1 . 48 9 . 71 1 . 73 22 . 30 * . 012 1 . 12 1 . 31 1. 75 1 . 75 1 . 54 1 . 73 1. 52 10. 17 1 . 79 22. 36 " . 012 1 . 15 1 . 35 1. 81 1 . 81 1. 61 1. 79 1. 56 ' 10. 63 1 . 85 22. 42 ' . 012 1. 17 1 . 40 1. 85 1. 86 1 . 68 1 . 85 1. 60 11. 09 1 . 92 22. 49 " . 012 1. 20 1. 44 1. 92 1 . 92 1. 76 1. 92 1. 64 11 . 56 2 . 01 22. 58 " . 012 1 . 23 1 . 49 1. 98 1. 98 1 . 86 2 . 01 1 . 67 12. 02 2 . 15 22. 72 . 012 1. 25 1. 54 2. 06 2 . 06 2. 02 2. 15 1 . 71 , 12 . 48 2 . 04 22. 61 " . 012 1. 28 1. 60 1. 95 1 . 95 1. 87 2. 04 1 . 75 12. 94 2. 44 23. 01 * . 012 1 . 30 1. 66 2. 28 2. 28 2. 29 2. 44 1. 78 )IPE NO . 4: 150 LF - 18"CP @ . 27% OUTLET: 20. 57 INLET : 20. 97 INTYP: 5 IUNC NO. 4: OVERFLOW-EL: 24 . 00 BEND: 0 DEG DIA/WIDTH : 4. 0 0-RATIO: . 10 O( CFS ) HW( FT ) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI , rw wwwwwwwwwwwwwxwww*wwwwwwwwwwwws:wsswwwwww wwwww www ss:sswwxwwwwws rswwxwwwwwwwww 2. 47 . 91 21. 88 " . 012 . 60 . 68 1 . 01 1. 01 . 75 . 91 . 81 2. 77 , 97 21. 94 " . 012 . 64 . 73 1. 07 1. 07 . 81 . 97 . 87 t 3. 08 1 . 04 22. 01 * . 012 . 67 . 78 1 . 13 1 . 13 . 38 1 . 04 . 92 3. 39 1. 10 22. 07 " . 012 . 71 . 82 1. 19 1. 19 . 94 1. 10 . 97 3. 70 1 . 16 22. 13 . 012 . 74 . 87 1 . 25 1. 25 1 . 01 1 . 16 1 . 01 , 4. 01 1. 22 22. 19 " . 012 . 77 . 91 1. 31 1. 31 1 . 08 1. 22 1 . 06 4. 31 1 . 29 22. 26 ' . 012 . 80 . 96 1 . 36 1. 36 1 . 15 1 . 29 1 . 10 4 . 62 1. 36 22. 33 " . 012 . 83 1 . 01 1 . 42 1 . 42 1. 23 1. 36 1 . 15 4. 93 1 . 43 22 . 40 " . 012 . 86 1 . 06 1. 47 1 . 47 1 . 31 1. 43 1 . 19 ' 5. 24 1. 53 22. 50 " . 012 . 89 1 . 11 1. 52 1 . 52 1. 41 1. 53 1. 23 5 . 55 1 . 65 22. 62 ' . 012 . 91 1 . 17 1. 57 1 . 57 1 . 53 1 . 65 1 . 27 5 . 86 1 . 75 22. 72 " . 012 . 94 1 . 23 1. 63 1 . 63 1 . 62 1. 75 1 . 31 , 6 . 16 1 . 86 22. 83 . 012 . 96 1 . 31 1 . 68 1 . 68 1. 72 1 . 86 1 . 35 6. 47 1 . 98 22. 95 ' . 012 . 99 1 . 50 1 . 73 1 . 73 1. 82 1 . 98 1 . 39 6 . 78 2 . 10 23 . 07 . 012 1 . 01 1 . 50 1 . 79 1 . 79 1 . 92 2 . 10 1. 43 7. 09 2 . 23 23. 20 * . 012 1. 04 1 . 50 1 . 85 1 . 85 2. 03 2 . 23 1 . 47 ' 7. 40 2. 36 23 . 33 . 012 1 . 05 1 . 50 1 . 92 1 . 92 2 . 15 2. 36 1 . 51 7. 70 2. 52 23 . 49 * . 012 1 . 08 1 . 50 2 . 01 2. 01 2. 29 2 . 52 1 . 55 8 . 01 2 . 75 23 . 72 . 012 1 . 10 1 . 50 2. 15 2 . 15 2. 50 2. 75 1 . 59 8. 32 2. 70 23. 67 . 012 1 . 12 1 . 50 2 . 04 2. 04 2. 44 2 . 70 1 . 63 8. 63 3 . 03 24. 16 * . 012 1 . 14 1 . 50 2. 44 2 . 44 2. 91 3 . 19 1 . 67 OVERFLOW ENCOUNTERED AT 8 . 63 CFS DISCHARGE *•*"*'**"'*-"**• )IPE NO . 5 : 150 LF - 18"CP @ . 27% OUTLET : 20 . 97 INLET : 21 . 38 INTYP: 5 , IUNC NO . 5 : OVERFLOW-EL: 24. 40 BEND: 0 DEG DIA/WIDTH : 4 . 0 O-RATIO : . 12 0( CFS ) HW ( FT ) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ' r+wwwwwrwrwrr r*swwwwwwwr:rrr+w+wwwwwsr wrwrr:rr+rrwwr+rwrrrrww+rrwrwwwarwwsrrrrr 2. 24 . 85 22. 23 . 012 . 57 . 64 . 91 . 91 . 67 . 85 . 77 , 2 . 52 . 91 22. 29 * . 012 . 61 . 69 . 97 . 97 . 73 . 91 . 82 2 . 80 . 97 22 . 35 * . 012 . 64 . 73 1 . 04 1 . 04 . 79 . 97 . 87 3 . 08 1 . 03 22. 41 * . 012 . 67 . 77 1 . 10 1 . 10 . 85 1 . 03 . 92 3 . 36 1 . 08 22. 46 ' . 012 . 70 . 81 1 . 16 1 . 16 . 91 1 . 08 . 96 , 3. 64 1 . 14 22 . 52 * . 012 . 73 . 85 1 . 22 1 . 22 . 98 1 . 14 1 . 01 3 . 92 1 . 20 22. 58 . 012 . 76 . 89 1 . 29 1. 29 1 . 05 1 . 20 1 . 05 4 . 20 1 . 27 22. 65 * . 012 . 79 . 94 1 . 36 1. 36 1 . 13 1 . 27 1 . 09 , 4 . 48 1 _ i5 99. 71 ` _ 019 R9 . OR 1 _ (ti 1 . 4i 1 . 99 1 i5 l . li B.36 4 . 10 1 . 4i 22. 85 . 012 . 84 1. 02 1 . 53 1. 55 1. 36 1 . 47 1. 17 ' 5. 04 1 . 64 23. 02 " . 012 . 87 1. 07 1. 65 1. 65 1 . 54 1 . 64 1. 21 5 . 32 1. 79 23. 17 ' . 012 . 89 1. 11 1. 75 1. 75 1. 67 1 . 79 1 . 25 5. 60 1 . 95 23. 33 * . 012 . 92 1. 16 1. 86 1. 86 1. 82 1�,95 1. 29 ' 5. 88 2. 11 23. 49 . 012 . 94 1 . 22 1. 98 1. 98 1. 97 2. 11 1. 32 6 . 16 2. 28 23. 66 * . 012 . 96 1. 29 2. 10 2. 10 2. 13 2 . 28 1 . 36 6. 44 2. 46 23. 84 ' . 012 . 99 1. 50 2. 23 2. 25 2. 30 2. 46 1. 40 6. 72 2 . 66 24. 04 . 012 1 . 01 1. 50 2. 36 2. 36 2. 48 2 . 66 1 . 43 ' 7. 00 2;88 24. 26 * . 012 1. 03 1 . 50 2 . 52 2. 52 2. 68 2 . 88 1. 47 7. 28 3. 02 24. 54 . 012 1. 05 1. 50 2 . 75 2. 75 2. 95 3 . 16 1. 51 OVERFLOW ENCOUNTERED AT 7. 28 CFS DISCHARGE ' IPE NO. 6 : 150 LF - 18"CP @ . 27% OUTLET: 21 . 38 INLET: 21. 78 INTYP: 5 IUNC NO. 6 : OVERFLOW-EL: 24 . 78 BEND: 0 DEG DIA/WIDTH : 4 . 0 O-RATIO: . 13 ' 9( CFS ) HW( FT ) HW ELEV. ' N-FAC DC ON TW DO DE HWO HWI .wrrw wrwwwrrx.ww.#awwwrxxwwrxrww.swrwwwwwwxwwwwrr.x.rsrwrxx.xw..wswwwwxxw+.rrww 2. 00 . 75 22. 53 * . 012 . 54 . 61 . 85 . 85 . 63 . 75 . 67 ' 2. 25 . 79 22. 57 . 012 . 57 . 65 . 91 . 91 . 68 . 79 . 70 2. 50 . 82 22. 60 . 012 . 60 . 69 . 97 . 97 . 73 . 82 . 73 2. 75 . 86 22. 54 . 012 . 63 . 73 1. 03 1. 03 . 79 . 86 . 76 3. 00 . 89 22. 67 ' . 012 . 66 . 76 1. 08 1. 08 . 84 . 89 . 78 3 . 25 . 92 22. 70 . 012 . 69 . 80 1 . 14 1. 14 . 90 . 92 . 80 3. 50 . 96 22. 74 . 012 . 72 . 84 1. 20 1. 20 . 96 . 95 . 82 3 . 75 1 . 03 22. 81 ' . 012 . 75 . 88 1 . 27 1. 27 1. 03 . 98 . 83 4. 00 1. 11 22. 89 . 012 . 77 . 91 1 . 35 1. 35 1 . 11 1. 02 . 84 4 . 25 1 . 25 23. 03 ' . 012 . 80 . 95 1 . 47 1. 47 1 . 25 1 . 11 . 85 4. 50 1 . 47 23. 25 ' . 012 . 82 . 99 1. 64 1. 64 1. 47 1 . 27 . 85 ' 4 . 75 1. 65 23. 43 * . 012 . 84 1 . 03 1 . 79 1 . 79 1 . 65 1. 43 . 86 5. 00 1 . 84 23. 62 * . 012 . 87 1 . 07 1 . 95 1 . 95 1 . 84 1 . 59 . 86 5 . 25 2 . 03 23. 81 ' . 012 . 89 1 . 11 2. 11 2. 11 2 . 03 1. 76 . 86 5. 50 2 . 23 24. 01 " . 012 . 91 1 . 16 2 . 28 2 . 28 2 . 23 1 . 94 . 85 5 . 75 2. 45 24. 23 * . 012 . 93 1 . 21 2. 46 2. 46 2 . 45 2. 12 . 85 6. 00 2 . 68 24. 46 " . 012 . 95 1 . 27 2 . 66 2 . 66 2 . 68 2 . 32 . 84 6 . 25 2. 93 24. 71 ' . 012 . 97 1 . 35 2. 88 2. 88 2. 93 2. 55 . 83 6 . 50 3 . 00 24. 89 . 012 . 99 1 . 50 3. 02 3 . 02 3 . 11 2. 69 . 82 rrrwxx»wxr.w.ww OVERFLOW ENCOUNTERED AT 6 . 50 CFS DISCHARGE '*'•*****'*"**** IPE NO. 7: 150 LF - 12" CP @ . 27% OUTLET : 21 . 78 INLET : 22 . 19 INTYP: 5 IUNC NO. 7: OVERFLOW-EL: 25. 20 BEND : 0 DEG DIA/WIDTH : 4. 0 0-RATIO: . 16 O( CFS ) HW( FT ) HW ELEV, N-FAC DC DN TW DO DE HWO HWI *1 w77:rrwx.88#wrws'23. 07012wwws57rrwx73x wrr75 wrrw75#.xx73wws . 88 . 80 1 . 99 . 94 23. 13 * . 012 . 61 . 81 . 79 . 79 . 80 . 94 . 86 ' 2. 21 1 . 03 23 . 22 * . 012 . 64 1 . 00 . 82 . 82 . 89 1 . 03 . 91 2. 44 1 . 19 23 . 38 * . 012 . 67 1 . 00 . 86 . 86 1. 06 1 . 19 . 97 2 . 66 1 . 34 23 . 53 . 012 . 70 1 . 00 . 89 . 89 1 . 18 1 . 34 1. 02 2. 88 1 . 50 23 . 69 * . 012 . 73 1. 00 . 92 . 92 1 . 31 1 . 50 .1 . 08 3. 10 1 . 69 23 . 88 ` . 012 . 76 1 . 00 . 96 . 96 1 . 47 1. 69 1. 14 3 . 32 1 . 98 24 . 17 * . 012 . 79 1 . 00 1 . 03 1. 03 1. 73 1 . 98 1. 21 3. 54 2 . 25 24. 44 ` . 012 . 81 1 . 00 1. 11 1 . 11 1 . 96 2 . 25 1 . 29 3. 76 2 . 59 24. 78 * . 012 . 83 1 . 00 1 . 25 1 . 25 2. 27 2 . 59 1. 37 3. 98 3. 01 25 . 21 * . 012 . 85 1 . 00 1. 47 1 . 47 2 . 66 3 . 02 1. 45 OVERFLOW ENCOUNTERED AT 3. 98 CFS DISCHARGE * ».wrwwrrwrrwr.r. ' IPE NO. 8 : 150 LF - 12"CP @ . 27% OUTLET : 22 . 19 INLET : 22 . 59 INTYP: 5 IUNC NO. 8 : OVERFLOW-EL: 25. 60 BEND : 0 DEG DIA/WIDTH : 4 . 0 D-RATIO: . 20 'Q( CFS ) HW( FT ) HW ELEV. ` N-FAC DC DN TW DO DE HWO HWI s rwwf rwwrx.rwrr.wr rwrxwww##wr##rrx...www w*rrwrrrrwrr.ww#.wwwwwr..x.wwrsrrwrrrw 1 . 53 . 83 23 . 42 ` . 012 . 53 . 66 . 88 . 88 . 71 . 83 . 74 ' 1 . 79 q9 91 51 * N17 SF . 79 . Q14 qV Al q9 _ 7q 6.37 i . 9 1 1 . 06 23 . 65 . 012 . 59 . 79 1. 03 1. 03 . 97 1. 06 . 84 ' 2 . 10 1. 35 23 . 94 ' . 012 . 62 . 88 1 . 19 1. 19 1 . 24 1. 35 . 89 2. 29 1 . 60 24. 19 . 012 . 65 1. 00 1 . 34 1. 34 1. 47 1. 60 . 94 2 . 48 1. 87 24. 46 * . 012 . 68 1 . 00 1. 50 1. 50 1 . 72 1 . 87 . 99 2. 67 2 . 13 24. 77 ' . 012 . 71 1. 00 1. 59 1. 69 2. 01 2. 18 104 , 2. 86 2. 61 25 . 20 ' . 012 . 73 1 . 00 1 . 98 1. 98 2 . 40 2 . 61 1 .. 09 3 . 05 3 . 01 25. 60 . 012 . 75 1 . 00 2. 25 2. 25 2 . 79 3. 01 1 . 14 OVERFLOW ENCOUNTERED AT 3 . 05 CFS DISCHARGE 'IPE NO. 9: 150 LF - 120CP @ . 27% OUTLET : 22 . 59 INLET : 23. 00 INTYP: 5 IUNC NO. 9: OVERFLOW-EL: 26. 00 BEND: 0 DEG DIA/WIDTH: 4. 0 0-RATIO: . 25 ' 0( CFS ) HW ( FT ) HW ELEV. * N-FAC ➢C DN TW DO DE HWO HWI e#1lrrf rf r*ssffrx!»x#f+twrfflwx#w»x»»»x#lwerxfrxrxif**rwxw»*wlxrwlxw#x#r»fxlrfr 1. 27 . 75 23. 75 * . 012 . 48 . 58 . 85 . 83 . 63 . 75 . 67 , 1. 43 . 82 23 . 82 * . 012 . 51 . 63 . 92 . 92 . 71 . 82 . 71 1. 59 . 97 23 . 97 * . 012 . 54 . 67 1 . 06 1. 06 . 89 . 97 . 76 1. 75 1. 33 24. 33 ' . 012 . 57 . 72 1 . 35 1 . 35 1. 25 1. 33 . 81 ' 1. 91 1 . 65 24. 65 ` . 012 . 59 . 78 1 . 60 1 . 60 1. 55 1 . 65 . 85 2. 07 2. 00 25 . 00 ' . 012 . 62 . 85 1. 87 1. 87 1. 89 2 . 00 . 89 2. 23 2 . 40 25. 40 . 012 . 64 1 . 00 2 . 18 2 . 18 2. 27 2. 40 . 94 2. 39 2. 92 25. 92 . 012 . 67 1. 00 2. 61 2. 61 2. 77 2. 92 . 98 ' 2. 54 3. 00 26. 42 * . 012 . 69 1 . 00 3 . 01 3 . 01 3. 25 3. 42 1. 02 rwf*+»wxlxwlRw#» OVERFLOW ENCOUNTERED AT 2. 54 CFS DISCHARGE 'IPE NO. 10: 150 LF - 12"CP @ . 27x OUTLET: 23. 00 INLET : 23. 40 INTYP: 5 ' IUNC N0. 10: OVERFLOW-EL: 26. 40 BEND: 0 DEG DIA/WIDTH: 4 . 0 G-RATIO: . 30 0( CFS ) HW( FT ) HW ELEV, ' N-FAC DC DN TW DO DE HWO HWI ' rfwxw#!a##x+flllsrffxxrwx w#xrwef lfrwlx+lflwx»»#»x##rafrffsrtlrllwwxlrr»rrfx»x!» 1. 02 . 66 24. 06 * . 012 . 43 . 51 . 75 . 75 . 54 . 66 . 59 1. 15 . 71 24 . 11 ' . 012 . 46 . 55 . 82 . 82 . 60 . 71 . 63 , 1. 27 . 82 24. 22 . 012 . 48 . 59 . 97 . 97 . 73 . 82 . 67 1. 40 1. 19 24 . 59 " . 012 . 51 . 62 1 . 33 1. 33 1 . 13 1. 19 . 71 1 . 53 1. 55 24. 95 . 012 . 53 . 66 1 . 65 1. 65 1 . 48 1 . 55 . 75 ' 1. 65 14 . 96 25 . 36 ' . 012 . 55 . 70 2 . 00 2. 00 1. 88 1. 96 . 78 1 . 78 2. 41 25 . 81 * . 012 . 57 . 74 2. 40 2 . 40 2 . 32 2 . 41 . 82 1 . 91 2 . 99 26 . 39 . 012 . 59 . 79 2 . 92 2. 92 2. 89 2 . 99 . 86 +*2. 0:***#3 . 00= 26 . 54 ' . 012 . 61 . 85 3 . 00 3 . 00 3 . 02 3 . 14 OVERFLOW ENCOUNTERED AT 2 . 04 CFS DISCHARGE 'IPE NO. 11 : 150 LF - 12" CP @ . 27x OUTLET : 23. 40 INLET : 23 . 80 INTYP : 5 ' IUNC NO. 11: OVERFLOW-EL: 26 . 80 BEND: 0 DEG DIA/WIDTH : 4. 0 O-RATIO: . 50 0( CFS ) HW( FT ) HW ELEV. • N-FAC DC DN TW DO DE HWO HWI ' r lxf+xlr+rxxxxrxxxlxf+lfflf+lfMxxxxM+###lffffffffxf tfMx#x+lffxxff+RrxwR»xxlrlxw . 78 . 57 24. 37 . 012 . 37 . 44 . 66 . 66 . 45 . 57 . 51 . 88 . 61 24. 41 * . 012 . 40 . 47 . 71 . 71 . 49 . 61 . 55 , . 98 . 67 24 . 47 * . 012 . 42 . 50 . 82 . 82 . 56 . 67 . 58 1 . 08 . 95 24 . 75 . 012 . 44 . 53 1 . 19 1 . 19 . 90 . 95 . 62 1 . 17 1 . 35 25 . 15 " . 012 . 46 . 56 1 . 55 1 . 55 1. 30 1. 35 . 65 1. 27 1 . 78 25. 58 ' . 012 . 48 . 59 1 . 96 1 . 96 1. 72 1 . 78 . 68 , 1. 37 2 . 27 26 . 07 ' . 012 . 50 . 61 2 . 41 2 . 41 2. 20 2 . 27 . 71 1 . 47 2. 88 26 . 68 ' . 012 . 52 . 64 2 . 99 2 . 99 2 . 81 2 . 88 . 74 1 . 57 2 . 93 26. 73 • . 012 . 54 . 67 3 . 00 3 . 00 2. 85 2 . 93 . 78 , 1 . 66 3 . 00 26 . 81 ' . 012 . 55 . 79 3 . 04 3 . 04 2 . 91 3 . 01 . 81 "**"'*"•"`** OVERFLOW ENCOUNTERED AT 1 . 66 CFS DISCHARGE ' IPE NO. 12 : 150 LF - 12"CP @ 1 . 99% OUTLET : 23 . 81 INLET : 26. 80 INTYP : 5 ' 0( CFS ) HW( FT ) HW ELEV. * N-FAC DC ON TW DO DE HWO HWI rr*xlwxww+!lwxwrff wl+wrwf xfffff rfffrflfff#w#rxxwrfwwwfrxfflf+#+xrwfasfarr#Rrrrf ' B.38 ' . 52 . 39 27. 19 ' . 012 . 30 . 21 . 56 . 56 . 30 ". . 39 . 59 . 41 27. 21 ' . 012 . 32 . 23 . 60 . 60 . 32 """ . 41 OVERFLOW ENCOUNTERED AT . 59 CFS DISCHARGE PIPE FLOW PLUS WEIR. FLOW **w:se."•:•asr"w�•.�w"""e*• 2 . 62 . 44 27. 24 . 012 . 34 . 24 . 66 . 66 . 34 ""* . 44 4. 81 . 47 27. 27 * . 012 . 35 . 25 . 94.. . 94 . 36 ""' . 47 � J 7. 35 . 49 27. 29 . 012 . 37 . 26 1 . 34 1. 34 . 37 "*`" . 49 10. 21 :51- 27. 31 ' . 012 . 39 . 27 1. 77 1. 77 . 39 "'** . 51 13. 33 . 54 27. 34 . 012 . 41 . 28 2 . 26 2. 26 . 41 *`*** . 54 16. 53 . 56 27. 36 . 012 . 42 . 29 2. 87 2. 87 . 42 '***' . 56 ' IPECIFY : R - REVISE , N - NEWJOB , F - FILE , S - STOP J ' B.39 r Y 1 � y l h- iC Mt L 'S ' Appendix C ' WATER QUALITY TREATMENT 1 1 1 1 ' PARI AVENUE 23-FES PIELIIINAIY EMMEEIIrG DESIGN SWALE ANALYSIS ' IIAPA201DAL SYALE 2Y1 PEA[ 22.4 CFS ➢=AI"2/YS".S'1,49/N 6-IOITH 14.3 CFs A=er+7r"2 LEIST3 251 fi 1=8+2r2 1=l8r+ir"2il(8+2r(2"2-l)".5) ' s= 0.12 1= 1.35 1= 3 8= 11 r E A P ➢ Y DEPTH 10P AREA WITTED NrOlAtltit Fior YELO[[iT RESIDENCE SfO1AGE 1101H PEIIIEIEI IAOIIS IL'TE 111E YOLOIE IFTI IFTI (FI2) (Fil IF11 (CFSI IFTIS1 II11) IFT3) ' 1.15 11.31 1.51 11.32 1.15 1.14 1.18 51.55 127 1.1I 11.61 1.15 11.63 1.10 1.13 1.13 32.11 251 ' 1.15 11.91 1.57 11.95 1.it 1.26 1.15 25.21 392 1.21 11.20 2.12 11.26 1.13 1.42 9.21 21.➢7 531 1.25 11.51 2.69 11.58 1.23 1.51 9.23 13.33 672 ' 1.51 it.31 3.27 11.91 1.27 1.13 1.25 16.37 818 1.35 12.19 3.37 12.21 1.32 1.18 1.28 ii.91 967 1.41 12.41 4.41 12.53 1.36 1.55 1.31 13.74 1121 1.45 12.71 5.11 12.85 1.4➢ 1.56 1.53 12.81 1277 ' 1.51 13.11 5.75 15.16 1.11 1.99 1.35 12.92 1437 1.55 13.51 6.41 13.43 1.18 2.35 1.37 11.36 1612 1.51 13.61 7.18 13.79 1.51 2.75 0.39 19.81 1711 1.55 13.99 7.I I lt.11 9.55 3.14 0.41 It.31 1942 1.71 14.21 8.47 14.43 1.59 3.51 1.42 9.37 2118 1.75 14.51 9.19 14.74 1.52 4.14 1.44 9.49 2297 ' 1.81 1t.8/ 9.92 15.11 1.66 1.52 1.41 9.11 1411 1.35 15.11 1➢.57 15.38 1.51 5.13 1.47 1.13 2667 1.91 15.41 11.43 15.53 1.73 5.57 1.49 8.35 2859 1.95 15.1➢ 12.21 16.11 1.76 6.13 1.51 9.29 3152 ' 1.91 16.11 13.11 16.32 0.81 6.72 1.52 8.➢6 3251 1.15 15.31 13.31 16.64 ➢.13 7.54 1.55 7.84 3452 1.11 16.50 14.53 15.95 1.86 7.98 1.55 7.64 3651 1.15 15.91 15.47 17.27 1.99 8.65 1.56 7.45 3167 1.21 17.21 16.32 17.59 1.93 9.35 1.57 1.28 4131 1.25 17.51 17.19 17.91 1.96 11.17 1.59 7.11 4297 ' 1.31 17.81 18.11 13.22 9.99 11.82 1.50 6.96 4511 1.35 13.11 18.97 11.54 1.12 11.61 1.51 5.82 4742 1.41 11.41 19.18 19.15 1.15 12.41 1.52 1.58 4171 1.45 18.70 21.81 19.17 1.19 13.23 1.64 6.55 5212 ' 1.51 19.10 21.75 19.49 1.12 14.99 1.55 1.45 5438 1.55 19.31 22.71 19.10 1.15 14.98 1.66 6.32 5671 I.61 19.51 23.69 21.12 1.18 15.89 1.67 5.21 5321 1.55 19.91 24.67 21.44 1.21 16.84 ➢.68 6.11 6167 1.71 21.21 25.67 21.75 1.24 17.81 1.59 6.11 6418 1.75 21.51 26.69 21.17 1.27 19.31 1.71 5.91 5672 1.81 21.81 27.72 21.38 1.51 19.14 1.72 5.32 6931 C.1 ACTUAL STALE FAIAAETEIS S- 1.112 A= I.is Z. 3 S. i9 ' Y I A F 1 9 IESIIEACE STIIA6E 1EPTU TIP AREA ➢ETTE➢ IY➢IAILIC FLIT VELOCITY TIRE 11111E ' 11ITU FEAIAETEI IA➢lIS RvE (Ali) Ifi31 I FIT (FT) (FT21 (FT) (FTI ICFS) (FT/S1 1.15 11.3/ 1.51 1➢.32 I.➢5 1.16 8.11 37.25 127 ' 1.1I 11.6➢ 1.13 11.63 1.if 1.13 1.11 23.72 258 1.15 11.91 1.57 19.95 1.14 1.36 1.23 19.28 392 1.21 11.21 2.12 11.26 1.19 1.58 9.27 15.23 531 ' 1.25 11.51 2.59 11.51 1.25 1.35 1.31 15.25 572 1.31 11.81 3.21 11.91 1.27 1.15 1.35 11.13 818 1.55 12.11 3.17 12.21 1.32 1.51 1.39 11.77 957 ' 1.11 12.41 1.13 12.55 1.36 1.11 1.42 5.93 1121 1.45 12.79 5.11 12.85 1.41 2.31 1.15 9.25 1277 1.51 13.11 5.75 13.16 1.44 2.75 1.18 9.59 1137 ' 1.55 13.31 6.41 13.43 1.49 3.25 1.51 9.21 1612 1.61 13.61 7.➢8 13.79 1.51 3.78 8.53 7.I1 1771 1.55 13.9➢ 1.77 14.11 ➢.55 4.35 1.55 1145 1942 1.71 14.11 1.37 14.43 9.59 A.95 1.58 7.13 2111 ' 1.75 14.51 9.19 14.71 1.52 5.51 1.61 5.36 2297 i.11 14.31 9.92 15.16 1.56 6.26 1.53 6.61 2439 1.85 15.11 11.61 15.38 1.69 6.96 1.65 5.38 2667 , 1.91 15.11 11.43 15.59 1.73 7.71 1.67 6.19 2158 1.95 15.71 12.21 15.11 1.75 1.49 1.71 5.99 3152 I.1/ 15.➢1 13.11 15.32 1.11 9.31 1.72 5.82 3251 t 1.15 15.31 13.11 15.54 1.13 11.16 1.11 5.67 3452 1.1/ 15.51 14.63 11.95 1.15 11.14 1.75 5.52 3658 1.15 16.91 15.47 17.21 1.91 11.97 1.77 5.38 3857 1.21 17.21 16.32 17.53 1.93 12.93 1.19 5.26 4181 ' 1.25 17.51 11.15 17.91 1.96 13.93 1.31 5.14 4297 1.31 17.81 11.17 11.22 1.19 14.91 1.83 5.13 4518 1.35 11.11 18.57 18.54 1.12 15.14 1.85 4.93 4742 ' 1.41 18.41 19.88 11.35 1.➢5 11.15 1.16 4.13 4971 1.45 11.71 21.81 19.17 1.11 11.31 1.93 4.74 5212 1.51 19.11 21.75 19.49 1.12 11.49 1.91 4.65 5431 , 1.55 19.31 22.71 19.81 1.15 21.72 ➢.91 4.57 5671 1.51 11.61 23.58 21.12 1.18 21.95 1.93 4.49 5921 1.55 11.91 24.57 21.44 1.21 23.25 1.94 4.41 6157 1.71 21.21 25.57 21.75 1.24 24.64 1.96 4.34 5418 , 1.75 21.51 26.59 21.17 1.27 26.12 1.98 4.27 6572 1.81 21.91 27.72 21.38 1.31 27.45 1.19 4.21 5931 r` G.2 ' t t i 1 1 1 1 1 1 1 1 1