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CT 06-24; BRESSI RANCH VILLAGE CENTER; FINAL DRAINAGE REPORT; 2007-11-01
I I I I I ·1 I I I I I fd; I ~"::';" I I I I I I I FINAL DRAINAGE REPORT Bressi Ranch Planning Area 15 City of Carlsbad, CA November 2007 '( CT 06-24 ] Prepared For: RECEIVED NOV 07 20G7 ENGINEERING DEPARTMENT LNR Property Corporation 8520 Techway, Suite 130 San Diego, CA 92123 Prepared By: PROJECT DESIGN CONSULTANTS Planning I Landscape Architecture I Environmental I Engineering I Survey PDC Job No. 3219.10 701 B Street. Suite 800 San Diego. CA 92101 619.235.6471 Tel 619.234.0349 Fax Prepared by: Brinton Swift Under the supervision of II o z ~ o W ::J: (J Z <{ -J n I I I I I I I I I I I I I I I I I I I ,~ PROJECT DESIGN CONSULTANTS DATE: October 30, 2007 FILE: TO: City of Carlsbad FROM: Project Design Consultants SUBJECT: Response to Comments Final Drainage Report Bressi Ranch Planning Area 15, September 2007 Redline Comments Comment #1 on Page 2: Acres is not plural. Response: The "s" has been taken off of acres. Comment #2 on Page 2: Change Water Quality Technical Report to Storm Water Management Plan. Response: All references to the Water Quality Technical Report have been changed to Storm water Management Plan. Comment #3 on Page 6: "Where is Rathydro output? Does not match pondpack (32.96 cfs) see Appendix 3." Response: Rathydro output had been inadvertently excluded from the last Drainage Report, however the peak inflow used in detention calculations (35.88 cfs) was correct based on the new site plan that was analyzed. A Rathydro 'output file has been included in the latest version of the Drainage Report. Comment #4 on Page 7: "Why? No Type I catch basin shown. Plans show Type-G perD-8" Response: Drainage Report references to Type I catch basins and SDRSD D-29 were incorrect. Calculations were completed for Type G (SDRSD D-8) using a SDRSD D-15 drainage structure grate. All text has been updated to reflect this. Comment #5 on Page 8: "These dimensions and opening configurations must be called out on plans" P:\3219IENGR\REPORTS\DRAIN\3219Response to comments20071030.doc I I I I I I I I I I I I I I I I I I I Bressi Commercial Drainage Report October 30, 2007 Page 2 Response: Number of openings for Type F catch basins will be called out on the plans. However, opening sizes in the Type F catch basins will be taken from the SDRSD. Comment #6 on Page 8: "Shown as 4' on plan." Response: All inlets on the plans now correlate with the Drainage Report sizing calculations. Comment #7 on Page 8: "Type-F has 2 open sides per Standard Drawing." Response: Type F catch basins with more than 2 open sides will be called out as modified Type F catch basins. These catch basins will be constructed per SDRSD D-7 just with additional openings. Comment #8 on Page 8: "What about orifice flow conditions? Grate inlets can flow as weirs or orifice dependant upon head elevation." Response: Oriface flow conditions did not control in the configurations that were previously analyzed, typically, orifice control flow depths were 3-4 orders of magnitude less than the weir control flow depths. However, the inlet at node 380 was changed from a curb inlet to a Type G catch basin, and this one inlet is controlled by orifice flow, and as such inlet sizing calculations have been revised. Comment #9 on Page 8: "Specified Type-F D-7 on plan." Response: Reference to the Type G catch basins has been updated in the Drainage Report so that SDRSD D-8 and D-15 are referenced rather than D-29. Comment #10 on Page 8: "For 24-inch x 24-inch Brooks Box." Response: Perimeters used for hydraulic analysis of the 24-inch by 24-inch Brooks box catch basins were 4-feet approximately half the perimeter of the box (due to influence of the grate). On top of this a 50% clogging factor was used in all hydraulic catch basin inlet calculations per the San Diego County Drainage Design Manual, reducing the effective perimeter to 1 foot for Brooks box inlets. Similarly, a total perimeter of 9.2 feet was used for each of the Type G catch basins, per the San Diego County Drainage Design Manual. Similar clogging factors were assumed reducing the effective perimeter to 4.6 feet for Type G catch basins. Comment #11 on Appendix 4: "General Comment: Please provide calculations for head loss across Jensen Storm water Interceptors. Show that interceptors can handle high volume bypass for 100-year storm event." P:13219IENGRIREPORTS\DRAIN\3219Response to comments20071030.doc I I I I I I I I I I I I I I I I I I I Bressi Commercial Drainage Report October 30, 2007 Page 3 Response: Head loss calculations for the Jensen Stonn Water Interceptors were included in SWMP but will also be included in the Drainage Report in Appendix 4. Comment #12 on Exhibit B: "Is this the sub area boundary? Indicate within legend." Response: A legend layer was inadvertently frozen on the previously submitted Exhibit B. Exhibit B has been revised to reflect all changes and has been more clearly presented. Comment #13 on Exhibit B: "If detained to 18.2 cfs, why different in pipe?" Response: Flow rate in the pipe downstream of the underground detention of 20.4 cfs is an artifact of the previous submittal. All flow labels have been correctly updated to reflect the most recent hydrologic and hydraulic analysis. P:\3219IENGR\REPORTS\DRAIN\3219Response to commeots20071030.doc I I I I I I I I I TABLE OF CONTENTS 1. WTRODUCTION .................................................................................................................. 1 2. EXISTING AND PROPOSED DRAINAGE PATTERNS .................................................... 3 2.1 Existing Drainage Patterns .............................................................................................. 3 2.2 Proposed Drainage Patterns and Improvements ............................................................. 3 3. HYDROLOGY CRITERIA, METHODOLOGY, AND RESULTS ...................................... 4 3.1 Hydrology Criteria .......................................................................................................... 4 3.2 Hydrology Methodology ................................................................................................. 4 3.3 Hydrology Results ............................................................................................... : .......... 5 5. HYDRAULIC CRITERIA, METHODOLOGY, AND RESULTS ....................................... 7 6. CONCLUSION ..................................................................................................................... 10 FIGURES I Figure 1: Project Vicinity Map ...................................................................................................... 1 I I I I I I I I I TABLES Table 1: Hydrology Criteria ............................................................................................................ 4 Table 2: Summary of Hydrology Results ....................................................................................... 6 Table 3: Underground Detention Summary .................................................................................... 6 Table 4: Curb Inlet Hydraulic Calculation Summary ..................................................................... 8 Table 5: Type F Catch Basins Hydraulic Calculation Summary .................................................... 8 Table 6: Grate Inlet Hydraulic Calculation Summary .................................................................... 9 1 2 3 4 5 6 APPENDICES San Diego County Isopluvials Proposed Condition Rational Method Calculations Detention Pipe Routing Calculations WSPG Hydraulic Calculations Inlet Hydraulic Calculations Exhibits POOR QUALITY ORIGINAL S I I I I I I I I I I I I I I I I I I I 1. INTRODUCTION This drainage report has been prepared in support of Final Engineering for the Bressi Ranch Planning Area 15 (PA 15), which is located in the City of Carlsbad, California. The project is located to the east of Interstate 5 and to the west of Interstate 15, and is bounded on.the north by Gateway road, on the east by E1 Fuerte Street, on the south by Gardenlane·Way and on the west by an affordable housing development. Figure 1: Project Vicinity Map From a regional drainage perspective, the Project's storm drain system will connect to existing backbone storm drains built during construction of EI Fuerte Street and Town Garden, Road. P:13219IENGRIREPORTSIDRAINI3219DRdoc 1 I I I I I I I I I I I I I I I I I I I Discussion of the El Fuerte Street backbone system is completed in the report titled Drainage Report for El Fuerte Street -Bressi Ranch, January 2003 by Project Design Consultants. Discussion of the backbone system in Town Garden Road is completed in the report titled Drainage Report Bressi Ranch Mass Grading & Backbone Improvements, February 2003 by Project Design Consultants. The proposed project site consists of the portion of PA 15 east of the affordable housing development and Village Square/Town Green. A 1.9 acre lot west of Finnila Place is to be developed to accommodate two commercial buildings, including, surface parking, all assodated utilities, hardscaping, and landscaping. Additionally, 9.75 acres east of Finnila Place are to be developed to accommodate 9 commercial buildings, including, surface parking, all associated utilities, hardscaping, and landscaping. The purpose of this report is to: provide runoff values for proposed condition.s, demonstrate project development does not have an adverse impact on downstream conditions, and support the design of the proposed storm drain system. Included in this report are: • Drainage area delineations and peak flow hydrology calculations using the modified rational procedure for applicable drainage areas. • Detention calculations to attenuate peak flows to the backbone storm drain systems. • Hydraulic calculations used to plot HGL elevations throughout the private storm drain system. • Onsite inlet hydraulic calculations justifying sizing. Two Jensen Precast Stormwater Interceptors in conjunction with Abtech Smart Sponge Ultra Urban Filter Inserts will facilitate treatment of storm water prior to discharging into backbone systems. Ultra Urban Filter Inserts are intended to treat runoff generated from the outdoor eating areas. In depth water quality investigations are completed in a Storm Water Management Plan published under a separate cover. P:13219IENGRIREPORTS\DRAINI3219DR.doc 2 I I I I I I I I I I I I I I I I I I, I 2. EXISTING AND PROPOSED DRAINAGE PATTERNS 2.1 Existing Drainage Patterns Currently the site consists of mass graded bare soil lots. In existing conditions runoff generated from the lot located on the west side of Finnila Place sheet flows to a de silting 1?asin on the southwest comer of the site where it is conveyed into the backbone storm drain system in Town Garden Road. Runoff generated from portions of the vacant lots immediately east of Finnila Place and Village Square/Town Green drains similarly into the backbone storm drain system in Town Garden Road. Finnila Place runoff is collected in curb and gutter where it in discharged into the backbone storm drain system in Town Garden Road via curb inlets. Drainage of the remainder of the eastern portion of P A15 is facilitated by brow ditches conveying runoff into a desilting basin where it then discharges into the backbone storm drain system in El Fuerte Street. Slopes around the perimeter of the Project site sheet flow into the surrounding public street curb and gutter. See Exhibit A for an existing conditions drainage map. 2.2 Proposed Drainage Patterns and Improvements Site development will generally maintain existing drainage patterns, with the exception of redirecction of runoff from portions of the lots east of Finnila Place and Village Square/Town Green, into the EI Fuerte Street backbone system. Site drainage improvements will include; 1) construction of curb and gutter, landscaped drainage basins, and swales to collect runoff sheet flowing from the parking areas, sidewalks, and buildings, 2) storm drain inlets to collect surface water, 3) underground storm drain pipes to convey flows to existing backbone systems, and 4) underground detention to attenuate peak flows. See Exhibit B for a proposed conditions drainage map. Design of the existing backbone systems was completed assuming development of the site would consist of commercial land use imperviousness. However, the proposed Project cop-sists of commercial development with impervious area more representative of industrial development. Due to the increase in the runoff coefficient and diversion from the Town Garden Road backbone system detention prior to discharing into the El Fuerte Street, backbone system is J required. No improvements to any off site storm drain system are required or completed. P;13219\ENGRIREPORTSIDRAlN\3219DR.doc 3 I I I I I I I I I I I I I I I I I I I Exhibit C presents as-built drawings for both the E1 Fuerte Street backbone connection and the Town Garden Road Backbone connection. Design discharges for both of these connections points are identified on the as-builts and were used in determining system capacity. 3. HYDROLOGY CRITERIA, METHODOLOGY, AND RESl)LTS 3.1 Hydrology Criteria Table 1 summarizes the key hydrology assumptions and criteria used for the hydrologic modeling. Table 1: Hydrology Criteria Existing and Proposed Hydrology: 1 ~O-year storm frequency, 6-hour storm Soil Type: Hydrologic Soil Group D Runoff coefficients: Based on criteria outlined in the 2003 San Diego County Hydrology Manual. Rainfall intensity: IDF curve per 2003 County of San Diego Hydrolqgy Manual methodology. See Appendix 2 for County Isopluvial Map. 3.2 Hydrology Methodology Hydrology calculations were completed only for proposed conditions as site runoff is conveyed to existing backbone systems. Drainage areas were defmed from proposed topographic maps of the site. Hydrologic analysis was completed utilizing the Modified Rational Method, outlined in the 2003 San Diego County Hydrology manual. The goal of the Modified Rational Method analysis was to determine the peak 1 ~O-year flow rates for the storm drain pipes by developing a node link model of the contributing drainage area and applying the intensity-duratipn-frequency (IDF) curve to the areas. Civil-D computer program was used to obtain peak flow rates for the onsite drainage areas in proposed conditions upstream of the detention pipes (nodes 365-390), using a node-link model. P:\3219IENGRIREPORTS\DRAIN\3219DR.doc 4 I I I I I I I I I I I I I I I I I I I Civil-D model output was then used in RATHYDRO to generate a 6-hour hydro graph for the portion of the site draining to the detention pipes. Peak outlet flow rates from the detention pipes were obtained from Haestad's Pond Pack software. Pond Pack uses the RATHYDRO 6-hour hydro graph in detention routing calculations to obtain peak outlet flow rates, see Appendix 3. Rational method hand calculations were then completed for the downstream drainage sub-basin; node 400-410. This flow was added to the Pond Pack peak outlet discharge to obtain the peak discharge from the site into the EI Fuerte Street backbone storm drain system. 3.3 Hydrology Results Increase in the runoff coefficient for the Project site created flows that exceeded the EI Fuerte Street backbone design discharges. Detention of storm water to attenuate peak flows into the EI . . Fuerte Street backbone system is achieved by upsizing storm drain pipe from Node 365 to 390 in the storm drain system. Pipe is upsized from a single 36-inch HDPE to three 60-inch HDPE's. Detention basin design restricted peak 100-year storm discharges to 18.15 cfs at node 390. A downstream drainage basin contributed an additional 8.8 cfs, resulting in a total peak 100-year storm discharge of27.0 cfs into the EI Fuerte Street backbone. PondPack modeling indicated maximum detained water surface elevations are 397.17 feet. This elevation is less than the soffit elevation of the storm drain pipe upstream of the detention pipes. However, the majority of pipes upstream of the underground detention pipes are going to flow under pressure due to the water surface elevation created by the detention pipes. An 18-inch orifice at the downstream end of the detention pipes, with similar invert elevation, controls outflow from the system. Exhibit B shows the proposed onsite hydrology basins, sub basins and peak flows for the site. See Appendix 2 for hydrology calculations. Table 2 summarizes the hydrology results and compares them to results from the master drainage studies. Proposed dis'charges reflect detention facilitated by oversized storm drain pipes. A summary of the underground detention design and sizing criteria are presented in Table 3. See Appendix 3 for complete PondPack detention routing calculations. P:13219\ENGR\REPORTSIDRAIN\3219DR.doc 5 I I I I I I I I I I I I I I I I I I I Table 2: Summary of Hydrology Results Backbone Designed Proposed Discharge Proposed Discharge Discharge Location Discharge (Without Detention) (With Detention) Town Garden Road Backbone 9.4 cfs 9.0 cfs No Detention-9.0 cfs Existing Stub into EI Fuerte Backbone 32.5 cfs 44.7 cfs 27.0 Table 3: Underground Detention Summary Basin Volume (ff): 11900 Total Volume Detained Runoff (ft3): 71000 Time of Storm Peak (min): 250 Peak Inflow (ff/s): 35.9 Peak: Outflow (ft3/s): 18.2 Maximum Water Surface Elevations (ft): 397.2 Downstream Control Oriface Diameter (ft): 1.5 Proposed IOO-year peak flowrates into the Town Garden Road backbone storm drain system are less than design discharges. Detained proposed IOO-year peak flow rates into the EI Fuerte Street backbone storm drain system are less than design discharges. Therefore, downstream .storm drain facilities are sufficient to convey anticipated peak flows. In the event storm drain discharging to the EI Fuerte system was not functioning during the IOO- year storm event, several overland flow release features have been included in the site design. , An existing spillway constructed for the desilting basin on the eastern comer of the Project site is to be modified to convey emergency bypass flows to Bressi Ranch Way. Additionally, should downstream storm drain capacity be reduced, excess flows would be released from 'curb inlets in the vicinity of the Bressi Ranch Way driveway and in the Major A parking lot. Proposed site grading was completed so any emergency storm drain flow release was conveyed into Bressi Ranch Way or El Fuerte Street via the modified desilting basin spillway or do~ the east slope, prior to approaching building finished floor elevations. See Exhibit B for emergency surface flow release locations. P:\3219IENGR\REPORTSIDRAIN\3219DRdoc 6 I I I I I I I I I I I I I I I I I I I 5. HYDRAULIC CRITERIA, METHODOLOGY, AND RESULTS Hydraulic modeling of the private storm drains was completed in WSPG so HGL elevations could be plotted on the storm drain profiles on the grading plans. WSPG utilized a standard step method for calculating HGL elevations throughout the system. For storm drain servicing the lots west of Finnila Place a downstream water surface associated with pipe full flow was assumed, conservatively. Storm drain servicing the remainder of the site and upstream of the underground detention utilized the maximum ponded water surface of 397.17-feet from Pondpak as the downstreain water surface elevations. A pipe full water surface elevation was utilized as a downstream water surface elevation for storm drain past the underground detention. WSPG models were broken around the JPHV-II stormwater interceptors so that head loss associated with the treatment device could be accounted for within the models. Jensen precast provided the head loss for the JPHV-II units in IOO-year storm conditions, which are provided at the end of Appendix 4. All storm drain servicing the lots east of Finnila Place flowed in open channel conditions. Storm drain servicing the rest of the Project site and upstream of the underground detention will all be under pressure. HGL elevations are primarily above the soffit of pipes due to the high water surface elevation created in the underground detention. All water surface elevations are below finished grades. Storm drain downstream of the underground detention facility flows open channel. All storm drain pipe under pressure will be installed with water tight joints, while storm drain flowing in open channel conditions will be constructed with standard HDPE joints. All hydraulic calculations are located in Appendix 4. Hydraulic analysis of the onsite inlets was completed per County of San Diego Drainage Design' Manual standards. All curb inlets, drop inlet catch basins, and grate inlets are located in sump conditions. Grate inlets were analyzed as either San Diego Regional Standard Drawing D-8 Type G using a D-15 drainage structure grate, or as smaller 2-ft x 2-ft Brooks Box or Smart Sponge Ultra Urban Filter boxes. Grate inlets were analyzed for both orifice controlled depths and weir controlled depths. Drop inlets were included in low points of all drainage swales and were analyzed as San Diego Regional Standard Drawing D-7 (Type F Catch B~sins). Type F catch basins were analyzed per County of San Diego Drainage Design Manual broad crested P:\3219\ENGRIREPORTSIDRAlN\3219DR.doc 7 I I I I I I I I I I I I I I I I I I I weir criteria. Type F catch basins were specified as having 1, 2, 3, or 4 open sides depending Qn the amount and direction of contributing runoff; these will be constructed as modi:l;ied Type F catch basins. Table 4 provides a summary of the curb inlet hydraulic calculations, Table 5 provides a summary of the drop inlet catch basins, and Table 6 presents a summary of the grate inlet hydraulic calculations. Table 4: Curb Inlet Hydraulic Calculation Summary Inlet Ponded Inlet Node Discharge Weir Length Depth Number (~/s) Coefficient (ft) (ft) 115 2.8 3 4.0 0.38 225 0.3 3 4.0 0.09 335 0.8 3 4.0 0.16 365 1.3 3 4.0 0.23 405 8.8 3 8.0 0.51 Table 5: Type F and Modified Type F Catch Basins Hydraulic Calculation Summary Total Opening Ponded Inlet Node Dischal"ge Weir Number of Length Depth .. Number (~/s) Coefficient Open Sides (ft) (ft) 110 5.0 3 1 3.0 0.68 220 7.6 3 3 7.8 0.47 235 5.7 3 2 6.0 0.46 360 16.1 3 4 10.8 0.63 390 0.1 3 1 3.0 0.05 P:\3219\ENGR\REPORTSIDRAIN\3219DR.doc 8 I I I I I I I I I I I I I I I I I I I Table 6: Grate Inlet Hydraulic Calculation Summary Clogging Inlet Ponded Inlet Node Discharge Inlet Weir Factor Perimeter Depth Number (fe/s) Type Coefficient (%) (ft) (ft) 130 1.2 SDRSDD-8 3 50 9.2 0.20 265 0.3 Smart Sponge 3 50 4.0 0.14 272 0.4 Small Basin 3 50 4.0 0.19 275 0.4 Small Basin 3 50 4.0 0.16 280 0.1 Small Basin 3 50 4.0 0.07 285 0.1 Small Basin 3 50 4.0 0.07 295 0.1 Small Basin 3 50 4.0 0.07 300 0.2 Small Basin 3 50 4.0 0.10 320 1.7 SDRSDD-8 3 50 9.2 0.25' 325 1.9 SDRSDD-8 3 50 9.2 0.27 380 3.9 SDRSDD-8 3. 50 15.6 0.36 510 0.3 Smart Sponge 3 50 4.0 0.14 All curb inlets are sized such that the maximum ponded depth does not exceed O.5I-fe.et in a 10- inch sump. Drop inlets were sized not to exceed 0.63 feet, well below the I-feet flow depth of the swales. Grate inlets were sized such that all ponded depths are below 0.36-feet. Complete inlet hydraulic calculations can be found in Appendix 5. P:\3219IENGR\REPORTSIDRAIN\3219DR.doc 9 I I I I I I I I I I I I I I I I I I I 6. CONCLUSION This drainage report was prepared in support of Final Engineering for the proposed Bressi Ranch Planning Area 15 commercial development. Development of the site creates discharges greater than backbone design discharges, requiring diversion and underground detention. As a result of diversion and detention Proj ect site runoff is less than the design discharges for the Town ·Garden Road backbone system and the EI Fuerte Street backbone system. Development of the Project site will have no adverse impacts on regional drainage patterns or the downstream storm drain systems capacities. Hydraulic calculations indicate that the majority of storm drain upstream of the underground detention facility will be under pressure, however, all water surface elevations will be below fInished grades. All storm drain under pressure vyill be constructed with water- tight joints. Onsite curb inlets all have a maximum ponded depth of 0.51-feet in a 10-inch sump, all drop inlets have a maximum ponded depth of 0.63-feet in a I-foot deep swale, and all grate inlets have a maximum ponded depth of 0.36-feet. This report fInds that the proposed project development will safely drain the 100-year storm. P:13219IENGR\REPORTSIDRAlN\3219DR.doc 10 I I APPENDIX! I San Diego County Isopluvials I I I I I I I I I I I I I I I I I' 1 1 1 0'" ,- I:···· 1 }:;?:~~ .. -~"":.' -.. :':~~ ... ~::.~:=:'-:--': : ..... :: : ....... . . -~ .. ;.:~ :.-. • .: •••• " '_h':' _.',', 1 ~~~~t\7i~~{·&~A-.:~ ~:;:::~~: :~:-;.:,:>-: .. ~. ~ •• ""-....... ~ •• ? .. .. .... 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ThIa pmdt,dmsyc:cnninlnformallCJ1Wh1ch hal bun ralX'Od:.lCld1Mlh pennlalllen gI".-It.d hyThamu Bralhll1l MD~ S 3 o 3 Miles ~ ,I 1 I 1 1 1 I" I' 1 I, 1 I 1 1 I 1 I I I : j : .: . ~ , , : . ~ ~~~~j .: -: : o. j ;'3"F' ; ~;;;;~'M il~-t(wU:: T r ';' l, i ;-';1 " ,-j ! ~~!-=t:h+;IH-':-'=:' i· ': g ~ .' ~. is,:,,, L ~; 'Pi ~-~ : r'o: County of San Hydrology " 'i:':.:'··: .. ~¥'· '"'*-iii"L/j:.ll"I~~';'_;';:~~~~c~,_,;";,, ';-~';'~~~-t~---~~--. : ... ~ ," ..... ,. :,T;li, .T.! .;. :.:. L i :.:, :. :.: ": -~~:r::~~'~~; ~ ~-.. :-..... ",:" .:' '~'. -~. :::-::~:-:~-.. ~~~.-'" ,;. :. .. : : 'i ! -~ . : . i :. L , , ';32'45' " : .,; . i . .: .. : .. : . .j.- f·':t l' : , ;':'1 -roo i (.: :. : .. , ";"'1 t-: ,~ ~. ; -'! 1" :"1 .. : i. L 0':' ! : ... : .. :'" ~ "1~':~ "'j"': , . '. ~. ':' 1 ! L.l ~!. :··,t : ': r ~ : " ; .. , " .. ,1... . ~. ~ ~. i· :.;"·d·~~'·; ~".' ... l .;.; ,iJ,,:,l ,: .. '; .. ,; J.:' '; :1.;':. ,.1...: .; ... : .. "._1.L~· l~ ·,,~~f.~~::.:. .. .i ... t ..... . ·~·-t . to,: ; i"f :.. r .... : .: Isopluvial (inches) DPW ~~,GIS D@/lror.-... ..,~'?-..tcc~tt"%;' ;~~1JI;11'·'nr,'tlli";>."1r<lMon... '~~~:GIS ~S .~fti\.,. (', 'rt,,! \X'ir. n.h''-":m Lrweo ,('i\ t: + TIiIS MtJIIS PROVIDED WITIiOl1TWARRAN'TY OF ANY KIND, EITHER EXPRESS OR IMPLJED,INCWOINQ. BUT NOT UMTE!J TO, THe IWUS) WARRANTIES OFMERCIiANTABIUTY AND FITNESs FOR A FARTlctJI..AR PURPOSE. ~1s.nGIS.MRJghtsR •• .-vo&d. ThII ~uc;ta lM)'eonll!n Infcnndon from thl SANDAG RttpIonaI II"Ifctmdcn Syst..rnwhlch annel. b. npnnuc.d~thctJt the written Plnn!1I1Dn cI SAHDAG. Th!.DRKfuctmaycanbinWDm'lltla\\Io'hlc'\h:tablllUlt1l~cedWlth pwmlulcngtW'lt.dbyThcmaaSI1:)Ihn)l.pr:l. S o 3 3 Miles ~~~-~~ " .. :.": '.~~:'-::-.. ." ... : ".: .. :! .. : .\ :,. -.... r ..... ~ •• j-~ .-.~~.~~{-::; ': .~ : ~.:";~": .~~~ ~ ....... '_0 '-'1-1::"'-;-_ ----10.0 ~.O 8.0 1.0 ", .. ~ ..... "'1' "'" "- 6.0 i' 8.0 I' 4.0 'I' 3.0 I 2. 'i:'" 5 ..e. ] I I .~ 81. ~o. ·go. .l!l-o .Eo I .7 . 6 Q. o .6 .4' o. o. I: o ~ o I 1- 5 1'-I""- "'!' ...... " .. ~ l' r-.. r.... ..... .. .... ~ r-..~ 6 , .... "-..... i' I'-... ~ ..... r... "-r- t"-. t'» I'-r-.. r-.. " r-.. I" I' I .... l'-i', I 1-1- 8 910 -- f\" ..... ' ~ r-,I'>. . ..... "r- 'I'-, ..... 't--. r- I ......... r-. - --. 1/i 21'1 ~n Minutes --- -... -.--.--.. .. - I - ... -.. 1 .! o IlQ Duration , J... H 11111111 IIIIIIH IfllllUIi 1111111 III 11111111 EQUATION J = 7.44 P~ 0,0.646 I = Int!3nsity (in/hr) P 6:;: 6-Hour .. Preclpilatlon (I o = Duration (min) n) , t'--~ I ;"-. " r-. ..... ~. I ... r-.. i', .. !'."r-.; i .... "'t--. l"-I"'! t--. 1'-, '. , I r-. .r-... r... 1'", i'" , , ... , '" 1'-" '" . . F-.- - . - . .. I------~. 2 3 -4 Hours 5 6 l~ : !;j .' ~ III '.:! Directions tor. A{JpIJcation: (1) From ptecipitatlon maps determine 6 hr and 24 hr amounts for the ~electei:l frequency. These maps are Included in the Cl;lUntyllydrology Manual. (10.50, and 100 yrmaps included in t1'Je ~~sigo ~mcr Procedure Manual), {2} Ad~Uf,jt 6 hr precipitation (if necessary) so that It is within the range of 46% to 65% of the 24 hr preoipitation {not applioapfe to Desert). (3) Plot 6 hr precipltatlo~ on thE!! right side of the char~ . :~4} Drtw'~ !i~~ t~r~u~h t~e. point parallel to the plotted lines . . (5) This IIn.E?:ls the lnt,en~lty~duration curve for the location : being;'ilrialyzed,:' . . :'.:'" ~r::: ~ , I;:: : i" . 'Appltcatl,ori Form': . ..' ": ... I' • 1:= .. I I • • . ± : "(a) SeJect~·~.rr,equency ;100: y~ar o . : 1;, .. , , .'. P !:i. '(b) P6= -Z':,~ ·in. PZ4' = b "~I. J = sS %(2) .:p. -.-;-.-. I -'P24 --- 6.0 ~:, (9tAdlust~'~P6{2!=< ~111. 6 6 ro. .,. ,";" . 5'0 f:f ,(d) tx; = ~ min.' . : ; ~ ~ : . ':11. . . ,~: i 4.6::> (.) I "f': " ,'h r . . 1 . n' ~ .'" 4i: .... ' In. ri I·' i, l' 40 :;r . . 1.' 1 1 , .' • .. ffl .' .!!. I I /. 3.6 -: Note: Thli~h?ri replaoel? the Intenslty-DuraUon-Frequenoy 3.0 2.5 2.0 1.5 1.0 qurv.e~ used sinc~·1965. ~tr~t;onl=EY~~~;~~1~3iar?1'-4;5-1=~~~~ -_. !? J!&~ ;gl~ ..5..!.lR .!!:.~9_?,~OJ93? '!Q:51J1.l:~~L12:1.!1.1~~~l.l .. 1E.!.f!! 7 2.12 j3.1S 4.2415.30 i 6.36i7.42 8.4B! 9.54 110.60 11.66112.72 ----&1' _ ......... -~ .-. _ .. '1-" -_.--~.----r-.. '.' -.. T ._- 10" "'" ,., "" .... 5.90 6.7" 7." "2~~ 10.11 .,--.-'5 -1.30 1.9512.59 3.2ill!.E!§!J.~i.I_?..:.19jJ;"~U,?:~~ -~!?.J -7-:-ij[ _ ... _2~ .1.08, 1,1!2 .?":I~.1.2~~!U?~2313:I?._'!,.~1 ! 4.6515~9 5_9~tl-~'~~ __ 2? J1,~~_p.:.49. 1~~71.?!33";.?.!!!0 ~_;'I~27p~7Hh 4~20 __ ~,67 __ 6" 13 __ l?:60_ ..--~o. .. 0.Jl3 'j' 1,24 L!.,6qtg,07. :_~;1.~.l.?'~.o T ~~~~.L3,?3J_ 4.J5 __ ,,!:.p8 L~,~8 . • __ 4Q _0~~9_. t.03!.1::3S.Ll?2.i.~0712.4.1! 2.76 i 3.10 L3.'!5 .. 3,79J.~,13. __ ... sq .O!6.!tTI~,~OL!:J~U.!.49 "':.1~79 L?~Ol!.L?~~91. 2..:.8H~98 __ 3~?U.!l2.8. __ s.~ _0.:93. .\1.~1O!,.061.1.33.!1:6911.:86!.2:12! 2.391.2.661 2.~~~'.3 .. 18_ 90 0.41 10.61 0.82,1.02 :1.2311.43! 1.631 1.84 2.04 2.25 2.45 _'._ ~~o. . 0:~4 jOJij'Q6BT O,'SSTf:02 n]9 r·i~3(D:6:(tl-:-iQ·h]7 _ ;2~O7( .... ___ ~.?o _Q,,?gJ~~~1!9!~91_0}3-i-t,l:.6B.b,03.L~'18.1 .. 1.:a2"1..1.47. U,62JJ:.:.76_ ~~g _~.26. .I0:..39I.o:..5:!.,.0~6?_;..0,781.0 .. 91.U.,o.~ . .Ll~11l:. _~,3_1_!...I~44J.1,5.7. __ 2~!! 0.22lo.!33Lo:431~.:.!!~.1.~6510!~6LO.871 0,96. 1.08j_l:'9L'!:.~9_ ., 3QO 0.1ifTo.28iO.3BI 0.4710.56 0.66! 0.751 O.B5H a.94 ' '1.0311.13 -360 o.1'i"10.2s.io.33F6~42!Q:50rO:5Br·0.6jTO:;5 TIi4~O~92-.-1~00· FIGURE . ',I ~ I 'I' Int~nsity·Duration Design Char1;. Template ,. ~. I. .!. • 3 .. ·1 ., i ~ : . 4k!: 'w ';·';,:.Ji:' ,I.ti . ::~,;. . . : ~ .f. ... I I, I I I I I I I I I I I I I I I I I APPENDIX 2 Proposed Condition Rational Method Hydrology Calculations '. I I I I I I I I I I I I I I I I I I I San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 09/18/07 3219.10 BRESSI COMMERCIAL SYSTEM 100 -PROPOSED CONDITIONS 100 YEAR STORM SEPTEMBER 04, 2007 ********* Hydrology Study Control Information ********** ------------------------------------------------------~----------------- Program License Serial Number 4049 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation (inches) = 2.800 24 hour precipitation(inches) = 5.100 P6/P24 = 54.9% San Diego hydrology manual 'C' values used 100.0. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 105.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A= 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 100.000(Ft.) Highest elevation = 414.300(Ft.) Lowest elevation = 409.000(Ft.) Elevation difference = 5.300(Ft.) Slope = 5.300 % USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION Time of Concentration = 5.00 minutes Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.385(CFS) Total initial stream area = 0.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I I I I I I I I I I I I I I I I I Process from Point/Station 10S.000 to Point/Station llO.OOO **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 408.700(Ft.) Downstream point elevation 404.S00(Ft.) Channel length thru subarea 261.000(Ft.) Channel base width 3.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel 2.737(CFS) Manning's 'N' = O.OSS Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 2.737(CFS) Depth of flow = 0.411(Ft.), Average velocity Channel flow top width = S.467(Ft.) Flow Velocity = 1.S7(Ft/s) Travel time 2.77 min. Time of concentration = 7.77 min. Critical depth = 0.270(Ft.) Adding area flow to channel Decimal fraction soil group A = Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.9S0 Sub-Area C Value = 0.870 0.000 0.000 0.000 1. 000 1.S73 (Ft/s) Rainfall intensity = S.SS3(In/Hr) for a 100.0 year storm E,ffecti ve runoff coefficient used for total a~,ea (Q=KCIA) is C = 0.870 CA = 0.90S Subarea runoff = 4.639(CFS) for 0.980(Ac.) Total runoff = S.02S(CFS) Total area Depth of flow = 0.S69(Ft.), Average velocity = Critical depth = 0.387(Ft.) 1.040(Ac.) 1. 878 (F1;/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 11S.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 396.000(Ft.) Downstream point/station elevation 39S.S00(Ft.) Pipe length SO.OO(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow S.02S(CFS) Nearest computed pipe diameter lS.00(In.) Calculated individual pipe flow S.02S(CFS) Normal flow depth in pipe = 9.94(In.) Flow top width inside pipe = 14.19(In.) Critical Depth = 10.91(In.) Pipe flow velocity = S.82(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 7.91 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 121.000 to Point/Station 11S.000 I I I I I I I I I I I I I I· I I **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 7.91 min. Rainfall intensity = 5.488(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 1.096 Subarea runoff 0.992(CFS) for 0.220(Ac.) Total runoff = 6.016(CFS) Total area = 1.260(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 125.000 to Point/Station 115.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub~Area C Value = 0.870 Time of concentration = 7.91 min. Rainfall intensity = 5.488 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 1.427 Subarea runoff 1.814(CFS) for 0.380(Ac.) Total runoff = 7.831(CFS) Total area = 1.640(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 130.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 395.500(Ft.) Downstream point/station elevation 393.400(Ft.) Pipe length 117.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 7.831(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 7.831(CFS) Normal flow depth in pipe = 11.18(In.) Flow top width inside pipe = 13.07(In.) Critical Depth = 13.28(In.) Pipe flow velocity = 7.99(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 8.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I I I I I I I I I I I I I I I I I I Process from Point/Station 135.000 to Point/Station 130.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A= 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 8.15 min. Rainfall intensity = 5.382(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 1.670 Subarea runoff = 1.159(CFS) for 0.280(Ac.) Total runoff = 8.989(CFS) Total area = End of computations, total study area = 1. 920 (Ac.) 1. 920 (Ac.) I I I I I I I I I I I I I I I I I I I San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)199l-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 09/19/07 3219.10 BRESSI COMMERCIAL SYSTEM 200 -PROPOSED CONDITIONS 100 YEAR STORM SEPTEMBER 19, 2007 ********* Hydrology Study Control Information ********** ---------------------------------------------------------------~-----~-- Program License Serial Number 4049 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation (inches) = 2.800 24 hour precipitation(inches) = 5.100 P6/P24 = 54.9% San Diego hydrol~gy manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 205.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 74.000(Ft.) Highest elevation = 412.000(Ft.) Lowest elevation = 411.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.351 % USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION Time of Concentration = 5.00 minutes Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.257(CFS) Total initial stream area = 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I I I I I I I I I I I I I I I I I I I Process from Point/Station 205.000 to Point/Station 210.000 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation 411.000(Ft.) Downstream point elevation 406.000(Ft.) Channel length thru subarea 114.000(Ft.) Channel base width 10.000(Ft.) Slope or 'Z' of left channel bank = 10.000 Slope or 'Z' of right channel bank = 10.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.017 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 1.114(CFS) Depth of flow = 0.046(Ft.), Average velocity Channel flow top width = 10.927(Ft.) Flow Velocity = 2.29(Ft/s) Travel time 0.83 min. Time of concentration = 5.83 min. Critical depth = 0.071(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D ,[INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 0.000 0.000 0.000 1. 000 1.114 (CFS) 2.295(Ft/s) Rainfall intensity =. 6. 683 (In/Hr) for a 100.0 year storm Effective runoff coeificient used for total area (Q=KCIA) is C = 0.870 CA = 0.287 Subarea runoff = 1.662(CFS) for 0.290(Ac.) Total runoff = 1.919(CFS) Total area Depth of flow = 0.064(Ft.), Average velocity = Critical depth = 0.102(Ft.) 0.330 (Ac.) 2.817(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++. Process from Point/Station 215.000 to Point/Station 210.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 5.83 min. Rainfall intensity = 6. 683 (In/Hr) for a 100.9 year storm Effective runoff coefficiept used for total area (Q=KCIA) is C = 0.870 CA = 0.391 Subarea runoff 0.698(CFS) for 0.120(Ac.) Total runoff = 2.616(CFS) Total area = 0.450(Ac.) I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 220.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 406.000(Ft.) Downstream point elevation 405.200(Ft.) Channel length thru subarea 160.000(Ft.) Channel base width 3.000(Ft.) Slope or 'z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.055 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 5.162(CFS) Depth of flow = 0.779(Ft.), Average velocity Channel flow top width = 7.672(Ft.) Flow Velocity = 1.24(Ft/s) Travel time 2.15 min. Time of concentration = 7.97 min. Critical depth = 0.395(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.~70 0.000 0.000 0.000 1.000 5~162(ctS) 1.242(Ft/s) Rainfall intensity = 5.459(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 1.401 Subarea runoff = 5.030(CFS) for 1.160(Ac.) Total runoff = 7.647(CFS) Total area Depth of flow = 0.947(Ft.), Average velocity = Critical depth = 0.492(Ft.) 1.610(Ac.) 1.382(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/station 225.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 405.200(Ft.) Downstream point/station elevation 404.500(Ft.) Pipe length 71.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 7.647(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 7.647(CFS) Normal flow depth in pipe = 11.45(In.) Flow top width inside pipe = 17.32(In.) Critical Depth = 12.85(In.) Pipe flow velocity = 6.45(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 8.16 min. I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 225.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 8.16 min. Rainfall intensity = 5.380(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 1.470 Subarea runoff 0.263(CFS) for 0.080(Ac.) Total runoff = 7.910(CFS) Total area = 1.690(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 225.000 to Point/Station 235.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 404.500(Ft.) 'Downstream point/station elevation 403.800(Ft.) Pipe length 73.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 7.910(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow 7.910(CFS) Normal flow depth in pipe' = 11.84(In.) Flow top width inside pipe = 17.08(In.) Critical Depth = 13.06(In.) Pipe flow velocity = 6.42(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 8.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 225.000 to Point/Station 235.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.690(Ac.) Runoff from this stream 7.910(CFS) Time of concentration 8.35 min. Rainfall intensity = 5.301(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 240.000 to Point/Station 245.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil group 'A group B group C group D 0.000 0.000 0.000 1.000 I I I I I I I I I I I I I I I I I I I [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 83.000(Ft.) Highest elevation = 423.000(Ft.) Lowest elevation = 422.500(Ft.) Elevation difference = 0.500(Ft.) Slope = 0.602 % USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION Time of Concentration = 5.00 minutes Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.963(CFS) Total initial stream area = O.lSO(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24S.000 to Point/Station 235.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 408.000(Ft.) Downstream point elevation 404.300(Ft.) Channel length thru subarea l16.000(Ft.) Channel base width 3.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = O.OSS Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = '. 2.l27(CFS) Depth of flow = 0.296(Ft~), Average velocity Channel flow top width = 4.778(Ft.) Flow Velocity = 1.85(Ft/s) Travel time 1.05 min. Time of concentration = 6.0S min. Critical depth = 0.230(Ft.) Adding area flow to channel Decimal fraction soil group A = Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.9S0 Sub-Area C Value = 0.870 0.000 0.000 0.000 1. 000 2.l27(CFS) 1.84S(Ft/s) Rainfall intensity = 6.S25 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.496 Subarea runoff = 2.273(CFS) for 0.420(Ac.) Total runoff = 3.236(CFS) Total area Depth of flow = 0.374(Ft.), Average velocity = Critical depth = 0.297(Ft.) 0.S70(Ac.) 2.l00(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 250.000 to Point/Station 235.000 **** SUBAREA FLOW ADDITION **** I I Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 I Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 I Sub-Area C Value = 0.870 I Time of concentration = 6.05 min. Rainfall intensity = 6.525(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.879 Subarea runoff 2.498(CFS) for 0.440(Ac.) Total runoff = 5.734(CFS) Total area = 1.010(Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 250.000 to Point/Station 235.000 **** CONFLUENCE OF MINOR STREAMS **** I Alo~g Main Stream number: 1 in normal stream number 2 Stream flow area = 1.010(Ac.) I Runoff from this stream 5.734(CFS) Time of concentration = 6.05 min. Rainfall intensity = 6.525(In/Hr) Summary of stream data: I Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) I 1 7.910 8.35 5.301 2 5.734 6.05 6.525 Qmax(l) 1. 000 * 1. 000 * 7.910) + 0.812 *. 1. 000 * 5.734) + 12.567 I Qmax(2) 1. 000 * 0.724 * 7.910) + 1. 000 * 1. 000 * 5.734) + 11. 464 I Total of 2 streams to confluence: I Flow rates before confluence point: 7.910 5.734 Maximum flow rates at confluence using above data: 12.567 11.464 Area of streams before confluence: 1.690 1.010 I Results of confluence: Total flow rate = 12.567(CFS) Time of concentration 8.348 min. Effective stream area after confluence 2.700(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 235.000 to Point/Station 255.000 ,I **** PIPEFLOW TRAVEL TIME (Program estimated size) **** I I I I I I I I I I I I I I I I I I I I Upstream point/station elevation = 404.300(Ft.) Downstream point/station elevation 402.900(Ft.) Pipe length l42.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 12.567(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 12.567(CFS) Normal flow depth in pipe = 14.19(In.) Flow top width inside pipe = 19.66(In.) Critical Depth = 15.85(In.) Pipe flow velocity = 7.26(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 8.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 235.000 to Point/Station 255.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.700(Ac.) Runoff from this stream 12.567(CFS) Time of concentration = 8.67 min. Rainfall intensity = 5.171(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 260.00Q to Point/Station 265.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 51.000(Ft.) Highest elevation = 409.000(Ft.) Lowest elevation = 408.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.961 % USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION Time of Concentration = 5.00 minutes Rainfall intensity (I) = 7.377 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.321(CFS) Total initial stream area = 0.050(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 265.000 to Point/Station 270.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 408.000(Ft.) I I Downstream point/station elevation = 407.600(Ft.) Pipe length 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 0.321(CFS) Nearest computed pipe diameter 6.00(In.) I Calculated individual pipe flow 0.321(CFS) Normal flow depth in pipe = 3.26(In.) Flow top width inside pipe = 5.98(In.) Critical Depth = 3.45(In.) I Pipe flow velocity = 2.96(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 5.23 min. I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 273.000 to Point/Station 270.000 **** SUBAREA FLOW ADDITION **** I Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) I Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 I Time of concentration = 5.23 min. Rainfall intensity = 7.170(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.096 Subarea runoff 0.365(CFS) for ,O.060(Ac.) I Total runoff = 0.686(CFS) Total area = 0.110(Ac.) I +++t++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 275.000 to Point/Station 270.000 I **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 I Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 I I Time of concentration = 5.23 min. Rainfall intensity = 7.170(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.157 Subarea runoff 0.437(CFS) for 0.070(Ac.) Total runoff = 1.123(CFS) Total area = O.180(Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 280.000 to Point/Station 270.000 **** SUBAREA FLOW ADDITION **** I I I I I I I I I I I I I I I I I I I I I Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 5.23 min. Rainfall intensity = 7.170(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.174 Subarea runoff 0.125(CFS) for 0.020(Ac.) Total runoff = 1.248(CFS) Total area = 0.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 285.000 to Point/Station 270.000 **** .SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 5.23 min . .. Rainfall intensity = 7.170(In/Hr) for ~ 100.0 year storm ·Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.191 Subarea runoff 0.125(CFS) for 0.020(Ac.) Total runoff = 1.372(CFS) Total area = 0.220(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . - Process from Point/Station 270.000 to Point/Station 290.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 407.600(Ft.) Downstream point/station elevation 407.000(Ft.) Pipe length 111.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 1.372(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 1.372(CFS) Normal flow depth in pipe = 6.17(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 5.95(In.) Pipe flow velocity = 3.37(Ft/s) Travel time through pipe = 0.55 min. Time of concentration (TC) = 5.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 295.000 to Point/Station 290.000 **** SUBAREA FLOW ADDITION **** I I Decimal fraction soil group A 0.000 I Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type ] . (General Industrial ) Impervious value, Ai = 0.950 I Sub-Area C Value = 0.870 I Time of concentration = 5.77 min. Rainfall intensity = 6.723(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.226 Subarea runoff 0.148(CFS) for 0.040(Ac.) Total runoff = 1.521(CFS) Total area = 0.260(Ac.) I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 290.000 **** SUBAREA FLOW ADDITION **** I Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 I Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 I Time of concentration = 5.77 min. Rainfall intensity = 6.723(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.261 Subarea runoff 0.234(CFS) for 0.040(Ac.) I I Total runoff = 1.755(CFS) Total area = 0.300(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 290.000 to Point/Station 305.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 407.000(Ft.) I Downstream point/station elevation 406.300(Ft.) Pipe length 65.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 1.755(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 1.755(CFS) Normal flow depth in pipe = 5.82(In.) I Flow top width inside pipe = 11.99(In.) Critical Depth = 6.76(In.) Pipe flow velocity = 4.65(Ft/s) Travel time through pipe = 0.23 min. I Time of concentration (TC) 6.01 min. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 290.000 to Point/Station 305.000 I I I I I I I I I I I I I I I I I I I I **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.300(Ac.) Runoff from this stream 1.755(CFS) Time of concentration 6.01 min. Rainfall intensity = 6.554 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 315.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A= 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 62.000(Ft.) Highest elevation = 408.200(Ft.) Lowest elevation = 407.900(Ft.) Elevation difference = 0.300(Ft.) Slope = 0.484 % USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION Time of Concentration = 5.00 minutes Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Suba~ea runoff = 0.706(CFS) Total initial stream area = 0.110 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 320.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 407.900(Ft.) Downstream point elevation 407.000(Ft.) Channel length thru subarea 77.000(Ft.) Channel base width 10.000(Ft.) Slope or 'Z' of left channel bank = 10.000 Slope or 'Z' of right channel bank = 10.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.017 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 1.241(CFS) Depth of flow = 0.073(Ft.), Average velocity Channel flow top width = 11.463(Ft.) Flow Velocity = 1.58(Ft/s) Travel time 0.81 min. Time of concentration = 5.81 min. Critical depth = 0.076(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C 0.000 0.000 0.000 1. 241 (CFS) 1. 581 (Ft/s) I I I I I I I I I I I I I I I I I I I Decimal fraction soil group D [INDUSTR~AL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 1.000 Rainfall intensity = 6.695(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.252 Subarea runoff = 0.983(CFS) for 0.180(Ac.) Total'runoff = 1.689(CFS) 'Total area Depth of flow = 0.088(Ft.), Average velocity Critical depth = 0.093(Ft.) 0.290 (Ac.) 1. 771 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 325.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 407.bOO(Ft.) Downstream point/station elevation 405.300(Ft.) Pipe length 171.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 1.689(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 1.689(CFS) Normal flow depth in pipe = 5.82(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 6.63(In.) Pipe flow velocity = 4.47(Ft/s) Travel time through pipe = 0.64 min. Time of .. ~oncentration (TC) = 6.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 325.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A= 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 6.45 min. Rainfall intensity = 6.260(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.574 Subarea runoff 1.905(CFS) for 0.370(Ac.) Total runoff = 3.594(CFS) Total area = 0.660(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from 'Point/Station 325.000 to Point/Station 335.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 405.300 (Ft.) I I I I I I I I I I I I I I I I I I I Downstream point/station elevation = 404.600(Ft.) Pipe length 67.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 3.594(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 3.594(CFS) Normal flow depth in pipe = 9.70(In.) Flow top width inside pipe = 9.44(In.) Critical Depth = 9.70(In.) Pipe flow velocity = 5.29(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 6.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 335.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 6.66 min. Rainfall intensity = 6.131(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.713 Subarea ru~off 0.780(CFS) for 0.160(Ac.) Total runoff = 4.374(CFS) Total area = O.820(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 335.000 to Point/Station 305.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 404.600(Ft.) Downstream point/station elevation 403.700(Ft.) Pipe length 91.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 4.374(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 4.374(CFS) Normal flow depth in pipe = 9.08(In.) Flow top width inside pipe = 14.66(In.) Critical Depth = 10.16(In.) Pipe flow velocity = 5.63(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 6.93 min. ++++++++++++++++++++++++++++++++++++t+++++++++++++++++++++++++++++++++ Process from Point/Station 335.000 to Point/Station 305.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.820(Ac.) I I I I I I I I I I I I I I I I I I I Runoff from this stream Time of concentration = Rainfall intensity = Summary of stream data: 4.374(CFS) 6.93 min. 5.976(In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ~ 1.755 6.01 6.554 2 4.374 6.93 5.976 Qmax(l) 1.000 * 1.000 * 1.755) + 1.000 * 0.867 * 4.374) + 5.546 Qmax(2) 0.912 * 1.000 * 1.755) + 1.000 * 1.000 * 4.374) + 5.974 Total of 2 streams to confluence: Flow rates before confluence point: 1.755 4.374 Maximum flow rates at confluence using above data: 5.546 5.974 Area of streams before confluence: 0.300 0.820 Results of confluence: Total flow rate = 5.974(CFS) Time of concentration 6.930 min. Effective stream area after confluence 1.120(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++. Process from Point/Station 305.000 to Point/Station 255.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 403.700(Ft.) Downstream point/station elevation 402.600(Ft.) Pipe length 111.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 5.974(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 5.974(CFS) Normal flow depth in pipe = 11.44(In.) Flow top width inside pipe = 12.77(In.) Critical Depth = 11.86(In.) Pipe flow velocity = 5.95(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 7.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 255.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area 1.120(Ac.) Runoff from this stream = 5.974(CFS) I I I I I I I I I I I I I I I I I I I Time of concentration = Rainfall intensity = Summary of stream data: 7.24 min. 5.810(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 12.567 8.67 5.171 2 5.974 7.24 5.810 Qmax(l) 1.000 * 1.000 * 12.567) + 0.890 * 1.000 * 5.974) + 17.885 Qmax(2) 1.000 * 0.835 * 12.567) + 1.000 * 1.000 * 5.974) + 16.467 Total of 2 main streams to confluence: Flow rates before confluence point: 12.567 5.974 Maximum flow rates at confluence using above data: 17.885 16.467 Area of streams before confluence: 2.700 1.120 Results of confluence: Total flow rate = 17.885(CFS) Time of concentration 8.673 min. Effective stre~ area after confluence 3.820(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 255.000 to Point/Station 345.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 402.600(Ft.) Downstream point/station elevation 401.100(Ft.) Pipe length 142.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 17.885(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow 17.885(CFS) Normal flow depth in pipe = 15.80(In.) Flow top width inside pipe = 22.77(In.) Critical Depth = 18.28(In.) Pipe flow velocity = 8.16(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 8.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 255.000 to Point/Station 345.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area 3.820(Ac.) Runoff from this stream = 17.885(CFS) I I I I I I I I I I I I I I I I I I I Time of concentration Rainfall intensity = 8.96 min. 5.063(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 350.000 to Point/Station 355.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 57.000(Ft.) Highest elevation = 408.000(Ft.) Lowest elevation = 407.750(Ft.) Elevation difference = 0.250(Ft.) Slope = 0.439 % USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION Time of Concentration = 5.00 minutes Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year s.torm Effective runoff coefficient used for area (Q=KCIA) is C 0.870 Subarea runoff = 0.449(CFS) <Total initial stream area = 0.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 355.000 to Point/Station 260.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 407.750(Ft.) Downstream point elevation 402.000(Ft.) Channel length thru subarea 188.000(Ft.) Channel base width 3.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.055 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 3.640(CFS) Depth of flow = 0.403(Ft.), Average velocity Channel flow top width = 5.419(Ft.) Flow Velocity = 2.14(Ft/s) Travel time 1.46 min. Time of concentration = 6.46 min. Critical depth = 0.320(Ft.) Adding area flow to channel Decimal fraction soil group A = Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 0.000 0.000 0.000 1. 000 3.640(CFS) 2.145(Ft/s) I I I I I I I I I I I I I I I I I I I Rainfal~ intensity = 6.253 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 1.079 Subarea runoff = 6.296(CFS) for 1.170(Ac.) Total runoff = 6.746(CFS) Total area Depth of flow = 0.561(Ft.), Average velocity = Critical depth = 0.461(Ft.) 1.240(Ac.) 2.570(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 362.000 to Point/Station 360.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 6.46 min. Rainfall intensity = 6.253 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 2.575 Subarea runoff 9.357(CFS) for 1.720(Ac.) Total runoff = 16.103(CFS) Total area = 2.960(Ac.) +++++++++++++++++++y++++++++++++++++++++++++++++++++++++++++++++~+++++ Process from Point/Station 360.000 to Point/Station 345.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 402.000(Ft.) Downstream point/station elevation 400.200(Ft.) Pipe length 179.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 16.103(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow 16.103(CFS) Normal flow depth in pipe = 14.93(In.) Flow top width inside pipe = 23.27(In.) Critical Depth = 17.36(In.) Pipe flow velocity = 7.84(Ft/s) Travel time through pipe = 0.38 min. Time of concentration (TC) = 6.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 360.000 to Point/Station 345.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.960(Ac.) Runoff from this stream 16.103(CFS) Time of concentration = 6.84 min. Rainfall intensity = 6.026(In/Hr) Summary of stream data: I I I I I I I I I I I I I I I I I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 17 . 885 8.96 5.063 2 16.103 6.84 6.026 Qmax(l) 1. 000 * 1. 000 * 17.885) + 0.840 * 1. 000 * 16.103) + 31.413 Qmax(2) 1. 000 * 0.763 * 17.885) + 1. 000 * 1. 000 * 16.103) + 29.755 Total of 2 streams to confluence: Flow rates before confluence point: 17.885 16.103 Maximum flow rates at confluence using above data: 31.413 29.755 Area of streams before confluence: 3.820 2.960 Results of confluence: Total flow rate = 31.413(CFS) Time of concentration 8.963 min. Effective stream area after confluence 6.780(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 345.000 to Point/Station 365.000 **** PI"PEFLOW TRAVEL TIME (Program estimated size) :1<*** Upstream point/station elevation = 400.200(Ft.) Downstream point/station elevation 398.300(Ft.) Pipe length 194.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 31.413(CFS) Nearest computed pipe diameter 30.00(In.) Calculated individual pipe flow 31. 413 (CFS) Normal flow depth in pipe = 19.83(In.) Flow top width inside pipe = 28.40(In.) Critical Depth = 22.90(In.) Pipe flow velocity = 9.13(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 9.32 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 345.000 to Point/Station 365.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.780(Ac.) Runoft' from this stream 31. 413 (CFS) Time of concentration 9.32 min. Rainfall intensity = 4.938(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I I I I I I I I I I I I .1 I I I I I I Process from Point/Station 370.000 to Point/Station 375.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A= 0.000 Dec1.mal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 163.000(Ft.) Highest elevation = 422.000(Ft.) Lowest elevation = 421.200(Ft.) Elevation difference 0.800 (Ft.) Slope = 0.49.1 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for ·the top area slope value of 0.49 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration 3.71 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.S)/(% slopeA(1/3)] TC = [1.8*(1.1-0.8700)*( SO.OOOA.S)/( 0.491A(1/3)]= 3.71 The initial area total distance of 163.00 (Ft.) entered leaves a remaining distance of 113.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.30 minutes for a distance of 113.00 (Ft.) and a slope of 0.49 % with an elevation difference of O.SS(Ft.) from the end of the top area Tt = [11. 9*length (Mi) A3) / (elevation change (Ft.) ) ] A. 385 *60 (min/hr) 2.30..4 Minutes Tt~[(11.9*0.0214A3)/( 0.5S)]A.385= 2.30 Total initial area Ti 3.71 minutes from 2.30 minutes from the Figure 3-4 formula Rainfall intensity (I) = 6.549(In/Hr) Effective runoff coefficient used for area Figure 3-3 formula plus 6.01 minutes for a 100.0 year storm (Q=KCIA) is C = 0.870 Subarea runoff = 2.165(CFS) Total initial stream area = 0.380(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 375.000 to Point/Station 380.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 407.S00(Ft.) Downstream point elevation 404.300(Ft.) Channel length thru subarea 172.000(Ft.) Channel base width 10.000(Ft.) Slope or 'Z' of left channel bank = 10.000 Slope or. 'z' of right channel bank = 10.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.017 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 3.050(CFS) Depth of flow = 0.108(Ft.), Average velocity Channel flow top width = 12.165(Ft.) Flow Velocity = 2.54(Ft/s) Travel time 1.13 min. 3.050(CFS) 2.S43(Ft/s) I I I I I I I I I I I I I I I I I I I Time of concentration = 7.14 min. Critical depth = 0.137(Ft.) Adding area f.low to channel Decimal fraction soil group A = Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 0.000 0.000 0.000 1. 000 Rainfall intensity = 5.862(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.661 Subarea runoff = 1.711(CFS) for 0.380(Ac.) Total runoff = 3.876(CFS) Total area Depth of flow = 0.124(Ft.), Average velocity = Critical depth = 0.158(Ft.) 0.760 (Ac.) 2.769(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 380.000 to Point/Station 365.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 404.300(Ft.) Downstream point/station elevation 403.800(Ft.) Pipe length 56.00(Ft.) Manning's N = 0.013 No. 'of pipes = 1 Required pipe flow 3.876(CFS) Nearest computed pipe diameter 15.00(In.) Calculated i~dividual pipe flow 3.876(CFS) Normal flow d'epth in pipe = 8.68 (In.) Flow top width inside pipe = 14.81(In.) Critical Depth = 9.55(In.) Pipe flow velocity = 5.27(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 7.32 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 385.000 to Point/Station 365.000 **** SUBAREA FLOW ADDITION **** . Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 7.32 min. Rainfall intensity = 5.770(In/Hr) for a 100.0 year storm Effective runoff coefficiept used for to~al area (Q=KCIA) is C = 0.870 CA = 0.905 Subarea runoff 1.345(CFS) for 0.280(Ac.) Total runoff = 5.221(CFS) Total area = 1.040(Ac.) I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 385.000 to Point/Station 365.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.040(Ac.) Runoff from this stream 5.221(CFS) Time of concentration = 7.32 min. Rainfall intensity = 5.770(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 31.413 9.32 4.938 2 5.221 7.32 5.770 .Qmax(l) 1.000 * 1.000 * 31.413) + 0.856 * 1.000 * 5.221) + 35.881 Qmax(2) 1.000 * 0.785 * 31.413) + 1.000 * 1.000 * 5.221) + 29.895 Total of 2 streams to confluence: Flow rates before confluence point: 31.413 5.221 Maximum flow rates at confluence using above data: 35.881 29.895 . . Area of streams before confluence: 6.780 1.040 Results of confluence: Total flow rate = 35.881(CFS) Time of concentration 9.317 min. Effective stream area after confluence 7.820(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 365.000 to Point/Station 390.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 403.800(Ft.) Downstream point/station elevation 403.300(Ft.) Pipe length 113.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 35.881(CFS) Nearest computed pipe diameter 36.00(In.) Calculated individual pipe flow 35.881(CFS) Normal flow depth in pipe = 24.56(In.) Flow top width inside pipe = 33.52(In.) Critical Depth = 23.37(In.) Pipe flow velocity = 6.99(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) ~ 9.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I I I I I I I I I I I I I I ,I I I I Process from Point/Station 395.000 to Point/Station 390.000 **** SUBAREA FLOW ADDITION **** Deci:!D.al fraction soil group A= 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area ,C Value = 0.870 The area added to the existing stream causes a a lower flow rate of Q = 34.247(CFS) therefore the upstream flow rate of Q = 35.881(CFS) is being used Time of concentration = 9.59 min. Rainfall intensity = 4.848(In/Hr) for a 100.0 year, storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 7.064 Subarea runoff = O.OOO(CFS) for 0.300(Ac.) Total runoff = 35.881(CFS) Total area = End of computations, total study area = 8.120(Ac.) 8.120 (Ac.) I I I I I I I I I I I I I I I I I I I San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991~2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 09/20/07 3219.10 BRESSI COMMERCIAL PA 15 SYSTEM 500 -PROPOSED CONDITIONS 100 YEAR STORM SEPTEMBER 04, 2007 ********* Hydrology Study Control Information ********** -------------------------------------------------------------------~---- Program License Serial Number 4049 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation (inches) = 2.800 24 hour precipitation(inches) = 5.100 P6/P24 = 54.9% San Diego pydrology manual 'c' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 505.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance 40.000(Ft.) Highest elevation = 409.790(Ft.) Lowest elevation = 409.680(Ft.) Elevation difference = 0.110(Ft.) Slope 0.275 % USER ENTRY OF INITIAL AREA TIME OF CONCENTRATION Time of Concentration = 5.00 minutes Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.064(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I I I I I I I I I I I I I I I I I I I Process from Point/Station 505.000 to Point/Station 510.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 409.680(Ft.) Downstream point elevation 405.600(Ft.) Channel length thru subarea 215.000(Ft.) Channel base width 10.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.017 Maximum depth of channel 1.000(Ft.) .Flow (q) thru subarea = O. 480 (CFS ) Depth of flow = 0.036(Ft.), Average velocity Channel flow top width = 10.145(Ft.) Flow Velocity = 1.31(Ft/s) Travel time 2.73 min. Time of concentration = 7.73 min. Critical depth = 0.042(Ft.) Adding area flow to channel Decimal fraction soil group A = Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 0.000 0.000 0.000 1.000 0.480(CFS) 1. 313 (Ft/s) Rainfall intensity = 5.570(In/Hr) for a 100.0 year storm Effective runqff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.148 Subarea runoff = 0.760(CFS) for 0.160(Ac.) Total runoff = 0.824(CFS) Total area Depth of flow = 0.050(Ft.), Average velocity Critical depth = 0.060(Ft.) End of computations, total study area 0.170 (Ac.) 1. 625 (Ft/s) 0.170 (Ac.) I I I I I I I I I I I I I I I I I I I 3219.00 BRESSI COMMERCIAL RATIONAL METHOD MINOR SYSTEM HYDROLOGIC CALCULATIONS 100 Year Rainfall Event 6-hour (P 6): 2.8 100 Year Rainfall Event 24-hour (P24): 5.1 Node Area Tc Intensity* Runoff Discharge Numbers (acres) (min) (inIbr) Coefficient (fe/s) 400-405 0.58 5 7.38 0.87 3.72 410-405 0.80 5 7.38 0.87 5.13 Finnila Place 0.25 5 7.38 0.87 1.60 *Note: Intensity calculated from Figure 3-2 in 2003 San Diego County Hydrology Manual I I I I I I I I I I I I I I I I I I I APPENDIX 3 Detention Pipe Routing Calculations I RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 11/1/2007 I HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 10 MIN. 6 HOUR RAINFALL 2.8 INCHES BASIN AREA 8.12 ACRES I RUNOFF COEFFICIENT 0.87 PEAK DISCHARGE 35.88 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 10 DISCHARGE (CFS) = 1.2 I TIME (MIN) = 20 DISCHARGE (CFS) = 1.2 TIME (MIN) = 30 DISCHARGE (CFS) = 1.3 TIME (MIN) = 40 DISCHARGE (CFS) = 1.3 TIME (MIN) = 50 DISCHARGE (CFS) = 1.3 I TIME (MIN) = 60 DISCHARGE (CFS) = 1.4 TIME (MIN) = 70 DISCHARGE (CFS) = 1.4 TIME (MIN) = 80 DISCHARGE (CFS) = 1.5 TIME (MIN) = 90 DISCHARGE (CFS) = 1.5 TIME (MIN) = 100 DISCHARGE (CFS) = 1.6 I TIME (MIN) = 110 DISCHARGE (CFS) = 1.7 TIME (MIN) = 120 DISCHARGE (CFS) = 1.7 TIME (MIN) = 130 DISCHARGE (CFS) = 1.9 TIME (MIN) = 140 DISCHARGE (CFS) = 1.9 I TIME (MIN) = 150 DISCHARGE (CFS) = 2.1 TIME (MIN) = 160 DISCHARGE (CFS) = 2.2 . TIME (MIN) = 170 . DISCHARGE (CFS) = 2.4 TIME (MIN) = 180 DISCHARGE (CFS) = 2.6 TIME (MIN) = 190 DISCHARGE (CFS) = 3 I TIME (MIN) = 200 DISCHARGE (CFS) = 3.2 TIME (MIN) = 210 DISCHARGE (CFS) = 3.9 TIME (MIN) = 220 DISCHARGE (CFS) = 4.5 TIME (MIN) = 230 DISCHARGE (CFS) = 6.6 I TIME (MIN) = 240 DISCHARGE (CFS) = 6.7 TIME (MIN) = 250 DISCHARGE (CFS) = 35.88 TIME (MIN) = 260 DISCHARGE (CFS) = 5.3 TIME (MIN) = 270 DISCHARGE (CFS) = 3.5 TIME (MIN) = 280 DISCHARGE (CFS) = 2.8 I TIME (MIN) = 290 DISCHARGE (CFS) = 2.3 TIME (MIN) = 300 DISCHARGE (CFS) = 2 TIME (MIN) = 310 DISCHARGE (CFS) = 1.8 TIME (MIN) = 320 DISCHARGE (CFS) = 1.6 I TIME (MIN) = 330 DISCHARGE (CFS) = 1.5 TIME (MIN) = 340 DISCHARGE (CFS) = 1.4 TIME (MIN) = 350 DISCHARGE (CFS) = 1.3 TIME (MIN) = 360 DISCHARGE (CFS) = 1.2 I TIME (MIN) • 370 DISCHARGE (CFS)' 0 I I I I I I I I I I I I I I I I I I I I I I I I I I Job File: P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW Rain Dir: P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ JOB TITLE Project Date: 8/16/2006 Project Engineer: Employee of PDC Project Title: Watershed Project comments: SIN: 621C0212E1CD PondPack Ver. 9.0046 ProjectDesign Consultants Time: 9:04 AM Date: 9/21/2007 I I I I I I I I I I I I I -I I I I I I Table of Contents i Table of Contents *************** NETWORK SUMMARIES (DETAILED) *************** Watershed ...•... 100-4 Executive Summary (Nodes) 1. 01 ******************** RUNOFF HYDROGRAPHS ******************** HYD QUEUE 10 .... 100-4 Read HYG 2.01 *********************** TIME VS.ELEV *********************** POND 20 OUT 100-4 Time-Elev 3.01 *****'******************* TIME VS. VOL *********************** POND 20 OUT 100-4 Time vs. Volume ......••••••••.••.•. 4.01 *********************** POND VOLUMES *********************** POND 20 •.••.••.. Vol: Pipe.......................... 5.01 ******************** OUTLET STRUCTURES ********************* Outlet .. 1 ........ Outlet Input Data •.•....••...••..•. 6.01 SIN: 621C02l2E1CD PondPack Ver. 9.0046 ProjectDesign Consultants Time: 9:04 AM Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Table of contents ii Table of Contents (continued) *********************** POND ROUTING *********************** POND 20 ......... Pond E-V-Q Table ......•..•......... 7.01 POND 20 POND 20 SIN: 621C0212E1CD PondPack Ver. 9.0046 IN 100-4 Node: Pond Inflow Summary .......... 7.31 OUT 100-4 Pond Routing Summary ............... 7.33 ProjectDesign Consultants Time: 9:04 AM Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type ..•. Executive Summary (Nodes) Name •.•. Watershed File •..• P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW Storm ... 100-4 Tag: 100-4 NETWORK SUMMARY --NODES Page 1.01 Event: 100-4 yr (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) Node ID ----------------- HYD QUEUE 10 Outfall OUT 10 POND 20 POND 20 SIN: 621C0212E1CD PondPack Ver. 9.0046 IN OUT HYG Vol Qpeak Type ac-ft Trun. hrs ------------------- HYG 1.635 4.1667 JCT 1. 630 4.2500 POND 1. 630 4.1500 POND 1. 630 4.2500 ProjectDesign Consultants Time: 9:04 AM Qpeak cfs -------- 35.88 18.15 32.96 18.15 Max WSEL ft 397.17 Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type .... Read HYG Name .... HYD QUEUE 10 Tag: 100-4 File .... P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW Storm ... Tag: 100-4 HYG file HYG ID HYG Tag w/ swales Peak Discharge Time to Peak HYG Volume 35.88 cfs 4.1667 hrs 1.635 ac-ft HYDROGRAPH ORDINATES (cfs) Page 2.01 Event: 100-4 yr Time Output Time increment = .1667 hrs hrs 1 Time on left represents time for first value in each row. ---------1-------------------------------------------------------------- .0000 1 .00 1.20 1.20 1.30 1.30 .8333 1 1.30 1.40 1.40 1.50 1.50 1.6667 1 1.60 1.70 1.70 1.90 1.90 2.5000 1 2.10 2.20 2.40 2.60 3.00 3.3333 1 3.20 3.90 4.50 6.60 6.70 4.1667 I 35.88 5.30 3.50 2.80 2.30 5.0000 1 2.00 1.80 1.60 1.50 1.40 5.8333 I 1.30 1.20 .00 SIN: 621C0212E1CD PondPack Ver. 9.0046 ProjectDesign Consultants Time: 9:04 AM Date: 9/21/2007- I I I I I I I I I I I I I I I I I I I Type •••. Time-Elev Page 3.01 Name .... POND 20 OUT Tag: 100-4 Event: 100-4 yr File .... P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW Storm •.• 100-4 Tag: 100-4 TIME vs. ELEVATION (ft) Time Output Time increment = .0500 hrs hrs 1 Time on left represents time for first value in each row. ---------1-------------------------------------------------------------- 391. 75 .0000 1 .2500 1 .5000 1 .7500 1 1. 0000 1 1.2500 1 1.5000 1 1. 7500 1 2.0000 1 2.2500 1 2.5000 1 2.7500 1 3.0000 1 3.2500 3.5000 3.7500 4.0000 4.2500 4.5000 4.7500 5.0000 5.2500 5.5000 5.7500 6.0000 6.2500 SIN: 621C0212E1CD PondPack Ver. 9.0046 391.22 391.79 391.82 391. 83 391.85 391.86 391. 88 391. 91 391. 92 391.96 391.99 392.03 392.09 392.17 392.28 392.47 392.75 397.17 393.95 392.37 392.03 391.94 391. 89 391.85 391. 81 391.22 391. 44 391.58 391.80 391.80 391.83 391. 83 391. 83 391. 83 391. 85 391. 85 391. 87 391. 87 391. 88 391. 89 391. 91 391. 92 391.93 391. 94 391. 97 391.97 392.00 392.01 392.04 392.06 392.10 392.12 392.19 392.20 392.31 392.34 392.54 392.62 393.03 393.70 396.52 395.72 393.50 393.11 392.25 392.16 392.00 391.99 391. 93 391.92 391. 88 391.87 391. 84 391.84 391.78 391.70 ProjectDesign Consultants Time: 9:04 AM 391. 68 391. 81 391. 82 391.83 391. 83 391. 83 391. 84 391. 85 391. 86 391. 88 391.88 391. 89 391. 90 391. 92 391.92 391. 95 391. 96 391. 97 391. 98 392.02 392.03 392.07 392.08 392.14 392.16 392.22 392.25 392.37 392.41 392.68 392.72 394.70 395.83 395.04 394.47 392.79 392.55 392.10 392.06 391. 97 391. 96 391. 90 391. 90 391. 87 391.86 391.83 391.82 391.57 391.36 Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type .... Time vs. Volume Page 4.01 Name •... POND 20 OUT Tag: 100-4 Event: 100-4 yr File ..•. ~:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW Storm ... 100-4 Tag: 100-4 TIME vs. VOLUME (ac-ft) Time Output Time increment = .0500 hrs hrs Time on left represents time for first value in each row. ----------------------------------------------------------------------- .0000 .2500 .5000 .7500 1.0000 1.2500 1. 5000 1.7500 2.0000 2.2500 2.5000 2.7500 3.0000 3.2500 3.5000 3.7500 4.0000 4.2500 4.5000 4.7500 5.0000 5.2500 5.5'000 5.7500 6.0000 6.2500 SIN: 621C0212E1CD PondPack Ver. 9.0046 .000 .004 .005 .005 .005 .005 .006 .006 .007 .008 .009 .010 . 011 .014 .019 .027 .042 .273 .118 .023 .010 .007 .006 .005 .004 .000 .000 .001 .004 .004 .005 .005 .005 .005 .005 .005 .006 .006 .006 .006 .007 .007 .007 .007 .008 .008 .009 .009 .010 .010 .012 .013 .015 .015 .020 .021 .031 .035 .058 .101 .266 .233 .088 .063 .017 .014 .009 .008 .007 .007 .006 .006 .005 .005 .004 .003 ProjectDesign Consultants Time: 9:04 AM .002 .003 .004 .004 .005 .005 .005 .005 .005 .005 .006 .006 .006 .006 .007 .007 .007 .008 .008 .008 .009 .009 .011 .011 .013 . .014 .016 .017 .022 .024 .038 .040 .169 .239 .192 .154 .044 .031 .012 .010 .008 .008 .006 .006 .006 .005 .005 .005 .001 .000 Date: 9/21/2007 I Type .... Vol: Pipe Page 5.01 . Name .•.. POND 20 File •••• P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW I COMPUTED VOLUMES FOR A PIPE US Invert Elev.= 392.19 ft I DS Invert Elev.= 391.22 ft Barrel Length 201.67 ft Computed Slope .004810 ft/ft Diameter 5.0000 ft # of Barrels 3.00 I Slice Width 1. 00 ft Vertical Incr. .10 ft I Perpendicular Wetted Filled Perpendicular Total Elevation DS Depth DS Area Length Length US Depth US Area Volume (ft) (ft) (sq.ft) (ft) (ft) (ft) (sq.ft) (ac-ft) ------------------------------------------------------------------------------ 391.22 .00 .0000 .00 .00 .00 .0000 .000 I 391. 32 .10 .0871 20.79 .00 .00 .0000 .000 391. 42 .20 .2541 41.58 .00 .00 .0000 .000 391.52 .30 .4696 62.37 .00 .00 .0000 .001 391.62 .40 .7228 83.16 .00 .00 .0000 .002 I 391. 72 .50 1. 0075 103.95 .00 .00 .0000 .003 391. 82 .60 1.3190 124.75 .00 .00 .0000 .005 391. 92 .70 1.6542 145.54 .00 .00 .0000 .007 392.02 .80 2.0101 166.32 .00 .00 .0000 .009 392.12 .90 2.3849 187.12 .00 .00 .0000 .012 I 392.22 1.00 2.7764 201.67 .00 .03 .0155 .016 392.32 1.10 3.1830 201.67 .00 .13 .1387 .020 392.42 1.20 3.6032 201. 67 .00 .23 .3243 .025 392.52 1.30 4.0355 201. 67 .00 .33 .5538 .030 392.62 1. 40 4.4789 201. 67 .00 .43 .8186 .035 I 392.72 1.50 4.9322 201.67 .00 .53 1.1131 .040 392.82 1. 60 5.3943 201.67 .00 .63 1. 4332 .046 392.92 1. 70 5.8642 201.67 .00 .73 1. 7759 .052 393.02 1. 80 6.3407 201.67 .00 .83 2.1386 .057 I 393.12 1.90 6.8232 201. 67 .00 .93 2.5194 .064 393.22 2.00 7.3107 201. 67 .00 1.03 2.9163 .070 393.32 2.10 7.8024 201. 67 .00 1.13 3.3278 .076 393.42 2.20 8.2973 201.67 .00 1.23 3.7524 .083 393.52 2.30 8.7946 201. 67 .00 1.33 4.1887 .089 I 393.62 2.40 9.2936 201.67 .00 1. 43 4.6357 .096 393.72 2.50 9.7935 201.67 .00 1.53 5.0922 .103 393.82 2.60 10.2934 201. 67 .00 1. 63 5.5571 .109 393.92 2.70 10.7926 201.67 .00 1.73 6.0294 .116 I 394.02 2.80 11.2900 201. 67 .00 1. 83 6.5081 .123 394.12 2.90 11.7852 201. 67 .00 1.93 6.9924 .130 394.22 3.00 12.2773 201.67 .00 2.03 7.4815 .137 394.32 3.10 12.7652 201.67 .00 2.13 7.9744 .144 394.42 3.20 13.2483 201. 67 .00 2.23 8.4703 .150 I 394.52 3.30 13.7254 201.67 .00 2.33 8.9682 .157 394.62 3.40 14.1960 201.67 .00 2.43 9.4676 .164 394.72 3.50 14.6588 201.67 .00 2.53 9.9676 .171 I I I I I SIN: 621C0212EICD ProjectDesign Consultants PondPack Ver. 9.0046 Time: 9:04 AM Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I I Type .••. Vol: Pipe Page 5.02 Name •••. POND 20 File .... P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW perpendicular Wetted Filled Perpendicular Total Elevation DS Depth DS Area Length Length US Depth US Area Volume (ft) (ft) (sq.ft) (ft) (ft) (ft) (sq.ft) (ac-ft) ------------------------------------------------------------------------------ 394.82 3.60 394.92 3.70 395.02 3.80 395.12 3.90 395.22 4.00 395.32 4.10 395.42 4.20 395.52 4.30 395.62 4.40 395.72 4.50 395.82 4.60 395.92 4.70 396.02 4.80 396.12 4.90 396.22 5.00 396.32 5.00 396.42 5.00 396.52 5.00 396.62 5.00 396.72 5.00 396.82 5.00 396.92 5.00 397.02 5.00 397.19 5.00 SIN: 621C0212E1CD PondPack Ver. 9.0046 15.1130 201. 67 .00 2.63 15.5575 201.67 .00 2.73 15.9909 201. 67 .00 2.83 16.4123 201. 67 .00 2.93 16.8202 201.67 .00 3.03 17.2133 201.67 .00 3.13 17.5897 201.67 .00 3.23 17.9475 201. 67 .00 3.33 18.2848 201. 67 .00 3.43 18.5987 201.67 .00 3.53 18.8861 201.67 .00 3.63 19.1426 201. 67 .00 3.73 19.3621 201.67 .00 3.83 19.5345 201.67 .00 3.93 19.6350 201. 67 .01 4.03 19.6350 201.67 20.,80 4.13 19.6350 201.67 41. 60 4.23 19.6350 201. 67 62.38 4.33 19.6350 201. 67 83.17 4.43 19.6350 201.67 103.97 4.53 19.6350 201. 67 124.76 4.63 19.6350 201.67 145.55 4.73 19.6350 201. 67 166.34 4.83 19.6350 201. 67 201.67 5.00 ProjectDesign Consultants Time: 9:04 AM 10.4674 .178 10.9661 .18,4 11. 4628 .191 11. 9570 .197 12.4477 .203 12.9340 .210 13.4152 .216 13.8901 .222 14.3580 .227 14.8180 .233 15.2689 .238 15.7097 .243 16.1390 .248 16.5559 .253 16.9589 .257 17.3463 .260 17.7165 .264 18.0674 .266 18.3969 .268 18.7020 .269 18.9792 .270 19.2237 .272 19.4282 .272 19.6350 .273 Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type .••. Outlet Input Data Name •..• Outlet 1 File ••.. P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW REQUESTED POND WS ELEVATIONS: Min. Elev.= Increment = Max. Elev.= 391.22 ft .01 ft 397.19 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (UpStream to DnStream) <---Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure No. Outfall E1, ft Page 6.01 E2, ft Culvert-Circular 1 ---> TW 391.220 397.190 TW SETUP, DS Channel SIN: 621C0212E1CD PondPack Ver. 9.0046 ProjectDesign Consultants Time: 9:04 AM Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type ..•. Outlet Input Data Name ..•. Outlet 1 File •..• P:\32l9\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW OUTLET STRUCTURE INPUT DATA = 1 Structure ID' Structure Type = Culvert-Circular No. Barrels 1 Barrel Diameter 1. 5000 ft upstream Invert 391.22 ft Dnstream Invert 390.32 ft Horiz. Length 113.94 ft Barrel Length 113.94 ft Barrel Slope .00790 ft/ft OUTLET CONTROL DATA ... Page 6.02 Mannings n Ke Kb Kr HW Convergence .0130 .2000 .018213 .2000 .001 (forward entrance loss) (per ft of full flow) (reverse entrance loss) +/-ft INLET CONTROL DATA ... Equation form Inlet Control K Inlet Control M Inlet Control c Inlet Control Y Tl ratio (HW/D) T2 ratio (HW/D) Slope Factor 1 .0098 2.0000 .03980 .6700 1.156 1. 303 -.500 Use unsubmerged inlet control Form 1 equ. below Tl elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, i~terpolate between flows at Tl & T2 ... At Tl Elev 392.95 ft ---> Flow 7.58 cfs At T2 Elev = 393.17 ft ---> Flow = 8.66 cfs SIN: 621C0212E1CD PondPack Ver. 9.0046 ProjectDesign Consultants Time: 9:04 AM Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type ..•. Outlet Input Data Name ••.. Outlet 1 File .... P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW OUTLET STRUCTURE INPUT DATA Structure ID Structure Type = TW = TW SETUP, DS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES •.. Maximum Min. Max. Min. Max. Min. Max. SIN: 621C0212E1CD PondPack Ver. 9.0046 TW TN HW HN Q Q Iterations= 30 tolerance .01 ft tolerance .01 ft tolerance .01 ft tolerance .01 ft tolerance .10 cfs tolerance .10 cfs ProjectDesign Consultants Time: 9:04 AM Page 6.03 Date: 9/21/2007 I I I I I I I I I. I I I I I I I I I I Type ...• Pond E-V-Q Table Name •.•• POND 20 File •... P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file NONE STORED -POND 20 IN 100-4 Outflow HYG file NONE STORED -POND 20 OUT 100-4 Pond Node Pond Volume Pond Outlet Data Data Data POND 20 POND 20 Outlet 1 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. Starting Total Qout= Time Increment Elevation ft Outflow cfs 391.22 ft .000 ac-ft .00 cfs .00 cfs .00 cfs .0500 hrs Storage ac-ft Infilt. cfs Q Total cfs Page 7.01 2S/t + 0 cfs ------------------------------------------------------------------------------ 391.22 .00 391.23 .00 391.24 .00 391.25 .00 391.26 .01 391.27 .01 391.28 .01 391.29 .02 391.30 .02 391. 31 .03 391. 32 .04 391.33 .04 391. 34 .05 391. 35 .06 391.36 .08 391. 37 .09 ·391. 38 .10 391.39 .11 391. 40 .12 391. 41 .14 SiN: 621C0212E1CD PondPack Ver. 9.0046 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 ProjectDesign Consultants Time: 9:04 AM .00 .00 .00 .00 .00 .01 .00 .01 .01 .02 .01 .02 .01 .03 .02 .03 .02 .04 .03 .05 .04 .06 .04 .08 .05 .10 .06 .12 .08 .14 .09 .17 .10 .19 .11 .21 .12 .24 .14 .26 Date: 9/21/2007 I I I I I I I I I I I I I I I I I Type .•.• Pond E-V-Q Table Name .••. POND 20 File .... P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file NONE STORED -POND 20 IN 100-4 Outflow HYG file NONE STORED -POND 20 OUT 100-4 Pond Node Data POND 20 Pond Volume Data POND 20 Pond Outlet Data Outlet 1 No Infiltration INITIAL CONDITIONS Starting WS Elev 391.22 Starting Volume .000 Starting Outflow .00 Starting Infiltr. .00 Starting Total Qout= .00 Time Increment .0500 Elevation Outfl'ow Storage ft cfs ac-ft ft ac-ft cfs cfs cfs hrs Infilt. cfs Q Total cfs Page 7.02 2S/t + 0 cfs ------------------------------------------------------------------------------ 391. 42 .15 391. 43 .17 391. 44 .18 391. 45 .20 391.46 .21 391.47 .23 391. 48 .25 391. 49 .27 391. 50 .29 391.51 .31 391.52 .33 391. 53 .36 391. 54 .38 391.55 .40 391.56 .42 391.57 .45 391 :'58 .47 391.59 .50 391. 60 .53 391.61 .55 SIN: 621C0212E1CD PondPack Ver. 9.0046 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .001 .00 .001 .00 .001 .00 .001 .00 .001 .00 .001 .00 .001 .00 .001 .00 .001 .00 .001 .00 .001 .00 .001 .00 .001 .00 .001 .00 .002 .00 ProjectDesign Consultants Time: 9:04 AM .15 .29 .17 .33 .18 .37 .20 .41 .21 .45 .23 .49 .25 .54 .27 .58 .29 .62 .31 .67 .33 .72 .36 .78 .38 .85 .40 .91 .42 .97 .45 1. 04 .'47 1.11 .50 1.17 .53 1.24 .55 1.31 Date: 9/21/2007 I I I I I I I ,I I I I I 'I I I I I I I Type ..•• Pond E-V-Q Table Name ..•• POND 20 File ..•• P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file Outflow HYG file NONE STORED -POND 20 IN 100-4 NONE STORED -POND 20 OUT 100-4 Pond Node Data Pond Volume Data Pond Outlet Data POND 20 POND 20 Outlet 1 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. Starting Total Qout= Time Increment Elevation ft Outflow cfs 391.22 ft .000 ac-ft .00 cfs .00 cfs .00 cfs .0500 hrs Storage ac-ft Infilt. cfs Q Total cfs Page 7.03 2S/t + 0 cfs ------------------------------------------------------------------------------ 391.62 .58 391.63 .61 391. 64 .64 391. 65 .67 391.66 .70 391.67 .72 391.68 .76 391. 69 .79 391. 70 .82 391.71 .86 391. 72 .89 391. 73 .93 391. 74 .96 391. 75 1. 00 391. 76 1.03 391. 77 1.06 391. 78 1.10 391. 79 1.15 391. 80 1.18 391. 81 1.22 SIN: 621C0212E1CD PondPack Ver. 9.0046 .002 .00 .002 .00 .002 .00 .002 .00 .002 .00 .002 .00 .002 .00 .003 .00 .003 .00 .003 .00 .003 .00 .003 .00 .003 .00 .003 .00 .004 .00 .004 .00 '.004 .00 .004 .00 .004 .00 .004 .00 ProjectDesign Consultants Time: 9:04 AM .58 1.38 .61 1. 46 .64 1.55 .67 1,.65 .70 1. 73 .72 1.82 .76 1.92 .79 2.01 .82 2.10 .86 2.19 .89 2.28 .93 2.41 .96 2.51 1. 00 2.63 1.03 2.75 1.06 2.86 1.10, 2.98 1.15 3.10 1.18 3.22 1.22 3.34 Date: 9/21/2007 I I I I I I I I' I I I I I I I I I I I Type •... Pond E-V-Q Table Name .••. POND 20 File .••. P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file Outflow HYG file NONE STORED -POND 20 IN 100-4 Po~d Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. NONE STORED -POND 20 OUT 100-4 POND 20 POND 20 Outlet 1 391.22 .000 .00 .00 ft ac-ft cfs cfs Starting Total Qout= .00 cfs Time Increment .0500 Elevation Outflow Storage ft cfs ac-ft 391.82 1.26 .005 391.83 1.30 .005 391. 84 1.33 .005 391. 85 1.38 .005 391. 86 1.42 .005 391. 87 1. 47 .006 391. 88 1.51 .006 391. 89 1.55 .006 391. 90 1.59 .006 391. 91 1.64 .006 391. 92 1. 68 .007 391.93 1. 73 .007 391. 94 1. 77 .007 391. 95 1.82 .007 391. 96 1. 86 .008 391. 97 1.91 .008 391. 98 1.96 .008 391. 99 2.01 .009 392.00 2.06 .009 392.01 2.11 .009 hrs Infilt. cfs .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Q Total cfs 1.26 1.30 1.33 1.38 1.42 1.47 1.51 1.55 1.59 1. 64 1. 68 1. 73 1.77 1.82 1.86 1.91 1. 96 2.01 2.06 2.11 Page 7.04 2S/t + 0 cfs 3.46 3.60 3.74 3.89 4.03 4.18 4.32 4.47 4.61 4.76 4.91 5.08 5.26 5.43 5.60 5.78 5.95 6.13 6.30 6.48 SIN: 621C0212EICD PondPack Ver. 9.0046 ProjectDesign Consultants Time: 9:04 AM Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type •.•• Pond E-V-Q Table Name •.•• POND 20 File .... P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file Outflow HYG file NONE STORED -POND 20 IN 100-4 Pond Node Data Pond Vo~ume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. NONE STORED -POND 20 OUT 100-4 POND 20 POND 20 Outlet 1 391.22 .000 .00 .00 ft ac-ft cfs cfs Starting Total Qout= .00 cfs Time Increment Elevation Outfl.ow ft cfs .0500 Storage ac-ft hrs Infilt. cfs Q Total cfs Page 7.05 2S/t + 0 cfs ------------------------------------------------------------------------------ 392.02 2.15 392.03 2.20 392.04 2.26 392.05 2.30 392.06 2.36 392.07 2.41 392.08 2.46 392.09 2.51 392.10 2.56 392.11 2.62 392.12 2.67 392.13 2.73 392.14 2.78 392.15 2.84 392.16 2.90 392.17 2.95 392.18 3.00 392.19 3.06 392.20 3.11 392.21 3.17 SIN: 621C0212E1CD PondPack Ver. 9.0046 .009 .00 .010 .00 .010 .00 .010 .00 .011 .00 .011 .00 .011 .00 .011 .00 .012 .00 .012 .00 .012 .00 .013 .00 .013 .00 .014 .00 .014 .00 .014 .00 .015 .00 .015 .00 .015 .00 .016 .00 ProjectDesign Consultants Time: 9:04 AM 2.15 6.65 2.20 6.85 2.26 7.06 2.30 7.26' 2.36 7.46 2.41 7.67 2.46 7.87 2.51 8.08 2.56 8.28 2.62 .8.49 2.67 8.69 2.73 8.93 2.78 9.16 2.84 9.40 2.90 9.63 2.95 9.87 3.00 10.10 3.06 10.33 3.11 10.56 3.17 10.80 Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type ..•. Pond E-V-Q Table Name ..•. POND 20 File .... P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\32l9\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file Outflow HYG file NONE STORED -POND 20 IN 100-4 Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. NONE STORED -POND 20 OUT 100-4 POND 20 POND 20 Outlet 1 391.22 .000 .00 .00 ft ac-ft cfs cfs Starting Total Qout= .00 cfs Time Increment Elevation Outflow ft cfs 392.22 3.23 392.23 3.29 392.24 3.34 392.25 3.40 392.26 3.46 392.27 3.52 392.28 3.59 392.29 3.64 392.30 3.71 392.31 3.77 392.32 3.83 392.33 3.89 392.34 3.95 392.35 4.01 392.36 4.07 392.37 4.14 392.38 4.20 392.39 4.26 392.40 4.32 392.41 4.39 .0500 hrs Storage ac-ft .016 .017 .017 .017 .018 .018 .019 .019 .019 .020 .020 .021 .021 .022 .022 .023 .023 .023 .024 .024 Infilt. cfs .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Q Total cfs 3.23 3.29 3.34 3.40 3.46 3.52 3.59 3.64 3.71 3.77 3.83 3.89 3.95 4.01 4.07 4.14 4.20 4.26 4.32 4.39 Page 7.06 2S/t + 0 cfs 11.03 11.30 11.55 11. 81 12.08 12.33 12.61 12.86 13.13 13.39 13.65 13.93 14.21 14.49 14.77 15.06 15.34 15.62 15.90 16.18 SIN: 621C0212E1CD PondPack Ver. 9.0046 ProjectDesign Consultants Time: 9:04 AM Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type •... Pond E-V-Q Table Name •... POND 20 File ...• P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file NONE STORED -POND 20 IN 100-4 Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting outflow Starting Infiltr. NONE STORED -POND 20 OUT 100-4 POND 20 POND 20 Outlet 1 391.22 .000 .00 .00 ft ac-ft cfs cfs Starting Total Qout= .00 cfs Time Increment Elevation Outflow ft cfs 392.42 4.45 392.43 4.52 392.44 4.58 392.45 4.64 392.46 4.70 392.47 4.77 392.48 4.84 392.49 4.91 392.50 4.97 392.51 5.02 392.52 5.08 392.53 5.14 392.54 5.20 392.55 5.26 392.56 5.32 392.57 5.37 392.58 5.42 392.59 5.48 392.60 5.54 392.61 5.60 .0500 hrs Storage ac-ft .025 .025 .026 .026 .027 .027 .028 .028 .029 .029 .030 .030 .031 .031 .032 .032 .03:3" .033 .034 .034 Infilt. cfs .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Q Total cfs 4.45 4.52 4.58 4.64 4.70 4.77 4.84 4.91 4.97 5.02 5.08 5.14 5.20 5.26 5.32 5.37 5.42 5.48 5.54 5.60 Page 7.07 2S/t + 0 cfs 16.47 16.78 17.06 17.36 17.66 17.97 18.27 18.57 18.86 19.15 19.44 19.75 20.06 20.37 20.67 20.97 21.28 21.58 21.89 22.20 SIN: 621C0212E1CD PondPack Ver. 9.0046 ProjectDesign Consultants Time: 9:04 AM Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type .••• Pond E-V-Q Table Name .... POND 20 File .... P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file = NONE STORED -POND 20 IN 100-4 Outflow HYG file NONE STORED -POND 20 OUT 100-4 Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Out:1;low Starting Infiltr. POND 20 POND 20 Outlet 1 391.22 .000 .00 .00 Starting Total Qout= .00 Time Increment .0500 Elevation Outflow Storage ft cfs ac-ft ft ac-ft cfs cfs cfs hrs Infilt. cfs Page 7.08 Q Total 2S/t + 0 cfs cfs ------------------------------------------------------------------------------ 392.62 5.66 392.63 5.72 392.64 5.77 392.65 5.83 392.66 5.89 392.67 5.95 392.68 6.01 392.69 6.07 392.70 6.13 392.71 6.18 392.72 6.23 392.73 6.29 392.74 6.35 392.75 6.41 392.76 6.47 392.77 6.52 392.78 6.58 392.79 6.64 392.80 6.70 392.81 6.76 SIN: 621C0212E1CD PondPack Ver. 9.0046 .035 .00 .035 .00 .036 .00 .036 .00 .037 .00 .037 .00 .038 .00 .039 .00 .039 .00 .040 .00 .040 .00 .041 .00 .041 .00 .042 .00 .042 .00 .043 .00 .044 .00 .044 .00 .045 .00 .045 .00 ProjectDesign Consultants Time: 9:04 AM 5.66 22.51 5.72 22.83 5.77 23.13 5.83 23.45 5.89 23.77 5.95 24.09 6.01 24.41 6.07 24.73 6.13 25.05 6.18 25.36 6.23 25.67 6.29 26.00 6.35 26.33 6.41 26.66 6.47 26.99 6.52 27.31 6.58 27.64 6.64 27.97 6.70 28.30 6.76 28.63 Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type .... Pond E-V-Q Table Name •••. POND 20 File .... P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file Outflow HYG file NONE STORED -POND 20 IN 100-4 Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. NONE STORED -POND 20 OUT 100-4 POND 20 POND 20 Outlet 1 391.22 .000 .00 .00 ft ac-ft cfs cfs Starting Total Qout= .00 cfs Time Increment Elevation Outflow ft cfs .0500 Storage ac-ft hrs Infilt. cfs Q Total cfs Page 7.09 2S/t + 0 cfs ------------------------------------------------------------------------------ 392.8.2 6.81 392.83 6.87 392.84 6.93 392.85 6.99 392.86 7.05 392.87 7.09 392.88 7.15 392.89 7.21 392.90 7.27 392.91 7.32 392.92 7.38 392.93 7.44 392.94 7.50 392.95 7.55 392.96 7.60 392.97 7.65 392.98 7.70 392.99 7.75 393.00 7.80 393.01 7.85 SIN: 621C0212E1CD PondPack Ver. 9.0046 .046 .00 .046 .00 .047 .00 .047 .00 .048 .00 .049 .00 .049 .00 .050 .00 .050 .00 .051 .00 .052 .00 .052 .00 .053 .00 .053 .00 .054 .00 .054 .00 .055 .00 .056 .00 .056 .00 .057 .00 ProjectDesign Consultants Time: 9:04 AM 6.81 28.95 6.87 29.29 6.93 29.62 6.99 29.96 7.05 30.30 7.09 30.63 7.15 30.97 7.21 31.31 7.27 31. 65 7.32 31.97 7.38 32.31 7.44 32.66 7.50 33.01 7.55 33.34 7.60 33.69 7.65 34.03 7.70 34.36 7.75 34.70 7.80 35.04 7.85 35.37 Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type .... Pond E-V-Q Table Name ..•. POND 20 File •••• P:\32l9\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. LEVEL POOL ROUTING DATA P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ NONE STORED -POND 20 IN 100-4 NONE STORED -POND 20 OUT 100-4 POND 20 POND 20 Outlet 1 391. 22 .000 .00 .00 ft ac-ft cfs cfs Starting Total Qout= .00 cfs Time Increment .0500 hrs Elevation Outflow Storage Infilt. ft cfs ac-ft cfs Page 7.10 Q Total 2S/t + 0 cfs cfs ------------------------------------------------------------------------------ 393.02 7.90 393.03 7.95 393.04 8.00 393.05 8.05 393.06 8.10 393.07 8.14 393.08 8.19 393.09 8.24 393.10 8.29 393.11 8.34 393.12 8.39 393.13 8.44 393.14 8.49 393.15 8.54 393.16 8.59 393.17 8.64 393.18 8.68 393.19 8.73 393.20 8.77 393.21 8.82 SIN: 621C0212E1CD PondPack Ver. 9.0046 .057 .00 .058 .00 .059 .00 .059 .00 .060 .00 .061 .00 .061 .00 .062 .00 .062 .00 .063 .00 .064 .00 .064 .00 .065 .00 .065 .00 .066 .00 .0'67 .00 .067 .00 .068 .00 .069 .00 .069 .00 ProjectDesign Consultants Time: 9:04 AM 7.90 35.71 7.95 36.05 8.00 36.40 8.05 36.74 8.10 37.09 8.14 37.43 8.19 37.78 8.24 38.12 8.29 38.47 8.34 38.81 8.39 39.15 8.44 39.51 8.49 39.86 8.54 40.21 8.59 40.56 8.64 40.91 8.68 41.26 8.73 41. 60 8.77 41.95 8.82 42.30 Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type .... Pond E-V-Q Table Name •••. POND 20 File ..•. P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file Outflow HYG file NONE STORED -POND 20 IN 100-4 Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. NONE STORED -POND 20 OUT 100-4 POND 20 POND 20 Outlet 1 391.22 .000 .00 .00 ft ac-ft cfs cfs Starting Total Qout= .00 cfs Time Increment Elevation Outflow ft cfs 393.22 8.86 393.23 8.90 393.24 8.95 393.25 8.99 393.26 9.04 393.27 9.08 393.28 9.12 393.29 9.17 393.30 9.21 393.31 9.25 393.32 9.30 393.33 9.33 393.34 9.38 393.35 9.42 393.36 9.47 393.37 9.50 393.38 9.54 393.39 9.58 393.40 9.63 393.41 9.67 .0500 hrs Storage ac-ft .070 .070 .071 .072 .072 .073 .074 .074 .075 .076 .076 .077 .077 .078 .079 .079 .080 .081 .081 .082 Infilt. cfs .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Q Total cfs 8.86 8.90 8.95 8.99 9.04 9.08 9.12 9.17 9.21 9.25 9.30 9.33 9.38 9.42 9.47 9.50 9.54 9.58 9.63 9.67 Page 7.11 2S/t + 0 cfs 42.65 43.00 43.35 43.70 44.05 44.41 44.75 45.11 45.45 45.80 46.16 46.51 46.87 47.22 47.58 47.93 48.28 48 .. 64. 48.99 49.35 SIN: 621C0212E1CD PondPack Ver. 9.0046 ProjectDesign Consultants Time: 9:04 AM Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type ..•. Pond E-V-Q Table Name .... POND 20 File ••.. P:\32l9\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. LEVEL POOL ROUTING DATA P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ NONE STORED -POND 20 IN 100-4 NONE STORED -POND 20 OUT 100-4 POND 20 POND 20 Outlet 1 391.22 .000 .00 .00 ft ac-ft cfs cfs Starting Total Qout= .00 cfs Time Increment .0500 hrs Elevation Outflow Storage Infilt. Q Total ft cfs ac-ft cfs cfs Page 7.12 2S/t + 0 cfs ------------------------------------------------------------------------------ 393.42 9.70 393.43 9.75 393.44 9.79 393.45 9.83 393.46 9.87 393.47 9.91 393.48 9.95 393.49 9.99 393.50 10.03 393.51 10.06 393.52 10.10 393.53 10.14 393.54 10.18 393.55 10.22 393.56 10.26 393.57 10.29 393.'58 10.34 393.59 10.37 393.60 10.41 393.61 10.45 SiN: 621C0212E1CD PondPack Ver. 9.0046 .083 .00 .083 .00 .084 .00 .085 .00 .085 .00 .086 .00 .08.7 .00 .087 .00 .088 .00 .089 .00 .089 .00 .090 .00 .091 .00 .091 .00 .092 .00 .093 .00 .093 .00 .094 .00 .095 .00 .095 .00 ProjectDesign Consultants Time: 9:04 AM 9.70 49.70 9.75 50.06 9.79 50.41 9.83 50.77 9.87 51.13 9.91 51. 49 9.95 51.85 9.99 52.20 10.03 52.56 10.06 52.91 10.10 53.27 10.14 53.6;3 10.18 53.99 10.22 54.35 10.26 54.71 10.29 55.07 10.34 55.43 10.37 55.79 10.41 56.15 10.45 56.51 Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type .•.. Pond E-V-Q Table Name .... POND 20 File ..•• P:\32l9\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file Outflow HYG file NONE STORED -POND 20 IN 100-4 Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Sta,rting WS Elev Starting Volume Starting Outflow Starting Infiltr. NONE STORED -POND 20 OUT 100-4 POND 20 POND 20 Outlet 1 391.22 .000 .00 .00 ft ac-ft cfs cfs Starting Total Qout= .00 cfs Time Increment .0500 hrs Elevation Outflow Storage Infilt. Q Total ft cfs ac-ft cfs cfs 393.62 1,0.48 .096 .00 10.48 393.63 10.52 .097 .00 10.52 393.64 10.56 .097 .00 10.56 393.65 10.60 .098 .00 10.60 393.66 10.63 .099 .00 10.63 393.67 10.67 .099 .00 10.67 393.68 10.70 .100 .00 10.70 393.69 10.74 .101 .00 10.74 393.70 10.78 .101 .00 10.78 393.71 10.81 .102 .00 10.81 393.72 10.85 .103 .00 10.85 393.73 10.89 .103 .00 10.89 393.74 10.93 .104 .00 10.93 393.75 10.96 .105 .00 10.96 393.76 11.00 .105 .00 11.00 393.77 11.03 .106 .00 11.03 393.78 11. 07' .107 .00 11. 07 393.79 11.10 .107 .00 11.10 393.80 11.13 .108 .00 11.13 393.81 11.17 .109 .00 11.17 Page 7.13 2S/t + 0 cfs 56.87 57.23 57.60 57.96 58.32 58.68 59.04 59.40' 59.76 60.12 60.4'9 60.85 61.21 61.58 61. 94 62.30 62.67 63.03 63.39 63.75 SIN: 621C0212E1CD PondPack Ver. 9.0046 ProjectDesign Consultants Time: 9:04 AM Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type ...• Pond E-V-Q Table Name •..• POND 20 File .... P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW HYG Dir Inflow HYG file Outflow HYG file Pohd Node Data Pond Volume Data Pond out+et Data No Infiltration INITIAL CONDITIONS Starting WS Elev. Starting Volume Starting Outflow Starting Infiltr. LEVEL POOL ROUTING DATA P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ NONE STORED -POND 20 IN 100-4 NONE STORED -POND 20 OUT 100-4 POND 20 POND 20 Outlet 1 391.22 .000 .00 .00 ft ac-ft cfs cfs Starting Total Qout= .00 cfs Time Increment Elevation Outflow ft cfs .0500 Storage ac-ft hrs Infilt. cfs Q Total cfs Page 7.14 2S/t + 0 cfs ------------------------------------------------------------------------------ 393.82 11.21 393.83 11.24 393.84 11.28 393.85 11.31 393.86 11.35 393.87 11.38 393.88 11. 41 393.89 11. 45 393.90 11.49 393.91 11.52 393.92 11.55 393.93 11.59 393.94 11. 62 393.95 1l.65 393.96 11.69 393.97 11.72 393.98 11".75 393.99 11.79 394.00 11. 82 394.01 11. 86 SIN: 621C0212E1CD PondPack Ver. 9.0046 .109 .00 .1l0 .00 .111 .00 .111 .00 .1l2 .00 .1l3 .00 .1l3 .00 .1l4 .00 .1l5 .00 .1l5 .00 .1l6 .00 .1l7 .00 .117 .00 .1l8 .00 .1l9 .00 .120 .00 .120 .00 .121 .00 .122 .00 .122 .00 ProjectDesign Consultants Time: 9:04 AM 11.21 64.11 11.24 64.48 11.28 64.84 11.31 65.21 11.35 65.58 11.38 65.94 11. 41 66.30 11.45 66.67 11.49 67.03 11.52 67.39 11.55 67.76 11.59 68.12 11. 62 68.49 11. 65 68.85 11.69 69.22 11. 72 69.58 11. 75 69.95 11. 79 70.31 11.82 70.68 11. 86 71.04 Date: 9/21/2007 \ I I I I I I I I I I I I I I I I I I Type .•.. Pond E-V-Q Table Name •... POND 20 File ...• P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file Outflow HYG file NONE STORED -POND 20 IN 100-4 Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. NONE STORED -POND 20 OUT 100-4 POND 20 POND 20 Outlet 1 391.22 .000 .00 .00 ft ac-ft cfs cfs Starting Total Qout= .00 cfs Time Increment .0500 hrs Elevation Outflow Storage Infilt. Q Total ft cfs ac-ft cfs cfs 394.02 11. 88 .123 .00 11. 88 394.03 11.90 .124 .00 11.90 394.04 11.93 .124 .00 11.93 394.05 11.95 .125 .00 11.95 394.06 11.98 .126 .00 11.98 394.07 12.00 .126 .00 12.00 394.08 12.02 .127 .00 12.02 394.09 12.04 .128 .00 12.04 394.10 12.07 .128 .00 12.07 394.11 12.09 .129 .00 12.09 394.12 12.11 .130 .00 12.11 394.13 12.14 .131 .00 12.14 394.14 12.16 .131 .00 12.16 394.15 12.18 .132 .00 12.18 394.16 12.21 .133 .00 12.21 394.17 12.23 .133 .00 12.23 394.18 12.25 .134 .00 12.25 394.19 12.28 .135 .00 12.28 394.20 12.30 .135 .00 12.30 394.21 12.32 .136 .00 12.32 Page 7.15 2S/t + 0 cfs 71. 40 71.75 72.11 72.47 72.82 73.18 73.54 73.89 74.25 74.60 74.95 75.31 75.67 76.02 76.38 76.74 77.09 77.45 77.80 78.16 SIN: 621C0212E1CD PondPack Ver. 9.0046 ProjectDesign Consultants Time: 9:04 AM Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type .... Pond E-V-Q Table Name .... POND 20 File ...• P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\32i9\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file NONE STORED -POND 20 IN 100-4 Outflow HYG file NONE STORED -POND 20 OUT 100-4 Pond Node Data POND 20 Pond Volume Data POND 20 Pond Outlet Data Outlet 1 No Infiltration INITIAL CONDITIONS Starting WS E1ev 391.22 Starting Volume .000 Starting Outflow .00 Starting Infiltr. .00 Starting Total Qout= .00 Time Increment .0500 Elevation Outflow Storage ft cfs ac-ft 394.22 12.35 .137 394.23 12.37 .137 394.24 12.39 .138 394.25 12.41 .139 394.26 12.43 .139 394.27 12.46 .140 394.28 12.48 .141 394.29 12.50 .142 394.30 12.53 .142 394.31 12.55 .143 394.32 12.57 .144 394.33 12.59 .144 394.34 12.62 .145 394.35 12.64 .146 394.36 12.66 .146 394.37 12.68 .147 '394.38 12.72 .148 394.39 12.74 .148 394.40 12.77 .149 394.41. 12.79 .150 ft ac-ft cfs cfs cfs hrs Infilt. cfs .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Q Total cfs 12.35 12.37 12.39 12.41 12.43 12.46 12.48 12.50 12.53 12.55 12.57 12.59 12.62 12.64 12.66 12.68 12.72 12.74 12.77 12.79 Page 7.16 2S./t + 0 cfs 78.52 78.87 79.23 79.58 79.94 80.29 80.65 81. 00 81.36 81. 72 82.07 82.42 82.78 83.13 83.49 83.84 84.21 84.57 84.92 85.28 SIN: 621C0212E1CD PondPack Ver. 9.0046 ProjectDesign Consultants Time: 9:04 AM Date: 9/21/2007 I I I I I I I I I I I I I I I I I I Type .... Pond E-V-Q Table Name .... POND 20 File .... P:\32l9\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file.= NONE STORED -POND 20 IN 100-4 Outflow HYG file NONE STORED -POND 20 OUT 100-4 Pond Node Data Pond Volume Data POND 20 POND 20 Pond Outlet Data Outlet 1 No Infiltration INITIAL CONDITIONS Starting WS Elev 391.22 Starting Volume .000 Starting Outflow .00 Starting Infiltr. .00 Starting Total Qout= .00 Time Increment .0500 ft ac-ft cfs cfs cfs hrs Elevation Outflow Storage Infilt. Q Total ft cfs ac-ft cfs cfs Page 7.17 2S/t + 0 cfs ------------------~-~--------------------------------------------------------- 394.42 12.81 394.43 12.83 3~4.44 12.86 394.45 12.88 394.46 12.90 394.47 12.93 394.48 12.95 394.49 12.97 394.50 12.99 394.51 13.01 394.52 13~03 394.53 13.06 394.54 13.08 394.55 13.10 394.!?6 13.12 394.57 13.15 394.58 13.17 394.59 13.19 394.60 13.21 394.61 13.24 SIN: 621C0212EICD PondPack Ver. 9.0046 .150 .00 .151 .00 .152 .00 .153 .00 .153 .00 .154 .00 .155 .00 .155 .00 .156 .00 .157 .00 .157 .00 .158 .00 .159 .00 .159 .00 .160 .00 .161 .00 .161 .00 .162 .00 .163 .00 .163 .00 ProjectDesign Consultants Time: 9:04 AM 12.81 85.63 12.83 85.99 12.86 86.34 12.88 86.69 12.90 87.05 12.93 87.40 12.95 87.75 12.97 88.11 12.99 88.46 13.01 88.81 13.03 89.16 13.06 89.52 13.08 89.87 13.10 90.22 13.12 90.57 13.15 90.92 13.17 91.27 13.19 91. 63 13.21 91.98 13.24 92.33 Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type •... Pond E-V-Q Table Name •... POND 20 File .••. P:\32l9\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\32l9\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file NONE STORED -POND 20 IN 100-4 Outflow HYG file NONE STORED -POND 20 OUT 100-4 Pond Node Data POND 20 Pond Volume Data POND 20 Pond Outlet Data Outlet 1 No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. Starting Total Qout= Time Increment Elevation ft Outflow cfs 391.22 ft .000 ac-ft .00 cf's .00 cfs .00 cfs .0500 hrs Storage ac-ft Infilt. cfs Q Total cfs Page 7.18 2S/t + 0 , cfs ------------------------------------------------------------------------------ 394.62 13.26 394.63 13.28 394.64 13.30 394.65 13.32 394.66 13.35 394.67 13.37 394.68 13.39 394.69 13.41 394.70 13.44 394.71 13.45 394.72 13.48 394.73 13.50 394.74 13.52 394.75 13.54 394.76 13.56 394.77 13.59 394.78 13.61 394.79 13.63 394.80 13.65 394.81 13.67 SIN: 621C0212E1CD PondPack Ver. 9.0046 .164 .00 .165 .00 .165 .00 .166 .00 .167 .00 .167 .00 .168 .00 .169 .00 .170 .00 .170 .00 .171 .00 .172 .00 .172 .00 .173 .00 .174 .00 .174 .00 .175 -, .00 .176 .00 .176 .00 .177 .00 ProjectDesign Consultants Time: 9:04 AM 13.26 92.68 13.28 93.03 13.30 93.38 13.32 93.73 13.35 94.08 13.37 94.43 13.39 94.78 13.41 95.13 13.44 95.48 13.45 95.82 13.48 96.17 13.50 96.52 13.52 96.86 13.54 97.21 13.56 97.55 13.59 97.90 13.61 98.24 13.63 98.59 13.65 98.94 13.67 99.28 Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type •... Pond E-V-Q Table Name ..•• POND 20 File •..• P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file NONE STORED -POND 20 IN 100-4 Outflow HYG file NONE STORED -POND 20 OUT 100-4 Pond Node Data POND 20 Pond Volume Data POND 20 Pond Outlet Data = Outlet 1 No Infiltration INITIAL CONDITIONS Starting WS Elev 391.22 Starting Volume .000 Starting Oiltflow .00 Starting Infiltr. .00 Starting Total Qout= .00 Time Increment .0500 ft ac-ft cfs cfs cfs hrs Elevation Outflow Storage Infilt. Q Total ft cfs ac-ft cfs cfs Page 7.19 2S/t + 0 cfs ------------------------------------------------------------------------------ 394.82 13.69 394.83 13.72 394.84 13.74 394.85 13.76 394.86 13.78 394.87 13.80 394.88 13.82 394.89 13.84 394.90 13.86 394.91 13.89 394.92 13.91 394.93 13.93 394.94 13.95 394.95 13.97 394.96 13.99 394.97 14.01 394.98 14.04 394.99 14.06 395.00 14.08 395.01 14.10 SIN: 621C0212E1CD PondPack Ver. 9.0046 .178 .00 .178 .00 .179 .00 .180 .00 .180 .00 .181 .00 .182 .00 .182 .00 .183 .00 .184 .00 .184 .00 .185 .00 .185 .00 .186 .00 .187 .00 .187 .00 .188 .00 .189 .00 .189 .00 .190 .00 ProjectDesign Consultants Time: 9:04 AM 13.69 99.63 13.72 99.97 13.74 100.31 13.76 100.65 13.78 101.00 13.80 101.34 13.82 101. 68 13.84 102.02 13.86 102.36 13.89 102.71 13.91 103.05 13.93 103.39 13.95 103.73 13.97 104.07 13.99 104.40 14.01 104.74 14.04 105.08 14.06 105.42 14.08 105.75 14.10 106.09 Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type •... Pond E-V-Q Table Name •.•. POND 20 File •..• P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file Outflow HYG file NONE STORED -POND 20 IN 100-4 NONE STORED -POND 20 OUT 100-4 Pond Node Data POND 20 Pond Volume Data POND 20 Pond Outlet Data = Outlet 1 No Infiltration INITIAL CONDITIONS Starting WS E1ev 391.22 Starting Volume .000 Starting Outflow .00 Starting Infi1tr. .00 Starting Total Qout= .00 Time Increment .0500 Elevation Outflow Storage ft cfs ac-ft 395.02 14.12 .191 395.03 14.14 .191 395.04 14.16 .192 395.05 14.18 .193 395.06 14.20 .193 395.07 14.22 .194 395.08 i4.25 .195 395.09 14.27 .195 395.10 14.29 .196 395.11 14.31 .197 395.12 14.33 .197 395.13 14.35 .198 395.14 14.37 .198 395.15 14.39 .199 395.16 14.41 .200 395.17 14.43 .200 395.18 14.46 .201 395.19 14.47 .202 395.20 14.50 .202 395.21 14.52 .203 ft ac-ft cfs cfs cfs hrs Infi1t. cfs .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ;00 .00 .00 .00 Q Total cfs 14.12 14.14 14.16 14.18 14.20 14.22 14.25 14.27 14.29 14.31 14.33 14.35 14.37 14.39 14.41 14.43 14.46 14.47 14.50 14.52 Page 7.20 2S/t + 0 cfs 106.43 106.76 107.09 107.42 107.76 108.09 108.42 108.76 109.09 109.42 109.75 110.08 110.41 110.74 111. 06 111. 39 111.72 112.05 112.37 112.70 SIN: 621C0212E1CD PondPack Ver. 9.0046 ProjectDesign Consultants Time: 9:04 AM Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type •••• Pond E-V-Q Table Name •... POND 20 File ..•. P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file Outflow HYG file -NONE STORED -POND 20 IN 100-4 Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. NONE STORED -POND 20 OUT 100-4 POND 20 POND 20 Outlet 1 391. 22 .000 .00 .00 ft ac-ft cfs cfs Starting Total Qout= .00 cfs Time Increment .0500 hrs Elevation Outflow Storage Infilt. Q Total ft cfs ac-ft cfs cfs Page 7.21 2S/t + 0 cfs ------------------------------------------------------------------------------ 395.22 14.54 395.23 14.55 395.24 14.57 395.25 14.60 395.26 14.62 395.27 14.63 395.28 14.66 395.29 14.68 395.30 14.70 395.31 14.72 395.32 14.74 395.33 14.76 395.34 14.78 395.35 14.80 395.36 14.82 395.37 14.84 395.38 14.86 395.39 14.88 395.40 14.90 395.41 14.92 SIN: 621C0212EICD PondPack Ver. 9.0046 .203 .00 .204 .00 .205 .00 .205 .00 .206 .00 .207 .00 .207 .. 00 .208 .00 .208 .00 .209 .00 .210 .00 .210 .00 .211 .00 .212 .00 .212 .00 .213 .00 .213 .0'0 .214 .00 .215 .00 .215 .00 ProjectDesign Consultants Time: 9:04 AM 14.54 113.03 14.55 113.35 14.57 113.66 14.60 113.99 14.62 114.31 14.63 114.63 14.66 114.95 14.68 115.27 14.70 115.59 14.72 1l5.91 14.74 116.23 14.76 116.55 14.78 116.86 14.80 117.18 14.82 117.49 14.84 117.80 14.86 118.12 14.88 118.43 14.90 118.75 14.92 119.06 Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type .•.. Pond E-V-Q Table Name •..• POND 20 File .... P:\32l9\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Page 7.22 Inflow HYG file Outflow HYG file NONE STORED -POND 20 IN 100-4 Pond Node Data Pond Volume Data Pond nutlet Data No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. NONE STORED -POND 20 OUT 100-4 POND 20 POND 20 Outlet 1 391.22 .000 .00 .00 ft ac-ft cfs cfs Starting Total Qout= .00 cfs Time Increment .0500 hrs Elevation Outflow Storage Infilt. Q Total 2S/t + 0 ft cfs ac-ft cfs cfs cfs ------------------------------------------------------------------------------ 395.42 14.94 395.43 14.96 395.44 14.98 395.45 15.00 395.46 15.02 395.47 15.04 395.48 15.06 395.49 15.08 395.50 15.10 395.51 15.12 395.52 15.13 395.53 15.16 395.54 15.18 395.55 15.20 395,56 15.22 395.57 15.24 395.58 15.26 395.59 15.27 395.60 15.30 395.61 15.32 SIN: 621C0212E1CD PondPack Ver. 9.0046 .216 .00 .216 .00 .217 .00 .218 .00 .218 .00 .219 .00 .219 .00 .220 .00 .220 .00 .221 .00 .222 .00 .222 .00 .223 .00 .223 .00 .224 .00 .225 .00 .225 .00 .226 .00 .226 .00 .227 .00 ProjectDesign Consultants Tim~; ~:04 AM 14.94 119.37 14.96 119.68 14.98 119.99 15.00 120.29 15.02 120.60 15.04 120.90 15.06 121.21 15.08 121.51 15.10 121.82 15.12 122.12 15.13 122.42 15.16 122.72 15.18 123.02 15.20 123.32 15.22 123.61 15.24 123.91 15.26 124.21 15.27 124.50 15.30 124.80 15.32 125.10 Qqt;e: 9/21/2007 \ " ~ -~ ! I I I I I I I I I I I I I I I I I I I Type ••.. Pond E-V-Q Table Name •..• POND 20 File •... P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file Outflow HYG file NONE STORED -POND 20 IN 100-4 Pond Noqe Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. NONE STORED -POND 20 OUT 100-4 POND 20 POND 20 Outlet 1 391.22 .000 .00 .00 ft ac-ft cfs cfs Starting Total Qout= .00 cfs Time Increment Elevation Outflow ft cfs .0500 Storage ac-ft hrs Infilt. cfs Q Total cfs Page 7.23 2S/t + 0 cfs ------------------------------------------------------------------------------ 395.62 15.34 395.63 15.35 395.64 15.38 395.65 15.40 395.66 15.41 395.67 15.44 395.68 15.45 395.69 15.47 395.70 15.50 395.71 15.51 395.72 15.53 395.73 15.55 395.74 15.57 395.75 15.59 395.76 15.61 395.77 15.63 395.78 15.65" 395.79 15.67 395.80 15.69 395.81 15.71 SIN: 621C0212E1CD PondPack Ver. 9.0046 .227 .00 .228 .00 .229 .00 .229 .00 .230 .00 .230 .00 .231 .00 .231 .00 .232 .00 .232 .00 .233 .00 .233 .00 .234 .00 .235 .00 .235 .00 .236 .00 .236 .00 .237 .00 .237 .00 .238 .00 ProjectDesign Consultants Time: 9:04 AM 15.34 125.40 15.35 125.68 15.38 125.97 15.40 126.26 15.41 126.55 15.44 126.84 15.45 127.12 15.47 127.41 15.50 127.70 15.51 127.98 15.53 128.27 15.55 128.55 15.57 128.82 15.59 129.10 15.61 129.38 15.63 129.65 15.65 129.93 15.67 130.21 15.69 130.48 15.71 130.76 Date: 9/21/2007 I I I I I I I I I I I I I I I I I I Type .... Pond E-V-Q Table Name •.•. POND 20 File .... P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file NONE STORED -POND 20 IN 100-4 Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infi'ltr. NONE STORED -POND 20 OUT 100-4 POND 20 POND 20 Outlet 1 391.22 .000 .00 .00 ft ac-ft cfs cfs Starting Total Qout= .00 cfs Time Increment Elevation Outflow ft cfs 395.82 15.73 395.83 15.75 395.84 15.77 395.85 15.78 395.86 15.80 395.87 15.82 395.88 15.84 395.89 15.86 395.90 15.88 395.91 15.90 395.92 15.92 395.93 15.94 395.94 15.96 395.95 15.98 395.96 15.98 395'.97 16.00 395.98 16.02 395.99 16.03 396.00 16.05 396.01 16.07 .0500 hrs Storage ac-ft .238 .239 .239 .240 .240 .241 .241 .242 .242 .243 .243 .244 .244 .245 .245 .246 .246 .247 .247 .248 Infilt. cfs .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Q Total cfs 15.73 15.75 15.77 15.78 15.80 15.82 15.84 15.86 15.88 15.90 15.92 15.94 15.96 15.98 15.98 16.00 16.02 16.03 16.05 16.07 Page 7.24 2S/t + 0 cfs 131.03 131.30 131. 56 131. 83 132.09 132.35 132.62 132.89 133.15 133.41 133.68 133.93 134.18 134.43 134.66 134.91 135.16 135.41 135.66 135.91 S/N: 621C0212EICD PondPack Ver. 9.0046 ProjectDesign Consultants Time: 9:04 AM Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type ...• Pond E-V-Q Table Name .... POND 20 File •••• P:\32l9\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. LEVEL POOL ROUTING DATA P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ NONE STORED -POND 20 IN 100-4 NONE STORED -POND 20 OUT 100-4 POND 20 POND 20 Outlet 1 391.22 .000 .00 .00 ft ac-ft cfs cfs Starting Total Qout= .00 cfs Time Increment .0500 hrs Elevation Outflow Storage Infilt. Q Total ft cfs ac-ft cfs cfs Page 7.25 2S/t + 0 cfs ------------------------------------------------------------------------------ 396.02 16.09 396.03 16.11 396.04 16.13 396.05 16.15 396.06 16.17 396.07 16.19 396.08 16.21 396.09 16.22 396.10 16.24 396.11 16.26 396.12 16.28 396.13 16.30 396.14 16.32 396.15 16.34 396.16 16.36 396.17 16.38 396.18 16.40 396.19 16.41 396.20 16.43 396.21 16.45 SIN: 621C0212E1CD PondPack Ver. 9.0046 .248 .00 .249 .00 .249 .00 .249 .00 .250 .00 .250 .00 .251 .00 .251 .00 .252 .00 .252 .00 .253 .00 .253 .00 .253 .00 .254 .00 .254 .00 .255 .00 .255 .00 .255 .00 .256 .00 .256 .00 ProjectDesign Consultants Time: 9:04 AM 16.09 136.16 16.11 136.40 16.13 136.63 16.15 136.87 16.17 137.10 16.19 137.34 16.21 137.57 16.22 137.80 16.24 138.04 16.26 138.27 16.28 138.51 16.30 138.72 16.32 138.94 16.34 139.15 16.36 139.37 16.38 139.59 16.40 139.81 16.41 140.02 16.43 140.24 16.45 140.45 Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type .... Pond E-V-Q Table Name •... POND 20 File .•.. P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file NONE STORED -POND 20 IN 100-4 'Outflow HYG file NONE STORED -POND 20 OUT 100-4 Pond Node Data POND 20 Pond Volume Data POND 20 Pond Outlet Data Outlet 1 No Infiltration INITIAL CONDITIONS Starting WS Elev 391.22 Starting Volume .000 Starting Outflow .00 Starting Infiltr. .00 Starting Total Qout= .00 Time Increment .0500 ft ac-ft cfs cfs cfs hrs Elevation Outflow Storage Infilt. Q Total ft cfs ac-ft cfs cfs Page 7.26' 2S/t + 0 cfs ------------------------~----------------------------------------------------- 396.22 16.47 396.23 16.49 396.24 16.50 396.25 16.52 396.26 16.54 396.27 16.56 396.28 16.58 396.29 16.60 396.30 16.62 396.31 16.64 396.32 16.65 396.33 16.67 396.34 16.69 396.35 16.71 396.36 16.73 396.37 16.74 396.38 16.76 396.39 16.78 396.40 16.80 396.41 16.82 SIN: 621C0212E1CD PondPack Ver. 9.0046 .257 .00 .257 .00 .257 .00 .258 .00 .258 .00 .258 .00 .259 .00 .259 .00 .259 .00 .260 .00 .260 .00 .260 .00 .261 .00 .261 .00 .262 .00 .262 .00 .262 .00 .263 .00 .263 .00 .264 .00 ProjectDesign Consultants Time: 9:04 AM 16.47 140.67 16.49 140.85 16.50 141.03 16.52 141.21 16.54 141.38 16.56 141.56 16.58 141.74 16.60 141. 92 16.62 142.10 16.64 142.28 16.65 142.46 16.67 142.67 16.69 142.88 16.71 143.09 16.73 143.30 16.74 143.51 16.76 143.72 16.78 143.94 16.80 144.15 16.82 144.36 Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type ...• Pond E-V-Q Table Name .... POND 20 File ...• P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file NONE STORED -POND 20 IN 100-4 Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. NONE STORED -POND 20 OUT 100-4 POND 20 POND 20 Outlet 1 391.22 .000 .00 .00 ft ac-ft cfs cfs Starting Total Qout= .00 cfs Time Increment .0500 Elevation Outflow Storage ft cfs ac-ft 396.42 16.84 .264 396.43 16.85 .264 396.44 16.87 .264 396.45 16.89 .265 396.46 16.91 .265 396.47 16.93 .265 396.48 16.94 .265 396.49 16.96 .265 396.50 16.98 .266 396.51 17.00 .266 396.52 17.02 .266 396.53 17 .04 .266 396.54 17.05 .267 396.55 17.07 .267 396.56 17.09 .267 396.57 17.11 .267 396.58 17 .13 .267 396.59 17.14 .267 396.60 17.16 .268 396.61 17.18 .268 hrs Infilt. cfs .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Q Total cfs 16.84 16.85 16.87 16.89 16.91 16.93 16.94 16.96 16.98 17.00 17.02 17.04 17.05 17.07 17.09 17.11 17.13 17.14 17.16 17.18 Page 7.27 2S/t + 0 cfs 144.57 144.69 144.82 144.95 145.08 145.20 145.33 145.46 145.58 145.71 145.84 145.94 146.04 146.15 146.25 146.35 146.46 146.56 146.66 146.76 SIN: 621C0212E1CD PondPack Ver. 9.0046 ProjectDesign Consultants Time: 9:04 AM Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type .•.. Pond E-V-Q Table Name ...• POND 20 File .• :. P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. LEVEL POOL ROUTING DATA P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ NONE STORED -POND 20 IN 100-4 NONE STORED -POND 20 OUT 100-4 POND 20 POND 20 Outlet 1 391. 22 .000 .00 .00 ft ac-ft cfs cfs Starting Total Qout= .00 cfs Time Increment .0500 hrs Elevation Outflow Storage Infilt. Q Total ft cfs ac-ft cfs cfs Page 7.28 2S/t + 0 cfs ------------------------------------------------------------------------------ 396.62 17.20 396.63 17.21 396.64 17.23 396.65 17.25 396.66 17.27 396.67 17.29 396.68 17.30 396.69 17.32 396.70 17.34 396.71 17.36 396.72 17.38 396.73 17.39 396.74 17.41 396.75 17.43 396.76 17.44 396.77 17.46 396.78 17.48 396.79 17.50 396.80 17.52 396.81 17.53 SiN: 621C0212E1CD PondPack Ver. 9.0046 .268 .00 .268 .00 .268 .00 .268 .00 .268 .00 .269 .00 .269 .00 .269 .00 .269 .00 .269 .00 .269 .00 .269 .00 .269 .00 .269 .00 .270 .00 .270 .. 00 .270 .00 .270 .00 .270 .00 .270 .00 ProjectDesign Consultants Time: 9:04 AM 17.20 146.87 17.21 146.95 17.23 147.03 17.25 147.11 17.27 147.19 17.29 147.27 17.30 147.35 17.32 147.43 17.34 147.51 17.36 147.59 17.38 147.67 17.39 147.73 17.41 147.79 17.43 147.85 17 .44 147.91 17.46 147.97 17.48 148.03 17.50 148.09 17.52 148.15 17.53 148.21 Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type •..• Pond E-V-Q Table Name .•.• POND 20 File .... P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file NONE STORED -POND 20 IN 100-4 Outflow HYG file NONE STORED -POND 20 OUT 100-4 Pond Node Data POND 20 Pond Volume Data POND 20 Pond Outlet Data Outlet 1 No Infiltration INITIAL CONDITIONS Starting WS Elev 391.22 Starting Volume .000 Starting Outflow .00 Starting Infiltr. .00 Starting Total Qout= .00 Time Increment .0500 Elevation Outflow Storage ft cfs ac-ft 396.82' 17.55 .270 396.83 17 .57 .270 396.84 17 .59 .270 396.85 17.61 .271 396.86 17.63 .271 396.87 17.63 .271 396,88 17.65 .271 396.89 17.67 .271 396.90 17.69 .272 396.91 17.70 .272 396.9~ 17.72 .272 396.93 17.74 .272 396.94 17.76 .272 396.95 17.77 .272 396.96 17.79 .272 396.97 17.81 .272 396.98 17.8-3 .272 396.99 17.84 .272 397.00 17.86 .272 397.01 17.88 .272 ft ac-ft cfs cfs cfs hrs Infilt. cfs .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Q Total cfs 17.55 17 .57 17.59 17.61 17.63 17.63 17.65 17.67 17.69 17.70 17.72 17.74 17.76 17.77 17.79 17.81 17.83 17.84 17.86 17.,88 Page 7.29 2S/t + 0 cfs 148.27 148.37 148.48 148.59 148.69 148.79 148.90 149.00 149.10 149.21 149.32 149.34 149.37 149.39 149.41 149.44 149:"47 149.49 149.52 149.54 SIN: 621C0212E1CD PondPack Ver. 9.0046 ProjectDesign Consultants Time: 9:04 AM Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type .••. Pond E-V-Q Table Name .••• POND 20 File .... P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW LEVEL POOL ROUTING DATA HYG Dir P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Inflow HYG file Outflow HYG file NONE STORED -POND 20 IN 100-4 Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS Starting WS Elev Starting Volume Starting Outflow Starting Infiltr. NONE STORED -POND 20 OUT 100-4 POND 20 POND 20 Outlet 1 391.22 .000 .00 .00 ft ac-ft cfs cfs Starting Total Qout= .00 cfs Time Increment Elevation Outflow ft cfs .0500 Storage ac-ft hrs Infilt. cfs Q Total cfs Page 7.30 2S/t + 0 cfs ------------------------------------------------------------------------------ 397.02 17 .89 397.03 17.91 397.04 17.93 397.05 17.94 397.06 17.96 397.07 17.98 397.08 17.99 397.09 18.01 397.10 18.03 397.11 18.05 397.12 18.06 397.13 18.08 397.14 18.10 397.15 18.11 397.16 18.13 397.17 18.15 397.18 18.16 397.19 18.18 SIN: 621C0212E1CD PondPack Ver. 9.0046 .272 .00 .272 .00 .272 .00 .272 .00 .272 .00 .272 .00 .272 .00 .272 .00 .272 .00 .272 .00 .272 .00 .272 .00 .273 .00 .273 .00 .273 .00 .273 .00 .273 .00 .273 .00 ProjectDesign Consultants Time: 9:04 AM 17.89 149.56 17.91 149.60 17.93 149.64 17.94 149.67 17.96 149.71 17.98 149.75 17.99 149.78 18.01 149.82 18.03 149.85 18.05 149.89 18.06 149.92 18.08 149.96 18.10 149.99 18.11 150.03 18.13 150.07 18.15 150.10 18.16 150.14 18.18 150.17 Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type •••• Node: Pond Inflow Summary Name .•.• POND 20 IN File ..•. P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW Storm •.. 100-4 Tag: 100-4 Page 7.31 Event: 100-4 yr SUMMARY FOR HYDROGRAPH ADDITION at Node: POND 20 IN HYG Directory: P:\3219\ENGR\REPORTS\DRAIN\HYDRA\ Upstream Link ID Upstream Node ID HYG file WARNING: Missed peak when adding hydrograph •.. ADDLINK 20 HYD QUEUE 10 INFLOWS TO: POND 20 IN HYG file HYG ID HYG tag w/ swales TOTAL FLOW INTO: POND 20 IN HYG file HYG ID HYG tag POND 20 IN 100-4 Volume ac-ft 1. 635 Volume ac-ft 1. 630 SIN: 621C0212E1CD PondPack Ver. 9.0046 ProjectDesign Consultants Time: 9:04 AM HYG ID w/ swales Peak Time hrs 4.1667 Peak Time hrs 4.1500 HYG tag Peak Flow cfs 35.88 Peak Flow cfs 32.96 Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type ..•• Name •.•. File .••• Storm ••. Node: Pond Inflow Summary POND 20 IN P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW 100-4 Tag: 100-4 TOTAL NODE INFLOW ... HYG file = HYG ID POND 20 IN HYG Tag = 100-4 Peak Discharge = Time to Peak HYG Volume 32.96 cfs 4.1500 hrs 1.630 ac-ft HYDRO GRAPH ORDINATES (cfs) Page 7.32 Event: 100-4 yr Time Output Time increment = .0500 hrs hrs 1 Time on left represents time for first value in each row. ---------1--------------------------------------------------------------1.20 .0000 1 .2500 1 .5000 1 .7500 1 1.0000 1 1.2500 1 1.5000 1 1. 7500 1 2.0000 I 2.2500 1 2.5000 I 2.7500 I 3.0000 I 3.2500 1 3.5000 I 3.7500 I 4.0000 1 4.2500 1 4.5000 1 4.7500 1 5.0000 I 5.2500 I 5.5000 I 5.7500 1 6.0000 I SIN: 621C0212E1CD PondPack Ver. 9.0046 .00 1.20 1.30 1.30 1. 40 1. 45 1.50 1. 65 1. 70 1.90 2.10 2.30 2.60 3.10 3.90 5.55 6.70 20.59 3.50 2.55 2.00 1. 70 1.50 1.35 1.20 .36 .72 1.20 1.21 1.30 1.30 1.30 1.31 1. 40 1.40 1. 48 1.50 1.53 1.56 1. 68 1. 70 1. 76 1.82 1. 90 1. 92 2.13 2.16 2.36 2.42 2.72 2.84 3.16 3.27 4.08 4.26 6.18 6.61 15.45 24.21 11.42 5.12 3.29 3.08 2.40 2.27 1. 94 1. 88 1. 64 1.59 1.47 1.44 1.32 1.29 .84 .48 ProjectDesign Consultants Time: 9:04 AM 1. 08 1.24 1.27 1.30 1.30 1.34 1.37 1. 40 1.42 1. 50 1.50 1.59 1. 62 1. 70 1. 70 1. 88 1.90 1.98 2.04 2.19 2.24 2.48 2.54 2.96 3.04 3.48 3.69 4.44 4.92 6.64 6.67 32.96 29.76 4.58 4.04 2.87 2.70 2.18 2.09 1.82 1. 76 1.56 1.53 1.41 1.38 1.26 1.23 ". .12 Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Type .... Pond Routing summary Name •••• POND 20 OUT Tag: 100-4 File .•.. P:\3219\ENGR\REPORTS\DRAIN\HYDRA\PLAY.PPW Storm ••• 100-4 Tag: 100-4 HYG Dir Inflow HYG file Outflow HYG file Pond Node Data Pond Volume Data Pond Outlet Data No Infiltration INITIAL CONDITIONS starting ws Elev Starting Volume Starting Outflow Starting Infiltr. LEVEL POOL ROUTING SUMMARY P:\32l9\ENGR\REPORTS\DRAIN\HYDRA\ NONE STORED -POND 20 IN 100-4 NONE STORED -POND 20 OUT 100-4 POND 20 POND 20 Outlet 1 391.22 .000 .00 .00 ft ac-ft cfs cfs Starting Total Qout= .00 cfs Time Increment .0500 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ===================================================== Peak Inflow Peak Outflow Peak Elevation Peak Storage = 32.96 cfs 18.15 cfs 397.17 ft .273 ac-ft at at 4.1500 hrs 4.2500 hrs ===================================================== MASS BALANCE (ac-ft) + Initial Vol + HYG Vol IN -Infiltration -HYG Vol OUT -Retained Vol .000 1. 630 .000 1. 630 .000 Page 7.33 Event: 100-4 yr Unrouted Vol -.000 ac-ft (.000% of Inflow Volume) SIN: 62lC02l2E1CD PondPack Ver. 9.0046 ProjectDesign Consultants Time: 9:04 AM Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I Appendix A Index of Starting Page Numbers for ID Names -----H HYD QUEUE 10 100-4 •.. 2.01 -----0 ----- outlet 1 ... 6.01 -----P ----- POND 20 •.• 5.01, 7.01 POND 20 IN 100-4 ... 7.31 POND 20 OUT 100-4 ... 3.01, 4.01, 7.33 -----W Watershed 100-4 •.• 1.01 SIN: 621C0212E1CD PondPack Ver. 9.0046 ProjectDesign Consultants Time: 9:04 AM A-1 Date: 9/21/2007 I I I I I I I I I I I I I I I I I I I APPENDIX 4 WSPG Hydraulic Calculations --- -- --- --------- FILE: 3219LINEADN.WSW W S P G W -EDIT LISTING -Version 14.06 Date: 9-20-2007 Time:12:S1:24 WATER SURFACE PROFILE -CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP yeS) Y(6) Y(7) Y(8) Y(9) Y('10) CD 1 4 1 2.000 WSPGW WATER SURFACE PROFILE -TITLE CARD LISTING HEADING LINE NO 1 IS - 3219 BRESSI COMMERCIAL HEADING LINE NO 2 IS - STORM DRAIN LINE A DOWNSTREAM OF JPHV-II STORMWATER INTERCEPTOR HEADING LINE NO 3 IS - 100 YEAR STORM W S P G W WATER SURFACE PROFILE -ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 1000.000 390.000 1 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT 1042.780 394.140 1 ELEMENT NO 3 IS A SYSTEM HEADWORKS * U/S DATA STATION INVERT SECT 1042.780 394.140 1 N .013 W S ELEV 392.000 RADIUS .000 * W S ELEV 394.140 PAGE NO. 1 PAGE NO 2 ANGLE ANG PT MAN H .000 .000 0 -- - ---- - -- - - - --- - --- - FILE: 3219LINEADN.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date: 9-20-2007 Time:12:51:25 3219 BRESSI COMMERCIAL STORM DRAIN LINE A DOWNSTREAM OF JPHV-II STORMWATER INTERCEPTOR 100 YEAR STORM ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel, I Energy I Super ICriticallFlow ToplHeight/IBase wtl INo wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR IType Ch *********1*********1********1*********1*********"1*******1*******1*********1*******1********1********1*******1*******1***** 1******* I I I I I I I I 1000.000 390.000 .514 390.514 9.00 14.09 3.08 393.60 .00 1.07 1. 75 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 7.110 .0968 .0723 .51 .51 4.11 .48 .013 .00 .00 PIPE I I I I I I I I I 1007.110 390.688 .525 391.213 9.00 13.65 2.89 394.11 .00 1.07 1. 76 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-7.620 .0968 .0647 .49 .53 3.93 .48 .013 .00 .00 PIPE I I I I I I I I I 1014.730 391. 426 .544 391. 970 9.00 13.01 2.63 394.60 .00 1. 07 1. 78 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 5.512 .0968 .0567 .31 .54 3.68 .48 .013 .00 .00 PIPE I I I I I I I I I 1020.241 391. 959 .562 392.521 9.00 12.41 2.39 394.91 .00 1.07 1.80 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 4.181 .0968 .0496 .21 .56 3.44 .48 .013 .00 .00 PIPE I I I I I I I I I 1024.422 392.364 .582 392.946 9.00 11.83 2.17 395.12 .00 1.07 1.82 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 3.327 .0968 .0434 .14 .58 3.22 .48 .013 .00 .00 PIPE I I I I I I I I I 1027.749 392.685 .602 393.288 9.00 11.28 1. 98 395.26 .00 1.07 1.83 2.000 .000 .00 1 .0 -1--1--1--j--1--1--1--1--1--1--1--1--I-I- 2.698 .0968 .0380 .10 .60 3.01 .48 .013 .00 .00 PIPE I I I I I I I I I 1030.448 392.947 .623 393.570 9.00 10.76 1.80 395.37 .00 1.07 1.85 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-2.225 .0968 .0333 ."07 .62 2.82 .48 .013 .00 .00 PIPE I I I I I I I I I 1032.672 393.162 .645 393.807 9.00 10.26 1.63 395.44 .00 1.07 1.87 2.000 .'000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-1.855 .0968 .0291 .05 .65 2.64 .48 .01;3 .00 .00 PIPE I I I I I I I I I 1034.527 393.341 .668 394.009 9.00 9.78 1.48 395.49 .00 1.07 1.89 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 1.558 .0968 .0255 .04 .67 2.47 .48 .013 .00 .00 PIPE - --- - ----- - --- - - - - - FILE: 3219LINEADN.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date: 9-20-2007 Time:12:51:25 3219 BRESSI COMMERCIAL STORM DRAIN LINE A DOWNSTREAM OF JPHV-II STORMWATER INTERCEPTOR 100 YEAR STORM ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super I Critical I Flow TopIH~ight/IBase wtl INO Wth station I Elev I (FT) I Elev I (CFS) I (FPS) Head, I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Dp I uN" I X-Fall I ZR IType Ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** 1******* I I I I I I I I 1036.085 393.492 .692 394.184 9.00 9.32 1.35 395.53 .00 1. 07 1.90 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 1.313 .0968 .0224 .03 .69 2.31 .48 .013 .00 .00 PIPE I I I I I I I I I 1037.398 393.619 .717 394.336 9.00 8.89 1.23 395.56 .00 1.07 1.92 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 1.122 .0968 .0196 .02 .72 2.16 .48 .013 .00 .00 PIPE I I I I I I I I I 1038.520 393.728 .742 394.470 9.00 8.48 1.12 395.59 .00 1.07 1.93 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- .935 .0968 .0172 .02 .74 2.01 .48 .013 .00 .00 PIPE I I I I I I I I I 1039.455 393.818 .769 394.587 9.00 8.08 1.01 395.60 .00 1.07 1. 95 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- .786 .0968 .0151 .01 .77 1.88 .48 .013 .00 .00 PIPE I I I I I I I I I 1040.241 393.894 .797 394.691 9.00 7.71 .92 395.61 .00 1.07 1. 96 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-. 1- .656 .0968 .0133 .01 .80 1.76 .48 .013 .00 .00 PIPE I I I I I I I I I 1040.897 393.958 .826 394.784 9.00 7.35 .84 395.62 .00 1.07 1.97 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- .542 .0968 .0116 .01 .83 1.64 .48 .013 .00 .00 PIPE I I I I I I I I I 1041.440 394.010 .856 394.866 9.00 7.00 .76 395.63 .00 1.07 1.98 2.000 .000 .00 1 .0 .-1--1--1--1--1--1-':'1--1--1--1--1--1--I-I- .431 .0968 .QI02 .00 .86 1.53 .48 .013 .00 .00 PIPE I I I I I I I I I 1041.870 394.052 .888 394.940 9.00 6.68 .69 395.63 .00 1.07 1.99 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- .341 .0968 .0090 .00 .89 1.43 .48 .013 .00 .00 PIPE I I I I I I I I I 1042.212 394.085 .921 395,006 9.00 6.37 .63 395.64 .00 1.07 1.99 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- .261 .0968 .0079 .00 .92 1.33 .48 .013 .00 .00 PIPE - - ----' -- -- - --- - -- - - FILE: 3219LINEADN.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date: 9-20-2007 Time:12:51:25 3219 BRESSI COMMERCIAL STORM DRAIN LINE A DOWNSTREAM OF JPHV-II STORMWATER INTERCEPTOR 100 YEAR STORM ************************************************************************************************************************** ******** I Invert Depth I Water I Q I Vel Vel I Energy I Super I Critical I Flow ToplHeight/IBase Wtl INo Wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/pip -1--1--1--1--1--1-;-1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Dp I UN" I X-Fall I ZR IType Ch *********1*********1********1*********1*********1*******I*******I*********I*******I*~******I********I*******1*******1***** 1******* I I I I I I I I 1042.473 394.110 .955 395.065 9.00 6.07 .57 395.64 .00 1.07 2.00 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- .178 .0968 .0069 .00 .96 1.24 .48 .013 .00 .00 PIPE I I I I I I I I I 1042.651 394.128 .991 395.119 9.00 5.79 .52 395.64 .00 1. 07 2.00 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- .103 .0968 .0061 .00 .99 1.16 .48 .013 .00 .00 PIPE I I I I I I I I I 1042.754 394.138 1.029 395.167 9.00 5.52 .47 395.64 .00 1.07 2.00 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- .026 .0968 .0054 .00 1.03 1.08 .48 .013 .00 .00 PIPE I I I I I I I I I 1042.780 394.140 1.071 395.211 9.00 5.26 .43 395.64 .00 1.07 1.99 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- - - - - - --- - --- -- - --- - FILE: 3219LINEAUP.WSW W S P G W -EDIT LISTING -Version 14.06 Date:ll-6-2007 Time:ll:58:17 WATER SURFACE PROFILE -CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO "TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 3 0 .000 3.000 2.460 .000 .000 .00 CD 3 4 1 2.000 CD 4 3 0 .000 4.000 4.000 .000 .000 .00 CD 5 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE -TITLE CARD LISTING HEADING LINE NO 1 IS - 3219 BRESSI COMMERCIAL HEADING LINE NO 2 IS - STORM DRAIN LINE A UPSTREAM OF JPHV-II STORMWATER INTERCEPTOR HEADING LINE NO 3 IS - 100 YEAR STORM W S P G W PAGE NO 2 WATER SURFACE PROFILE -ELEMENT CARP LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 1048.530 394.470 1 397.140 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1051.780 394.540 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-l LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 pHI 4 1054.240 394.870 3 2 0 .013 1.300 .000 400.0QO .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MANH 1166.620 396.030 3 .013 .000 .000 11.000 0 ELEMENT NO 5 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-l LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1170.620 396.360 5 4 a .013 5.500 .000 400.000 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1251.020 397.160 5 .013 .000 .000 90.000 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 1251.020 397.160 5 396.890 ---- ---- - - -- FILE: 3219LINEAUP.WSW W S P G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING 3219 BRESSI COMMERCIAL STORM DRAIN LINE A UPSTREAM OF JPHV-II STORMWATER INTERCEPTOR -- --- PAGE 1 Date:11-6-2007 Time:11:58:18 100 YEAR STORM ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem I Ch Slope I I I I SF Ave I HF I SE Dpth I Froude N I Norm Dp I "N" I X-Fall I ZR I Type Ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** 1******* I I I I I I I 1048.530 394.470 2.670 397.140 8.00 2.55 .10 397.24 .00 1.01 .00 2.000 .000 .00 1 -1--1--1--1--1--1--1--1--1--1--1--1--1-1- 3.250 .0215 .0013 .00 2.67 .00 .67 .013 .00 .00 PIPE I I I I I .' I I I I 1051.780 394.540 2.604 397.144 8.00 2.55 .10 397.24 .00 1.01 .00 2.000 .000 -1--1--1--1--1--1--1--1--1--1--1--1--1- JUNCT STR .1341 .0011 .00 2.60 .00 .013 .00 I I I I I I I 1054.240 394.870 2.337 397.207 6.70 2.13 .07 397.28 .00 .92 .00 2.000 .000 -1--1--1--1--1--1--1--1--1--1--1--1--1- 35.934 .0103 .0009 .03 2.34 .00 .74 .013 .00 I I I I I I I I 1090.174 395.241 2.000 397.241 6.70 2.13 .07 397.31 .00 .92 .00 2.000 .000 -1--1--1--1--1--1--1--1--1--1--1--1--1- 18.703 .0103 .0008 .02 2.00 .00 .74 .013 .00 I I I I I I I I 1108.877 395.434 1.814 397.248 6.70 2.24 .08 397.33 .00 .92 1.16 2.000 .000 -1--1--1--1--1--1--1--1--1--1--1--1--1- 10.519 .0103 .0008 .01 1.81 .25 .74 .013 .00 I I I I I I I I 1119.397 395.543 1.706 397.249 6.70 2.35 .09 397.33 .00 .92 1.42 2.000 .000 ~I--1--1--1--1--1--1-~I--1--1--1--1--1- 8.397 .0103 .0009 .01 1.71 .29 .74 .013 .00 I I I I I J I I 1127.793 395.629 1.618 397.247 6.70 2.46 .09 397.34 .00 .92 1.57 2.000 .000 -1-~I--1--1--1--1--1--1--1--1--1--1--1- 7.316 .0103 .0009 .01 1.62 .33 .74 .013 .00 I I I I I 1·1 I 1135.109 395.705 1.540 397.245 6.70 2.58 .10 397.35 .00 .92. 1.68 2.000 .000 -1--1--1--1--1--1--1--1--1--1--1--1--1- 6.434 .0103 .0010 .01 1.54 .37 .74 .013 .00 I I I I I I I I 1141.543 395.771 1.470 397.241 6.70 2.71 .11 397.36 .00 .92 1.77 2.000 .000 -1--1--1-. -1--1--1-· ~I--1--1--1--1--1--1- 5.751 .0103 .0012 .01 1.47 .40 .74 .013 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 1- PIPE I 1 1- PIPE I 1 1- PIPE I 1 1- PIPE I 1 1- PIPE 1 1 1- PIPE 1 1 1- PIPE 1 1 1- PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 -- - - - - ----- --- --- -- - - FILE: 3219LINEAUP.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date: 11-6-2007 Time:11:58:18 3219 BRESSI COMMERCIAL STORM DRAIN LINE A UPSTREAM OF JPHV-II STORMWATER INTERCEPTOR 100 YEAR STORM ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase wtl INo Wth Station I E1ev I (FT) I E1ev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/E1em ICh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Dp I liNn I X-Fall I ZR IType Ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** 1******* I I I I I I I I 1147.294 395.831 1.406 397.237 6.70 2.84 .13 397.36 .00 .92 1.83 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 5.271 .0103 .0013 .01 1.41 .44 .74 .013 .00 .00 PIPE I I I I I I I I I 1152.565 395.885 1.346 397.231 6.70 2.98 .14 397.37 .00 .92 1.88 2.000 .000 .00 1 .0 -1--1--1--1--1--1-:""1--1--1--1--1--1--I-I- 4.661 .0103 .0015 .01 1.35 .48 .74 .0l3 .00 .00 PIPE I I I I I I I I I 1157.225 395.933 1.291 397.224 6.70 3.12 .15 397.38 .00 .92 1.91 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 4.255 .0103 .0017 .01 1.29 .52 .74 .013 .00 .00 PIPE I I I I I I I I I 1161.481 395.977 1.239 397.216 6.70 3.27 .17 397.38 .00 .92 1.94 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 3.710 .0103 .0019 .01 1.24 .56 .74 .013 .00 .00 PIPE I I I I I I I I I 1165.191 396.015 1.191 397.206 6.70 3.43 .18 397.39 .00 .92 1.96 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 1.429 .0103 .0020 .00 1.19 .61 .74 .013 .00 .00 PIPE I I I I I I I ,I I I 1166.620 396.030 1.172 397.202 6.70 3.50 .19 397.39 .00 .92 1. 97 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- JUNCT STR .0825 .0011 .00 1.17 .63 .013 .00 .00 PIPE I I I I I I I I 1170.620 396.360 1.209 397.569 1.20 .60 .01 397.f)7 .00 .38 1.96 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 4.757 .0100 .00Q1 .00 1.21 .11 .31 .013 .00 .00 PIPE I I I I I I I I I J:l75.377 396.407 1.161 397.568 1.20 .63 .01 397.57 .00 .38 1.97 2.000 .000 .00 1 .0 -1--1--1--1--1--1'--1--1--1--1--1--1--I-I- 4.392 .0100 .0001 .00 1.16 .11 .31 .0l3 .00 .00 PIPE I I I I I I I I I 1179.769 396.451 1.117 397.568 1.20 .66 .01 397.57 .00 .38 1.99 2.000 .000 .00 1 .0 -'1--1--1--1--1--1--1--1--1--1--1--1--I-I- 4.187 .0100 .0001 .00 1.12 .12 .31 .013, .00 .00 PIPE - --- - --- - - - - ----- - - FILE: 3219LINEAUP.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date:11-6-2007 Time:11:58:18 3219 BRESSI COMMERCIAL STORM DRAIN LINE A UPSTREAM OF JPHV-II STORMWATER INTERCEPTOR 100 YEAR STORM ************************************************************************************************************************** *~****** I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR IType Ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** 1******* I I I I I I I I 1183.956 396.493 1.075 397.568 1.20 .70 .01 397.58 .00 .38 1. 99 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 4.083 .0100 .0001 .00 1.08 .13 .31 .0l3 .00 .00 PIPE I I I I I I I I I 1188.039 396.533 1.034 397.567 1.20 .73 .01 397.58 .00 .38 2.00 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 3.776 .0100 .0001 .00 1.03 .14 .31 .013 .00 .00 PIPE I I I I I I I I I 1191.815 396.571 .996 397.567 1.20 .77 .01 397.58 .00 .38 2.00 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 3.570 .0100 .0001 .00 1.00 .15 .31 .013 .00 .00 PIPE I I I I I I I I I 1195.385 396.606 .960 397.566 1.20 .80 .01 397.58 .00 .38 2.00 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 3.464 .0100 .0001 .00 .96 .16 .31 .013 .00 .00 PIPE I I I I I I I I I I 1198.849 396.641 .925 397.566 1.20 .84 .01 397.58 .00 .38 1.99 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 3.257 .0100 .0002 .00 .93 .18 .31 .013 .00 .00 PIPE I I I I I I I I I 1202.106 396.673 .892 397.565 1.20 .89 .01 397.58 .00 .38 1.99 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 3.150 .0100 .0002 .00 .89 .19 .31 .013 .00 .00 PIPE I I I I I I I I I 1205.256 396.705 .860 397.565 1.20 .93 .01 397.58 .00 .38 1.98 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 2.941 .0100 .0002 .00 .86 .20 .31 .013 .00 .00 PIPE I I I I I I I I I 1208.197 396.734 .830 397.564 1.20 .97 .01 397.58 .00 .38 1.97 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 2.935 .0100 .0002 .00 .83 .22 .31 .0l3 .00 .00 PIPE I I I I I I I I I 1211.132 396.763 .800 397.563 1.20 1.02 .02 397.58 .00 .38 1.96 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 2.723 .01:00 .0003 .00 .80 .23 .31 .0l3 .00 .00 PIPE -- - - - -- - - -.. - --- -- FILE: 3219LINEAUP.WSW W S P G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 PAGE 4 WATER SURFACE PROFILE LISTING 3219 BRESSI COMMERCIAL STORM DRAIN LINE A UPSTREAM OF JPHV-II STORMWATER INTERCEPTOR Date:11-6-2007 Time:l1:58:18 100 YEAR STORM ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super I Critical I Flow ToplHeight/IBase wtl INO Wth station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 E1ev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/E1em I Ch Slope I I I I SF Ave I HF I SE Dpth I Froude N I Norm Dp I "N" I X-Fall I ZR I Type Ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** 1******* I I I I I I I 1213.855 396.790 .772 397.562 1.20 1.07 .02 397.58 .00 .38 1.95 2.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- 2.510 .0100 .0003 .00 .77 .25 .31 .013 .00 .00 I I I I I I I I 1216.365 396.815 .746 397.561 1.20 1.12 .02 397.58 .00 .38 .1.93 2.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- 2.502 .0100 .0003 .00 .75 .27 .31 .013 .00 .00 I I I I I I I I 1218.868 396.840 .720 397.560 1.20 1.18 .02 397.58 .00 .38 1.92 2.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- 2.390 .0100 .0004 .00 .72 .29 .31 .013 .00 .00 I I I I I : I I I 1221.258 396.864 .695 397.559 1.20 1.24 .02 397.58 .00 .38 1.90 2.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- 2.276 .0100 .0004 .00 .70 .30 .31 .013 .00 .00 I I I I I I I I 1223.533 396.886 .671 397.558 1.20 1.30 .03 397.58 .00 .38 1.89 2.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- 2.160 .0100 .0005 .00 .67 .33 .31 .013 .00 .00 I I I I I I I I 1225.693 396.908 .648 397.556 1.20 1.36 .03 397.58 .00 .38 1.87 2.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- 2.042 .0100 .0006 .00 .65 .35 .31 .013 .00 .00 I I I I I I I I 1227.735 396.928 .626 397.554 1.20 1.43 .03 397.59 .00 .38 1.85 2.000 .000 .00 -1--1--1--1--1--1--1--1--1--1-. -1--1--1- 1. 922 .0100 .0007 .00 .63 .37 .31 .013 .00 .00 I I I I I I I I: I 1229.657 396.947 .605 397.553 1.20 1.49 .03 397.59 .00 .38 1.84 2.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- 1. 798 .0100 .0008 .00 .61 .40 .31 .0l3 .00 .00 I I I I I I I I 1231~455 396.965 .585 397.550 1.20 1.57 .04 397.59 .00 .38 1.82 2.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- 1. 781 .0100 .0009 .00 .59 .43 .31 .013 .00 .00 1 1- PIPE I 1 1- PIPE I 1 1- PIPE I 1 1- PIPE I 1 1- PIPE I 1 1- PIPE I 1 1- PIPE I 1 1- PIPE I 1 1- PIPE .0 .0 .0 .0 .0 .0 .0 .0 .0 -- ---- -- --- - ---- -- --- FILE: 3219LINEAUP.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date:ll-6-2007 Time:11:58:18 3219 BRESSI COMMERCIAL STORM DRAIN LINE A UPSTREAM OF JPHV-II STORMWATER INTERCEPTOR 100 YEAR STORM ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase wtl INo Wth Station I E1ev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I width IDia.-FTlor I.D. I ZL Iprs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Dp I liN" I X-Fall I ZR IType Ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** 1******* I I I I I I I I 1233.237 396.983 .565 397.548 1.20 1. 64 .04 397.59 .00 .38 1.80 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 1.652 .0100 .0010 .00 .57 .46 .31 .013 .00 .00 PIPE I I I I I I I I I 1234.889 396.999 .546 397.546 1.20 1.72 .05 397.59 .00 .38 1. 78 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 1.517 .0100 .0011 .00 .55 .49 .31 .013 .00 .00 PIPE I I I I I I I I I 1236.406 397.015 .528 397.543 1.20 1.81 .05 397.59 .00 .38 1. 76 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 1.492 .0100 .0013 .00 .53 .52 .31 .013 .00 .00 PIPE I I I I I I I I I 1237.898 397.029 .510 397.540 1.20 1.90 .06 397.60 .00 .38 1. 74 2.000 .000 .00 1 .0 -1--1--1--1--1--1-':'1--1--1--1--1--1--I-I- 1.347 .0100 .0015 .00 .51 .56 .31 .013 .00 .00 PIPE I I I I I I I I I 1239.245 397.043 .493 397.536 1.20 1.99 .06 397.60 .00 .38 1.72 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 1.193 .0100 .0017 .00 .49 .59 .31 .013 .00 .00 PIPE I I I I I I I I I 1240.438 397.055 .477 397.532 1.20 2.09 .07 397.60 .00 .38 1. 70 2.000 .000 .00 1 .0 -1--1--1--1--I"" -1--1--1--1--1--1--1--I-I- 1.152 .0100 .0019 .00 .48 .63 .31 .013 .00 .00 PIPE I I I I I I I I I 1241.590 397.066 .461 397.527 1.20 2.19 .07 397.60 .00 .38 1.68 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- .977 .0100 .0022 .00 .46 .68 .31 .013 .00 .00 PIPE I I I I I I I I I 1242.568 397.076 .446 397.522 1.20 2.30 .08 397.60 .00 .38 1.67 2.000 .000 .00 1 .0 -1--·1--1--1--1--1--1--1--1--1--1--1--I-I- .603 .0100 .0025 .00 .45 .72 .31 .013 .00 .00 PIPE I I I I I I I I I 1243.170 397.082 .431 397.513 1.20 2.41 .09 397.60 .'00 .38 1.64 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- HYDRAULIC JUMP -, ------ - --- ---- -- FILE: 3219LINEAUP.WSW W S P G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 13~5 WATER SURFACE PROFILE LISTING 3219 BRESSI COMMERCIAL STORM DRAIN LINE A UPSTREAM,OF JPHV-II STORMWATER INTERCEPTOR 100 YEAR STORM PAGE 6 Date:11-6-2007 Time:11:58:18 ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super I Critical I Flow Top I Height/I Base wtl INO Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I width IDia.-FTlor I.D.I ZL IPrs/Pip -1--1--1--1- -1--1--1--1--1-'-1--1- -1- -1--I L/Elem ICh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Dp I "Nil I X-Fall I ZR IType Ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** 1******* I I I I I I I I I I I I I 1243.170 397.082 .319 397.401 1.20 3.71 .21 397.62 .00 .38 1.46 2.000 .000 .00 1 .0 -1- -1--1--1--1--1--1--1--1- -1--1--1--I-I- 2.889 .0100 .0086 .02 .32 1.39 .31 .0l3 .00 .00 PIPE I I I I I I I I I 1246.060 397.111 .330 397.441 1.20 3.54 .19 397.63 .00 .38 1.48 2.000 .000 .00 1 .0 -1--1--1--1--1--1- -1--1--1--1--1--1--I-I- 2.742 .0100 .0075 .02 .33 1.30 .31 .013 .00 .00 PIPE I I I I I I I I I 1248.802 397.138 .341 397.479 1.20 3.37 .18 397.66 .00 .38 1.50 2.000 .000 .00 1 .0 -1- -1--1--1--1--1- -1--1--1--1--1--1--I-I- 1.492 .0100 .0066 .01 .34 1.22 .31 .013 .00 .00 PIPE I I I I I I I I I 1250.294 397.153 .352 397.505 1.20 3.21 .16 397.67 .00 .38 1.52 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1- -1- -1- -1--1--1--I-I- .614 .0100 .0057 .00 .35 1.14 .31 .013 .00 .00 PIPE I I I I I , I I I I 1250.908 397.159 .364 397.523 1.20 3.07 .15 397.67 .00 .38 1.54 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- .112 .0100 .0050 .00 .36 1. 07 .31 .0l3 .00 .00 PIPE I I I I I I I I I 1251. 020 397.160 .378 397.538 1.20 2.91 .13 397.67 .00 .38 1.57 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- -- --- ---.. ---------- FILE: 3219LINEB.WSW W S P G W -EDIT LISTING -Version 14.06 Date: 9-20-2007 Time: 2:22:36 WATER SURFACE PROFILE -CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD CD CD CD 1 2 3 4 4 3 4 4 1 o 1 1 .000 2.500 4.000 2.000 1.000 4.000 .000 .000 .00 W S P G W WATER SURFACE PROFILE -TITLE CARD LISTING HEADING LINE NO 1 IS - 3219 BRESSI COMMERCIAL HEADING LINE NO 2 IS - STORM DRAIN LINE B HEADING LINE NO 3 IS - 100 YEAR STORM W S P G W WATER SURFACE PROFILE -ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 1000.000 394.530 1 ELEMENT NO 2 IS A REACH * * * ELEMENT NO U/S DATA STATION INVERT SECT 3 IS A JUNCTION U/S DATA 1138.040 395.950 1 * STATION 1142.040 INVERT 396.450 * * * SECT LAT-l LAT-2 3 2 0 ELEMENT NO 4 IS A REACH * * * ELEMENT NO ELEMENT NO ELEMENT NO U/S DATA STATION INVERT SECT 5 IS A JUNCTION U/S DATA 1249.180 397.560 3 * STATION 1253.180 * * * INVERT SECT LAT-1 LAT-2 398.560 4 2, 0 6 IS A REACH * * * U/S DATA STATION INVERT SECT 7 IS A JUNCTION U/S DATA 1308.440 399.129 4 * STATION 1309.440 INVERT 399.129 * * * SECT LAT-1 LAT-2 4 4 4 N .013 N .013 N .013 N .013 N .013 N .014 * Q3 11.900 * Q3 4.200 * Q3 .200 PAGE NO 1 PAGE NO 2 W S ELEV 397.431 Q4 .000 Q4 .000 Q4 .200 RADIUS .000 * ANGLE .000 ANG PT MAN H .000 0 * INVERT-3 INVERT-4 PHI 3 PHI 4 396.950 .000 67.000 .000 RADIUS .000 RADIUS .000 * ANGLE .000 ANGLE .000 ANG PT MAN H 7.000 0 * INVERT-3 INVERT-4 PHI 3 PHI 4 398.060 .000 -90.000 .000 RADIUS .000 RADIUS .000 * ANGLE .000 ANGLE .060 ANG PT MAN H .000 0 * INVERT-3 INVERT-4 PHI 3 PHI 4 399.129 399.129 -90.000 84.000 RADIUS .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ANGLE .000 ELEMENT NO 8, IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1390.080 399.970 4 .013 .000 .000 90.000 0 W S P G W PAGE NO 3 -- ---- ----. - ----- - -- WATER SURFACE PROFILE -ELEMENT CARD LISTIN~ ELEMENT NO 9 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 .700 Q4 .000 INVERT-3 INVERT-4 PHI 3 PHI 4 1394.080 399.930 4 4 0 .013 399.930 .000 -90.000 RADIUS .000 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 10 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 1394.080 399.930 4 399.930 ANGLE .000 .000 -- ... ----.. --- - --- - --- - -- FILE: 3219LINEB.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date: 9-20-2007 Time: 2:22:38 3219 BRESSI COMMERCIAL. STORM DRAIN LINE B 100 YEAR STORM ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super, I Cri tical I Flow Top I Height/ I Base wt I INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Dp I uN" I X-Fall I ZR IType Ch *********1*********1********1*********1*********1*******I******~I*********I*******I********I********I*******1*******1***** 1******* I I I I I I I I 1000.000 394.530 2.901 397.431 17.90 3.65 .21 397.64 .00 1. 43 .00 2.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 47.838 .0103 .0019 .09 2.90 .00 1.15 .013 .00 .00 PIPE I I I I I I I I I 1047.838 395.022 2.500 397.522 17.90 3.65 .21 397.73 .00 1.43 .00 2.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 24.684 .0103 .0018 .04 2.50 .00 1.15 .013 .00 .00 PIPE I I I I I I I I I 1072.522 395.276 2.268 397.544 17.90 3.82 .23 397.77 .00 1.43 1. 45 2.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 13.113 .0103 .0017 .02 2.27 .38 1.15 .013 .00 .00 PIPE I I I I I I I I I 1085.635 395.411 2.133 397.544 17.90 4.01 .25 397.79 .00 1.43 1. 77 2.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 10.214 .0103 .0019 .02 2.13 .45 1.15 .013 .00 .00 PIPE I I I I I I I I I 1095.850 395.516 2.022 397.538 17 .90 4.21 .27 397.81 .00 1.43 1. 97 2.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 8.443 .0103 .0021 .02 2.02 .50 1.15 .013 .00 .00 PIPE I I I I I I I I I 1104.293 395.603 1. 925 397.528 17.90 4.41 .30 397.83 .00 1.43 2.10 2.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 7.213 .0103 .0023 .02 1.93 .56 1.15 .013 .00 .00 PIPE I I I I I I I I I 1111.506 395.677 1.837 397.514 17.90 4.63 .33 397.85 .00 1.43 2.21 2.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I:'" 6.036 .0103 .0025 .02 1.84 .62 1.15 .013 .00 .00 PIPE I I I I I I I I I 1117.542 395.739 1.757 397.496 17 .90 4.85 .37 397.86 .00 1.43 2.29 2.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 5.031 .0103 .0028 .01 1. 76 .67 1.15 .013 .00 .00 PIPE I I I I I I I I I 1122.573 395:791 1. 683 397.474 17.90 5.09 .40 397.88 .00 1.43 2.35 2.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 4.059 .0103 .0032 .01 1. 68 .73 1.15 .013 .00 .00 PIPE ----.- FILE: 3219LINEB.WSW ------- W S P G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 ----- PAGE 2 , WATER SURFACE PROFILE LISTING Date: 9-20-2007 Time: 2:22:38 3219 BRESSI COMMERCIAL STORM DRAIN LINE B 100 YEAR STORM ************************************************************************************************************************** I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase wtl Station I E1ev I (FT) I E1ev I (CFS) I (FPS) Head I Grd.El.l Elevl Depth I width IDia.-FTlor 1.0.1 ZL ******** INo Wth IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/E1em I Ch Slope I I I I SF Ave I HF I SE Dpth I Froude N I Norm Dp I "N" I X-Fall I ZR *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** I I I I I I I I I I I I 1126.632 395.833 1.614 397.447 17.90 5.34 .44 397.89 .00 1.43 2.39 2.500 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- .042 .0103 .0034 .00 1.61 .79 1.15 .013 .00 .00 I I I I I I I I 1126.674 395.833 1.614 397.447 17.90 5.34 .44 397.89 .00 1.43 2.39 2.500 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- HYDRAULIC JUMP I 1126.674 I 395.833 -1- .0103 -1- 1.583 I 1128.257 -1- 5.911 I 1134.168 -1- 3.144 I 1137.312 -1- .729 I 1138.040 -1- JUNCT STR I 1142.040 -1- 10.378 I 1152.418 -1- 8.390 I 395.849 -1- :0103 I 395.910 -1- .0103 I 395.943 -1- .0103 I 395.950 -1- .1250 I 396.450 -1- .0104 I 396.558 -1- .0104 I 1.275 -I- I 1.275 -I- I 1.325 -I- I 1.376 -I- I 1.432 -I- I 1.809 -I- I 1. 702 -1- I 397.108 -I- I 397.124 -I- I 397.235 -I- I 397.319 -I- I 397.382 -I- I 398.259 -I- I 398.260 -1- I 17.90 -I- I 17.90 -I- I 17.90 -1- ,I 17.90 -I- I 17 .90 -I- I 6.00 -I- I 6.00 -1- 7.11 -1- 7.11 -1- 6.78 -1- 6.46 -1- 6.15 -1- 2.01 -1- 2.11 -1- I .79 -1- .0071 I .78 -1- .0067 I .71 -1- .0059 I .65 -1- .0052 I .59 -1- .0027' , I .06 -1- .0006 I .07 -1- .0007 397.89 -1- .01 397.91 -1- .04 397.95 -1- .02 397.97 -1- .00 397.97 -1- .01 398.32 -1- .01 398.33 -1- .01 .00 -1- 1.28 I .00 -1- 1.28 I .00 -1- 1.33 I .00 -1- 1.38 I .00 -1- 1.43 .00 -1- 1.81 I .00 -I- I. 70 1.43 -1- 1.25 1. 43 -1- 1.25 1.43 -1- 1.16 1.43 -1- 1.08 1.43 -1- 1,.00 .87 -1- .22 .87 -1- .26 2.50 1.15 2.50 1.15 2.50 1.15 2.49 1.15 2.47 1.17 .70 1.42 .70 2.500 -1--1- .013 2.500 -1--1- .013 2.500 -1--1- .013 2.500 -1--1- .013 2.500 -1--1- .013 2.000 -1--1- .013 2.000 -1--1- .013 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -I": .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00' .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 IType Ch 1******* I 1 .0 1- PIPE I 1 .0 1- 1 1- PIPE I 1 1- PIPE I 1 1- PIPE I 1 1- PIPE I 1 1- PIPE I 1 1- PIPE I 1 1- PIPE .0 .0 .0 .0 .0' .0 .0 -- ----- -- -- -- -- ------ FILE: 3219LINEB.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date: 9-20-2007 Time: 2:22:38 3219 BRESSI COMMERCIAL STORM DRAIN LINE B 100 YEAR STORM ************************************************************************************************************************** ******** I Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. I Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Dp I uN" I X-Fall I ZR IType Ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** 1******* I I I I I I I I 1160.808 396.644 1.614 398.259 6.00 2.21 .08 398.33 .00 .87 1.58 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-7.234 .0104 .0008 .01 1.61 .30 .70 .0l3 .00 .00 PIPE I I I I I I I I I 1168.042 396.719 1.537 398.257 6.00 2.32 .08 398.34 .00 .87 1. 69 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-6.482 .0104 .0008 .01 1.54 .33 .70 .0l3 .00 .00 PIPE I I I I I I I I I 1174.524 396.787 1. 467 398.254 6.00 2.43 .09 398.35 .00 .87 1. 77 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-5.824 .0104 .0009 .01 1.47 .36 .70 .013 .00 .00 PIPE I I I I I I I I I 1180.348 396.847 1.403 398.250 6.00 2.55 .10 398.35 .00 .87 1.83 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-5.259 .0104 .0011 .01 1.40 .40 .70 .013 .00 .00 PIPE I I I I I I I I I 1185.607 396.901 1.344 398.245 6.00 2.67 .11 398.36 .00 .87 1.88 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-4.788 .0104 .0012 .01 1.34 .43 .70 .0l3 .00 .00 PIPE I I I I I I I I I 1190.395 396.951 1.289 398.240 6.00 2.80 .12 398.36 .00 .87 1.91 2.000 .000 .00 1 .0 -I~ -1--1--1--1--1--1--1--1--1--1--1--I-I-4.413 .0104 .0013 .01 1.29 .47 .70 .0l3 .00 .00 PIPE I I I I I I I I I 1194.808 396.997 1.237 398.234 6.00 2.94 .13 398.37 .00 .87 1.94 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-3.909 .0104 .0015 .01 1.24 .51 .70 .013 ·90 .00 PIPE I I I I I I I I I 1198.716 397.037 1.189 398.226 6.00 3.08 .15 398.37 .00 .87 1.96 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-3.612 .0104 .0017 .01 1.19 .55 .70 .013 .00 .00 PIPE I I I I I I I I I 1202.328 397.075 1.143 398.218 6.00 3.23 .16 398.38 .00 .87 1.98 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-3.295 .0104 .0019 .01 1.14 .59 .70 .013 .00 .00 PIPE ---- - ---.----------- FILE: 3219LINEB.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date: 9-20-2007 Time: 2:22:38 3219 BRESSI COMMERCIAL STORM DRAIN LINE B 100 YEAR STORM ***************************************************************~********************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Dp I fiN" I X-Fall I ZR IType Ch *********1*********1********1*********1*********1*******I*******I*********I*******I********I********I*****~*1*******1***** 1******* I I I I I I I I I I I I I 1205.623 397.109 1.099 398.208 6.00 3.39 .18 398.39 .00 .87 1. 99 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 2.833 .0104 .0022 .01 1.10 .63 .70 .013 .00 .00 PIPE I I I I I I I I I 1208.457 397.138 1.058 398.196 6.00 3.56 .20 398.39 .00 .87 2.00 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- .839 .0104 .0025 .00 1.06 .68 .70 .013 .00 .00 PIPE I I I I I I I I I 1209.296 397.147 1.018 398.165 6.00 3.73 .22 398.38 .00 .87 2.00 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- HYDRAULIC JUMP I I I I I I I 1209.296 397.147 .698 397.845 6.00 6.15 .59 398.43 .00 .87 1. 91 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 17.901 .0104 .0096 .17 .70 1.51 .70 .013 .00 .00 PIPE I I I I I I I I I 1227.197 397.332 .723 398.055 6.00 5.85 .53 398.59 .00 .87 1.92 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 11.473 .0104 .0084 .10 .72 1.41 .70 .013 .00 .00 PIPE I I I I I I I I I 1238.670 397.451 .749 398.200 6.00 5.58 .48 398.68 .00 .87 1.94 2.000 .000 .00 1 .0 -1--1'--1--1--1--1--1--1--1--1--1--1--I-I- 5.681 .0104 .0074 .04 .75 1.32 .70 .013 .00 .00 PIPE I I I I I .' I I I I 1244.351 397.510 .776 398.286 6.00 5.32 .44 398.73 .00 .87 1.95 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 3.072 .0104 ) I .0065 .02 .78 1.23 .70 .013 .00 .00 PIPE I I I I I I I I 1247.423 397.542 .804 398.346 6.00 5.07 .40 398.75 .00 .87 1.96 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 1.348 .0104 .0057 .01 .80 1.15 .70 .013 .00 .00 'PIPE I I I I I I I I I 1248.771 397.556 .834 398.390 6.00 4.84 .36 398.75 .00 .87 1.97 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- .409 .0104 .0050 .00 .83 1.07 .70 .013 .00 .00 PIPE -- ------- - -- ---- --- FILE: 3219LINEB.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date: 9-20-2007 Time: 2:22:38 3219 BRESSI COMMERCIAL STORM DRAIN LINE B 100 YEAR STORM ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Heacl I Grd.El.l Elev I Depth I width IDia.-FTlor I.D.I ZL IPrs/pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR IType Ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** 1******* I I I I I I I I 1249.180 397.560 .866 398.426 6.00 4.60 .33 398.75 .00 .87 1.98 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- JUNCT STR .2500 .87 1. 00 .0l3 .00 .00 PIPE I I I I I I I I I 1253.180 398.560 .499 399.059 1. 80 4.60 .33 399.39 .00 .57 1.00 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 26.072 .0103 .0103 .27 .50 1.30 .50 .013 .00 .00 PIPE I I I I I I I I I 1279.252 398.828 .499 399.327 1.80 4.60 .33 399.66 .00 .57 1.00 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 18.739 .0103 .0100 .19 .50 1.30 .50 .0l3 .00 .00 PIPE I I I I I I I I I 1297.991 399.021 .508 399.530 1.80 4.49 .31 399.84 .00 .57 1.00 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1- -1- -1--1--I-I- 7.817 .0103 .0091 .07 .51 1.25 .50 .0l3 .00 .00 PIPE I I I I I I I I I 1305.808 399.102 .527 399.629' 1.80 4.28 .28 399.91 .00 .57 1.00 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 2.l31 .0103 .0080 .02 .53 1.16 .50 .013 .00 .00 PIPE I I I I I I I I I 1307.940 399.124 .548 399.672 1.80 4.08 .26 399.93 .00 .57 1.00 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- .500 .0103 .0071 .00 .55 1.08 .50 .0l3 .00 .00 PIPE I I I I I I I I I 1308.440 399.129 .571 399.700 1.80 3.88 .23 399.93 .00 .57 .99 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- JUNCT STR .0000 .0048 .00 .57 1.00 .014 .00 .00 PIPE I I I I I I I I 1309.440 399.129 .798 399.927 1.40 2.0B .07 399.99 .00 .50 .80 1.000 .000 .00 1 .0 -1-,-1--1--1--1--1--1--1--1--1--1--1--I-I-3.550 .0104 .0017 .01 .80 .40 .43 .013 .00 .00 PIPE I I I I I I I I I 1312.990 399.166 .760 399.926 1.40 2.19 .07 400.00 .00 .50 .85 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 3.235 .0104 .0019 .01 .76 .44 .43 .013 .00 .00 PIPE ----- --- ---- ---- - -- FILE: 3219LINEB.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 6 Program Pac)cage Serial Number: 1355 WATER SURFACE PROFILE LISTING Date: 9-20-2007 Time: 2:22:38 3219 BRESSI COMMERCIAL STORM DRAIN LINE B 100 YEAR STORM ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super I Critical I Flow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR IType Ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** 1******* I I I I I I I I 1316.225 399.200 .725 399.925 1.40 2.29 .08 400.01 .00 .50 .89 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 2.751 .0104 .0021 .01 .73 .49 .43 .013 .00 .00 PIPE I I I I I I I I I 1318.975 399.228 .694 399.923 1.40 2.40 .09 400.01 .00 .50 .92 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 2.489 .0104 .0024 .01 .69 .53 .43 .013 .00 .00 PIPE I I I I I I I I I 1321.464 399.254 .665 399.920 1. 40 2.52 .10 400.02 .00 .50 .94 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 2.211 .0104 .0027 .01 .67 .58 .43 .013 .00 .00 PIPE I I I I I I I I I 1323.675 399.277 .638 399.916 1.40 2.64 .11 400.02 .00 .50 .96 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 1.909 .0-104 .0030 .01 .64 .63 .43 .013 .00 .00 PIPE I I I I I I I I I 1325.584 399.297 .613 399.910 1.40 2.77 .12 400.03 .00 .50 .97 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 1. 718 .0104 .0034 .01 .61 .68 .43 .013 .00 .00 PIPE I I I I I I I I I 1327.302 399.315 .589 399.904 1.40 2.91 .13 400.04 .00 .50 .98 1.000 .000 .00 1 .0 -1--1--1--1--1--1-,.1--1--1--1--1--1--I-I-.675 .0104 .0039 .00 .59 .73 .43 .013 .00 .00 PIPE I I I I I I I I I 1327.977 399.322 .566 399.888 1.40 3.05 .14 400.03 .00 .50 .99 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1'--1--1--1--I-I-HYDRA{jLIC JUMP I I I I I I I 1327.977 399.322 .430 399.753 1.40 4.33 .29 400.04 .00 .50 .99 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1.,--I-I- 16.274 .0104 .Oi04 .17 .43 1.34 .43 .013 .00 .00 -PIPE I I I I I I I I 1 I 1344.251 399.492 .430 399.922 1. 40 4.33 .29 400.21 .00 .50 .99 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-25.700 .0104 .0104 .27 .43 1.34 .43 .013 .00 .00 PIPE ---,-- - ------ ---- - FILE: 3219LINEB.WSW W S P G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 3219 BRESSI COMMERCIAL STORM DRAIN LINE B 100 YEAR STORM WATER SURFACE PROFILE LISTING PAGE 7 Date: 9-20-2007 Time: 2:22:38 ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super I Critical I Flow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I width IDia.-FTlor I.D.I ZL IPrs/pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Dp I fiN II I X-Fall I ZR IType Ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** 1******* I I I I I I I I I I I I I 1369.952 399.760 .431 400.191 1. 40 4.32 .29 400.48 .00 .50 .99 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 14.371 .0104 .0097 .14 .43 1.33 .43 .013 .00 .00 PIPE I I I I I I I I I 1384.323 399.910 .447 400.357 1. 40 4.12 .26 400.62 .00 .50 .99 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-4.173 .0104 .0085 .04 .45 1.24 .43 .013 .00 .00 PIPE I I I I I I I I I 1388.496 399.953 .463 400.417 1.40 3.92 .24 400.66 .00 .50 1.00 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-1.279 .0104 .0075 .01 .46 1.16 .43 .013 .00 .00 PIPE I I I I I I I I I 1389.775 399.967 .481 400.448 1.40 3.74 .22 400.67 .00 .50 1.00 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- .305 .0104 .0066 .00 .48 1.08 .43 .013 .00 .00 PIPE I I I I I I I I I 1390.080 399.970 .501 400.471 1.40 3.56 .20 400.67 .00 .50 1.00 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-JUNCT STR -.0100 .0033 .01 .50 1.00 .013 .00 .00 PIPE I I I I I I I I 1394.080 399.930 .801 400.731 .70 1.04 .02 400.75 .00 .35 .80 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- -- --- - - - ------ ----- - - FILE: 3219LINEB3.WSW W S P G W -EDIT LISTING -Version 14.06 Date: 9-20-2007 Time: 2:26:53 WATER SURFACE PROFILE -CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 CD 2 3 0 .000 4.000 4.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE -TITLE CARD LISTING HEADING LINE NO 1 IS - 3219 BRESSI COMMERCIAL HEADING LINE NO 2 IS - STORM DRAIN LINE B-3 HEADING LINE NO 3 IS - 100 YEAR STORM W S P G W PAGE NO 2 WATER SURFACE PROFILE -ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 1000.000 396.950 1 398.259 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1111.940 398.120 1 .013 .000 .000 -61.000 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1115.940 398.830 1 2 0 .013 4.700 .000 404.310 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MANH 1183.580 399.180 1 .013 .000 .000 -53.000 0 ELEMENT NO 5 IS A JUNCTION * * * * ." * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1187.580 399.510 1 2 0 .013 .200 .000 404.850 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MANH 1254.910 400.190 1 .013 .000 .000 90.000 0 ELEMENT NO 7 IS A SYSTEM HEAQWORKS * * U/S DATA STATION INVERT SECT W S ELEV 1254.910 400.190 1 400.190 -- - --------- ---- -- - FILE: 3219LINEB3.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date: 9-20-2007 Time: 2:26:54 3219 BRESSI COMMERCIAL STORM DRAIN LINE B-3 100 YEAR STORM ************************************************************************************************************************** ******** I Invert Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INO Wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I width IDia.-FTlor I.D.I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Dp I "Nn I X-Fall I ZR IType Ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** 1******* I I I I I I I I 1000.000 396.950 1.337 398.287 12.60 7.58 .89 399.18 .00 1.34 .93 1.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 10.478 .0105 .0127 .13 1.34 1.00 1.50 .013 .00 .00 PIPE I I I I I I I I I 1010.478 397.060 1.441 398.501 12.60 7.22 .81 399.31 .00 1.34 .58 1.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 15.203 .0105 .0130 .20 1.44 .74 1.50 .013 .00 .00 PIPE I I I I I I I I I 1025.680 397.218 1.500 398.718 12.60 7.13 .79 399.51 .00 1.34 .00 1.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 86.260 .0105 .0139 1.20 1.50 .00 1.50 .013 .00 .00 PIPE I I I I I I I I I 1111.940 398.120 1.840 399.960 12.60 7.13 .79 400.75 .00 1.34 .00 1.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- JUNCT STR .1775 .0100 .04 1.84 .00 .013 .00 .00 PIPE I I I I I I I I 1115.940 398.830 2.128 400.958 7.90 4.47 .31 401.27 .00 1.09 .00 1.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-67.640 .0052 .005:7 .38 2.13 .00 1.30 .013 .00 .00 PIPE I I I I I I I I I 1183.580 399.180 2.215 401.395 7.90 4.47 .31 401.71 .00 1.09 .00 1.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- JUNCT STR .0825 .0055 .02 2.21 .00 .013 .00 .00 PIPE I I I I I I I I 1187.580 399.510 1.938 401.448 7.70 4.36 .29 401. 74 .00 1.08 .00 1.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 67.330 .0101 .0054 .36 1.94 .00 .95 .013 .00 .00 PIPE I I I· I I I I I I 1254.910 400.190 1.707 401.897 7.70 4.36 .29 402 .• 19 .00 1.08 .00 1.500 .000 .00 1 .0 -1--1--1--1--1--I-. -1--1--1--1--1--1·--I-I- -- l, - - - - - -------- - - FILE: 3219LINEC.WSW W S P G W -EDIT L~STING -Version 14.06 Date: 9-21-2007 Time: 8:46:23 WATER SURFACE PROFILE -' CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD CD CD CD 1 2 3 4 4 3 4 3 1 o 1 o .000 .000 1.500 4.000 1.000 3.000 4.000 .000 .000 .00 2.000 .000 .000 .00 W S P G W WATER SURFACE PROFILE -TITLE CARD LISTING HEADING LINE NO 1 IS - 3219 BRESSI COMMERCIAL HEADING LINE NO 2 IS - STORM DRAIN LINE C HEADING LINE NO 3 IS - 100 YEAR STORM W S P G W WATER SURFACE PROFILE -ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 1000.000 398.060 1 ELEMENT NO 2 IS A REACH * * * ELEMENT NO U/S DATA STATION INVERT SECT 3 IS A JUNCTION U/S DATA 1085.750 398.960 1 * STATION 1089.750 INVERT 399.460 * * * SECT LAT-1 LAT-2 3 2 0 ELEMENT NO 4 IS A REACH * * * ELEMENT NO U/S DATA STATION INVERT SECT 5 IS A JUNCTION U/S DATA 1153.770 400.130 3 * STATION 1156.710 INVERT 400.460 * * * SECT LAT-1 LAT-2 3 4 0 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT' SECT 1254.760 401.247 3 ELEMENT NO 7 IS A REACH * * * U/S DATA STATION INVERT SECT 1293.660 401.559 3 ELEl'iENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT 1324.030 401.800 3 ELEMENT NO 9 IS A SYSTEM l;IEADWORKS * U/S DATA STATION INVERT SECT 132~.030 401.800 3 N .013 N .013 N .013 N .013 N .013 N .013 N .013 * Q3 .800 * Q3 1.900 * PAGE NO 1 PAGE NO 2 W S ELEV 399.059 Q4 .000 Q4 .000 RADIUS .000 * ANGLE .000 ANG PT MAN H 46.000 0 * INVERT-3 INVERT-4 PHI 3 PHI 4 407.000 .000 90.000 .000 RADIUS .000 ANGLE .000 RADIUS .000 ANGLE ANG PT MAN H .000 -44.000 0 * * INVERT-3 INVERT-4 PHI 3 PHI 4 407.000 .000 90.000 .000 RADIUS .000 ANGLE .000 RADW$ ANGLE .000 .000 RADIUS ANGLE 100.000 22.288 RADIUS .000 ANGLE .000 ANG PT MAN H .000 0 ANG PT MAN H .000 0 ANG PT MAN H 90.000 0 W S EL,EV 401.800 - - --- - - -- - ---- --- - - - - FILE: 3219LINEC.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date: 9-21-2007 Time: 8":46:24 3219 BRESS I COMMERCIAL STORM DRAIN LINE C 100 YEAR STORM ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super I Critical I Flow ToplHeight/IBase wtl INo Wth Station I E1ev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1. I Elev I Depth I width IDia.-FTlor I.D.I ZL IPrs/pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Dp I uN" I X-Fall I ZR IType Ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** 1******* I I I I I I I I I I I I I 1000.000 398.060 .999 399.059 4.40 3.52 .19 399.25 .00 .80 1.41 1.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 2.473 .0105 .0030 .01 1.00 .66 .67 .013 .00 .00 PIPE I I I I I I I I I" 1002.473 398.086 .958 399.044 4.40 3.69 .21 399.26 .00 .80 1.44 1.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- HYDRAULIC JUMP I I I I I I I 1002.473 398.086 .653 398.739 4.40 5.96 .55 399.29 .00 .80 1.49 1.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 30.344 .0105 .0114 .34 .65 1.49 .67 .013 .00 .00 PIPE I I I I I I I I I 1032.817 398.404 .653 399.058 4.40 5.95 .55 399.61 .00 .80 1.49 1.500 .000 .00 1 .0 -1--1--1--1--1--1-;-1--1--1--1--1--1--I-I- 19.543 .0105 .0121 .24 .65 1.49 .67 .0l3 .00 .00 PIPE I I I I I I I I I I 1052.361 398.610 .630 399.240 4.40 6.24 .61 399.85 .00 .80 1. 48 1.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 11. 588 .0105 .0138 .16 .63 1.60 .67 .0l3 .00 .00 PIPE I I I I I I I I I 1063.949 398,.731 .608 399.339 4.40 6.55 .67 400.01 .00 .80 1.47 1.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 8.504 .0105 .0157 .13 .61 1.71 .67 .013 .00 .00 PIPE I I I I I I I I I 1072.453 398.820 .586 399.406 4.40 6.87 .73 400.14 .00 .80 1.46 1.500 ;000 .00 l .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 7.158 .0105 .0179 .13 .59 1.83 .67 .013 .00 .00 PIPE I I I I I I I I I 1079.610 398.896 .566 399.462 4.40 7.20 .81 400.27 .00 .80 1. 45 1.500 .000 .00 1 .0 -1--1--1--1--1--1--,1--1--1--1--1--1--I-I- 6.140 .0105 .0205 .13 .57 1.96 .67 .013 .00 .00 PIPE I I I I I I I " I I I 1085.750 398.960 .547 :?99.507 4.40 7.56 .89 400.39 .00 .80 1.44 1.,500 .000 .00 1 .0 -1--1--1--1--1'--1--1--1--1--1--1--1--I-I- JUNCT STR .1250 .0161 .06 .55 2.10 .013 .00 .00 PIPE --- -- --- -- ---- - -- FILE: 3219LINEC.WSW W S P G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 3219 BRESSI COMMERCIAL STORM DRAIN LINE C 100 YEAR STORM WATER SURFACE PROFILE LISTING PAGE 2 Date: 9-21-2007 Time: 8:46:24 **********************************************************************************************~*************************** ******** I Invert Station I E1ev -1--1- L/Elem ICh Slope I Depth I Water (FT) I Elev -I- I I I -I- I Q (CFS) I Vel Vel I (FPS) Head I -1--1--I- I SF Ave I Energy I Super I Critical I Flow ToplHeight/IBase wtl Grd.El.1 Elev I Depth I width IDia.-FTlor I.D.I -1--1--1--1--1--f- HF I SE Dpth I Froude N I Norm Dp I "N" I X-Fall I ZL ZR INo Wth IPrs/Pip -I *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** IType Ch 1******* I 1089.750 -1- 63.964 I 1153.714 -I- .056 I 1153.770 -1- JUNCT STR I 1156.710 -1- 25.781 I 1182.491 -1- 14.288 I 1196.779 -1- 7.710 I 1204.489 -1- 6.073 I 1210.563 -1- 5.262 I 1215.825 -1- 4.592 I 399.460 -1- .0105 I 400.129 -1- .0105 I 400.130 -1- .1122 I 400.460 -1- .0080 I 400.667 -1- .0080 I 400.782 -1- .0080 I 400.844 -1- .0080 I 400.892 -1- .0080 I 400.934 -1- .0080 I .809 -I- I .809 -I- I .810 -I- I 1.148 -I- I 1.000 -I- I .907 -I- I .853 -I- I .809 -I- I .770 -1- I 400.269 -I- I 400.938 -I- I 400.940 -I- I 401. 608 -I- I 401. 667 -I- I 401. 689 -I~ I 401. 697 -I- I 401.701 -I- I 401.705 -1- I 3.60 -I- I 3.60 -I- I 3.60 -I- I 1. 70 -I- I 1. 70 -I- I 1. 70 -I- I 1. 70 -I- I 1. 70 -I- I 1. 70 "'1- 5.29 -1- 5.29 -1- 5.28 -1- 2.16 -1- 2.16 -1- 2.27 -1- 2.38 -1- 2.50 -1- 2.62 -1- I .43 -1- .0105 I .43 -1- .0105 I .43 -1- .0064 I .07 ':"1- .0022 I .07 -1- .0021 I .08 -1- .0021 I .09 -1- .0022 I .10 -1- .0025 I .11 -1- .0027 400.70 -1- .67 401.37 -1- .00 401. 37 -1- .02 401. 68 -1- .06 401. 74 -1- .03 401. 77 -1- .02 401.78 ·-1- .01 401.80 -1- .01 401.81 -1- .01 .00 -1- .81 I .00 -1- .81 I .00 -1- .81 .00 -1- 1.15 I .00 -1- 1.00 I .00 -1- .91 I .00 -1- .85 I .00 -1- .. 81 I .00 -1- .77 .81 -1- 1.00 .81 -1- 1.00 .81 -1- 1.00 .55 -1- .00 .55 -1- .00 .55 -1- .35 .55 -1- .42 .55 -1- .47 .55 -1- .53 .79 1.000 -1--1- .81 .013 .79 1.000 -1--1- .81 .013 .79 1.000 -1--1- .013 .00 1.000 -1--1- .52 .013 .00 1.000 -1--1- .52 .013 .58 1.000 -1--1- .52 .013 .71 1.000 -1--1- .52 .013 .79 1. 000 -1--1- ,52 .013 .84, 1.,000 -1--1- .5;2.013 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 I 1 .0 1- PIPE I 1 .0 1- PIPE I 1 .0 1- PIPE I 1 .0 1- PIPE I 1 .0 1- PIPE I 1 .0 1- PIPE I 1 .0 1- PIPE I 1 .0 1- PIPE I 1 .0 1- PIPE - - ----- -- - -- ----- -- - - FILE: 3219LINEC.WSW W S P 'G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 PAGE 3 WATER SURFACE PROFILE LISTING Date: 9-21-2007 Time: 8:46:24 3219 BRESSI COMMERCIAL STORM DRAIN LINE C 100 YEAR STORM ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallF10w ToplHeight/IBase Wtl INo Wth Station I E1ev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I width IDia.-FTlor I.D.I ZL IPrs/pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR IType Ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** 1******* I I I I I I I I 1220.417 400.971 .735 401.706 1. 70 2.75 .12 401.82 .00 .55 .88 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-4.068 .0080 .0030 .01 .74 .58 .52 .013 .00 .00 PIPE I I I I I I I I I 1224.485 401.004 .703 401.707 1. 70 2.88 .13 401. 84 .00 .55 .91 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-3.703 .0080 .0034 .01 .70 .63 .52 .0l3 .00 .00 PIPE I I I I I I I I I 1228.188 401. 034 .673 401.707 1. 70 3.02 .14 401.85 .00 .55 .94 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-3.290 .0080 .0038 .01 .67 .69 .52 .0l3 .00 .00 PIPE I I I I I I I I I 1231.478 401.060 .645 401.705 1. 70 3.17 .16 401.86 .00 .55 .96 1.000 .000 .00 1 .0 -1--1--1--1--1--1-:'1--1--1--1--1--1--I-I-2.797 .0080 .0043 .01 .65 .75 .52 .013 .00 .00 PIPE I I I I I I I I I 1234.275 401. 083 .619 401.702 1. 70 3.32 .17 401.87 .00 .55 .97 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-2.162 .0080 .0049 .01 .62 .81 .52 .0l3 .00 .00 PIPE I I I I I I I I I 1236.438 401.100 .595 401. 695 1. 70 3.49 .19 401. 88 .00 .55 .98 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-.364 .0080 .0055 .00 .60 .87 .52 .• 0l3 .00 .00 PIPE I I I I I I I I I 1236.801 401.103 .57;2 401. 675 1. 70 3.66 .21 401. 88 .00 .55 .99 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1'--I-I-HYDRAULIC JUMP I I I I I I I 1236.801 401.103 .519 401.622 1. 70 4.13 .26 401.89 .00 .55 1.00 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--I':' -1--1--1--I-I-17.959 .0080 .0080 .14 .52 1.13 .52 .013 .00 .00 PIPE I I I I I I I I I 1254.760 401.247 .519 401.766 1. 70 4.13 .26 402.03 .01 .55 1.00 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I-28.058 .0080 .0080 .23 .52 1.13 ,.,52 .0l3 .00 .00 PIPE - --- - FILE: 3219LINEC.WSW - ------ W S P G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 -- -- - PAGE 4 WATER SURFACE PROFILE LISTING Date: 9-21-2007 Time: 8:46:24 3219 BRESSI COMMERCIAL STORM DRAIN LINE C 100 YEAR STORM ************************************************************************************************************************** ******** I Invert Depth I Water I Q I Vel Vel Energy I Super I Critical I Flow ToplHeight/IBase wtl INo Wth station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width iDia.-FTlor I.D.I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/E1em ICh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR IType Ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** 1******* I I I I I I I I I I I I I 1282.818 401.472 .519 401.991 1.70 4.13 .26 402.26 .01 .55 1.00 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-1- 10.842 .0080 .0080 .09 .52 1.13 .52 .0l3 .00 .00 PIPE I I I I I I I I 1293.660 401.559 .521 402.080 1.70 4.11 .26 402.34 .00 .55 1.00 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-1- 18.765 .0079 .0079 .15 .52 1.13 .52 .013 .00 .00 PIPE I I I I I I I I I 1312.425 401.708 .521 402.229 1.70 4.11 .26 402.49 .00 .55 1.00 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-1- 10.168 .0079 .0077 .08 .52 1.13 .52 .0l3 .00 .00 PIPE I I I I I . I I I I 1322.593 401.789 .532 402.321 1.70 4.00 .25 402.57 .00 .55 1.00 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-1- 1.437 .0079 .0069 .01 .53 1.08 .52 .013 .00 .00 PIPE I I I I I I I I I 1324.030 401.800 .554 402.354 1.70 3.80 .22 402.58 .00 .55 .99 1.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-1- - - - -- -- ------------ FILE: 3219LINEE.WSW W S P G W -EDIT LISTING -Version 14.06 Date: 9-20-2007 Time: 2:22:45 WATER SURFACE PROFILE -CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 3.000 CD 2 3 0 .000 4.000 4.000 .000 .000 .00 CD 3 4 1 2.000 W S P G W WATER SURFACE PROFILE -TITLE CARD LISTING HEADING LINE NO 1 IS - 3219 BRESSI COMMERCIAL HEADING LINE NO 2 IS - STORM DRAIN LINE E HEADING LINE NO 3 IS - 100 YEAR STORM W S P G W WATER SURFACE PROFILE -ELEMENT CARD LISTING ELEMENT NO l' IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 1000.000 393.520 1 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N 1097.770 394.030 1 .013 ELEMENT NO 3 IS A JUNCTION * * * * , U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 1101.770 395.030 3 2 0 .013 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N 1275.770 396.810 3 .013 ELEMENT NO 5 IS A SYSTEM HEADWORKS * U/S DATA STATION INVERT SECT 1275.770 396.810 3 Y(2) Y(3) * Q3 15.300 * Y(4) Y(5) Y(6) W S ELEV 397.431 RADIUS .000 * Y(7) Y(8) ANGLE .000 * Y(9) Y(10) PAGE NO 1 PAGE NO 2 ANG PT MAN H 6.000 0 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 .000 402.000 .000 90.000 .000 RADIUS .000 RADIUS .000 W S ELEV 396.810 ANGLE .000 ANGLE .000 ANG PT MAN H 90.000 0 - - ---'-- FILE: 3219LINEE.WSW -- ---- - W S P G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 ----- PAGE 1 WATER SURFACE PROFILE LISTING Date: 9-20-2007 Time: 2:22:47 3219 BRESSI COMMERCIAL STORM DRAIN LINE E 100 YEAR STORM ************************************************************************************************************************** I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow Top I Height/I Base Wtl station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTlor I.D.I ZL -1--1--1--1--1--1--1--1--1--1--1--1--1- L/Elem I Ch Slope I I I I SF Ave I HF I SE Dpth I Froude N I Norm Dp I "N" I X-Fall I ZR *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** I I I I I I I I I I I I 1000.000 393.520 3.911 397.431 31.40 4.44 .31 397.74 .00 1.82 .00 3.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- 97.770 .0052 .0022 .22 3.91 .00 1.77 .0l3 .00.00 I I I I I I I I 1097.770 394.030 3.624 397.654 31.40 4.44 .31 397.96 .00 1.82 .00 3.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- JUNCT STR .2500 .0036 .01 3.62 .00 .013 .00 .00 I I I I I I I 1101.770 395.030 2.985 398.015 16.10 5.12 .41 398.42 .00 1.45 .00 2.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- 174.000 .0102 .0051 .88 2.98 .00 1.24 .013 .00 .00 , I I I I I I I I 1275.770 396.810 2.207 399.017 16.10 5.12 .41 399.43 .00 1.45 .00 2.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- ******** INo Wth IPrs/pip -I IType Ch 1******* I 1 .0 1- PIPE I 1 .0 1- PIPE I 1 .0 1- PIPE I 1 .0 1- - - -- --- - --- - ------- - - FILE: 3219LINEE1.WSW W S P G W -EDIT LISTING -Version 14.06 Date: 9-20-2007 Time: 2:19:13 WATER SURFACE PROFILE -!CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 3.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE -TITLE CARD LISTING HEADING LINE NO 1 IS - 3219 BRESSI COMMERCIAL HEADING LINE NO 2 IS - STORM DRAIN LINE E-1 HEADING LINE NO 3 IS - 100 YEAR STORM W S P G W PAGE NO 2 WATER SURFACE PROFILE -ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 1000.000 392.750 1 397.170 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MANH 1028.290 392.900 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MANH 1090.130 393.230 1 .013 40.000 88.579 .000 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 1090.130 393.230 1 393.060 -- -.. - FILE: 3219LINEE1.WSW '-- -- - - W S P G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 ------ PAGE 1 WATER SURFACE PROFILE LISTING Date: 9-20-2007 Time: 2:19:15 3219 BRESSI COMMERCIAL STORM DRAIN LINE E-1 100 YEAR STORM ************************************************************************************************************************** ******** I Invert Depth I Water I Q I Vel Vel I Energy I Super I Critical I Flow ToplHeight/IBase Wtl INO Wth Station I E1ev (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 E1ev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/pip -1--1--1--1--1--1--1--1-' -1--1--1--1--1--I L/Elem I Ch Slope I I I I SF Ave I HF I SE Dpth I Froude N I Norm Dp I "N" I X-Fall I ZR I Type Ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** 1******* I I I I I I I I I I I I I 1000.000 392.750 ,4.420 397.170 31.40 4.44 .31 397.48 .00 1.82 .00 3.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-1- 28.290 .0053 .0022 .06 4.42 .00 1.76 .013 .00 .00 PIPE I I I I I I I I I 1028.290 392.900 4.333 397.233 31.40 4.44 .31 397.54 .00 1.82 .00 3.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-1- 61.840 .0053 .0022 .14 .00 .00 1.75 .013 .00 .00 PIPE I I I I I I I I I 1090.130 393.230 4.201 397.431 31.40 4.44 .31 397.74 .00 1.82 .00 3.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-1- -- -- - - - --1-- - - ---- - --- FILE: 3219LINEE2.WSW W S P G W -EDIT LISTING -Version 14.06 Date: 9-20-2007 Time: 2:38:38 WATER SURFACE PROFILE -CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR! INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE -TITLE CARD LISTING HEADING LINE NO 1 IS - 3219 BRESSI COMMERCIAL HEADING LINE NO 2 IS - STORM DRAIN LINE E-1 18-INCH HEADING LINE NO 3 IS - 100 YEAR STORM W S P G W PAGE NO 2 WATER SURFACE PROFILE -ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 1000.000 394.410 1 397.170 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MANH 1048.490 394.970 1 .013 .000 .000 90.000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 1048.490 394.970 1 394.970 -- - -- FILE: 3219LINEE2.WSW --- - - - - W S P G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 ---- - PAGE 1 WATER SURFACE PROFILE LISTING Date: 9-20-2007 Time: 2:3B:39 3219 BRESSI COMMERCIAL STORM DRAIN LINE E-1 1B-INCH 100 YEAR STORM ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I width IDia.-FTlor LD.I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem I Ch Slope I I I I SF Ave I HF I SE Dpth I Froude N I Norm Dp I "N" I X-Fall I ZR I Type Ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** 1******* I I I I I ! I I I I I I I I 1000.000 394.410 2.760 397.170 3.90 2.21 .OB 397.25 .00 .76 .00 1.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-1- 4B.490 .0115 .0014 .07 2.76 .00 .61 .013 .00 .00 PIPE I I I I I I I I I 104B.490 394.970 2.2B9 397.259 3.90 2.21 .OB 397.33 .00 .76 .00 1.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-1- -- - --- - - --------- - --- FILE: 3219LINEHDN.WSW W S P G W -EDIT LISTING -.Version 14.06 Date: 9-20-2007 Time: 5:37: 4 WATER SURFACE PROFILE -CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE -TITLE CARD LISTING HEADING LINE NO 1 IS - 3219 BRESSI COMMERCIAL HEADING LINE NO 2 IS - STORM DRAIN LINE H DOWNSTREAM OF JPHV-II STORMWATER INTERCEPTOR HEADING LINE NO 3 IS - 100 YEAR STORM W S P G W PAGE NO 2 WATER SURFACE PROFILE -ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 1000.000 387.150 1 387.750 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MANH 1014.560 387.220 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 1014.560 387.220 1 389.720 - --- - FILE: 3219LINEHDN.WSW --- -- -- W S P G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 ---- - PAGE 1 WATER SURFACE PROFILE LISTING Date: 9-20-2007 Time: 5:37: 5 3219 BRESSI COMMERCIAL STORM DRAIN LINE H DOWNSTREAM OF JPHV-II STORMWATER INTERCEPTOR 100 YEAR STORM ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super I Critical I Flow ToplHeight/IBase wtl Station I Elev I (FT) I Elev I (CFS) I (FPS) Head.' I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL INO Wth IPrs/pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem I Ch Slope I I I I SF Ave I HF I SE Dpth I Froude N I Norm Dp I "N" I X-Fall I ZR *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** I I I I I I I I I I I I 1000.000 387.150 1.808 388.958 27.00 9.04 1.27 390.23 .00 1.81 1.18 2.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- 6.284 .0048 .0127 .08 1.81 1.00 2.00 .013 .00 .00 I I I I I I I I 1006.284 387.180 1.973 389.153 27.00 8.62 1.15 390.31 .00 1.81 .46 2.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- 2.499 .0048 .0132 .03 1.97 .58 2.00 .013 .00 .00 I I I I I I I I 1008.783 387.192 2.000 389.192 27.00 8.59 1.15 390.34 .00 1.81 .00 2.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- 5.777 .0048 .0138 .08 2.00 .00 2.00 .013 .00 .00 I I I I I I I I 1014.560 387.220 2.055 389.275 27.00 8.59 1.15 390.42 .00 1.81 .00 2.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- IType Ch 1******* I 1 .0 1- PIPE I 1 .0 1- PIPE I 1 .0 1- PIPE I 1 .0 1- -- - - - -- -- -- - - --- - ---- FILE: 3219LINEAUP.WSW W S P G W -EDIT LISTING -Version 14.06 Date:11-6-2007 Time:11:58:17 WATER SURFACE PROFILE -CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 3 a .000 3.000 2.460 .000 .000 .00 CD 3 4 1 2.000 CD 4 3 0 .000 4.000 4.000 .000 .000 .00 CD 5 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE -TITLE CARD LISTING HEADING LINE NO 1 IS - 3219 BRESSI COMMERCIAL HEADING LINE NO 2 IS - STORM DRAIN LINE A UPSTREAM OF JPHV-II STORMWATER INTERCEPTOR HEADING LINE NO 3 IS - 100 YEAR STORM W S P G W PAGE NO 2 WATER SURFACE PROFILE -ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 1048.530 394.470 1 397.140 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MANH 1051.780 394.540 1 .0l3 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1054.240 394.870 3 2 0 .0l3 1.300 .000 400.000 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MANH 1166.620 396.030 3 .013 .000 .000 11.000 a ELEMENT NO 5 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1170.620 396.360 5 4 0 .0l3 5.500 .000 400.000 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 125.1.020 397.160 5 .013 .000 .000 90.000 a ELEMENT NO 7 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 1251.020 397.160 5 396.890 - -- -- --- -,------- -- - FILE: 3219LINEHUP.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date:11-6-2007 Time: 11: 55: 13 3219 BRESSI COMMERCIAL STORM DRAIN LINE H UPSTREAM OF JPHV-II STORMWATER INTERCEPTOR 100 YEAR STORM ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super I Critical I Flow ToplHeight/IBase wtl INO Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd. El. I Elev I Depth I width IDia.-FTlor I.D.I ZL IPrs/pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I tiN" I X-Fall I ZR IType Ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** 1******* I I I I I I I I 1022.230 387.220 4.310 391.530 26.95 8.58 1.14 392.67 .00 1.81 .00 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 48.590 .0527 .0142 .69 4.31 .00 1.02 .013 .00 .00 PIPE I I I I I I I I I 1070.820 389.780 2.541 392.321 26.95 8.58 1.14 393.46 .00 1.81 .00 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- JUNCT STR .1100 .0103 .03 2.54 .00 .013 .00 .00 PIPE I I I I I I I I 1073.820 390.110 3.491 393.601 18.15 5.78 .52 394.12 .00 1.53 .00 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- 110.680 .0100 .0064 .71 3.49 .00 1.35 .013 .00 .00 PIPE I I I I I I I I I 1184.500 391. 220 3.094 394.314 18.15 5.78 .52 394.83 .00 1.53 .00 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--I-I- I I I I I I I I I I I I I I I I I I I Jensen Precast Interceptor Hydraulic Calculations Bressi Commercial-Carlsbad. CA West Interceptor Feb/09/07 Job # 0702-1782-F Input Data By Brinton Swift-Project Design Consultants Rev. OcU31J07 Note: Salesperson: Alistair Muller JPHV 150011 Stormwater Interceptor J:' ':'.::': /c~.·~ ;~. "$itEfl;ngi.neer to C(mfirrnJ~loW:.a,nd~:E:!~\i~ti~»ih)f~rmati9~~··:> ~T.::~:·;,;·: " ',:::t'M.' ,--,r,-,,>~-1"1 =-::._. ;oM'_. . _ : '.' .', ' _ •. ":~ _-,::--" ... -.-:--::-... ,,' -'M':.' ..• _-.,,~:..-,' ';.;;~ ::d)~,~~~ry~F.S:.o;.8!;.: ' . '. . Gro~n~ WC!ter ~Ievatiq~ (ftr, ..... ' .' ,': '; 9.~, .. 8;·' .;',::, ~;.,; .. : ... , .' :',~;f'< '. ,:~~~}t&~~.~~~~~:i~.{;n;iir; 5.#' .. '::' '.:. c':" ":-:', ,: .. :(": .. :.>' >'/ i' •. ~ '>«':'''':;>:<.~ ~;~:,~< .'·;':;;;:.,.>o~, ,.>,~;.':;';" .' .. : ":','r< ':;',:, ,r::"" '),,:::. ,.: ~. Peak R~noff Q (cfs)·. .' .' 9.~0,., ~ .. _,::,-",,.. ,Pe~k ~U:r:10ff Q, (gHml·AQ.3~;,~~~,;",;: Tj1;~~,'n~I~~N~~),nv~~~~:~r~l~1~~~:\>3~p,inii~~i~w~~;~jfift~~{'; •... ·~~~:6~:~:~~I;r:j~?~-:;!~;i~rt';;-'j11:~~~~~~i~ .• ·"I·"· ,:ViaGlt Top Elevati6n (tty ~~8.3:t~:". ':::; . Yvel~f6p..E!~x~tjp,(ft),' ": ":. 5:.: cr:},~:~~::~~~;t6. F" .. ' . ..... '. 'yaulq3~se Elevation. (ft) ·391.8t:···, .:.~ . .r~1a~~,By'~@~~yyater.EI~v~~\6n~(#):.,:::!:,{ .. :~3~t:r4·;''-c,., ,::~.~. '.; '.: {:'\' ;.".~-;:::; !n.te't"nal Depth of Interceptot.(~) 5,90, :': ' .. " .. !YIca~(Byp'?ss,:Q.(cfs)\. > "!"' : ,.', ;'.:. . ;;.8~,7.0.:-',:.;' "." :.:;":·:TQt~I\;9(::·\':··,1t94 Gallons -:': ::', ..... :. ·,'.9~5.b~tentioil~t rVfi:uc~y~~~((t" ""J'. .. ' -i ,- )}Ac~iv~"'Voi:':;':'/": 605 Gallons' . .: .. ' '.,9.0 tvllnufeFilft6 BYp~~s;<'.>; , Submerged Control Orifice Head Loss "Orifice Formula" head in Feet =(Q/C*A"2/2g Velocity in FPS = C(2gh)"1/2 C = Entry Coefficient, A Area in Sq. Ft., g = 32.174 o Vel. FPS Q in CFS Area Sq. Ft. Dia. Inches C Orifice C = Sharp-Edg~d 2.672 8.00 0.30 0.04 2.62227701 0.61 Submerged P1 Entry Head Loss "Orifice Formula" h in Feet Vel. FPS Q in CFS Area Sq. Ft. Dia. Inches C 0.82 Orifice C = Square Edged 0.062 1.64 0.3 0.18 5.8 Dip Tube P2 Entry Head Loss "Orifice Formula" h in Feet Vel. FPS Q in CFS Area Sq. Ft. Dia. Inches C 0.73 Orifice C = Re-Entrant Tube 0.078 1.64 0.3 0.18 5.8 P1 Pipe Hydraulic Loss, Hazen Williams Formula head in Feet =( 4.73*Q"1.85*L)/ (C"1.85*D"4.87) h in Feet Q in' CFS "C" ' ID inch 0.007 0.30 150 5.8 1.64 FPS Full Pipe Velocity 150 "C" Plastic Pipe ID ft. Length 0.48 4.33 144 Inch Weir length of 6" wide Broad-Crested Weir (h) in feet = (Q1L *C)"213 Assume Approach Velocity near Zero at 3*h Upstream of Weir Crest h in Feet Q in CFS "C" Length Ft. 0.38 8.70 3.08 12.00 4.57 head in Inches 0.0142 feet PO Velocity Head @ Full Flow 0.17 inch PO Velocity Head @ Full Flow 1.9 Vel. FPS over Weir Note: Outlet Control Orifice is set horizontally in the discharge tee below discharge invert. Treated flow is calculated at maximum probable hydraulic grade line (HGL) based on limited information. Because of variable site conditions beyond Jensen Precast control the actual treated flow may vary with influent flow and any tailwater elevation above th bypass pipe spring line at outlet box. © 2007 Jensen Precast Information contained herein is the property of Jensen Precast. Any use of the data without the expressed written approval is protected under copyright laws. S;\JOBS\0702\0702-1782-F Bressi Commercial\0702-1782_ C_1500lLHydCalcs.xls 1 I I I I I I I I I I I I I I I I I I I Jensen Precast JPHVII-with HB Hydraulic Calculations Vel. FPS Q in CFS Area Sq. Ft. 9.17 1.70 0.19 P1 Entry Head Loss "Orifice Formula" h in Feet Vel. FPS Q in CFS Area Sq. Ft. 0.243 3.25 1.7 0.52 Dip Tube P2 Entry Head Loss "Orifice Formula" h in Feet Vel. FPS Q in CFS Area Sq. Ft. 0.307 3.25 1.7 0.52 1 Pipe Hydraulic Loss, Hazen Williams Formula h in Feet Q in CFS "C" 10 inch 0.002 1.70 150 9.8 3.25 FPS Full Pipe Velocity Oia. Inches 5.831416391 Oia.lnches 9.8 Oia.lnches 10 ft. 0.82 9.8 Feb/09/07 Job # C 0.61 C 0.82 C 0.73 Length 0.5 Orifice C = Sharp-Edged Orifice C = Square Edged Orifice C = Re-Entrant Tube 150 "C" Plastic Pipe 48 Inch Weir length of 6" wide Broad-Crested Weir (h) in feet h in Feet 1.62 19.39 Assume Approach Velocity near Zero at 3*h Upstream of Weir-Crest Q in CFS 25.30 head in Inches "c" Length Ft. 3.08 4.00 0.0425 feet PO Velocity Head @ Full Flow 0.51 inch PO Velocity Head @ Full Flow 3.9 Vel. FPS over Weir ucm.UldlLCU at probable hydraulic grade line (HGL) based on limited information. Because of variable site conditions beyond Precast control the actual treated flow may vary with influent flow and any tailwater elevation above the bypass springline at outlet box. © 2007 Jensen Precast Information contained herein is the property of Jensen Precast. use of the data without the expressed written approval is protected under copyright laws. S:\JOBS\0702\0702-1782-F Bressi Commercial\0702-1782_0 _6x8x2I1-HB_HydCalcs.xls Page 1 APPENDIX 5 Inlet Hydraulic Calculations Inlet Node Discharge Number (fe/s) 115 2.8 225 0.3 335 0.8 365 1.3 405 8.8 . Inlet Node Discharge Number (ft3/S) 110 5.0 220 7.6 235 5.7 360 16.1 390 0.1 Inlet Node Discharge Number (ft3/S) 130 1.2 265 0.3 272 0.4 275 0.4 280 0.1 285 0.1 295 0.1 300 0.2 320 1.7 325 1.9 380 3.9 510 0.3 Curb Inlets Weir Coefficient 3 3 3 3 3 Bressi Commercial INLET CALCULATIONS Job No. 3219.10 Ponded Inlet Length Depth (ft) (ft) 4.0 0.38 4.0 0.09 4.0 0.16 4.0 0.23 8.0 0.51 Type-F Catch Basins Total Opening Ponded Weir Number of Length Depth Coefficient Open Sides (ft) (ft) 3 1 3.0 0.68 3 3 7.8 0.47 3 2 6.0 0.46 3 4 10.8 0.63 3 1 3.0 0.05 Grate Inlets Clogging Inlet Inlet Weir Factor Perimeter Type Coefficient (%) (ft) SDRSDD-8 3 50 9.2 Smart Sponge 3 50 4.0 Small Basin 3 50 4.0 Small Basin 3 50 4.0 Small Basin 3 50 4.0 Small Basin 3 50 4.0 Small Basin 3 50 4.0 Small Basin 3 50 4.0 SDRSDD-8 3 50 9.2 SDRSDD-8 3 50 9.2 SDRSDD-8 3 50 15.6 Smart Sponge 3 50 4.0 Weir Oriface Control Control . Controlling Ponded Ponded Ponded Depth D.epth . Depth (ft) (ft) (ft) 0.20 0.0130 0.20 0.14 0.0'001 <U4 0.16 0.0002 0.16 0.16 0.0002 0.16 0.07 0.0000 0.07 0.07 -0.0000 0.07 0.07 0.0000 0.07 0.10 0.0000 0.10 0.25 0.0523 0.25 0.27 0.0816 0.27 0.30 0.3623 0.36 0.14 0.0001 0.14 Grate inlets were slZed consldermg both weIr and oriface controlled ponded depths. For all nodes other than node 380, weir ponded depths control. APPENDIX 6 Exhibits 44-+00 ----~ -------- H;;;;:s,;:::= -.:..:_--:::::cc_--- .,-'==;-] - --- P: \J279\ENGR\REPOOTS\DRAlN\EXH\EXISlING.dwg 9/21/2(){)7 12:32:05 PM 1.9 ACRES ro.Bl ~ \ \c::; \ \ \ \ , ~ \ \ \ \ '\ \ , \ \ \ \ \ \ \ / ~ \ \~ \ \ i \ \ \Q \ , \ \ I i , I ! "" 0 G;; \ \1"&5l \~ \ \ '''' ~ LEGEND I I DRAINAGE SUBAREA FLOW DIRECTION DRAINAGE AREA SCALE: 1"=50' JOB #: 3219.10 CREATED: 08/23/06 "'------ PREPARED BY: BRINTON SMFT ! / I j , ! ! i \ " ,. ! N PROJECT DESIGN CONSULTANTS 701 B Street, Suite 800 619.235.6471 Tel San Diego, CA 92101 619,2:34,0349 Fax / k ·~7 . , o 25 50 100 150 GRAPHICAL SCALE CITY OF CARLSBAD BRESS. RANCH PLANNING AREA 15 DRAINAGE MAP EXISTING CONDITIONS EXHIBIT A · IIIIII n I II' n Tllllllll u -----.----------0 ",- r'I no-ttlll ""'''' "'" ",.", if",tM-T <l,,~a«~ HM[ ---0 ------ SYSTEM 100 TOTAL Ql00 = 9.0 CFS TOTAL AREA = 1.9 AC P: \J219\D1GR\""""1S\0RAJN\D1I\PRGI'OSED-DR."" 11/7/2007 la 12:49 AJ/ 138511 I ~ 290 0.04 I -O.ICFS I \ O.B CFS §~ \ \ I -I \ \ - " ------ -- -- ~ -----. -------------.: -------.: "'''' -------.: --------. - [405~01 5.1CFS ~ IJ90~1 J.7 CFS N o 25 50 100 150 GRAPHICAL SCALE PROPOSED 100-YEAR R..OWS DETAINED TO 18.2 CFS IN 3-60 INCH HOPE. CONTROLLED BY AN 18-INCH ORIFACE SUBAREA HYDROLOGY KEY LEGEND DOWNSTREAM NODE OF SUBAREA DRAINAGE SUBAREA DRAINAGE INI71AL AREA FLOW DIREC710N ------ HYDROLOGY NODE PEAK FLO 'MIA TE AT LOCA 710N (CFS) SCALE: '·=50' JOB j: 3219.10 CREATED: 08/15/06 ¢::J []] Q(100)=XXX PREPARED BY: BRINTON SWIFT PROJECT DESIGN CONSULTANTS Planning I Landscape Architecture I Environmental I Engineering I Survey 701 B Street, Suite 800 San Diego, CA 92101 619.235.6471 Tel 619,234,0349 Fax _---CONTRIBU71NG AREA IN ACRES F.;..L::':';; FROM UPSTREAM TO DOWNSTREAM NODE PEAK 100-YR RUNOFF (CFS) (CORRESPONDING TO AREA FROM UPSTREAM TO DOWNSTREAM NODE) CITY OF CARLSBAD BRESSI COMMERCIAL DRAINAGE MAP PROPOSED CONDmONS EXHIBITB -J -"--..... IIII __ ~11"" BENCH MARK / -1> ~ 0 20 -#0 80 120 ~ l-~r~~~rHI_..oII'Ir ...... 1 -. ~I -~I SCALE: t' -~. DESCRlP.nlM; ORA"" OI<;}( IN ClMr"Ilf'T; IN A <"//DARD SVRI&Y .., I ON ON CEN1UIiJNt OF EI. CAAIN I FIE" LOCI TlON: COUNTY OF SAN 01 88+6 C GIlA TlON NO. ~1 Jti.~711.S.L ElEVAI1OII: DA7UlI;;_...!.N~.G.~V.;!!;D.~2!..9 __ _ OpEN SpAcE LoT 19 NOTE' FOR MASS GRADING SEE DII!!. NO. .ffJO-8A FOIt IMPRO_ENT PWIS SC£ Oil!!. NO. <00-6 NOTE:; FOR STREEr. WAlFR AND SEltD/ IXJNS1RfJCnlM PlAN, SEE E1. FUENTE: smEIT lMPRO_ENT PlANS, DI!!!. NO. <00-8£ "AS BUILr DATE RCE __ _ EXP. __ _ REVIEWED BY: PRIVATE CONTRACT INSPECTOft DATE . t--t:---t-------------1--+--I---+-~ I SH,.EETa r CITY OF CARLSBAO IIsH2EETS7 I ENGINEERING DEPARThiENT ~==+===~=========================t===t===±==:jt=~~p~~~S;.RR~;THE~~~~~O~~~EN;T~~~:========~==~ I{JRESSI RANCH RESIDENTiAL .. GAF/DEl>LAIE WAY STORM DRAIN I---l--+----------~-+--l--~--I___II APPRO\IED~YD 8. HU6B~t7yI--+--c+'----------I--+---l!--l---I.~a;-W--~ DATE INIlIAL ~CINt£R Of WORK REVISION DESCRIPllON DATE INITIAL DATE INITIAL I OlIN BY:~II PROJECT NO. I OlHER APPROVAl CTY APPROVAl ~ ~~~E::II CT 00-06 ORAI'IlNG NO. I 400 BC Job no. 22#.00 .t" / I~I-' IL I~ JI1.407I1,5:L I; IQl I~ (,~ f--I .... DA1UI/:_""N,C.~v.",-b, =29_-,-_ 1'1- ',8J LA ~ II ~ p ) ~- I'" 1"" ZLE "', RJ W IJ lUI" I • ~I FINN ~ PILJ E I~ 'I !Sl11l ' II I~ 11 t::::' [~ 1\ " ,"==:j~=+==========t==+=+=::~=lIPLANS FOR lHE 'MrRV'~~" OF: ~ I-TOWN GARDEN ROAD & -BR£SSI RANCH PLANNING AREA 15 ~t=l===========+==!==+=+=1~::;~ ~~ -;;V;-~o71 OAl IINlllAL -~EEII tFWORI( _ REVlSlON DESCRIPTION OAl IINITIAL ~.!!; .. ~II 0."". BY:~II -PRO.£CT NO, JII OR~v.1~G ~~ I OlliD! APPROVAl CITY APPftOVAl 'I~~ g~~ l CT 03-03 415-38 J.N, 2479,00 '-'--~-'-'-' -'-',--------------------,--, --. ... .' . i. -, \