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HomeMy WebLinkAboutMidway Distribution CenterJ 1 1 11, HYDROLOGY AND HYDRAULIC CALCULATIONS for ETI WANW. AVE (Sour �A OF DA{{UA ST) Midway Distribution Center DR 03-030 Prepared for: NEWCASTLE PARTNERS, INC 1300 Quail Street, Suite 106 Newport Beach, CA 92660 Prepared By: KCT Consultants, Inc. 4344 Latham Street, Suite 200 Riverside, California 92501 (951) 341-8940 KCT Work Order: 1335-02 'ae'-� �� (T�FejTes'ito Tabiolo R.C.E. No. 38826, Exp. 03-31-07 F I CKt5ITO N. TASIOLO �L No. 38826 Exp. 3-31-07 CIVIL br �3- Date At DD fo•Z(P•afo TABLE OF CONTENTS Section 1 Introductions Section 2 Maps Vicinity Map Hydrologic Soils Group Map 10 -year 1 -hour Isohyetals 100 -year 1 -hour Isohyetals Section 3 Rational Method of Hydrology 25 -year storm -- existing Condition 100 -year storm -- existing condition 25 -year storm -- Proposed Condition 100 -year storm -- Proposed condition Section 4 Hydraulic and Capacity Calculations Storm drain hydraulic grade line Street Capacity(Etiwanda St & Dahila St) Curb Inlet Catch Basin Capacity Grate Inlet Capacity Section 5 BMP Design Flow Calculation Section 6 Hydrology Map Existing Condition Hydrology Map Proposed Condition Hydrology Map Reference Hydrology & Hydraulic Calculations for Jurupa Business Park by "Thienes Engineering, Inc" Introduction: Midway Distribution Center is a proposed development project by the New Castle Partner which includes development of approximately 27 acres land for industrial buildings and widening a section of Etiwanda Ave. The project site is located on the ' southeast corner of Etiwanda Ave and Dahlia St in the City of Fontana. A vicinity map showing the vicinity of the site is included on the following page. ' The purpose of the hydrology study is to determine the amount of storm water runoff contributing to the proposed development. Once the amount of storm water has been determined, a conveyance system consisting of underground storm drain system or ' surface drainage system can be designed to convey the water without flooding the ' proposed building and surrounding area. Also storm water treatment facilities can be sized based on calculated storm runoff peak flow. Proposed Condition: ' Existing Condition: The site is undeveloped and is covered with mid -growth grass. Existing RCP storm drain is located at the south of the site which will drain to San Sevanine Channel to the east of project site. The site slopes downward to the south at an average gradient of less than 2 percent. ' Offsite storm runoff comes from east on Dahlia St and then turn to south on Etiwanda Ave. The storm runoff will enter the proposed storm drain Line "A" through proposed catch basins on Etiwanda Ave. Proposed Condition: ' After development, the site will be occupied with industrial buildings, access road, parking lots and landscape. Proposed onsite storm drain system includes roof drains, ribbon gutter, grated inlets, catch basin and underground storm drain piping. Storm runoff will be collected at several points and conveyed by underground storm drain pipe to ' existing offsite storm drain pipe. Two outlets are proposed with one at the west side of the site and one at the south side of the site. Storm water filters will be installed at all of ' the outlets to meet the BMP requirements. Offsite storm runoff will be handled with street flow and underground storm drain. Two catch basins are proposed at the southeast corner of the intersection of Dahlia St and Etiwanda Ave. These two catch basins will intercept a portion of the offsite runoff (Q100=43.9 cfs) and the remaining flows will be carried by the street (Q100=26.9cfs). ' Two existing catch basins located at the downstream end of the project will capture the street flow (total Q100=26.9cfs). 0 Methodology: ' Rational Method: The Hydrology Study was performed in accordance with the current San Bernardino County Hydrology Manual. The 100 -year and 25 -year discharges at each inlet were computed by generating hydrologic "link -node" model that divides the area into drainage sub -areas. Each of these sub -areas is tributary to a concentration point or hydrologic ' "node" point as determined by the site layout. The peak storm flows(Q25 and Q100) at these hydrologic "node" points were computed using the computer software program developed by CIVILCADD/CIVILDESIGN Engineering Software , Version 6.4. the ' following assumptions and guidelines applied for use of the Rational Method: ' • The soils mapfrom the hydrology manual indicates that the study area is primarily group "A" soils. Soils ratings are based on a scale of A through D, where D is the least pervious, providing the greatest storm runoff. The hydrologic soils group map is included in the report ' • Development cover type is commercial • Rainfall data as taken from the hydrology manual ' o slope of intensity curve = 0.6 o 10 year 1 hour rain fall= 0.87 inch 1 o 100 year 1 hour rain fall = 1.23 inch • Antecedent Moisture Conditions(AMC): as stated in the Hydrology Manual And ' Detention Basin Policy And Design Criteria, for the proposed condition, AMC II will be used for the 25 -year .return period and AMC III will be used for the 100 - year return period. • Offsite runoff is adopted from HYDROLOGY & HYDRAULIC CALCULATIONS FOR JURUPA BUSINESS PARK by Thienes Engineering, Inc. A part of the calculation is attached at the end of this report. Result and Discussion ' The onsite storm runoff peak flow is 38.3 cfs for the 100 -year storm event and 16.8 cfs for the 25 -year storm event under existing condition. The onsite combined storm runoff peak flow at the proposed condition is about 74 cfs for the 100 -year storm event and 59.7 1 cfs for the 25 -year storm event. Onsite runoff discharges directly into existing storm drain under existing condition. Under the proposed conditions onsite runoff will also enter the existing storm drain but after being treated. ' The 100 -year offsite storm water runoff tributary at the intersection of Dahlia Street and Y �' ' Etiwanda Avenue is 70.8 cfs. This flow is from a study done by Thienes Engineering Inc. and it is included in this report as a reference (run date is October 12, 2001 and the study node number is 105). The City of Fontana's (City) requirement on Etiwanda Avenue street capacity is to provide "dry lanes" for access during the 100 -year storm event. With this criteria the street capacity can only handle 39.0 cfs (calculation is included in the report showing the street capacity). The street capacity on Etiwanda Avenue does not meet the City's criteria for providing "dry lanes". Therefore, catch basins on the southeast corner on Dahlia Street and Etiwanda Avenue are provided to intercept some of the street flows. The remainder flows remain on the street provided ' that it meets the City's requirement. A storm drain system to carry the flows from the two catch basins at the intersection of Dahlia Street and Etiwanda Avenue is proposed. The proposed storm drain is designed solely for this purpose and no future extension is intended. Flow intercepted by the proposed catch basins will ultimately discharge into the existing 54" storm drain at point of node 407. At the 100 -year storm, about 43.9 cfs flow will be intercepted by the proposed catch basins (21' and 14' respectively). The remaining 26.9 cfs flow will be carried by the street. Approximately 26.9 cfs be intercepted by two existing catch basins (28' and 14' respectively). Located at southwest corner of project site (Node 408). The westerly onsite storm drain outlet will discharge about 38.3 flow to the existing 54" storm drain. Combined with the offsite runoff, calculation shows that ' about 95.3 cfs storm water will pass the existing storm drain at point of Node 408. At this same location,'the Thienes Engineering Inc. study shows a 100 storm flow of 95.6 cfs. Therefore no additional study is required offsite since the 100 year strom is ' equivalent to the existing condition. It can be concluded that the existing storm drain is sufficient to mitigate the increased storm runoff for the 100 -year storm event since the original hydrology study has included the area to be fully developed. To simplify ' calculation and for conservative purpose, the hydraulic grade line (HGL) under design flow in the existing storm drain is used to calculate the HGL of the proposed onsite/ offsite storm drains. ' Based on the guidance and requirements of the WQMP of San Bernardino County, the storm water treatment units (StormScreen by Storm360) were proposed at both outlets. An introduction of the product can be found in the report. As a summary, the proposed project will result in an increased onsite storm. runoff. Nevertheless the existing storm drain will be adequate to handle the increased flow. The street improvements on Etiwanda Ave., including the new catch basins and the underground storm drain will provide Etiwanda Ave. with the capacity for carrying both ' 25 -year and 100 -year storm runoff peak flow. Further calculation also shows that there will be a dry lane existing during the 100 -year storm on Etiwanda Avenue. ' Detailed hydrology and hydraulics calculations are included in this report in related sections. Node locations and peak flows of the 100 -year and the 25 -year are shown on ' the hydrology maps, which can be found at the end of the report. 7 7 u ' Maps Vicinity Map ' Hydrologic Soils Group Map 10 year 1 -hour Isohyetals 100 year 1 -hour Isohyetals I 1 1 i i 1 1 1 1 1 1► 1 1 1 i 1 1 1 I 1 1 I SAN BERNARDINO COUNTY IHYDROLOGY MANUAL SOIL (11ZOUP = A. W,°.„„„.,,°, u =° • HYDROLOGIC SOILS GROUP MAP •°°°'°"°"`°`""" SCALE REDUCED BY 1/2 FOR SOUTHWEST -C AREA 1 1 i 1 1 1 1 i 1 1 1 1 1 1 1 1 r kie'It..�.�'.�IE'�� ut WIN.' �®fes 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 d -... l/ SO - �_ Nor --- am v .711LI.Ffi�/L:ilwAiAi� AREA i';!�llEIW►�� fir/ �� . -.. IN®egg 9-12 Y Ibu— u J u J Rational Method of Hydrology 25 Year Storm — Existing Condition 100 Year Storm —Existing Condition ' 25 Year Storm — Proposed Condition 100 Year Storm —Proposed Condition L EXISTING CoNpITIptJ 29• YIs 0&� San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) '-CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 03/07/06 ----------------------- 25 Year -Existing Condition Computer file: [K:\Clients\1335 Newcastle\02 Fontana\Hydrology\civild\ 1335-02\existing\rat25] FI 1-1------------------- 9�16e --- I 11.m K11MR&_ /UIVITIO�A --- Y 114Wl.OGY Program License Serial Number 6025 --------------------------------------------------------------- ********* Hydrology Study Control Information ********** --------------------------------------------------------------- Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.870(In.) 100 Year storm 1 hour rainfall = 1.230(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.013 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++t+++++++++++++++++++++++++++++++++......++++++......++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 931.500(Ft.) Bottom (of initial area) elevation = 923.300(Ft.; Difference in elevation = 8.200(Ft.) Slope = 0.01640 s(%)= 1.64 TC = k(0.706)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 19.294 min. Rainfall intensity = 2.002(In/Hr) for a 25. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 7.241(CFS) Total initial stream area = 6.750(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.810(In/Hr) 0.810(In/Hr) 0 year storm is C = 0.536 C4 rl i P� i ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 0.000(CFS) Depth of flow = 0.254(Ft.), Average velocity = 0.822(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 80.00 0.00 3 160.00 0.50 Manning's 'N' friction factor = 0.040 ----------------------------------------------------------------- Sub-Channel flow = 8.473(CFS) ' flow top width = 81.227(Ft.) ' velocity= 0.822(Ft/s) '' area = 10.309(Sq.Ft) ' ' Froude number = 0.407 Upstream point elevation = 923.300(Ft.) Downstream point elevation = 920.000(Ft.) Flow length = 430.000(Ft.) Travel time = 8.72 min. Time of concentration = 28.01 min. Depth of flow = 0.254(Ft.) Average velocity = 0.822(Ft/s) Total irregular channel flow = 8.473(CFS) Irregular channel normal depth above invert elev. = 0.254(Ft.) Average velocity of channel(s) = 0.822(Ft/s) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(AP) = 1.0000 Max loss rate(Fm)= 0.810(In/Hr) Rainfall intensity = 1.600(In/Hr) for a 2S.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.445 Subarea runoff = 2.366(CFS) for 6.750(Ac.) Total runoff = 9.607(CFS) Effective area this stream = 13.50(Ac.) Total Study Area (Main Stream No. 1) = 13.50(Ac.) Area averaged Fm value = 0.810(ln/Hr) Depth of flow = 0.266(Ft.), Average velocity = 0.848(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 0.538(Ft.), Average velocity = 1.111(Ft/s) !!Warning: Water is above left or right bank elevations 5 11 0 ******* Irregular Channel Data *********** --------------------------------------------------------------- Information entered for subchannel number 1 : ' Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 15.00 0.00 3 30.00 0.50 Manning's 'N' friction factor = 0.040 ----------------------------------------------------------------- Sub -Channel flow = 9.607(CFS) ' flow top width = 30.000(Ft.) ' velocity= 1.111(Ft/s) ' ' area = 8.645(Sq.Ft) Froude number = 0.365 Upstream point elevation = 920.000(Ft.) Downstream point elevation = 917.600(Ft.) ' Flow length = 510.000(Ft.) Travel time = 7.65 min. Time of concentration = 35.66 min. Depth of flow = 0.538(Ft.) Average velocity = 1.111(Ft/s) Total irregular channel flow = 9.607(CFS) Irregular channel normal depth above invert elev. 0.538(Ft.) ' Average velocity of channel(s) = 1.111(Ft/s) !!Warning: Water is above left or right bank elevations ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 1 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 13.500(Ac.) Runoff from this stream = 9.607(CFS) Time of concentration = 35.66 min. Rainfall intensity = 1.384(In/Hr) Area averaged loss rate (Fm) = 0.8095(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++++++++ ' Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 ' SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In/Hr) Initial subarea data: Initial area flow distance = 510.000(Ft.) Top (of initial area) elevation = 929.000(Ft.) 11 0 Bottom (of initial area) elevation = 922.700(Ft.) Difference in elevation = 6.300(Ft.) Slope = 0.01235 s(%)= 1.24 TC = k(0.706)*[(length"3)/(elevation change)] -0.2 Initial area time of concentration = 20.582 min. ' Rainfall intensity = 1.925(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA)' is C = 0.522 Subarea runoff = 6.779(CFS) Total initial stream area = 6.750(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.810(In/Hr) +++++++++++++t++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 104.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** 0 Upstream point elevation = 922.700(Ft.) ' Estimated mean flow rate at midpoint of channel = 0.000(CFS) Depth of flow = 0.150(Ft.), Average velocity = 0.608(Ft/s) ******* Irregular Channel Data *********** ----------------- ------------------------------------------------ Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 0.20 ' 2 100..00 0.00 3 200.00 0.20 Manning's 'N' friction factor = 0.040 Sub -Channel flow = 6.807(CFS) ' I flow top width = 149.626(Ft.) velocity= 0.608(Ft/s) area = 11.194(Sq.Ft) ' I Froude number = 0.392 0 Upstream point elevation = 922.700(Ft.) Downstream point elevation = 917.600(Ft.) Flow length = 600.000(Ft.) Travel time = 16.44 min. Time of concentration = 37.03 min. Depth of flow = 0.150(Ft.) Average velocity = 0.608(Ft/s) Total irregular channel flow = 6.807(CFS) - Irregular channel normal depth above invert elev. - 0.150(Ft.) Average velocity of channel(s) = 0.608(Ft/s) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.810(In/Hr) The area added to the existing stream causes a a lower flow rate of Q = 6.611(CFS) therefore the upstream flow rate of Q = 6.779(CFS) is being used Rainfall intensity = 1.354(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified 0 1 11 i� rational method)(Q=KCIA) is C = 0.362 Subarea runoff = 0.000(CFS) for 6.750(Ac.) Total runoff = 6.779(CFS) Effective area this stream = 13.50(Ac.) Total Study Area (Main Stream No. 2) = 27.00(Ac.) Area averaged Fm value = 0.810(In/Hr) Depth of flow = 0.149(Ft.); Average velocity = 0.607(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The toiiowing data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 13.500(Ac.) Runoff from this stream = 6.779(CFS) Time of concentration = 37.03 min. Rainfall intensity = 1.354(In/Hr) Area averaged loss rate (Fm) = 0.8095(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 9.61 13.500 35.66 2 6.78 13.500 37.03 Qmax (1) = 1.000 * 1.000 * 1.057 * 0.963 * Qmax (2 ) = 0.946 * 1.000 * 1.000 * 1.000 * 0.810 1.384 0.810 1.354 9.607) + 6.779) + = 16.507 9.607) + 6.779) + = 15.871 Total of 2 main streams to confluence: Flow rates before confluence point: 10.607 7.779 Maximum flow rates at confluence using above data: 16.507 15.871 Area of streams before confluence: 13.500 13.500 Effective area values after confluence: 26.503 27.000 Results of confluence: Total flow rate = 16.507(CFS) Time of concentration = 35.662 min. Effective stream area after confluence = 26.503(Ac.) Study area average Pervious fraction(Ap) = 1.000 ' Study area average soil loss rate(Fm) = 0.810(In/Hr) Study area total = 27.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 I J n Process from Point/Station 104.000 to Point/Station 105.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ' Depth of flow = 0.590(Ft.), Average velocity = 1.618(Ft/s) !!Warning: Water is above left or right bank elevations ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 15.00 0.00 3 30.00 0.50 Manning's 'N' friction factor = 0.040 -----------------------=----------------------------------------- Sub -Channel flow = 16.507(CFS) 'I flow top width = 30.000(Ft.) 'I velocity= 1.618(Ft/s) ' ' area = 10.201(Sq.Ft) ' Froude number = 0.489 Upstream point elevation = 917.600(Ft.) Downstream point elevation = 916.800(Ft.) Flow length = 100.000(Ft.) 1 Travel time = 1.03 min. Time of concentration = 36.69 min. Depth of flow = 0.590(Ft.) Average velocity = 1.618(Ft/s) Total irregular channel flow = 16.507(CFS) _ Irregular channel normal depth above invert elev. _ 0.590(Ft.) Average velocity of channel(s) = 1.618(Ft/s) ' !!Warning: Water is above left or right bank elevations End of computations, Total Study Area = 27.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area ' effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 50.0 1 I J n f EX�bTl" C001TION 100-YrAZ San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 03/07/06 ----- ---------------------------------------------------------- 100 Year -Existing Condition Computer File: [k:\clients\1335 newcastle\02 fontana\hydrology\civild ' 1335-02\existing\rat1001 --------------------------------------g"r-WM_ V COCAPITIDN ' Program License Serial Number 6025 �"��a�KAN r ----------------------------------------- ------------------------ ********* Hydrology Study Control Information ********** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 0.000(CFS) ----------------------------------------------------------- Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.230 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA **** ( D EVALUATION UNDEVELOPED (average cover), subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 ' Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Adjusted SCS curve number for AMC 3 = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Initial subarea data: Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 931.500(Ft.) Bottom (of initial area) elevation = 923.300(Ft.) Difference in elevation = 8.200(Ft.) Slope = 0.01640 s(%)= 1.64 TC = k(0.706)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 19.294 min. Rainfall intensity = 2.430(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.703 Subarea runoff = 11.525(CFS) Total initial stream area = 6.750(Ac.) Pervious area fraction = 1.000 Initial area Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 0.000(CFS) I !!warning: Water is above left or right bank elevations ++++++++++++++++f+++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 0.671(Ft.), Average velocity = 1.430(Ft/s) !!Warning: Water is above left or right bank elevations ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 ' 2 15.00 0.00 11 Depth of flow = 0.211(Ft.), Average velocity = 0.834(Ft/s) !!Warning: Water is above left or right bank elevations ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.20 2 80.00 0.00 3 160.00 0.20 Manning's 'N' friction factor = 0.040 ----------------------------------------------------------------- Sub-Channel flow = 14.838(CFS) ' ' flow top width = 160.000(Ft.) ' ' velocity= 0.834(Ft/s) ' ' area = 17.790(Sq.Ft) ' ' Froude number = 0.441 Upstream point elevation = 923.300(Ft.) Downstream point elevation = 920.000(Ft.) Flow length = 350.000(Ft.) Travel time = 6.99 min. Time of concentration = 26.29 min. Depth of flow = 0.211(Ft.) Average velocity = 0.834(Ft/s) Total irregular channel flow = 14.838(CFS) Irregular channel normal depth above invert elev. = 0.211(Ft.) ' Average velocity of channel(s) = 0.834(Ft/s) !!Warning: Water is above left or right bank elevations Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Adjusted SCS curve number for AMC 3 = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 2.018(In/Hr) for a 100.0 year storm ' Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.663 Subarea runoff = 6.525(CFS) for 6.750(Ac.) Total runoff = 18.050(CFS) Effective area this stream = 13.50(Ac.) Total Study Area (Main Stream No. 1) = 13.50(Ac.) Area averaged Fm value = 0.532(In/Hr) Depth of flow = 0.225(Ft.), Average velocity = 0.902(Ft/s) !!warning: Water is above left or right bank elevations ++++++++++++++++f+++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 0.671(Ft.), Average velocity = 1.430(Ft/s) !!Warning: Water is above left or right bank elevations ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 ' 2 15.00 0.00 11 3 30.00 0.50 Manning's 'N' friction factor = 0.040 ----------------------------------------------------------------- Sub-Channel flow = 18.050(CFS) ' flow top width = 30.000(Ft.) ' velocity= 1.430(Ft/s) area = 12.620(Sq.Ft) Froude number = 0.389 Upstream point elevation = 920.000(Ft.) Downstream point elevation = 917.600(Ft.) Flow length = 510.000(Ft.) Travel time = 5.94 min. Time of concentration = 32.23 min. Depth of flow = 0.671(Ft.) Average velocity = 1.430(Ft/s) Total irregular channel flow = 18.050(CFS) ' Irregular channel normal depth above invert elev. = 0.671(Ft.) Average velocity of channel(s) = 1.430(Ft/s) !!Warning: Water is above left or right bank elevations 11 1 1 J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 13.500(Ac.) Runoff from this stream = 18.050(CFS) Time of concentration = 32.23 min. Rainfall intensity = 1.786(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++++++t++++++++++++++++++++++++++ Process from Point/Station -201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Adjusted SCS curve number for AMC 3 = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 510.000(Ft.) Top (of initial area) elevation = 929.000(Ft.) Bottom (of initial area) elevation = 922.700(Ft.) Difference in elevation = 6.300(Ft.) Slope = 0.01235 s(%)= 1.24 TC = k(0.706)*[(length"3)/(elevation change))'0.2 Initial area time of concentration = 20.582 min. Rainfall intensity = 2.337(In/Hr) for a 100. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 10.964(CFS) Total initial stream area = 6.750(Ac.) 0.532 (In/Hr) 0 year storm is C = 0.695 0 G 0 Pervious area fraction = 1.000 Initial area Fm value = 0.532(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 104.000 ' **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 0.000(CFS) Depth of flow = 0.189(Ft.), Average velocity = 0.710(Ft/s) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.20 2 100.00 0.00 3 200.00 0.20 Manning's 'N' friction factor = 0.040 Sub -Channel flow = 12.673(CFS) ' I flow top width = 188.898(Ft.) ' velocity= 0.710(Ft/s) area = 17,841(Sq.Ft) ' Froude number = 0.407 Upstream point elevation = 922.700(Ft.) Downstream point elevation = 917.600(Ft.) Flow length = 600.000(Ft.) Travel time = 14.08 min. Time of concentration = 34.66 min. ' Depth of flow = 0.189(Ft.) Average velocity = 0.710(Ft/s) Total irregular channel flow = 12.673(CFS) Irregular channel normal depth above invert elev. = 0.189(Ft.) Average velocity of channel(s) = 0.710(Ft/s) Adding area flow to channel UNDEVELOPED (average cover) subarea Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 50.00 Adjusted SCS curve number for AMC 3 = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.532(In/Hr) Rainfall intensity = 1.710(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.620 Subarea runoff = 3.338(CFS) for 6.750(Ac.) Total runoff = 14.302(CFS) Effective area this stream = 13.50(Ac.) Total Study Area (Main Stream No. 2) = 27.00(Ac.) Area averaged Fm value = 0.532(In/Hr) Depth of flow = 0.198(Ft.), Average velocity = 0.732(Ft/s) ++++++t++++++++++++++++++++++++++++++t++++++++++++++++++++++++t+++++++ Process from Point/Station 202.000 to Point/Station 104.000 ' **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 0 Depth of flow = 0.758(Ft.), Average velocity = 2.114(Ft/s) !!Warning: Water is above left or right bank elevations ******* Irregular Channel Data *********** ---------------------------------- : entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 15.00 0.00 3 30.00 0.50 Manning's 'N' friction factor = 0.040 -------------------------------------------------------- Sub -Channel flow = 32.211(CFS) ' flow top width = 30.000(Ft.) ' ' velocity= 2.114(Ft/s) area = 15.235(Sq.Ft) ' Froude number = 0.523 Stream flow area = 13.500(Ac.) Runoff from this stream = 14.302(CFS) Time of concentration = 34.66 min. Rainfall intensity = 1.710(In/Hr) Area averaged loss rate (Fm) = 0.5325(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 18.05 13.500 32.23 0.532 1.786 2 14.30 13.500 34.66 0.532 1.710 Qmax (1) _ 1.000 * 1.000 * 18.050) + 1.065 * 0.930 * 14.302) + = 32.211 Qmax (2 ) = 0.939 * 1.000 * 18.050) + 1.000 * 1.000 * 14.302) + = 31.256 Total of 2 main streams to confluence: Flow rates before confluence point: 19.050 15.302 Maximum flow rates at confluence using above data: 32.211 31.256 Area.of streams before confluence: 13.500 13.500 Effective area values after confluence: 26.054 27.000 Results of confluence: Total flow rate = 32.211(CFS) Time of concentration = 32.231 min. Effective stream area after confluence = 26.054(Ac.) Study area average Pervious fraction(Ap) = 1.000 1 Study area average soil loss rate(Fm) = 0.532(In/Hr) Study area total = 27.00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++t+++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 0.758(Ft.), Average velocity = 2.114(Ft/s) !!Warning: Water is above left or right bank elevations ******* Irregular Channel Data *********** ---------------------------------- : entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 15.00 0.00 3 30.00 0.50 Manning's 'N' friction factor = 0.040 -------------------------------------------------------- Sub -Channel flow = 32.211(CFS) ' flow top width = 30.000(Ft.) ' ' velocity= 2.114(Ft/s) area = 15.235(Sq.Ft) ' Froude number = 0.523 f� hI �J Upstream point elevation = 917.600(Ft.) Downstream point elevation = 916.800(Ft.) Flow length = 100.000(Ft.) Travel time = 0.79 min. Time of concentration = 33.02 min. Depth of flow = 0.758(Ft.) Average velocity = 2.114(Ft/s) Total irregular channel flow = 32.211(CFS) Irregular channel normal depth above invert elev. = 0.758(Ft.) Average velocity of channel(s) = 2.114(Ft/s) !!Warning: Water is above left or right bank elevations End of computations, Total Study Area = 27.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 1.000 Area averaged SCS curve number = 50.0 r 11 L 1 1 .1 � San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version.6.4 ---Rational-Hydrology Study Date_ 06/13/06 - ----- ----------------------------- 25 Year -Proposed Condition Computer file: [k:\clients\1335 newcastle\02 fontana\hydrology\ civild\1335-02\rat25r] ------------------------- KCT Consultants, Inc.,'Riverside, CA - SIN 692 ---------------------- ********* Hydrology Study Control Information ********** ---------------------------------------------------------------------�--h- V Rational hydrology study storm event year is 25.0 J"Ro O9 Computed rainfall intensity: o���o� c Storm year = 2,5.00 1 hour rainfall = 1.013 (In.) Slope used for rainfall intensity curve b = 0.6000 H1V V_ D L06,r M411, Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process -from Point/Station 100.000 to Point/Station 101.000 A **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 540.000(Ft.) Top (of initial area) elevation = 27.000(Ft.) Bottom (of initial area) elevation = 21.300(Ft.) Difference in elevation = 5.700(Ft.) Slope = 0.01056 s(%)= 1.06 TC = k(0.304)*[(length"3)/(elevation change)1^0.2 Initial area time of concentration = 9.357 min. Rainfall intensity = 3.089(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.872 Subarea runoff = 12.707(CFS)- Total initial stream area = 4.720(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ..+++++++++++++++++++++.++++++++..++++++}+++++++++++++++.+++++++++++.++ Process from Point/Station 101.000 to Point/Station 102..000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 16.300(Ft.) Downstream point/station elevation = 15.100(Ft.) Pipe length = 247.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.707(CFS) Nearest computed pipe diameter = 24.00(In.) 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Calculated individual pipe flow = 12.707(CFS) Process from Point/Station 102.000 to Point/Station 103.000 Normal flow depth in pipe = 16.34(In.) Flow top width inside pipe = 22.38(In.) Critical Depth = 15.39(In.) Pipe flow velocity = 5.58(Ft/s) Upstream point/station elevation = 15.100(Ft.) Travel time through pipe = 0.74 min. Downstream point/station elevation = 14.400(Ft.) Pipe length = 148.00(Ft.) Manning's N = 0.013 Time of concentration (TC) = 10.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 Nearest computed pipe diameter = 24.00(In.) **** SUBAREA FLOW ADDITION **** ' Calculated individual pipe flow = 13.587(CFS) Normal flow depth in pipe = 17.37(In.) COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Critical Depth = 15.92(In.) Decimal fraction soil group D = 0.000 SCS curve_ number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 10.09 min. Travel time through pipe = 0.44 min. Rainfall intensity = 2.952(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.870 +t+++++++++++++++++t++++++++++++++++++++++++++++++t+++++++++++++++++++ Subarea runoff = 0.880(CFS) for 0.570(Ac.) Total runoff = 13.587(CFS)o ' Effective area this stream = 5.29(Ac.) Total Study Area (Main Stream No. 1) = 5.29(Ac.) COMMERCIAL subarea type Area averaged Fm value = 0.098(In/Hr) 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 15.100(Ft.) Downstream point/station elevation = 14.400(Ft.) Pipe length = 148.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.587(CFS) Nearest computed pipe diameter = 24.00(In.) ' Calculated individual pipe flow = 13.587(CFS) Normal flow depth in pipe = 17.37(In.) Flow top width inside pipe = 21.47(In.) Critical Depth = 15.92(In.) Pipe flow velocity = 5.58(Ft/s) Travel time through pipe = 0.44 min. Time of concentration (TC) = 10.54 min. +t+++++++++++++++++t++++++++++++++++++++++++++++++t+++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** SUBAREA FLOW ADDITION **** v COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 10.54 min. I - 1 0 Ci r 11 Rainfall intensity = 2.877(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.869 Subarea runoff = 1.644(CFS) for 0.800(Ac.) Total runoff = 15.231(CFS) Effective area this stream = 6.09(Ac.) Total Study Area (Main Stream No. 1) = 6.09(Ac.) Area averaged Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 14.400(Ft.) Downstream point/station elevation = 11.000(Ft.) Pipe length = 675.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.231(CFS) Nearest computed pipe diameter = 24.00(in.) Calculated individual pipe flow = 15.231(CFS) Normal flow depth in pipe = 18.66(In.) Flow top width inside pipe = 19.97(In.) Critical Depth = 16.89(In.) Pipe flow velocity = 5.82(Ft/s) Travel time through pipe = 1.93 min. Time of concentration (TC) = 12.47 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for scil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 12.47 min. Rainfall intensity = 2.600(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.866 Subarea runoff = 0.330(CFS) for 0.820(Ac.) Total runoff = 15.561(CFS) Effective area this stream = 6.91(Ac.) Total Study Area (Main Stream No. 1) _ Area averaged Fm value = 0.098(In/Hr) 6.91(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 11.000(Ft.) Downstream point/station elevation = 10.000(Ft.) Pipe length = 86.00(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 15.561(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 15.561(CFS) Normal flow depth in pipe = 15.73(In.) 0 ' Flow top width inside pipe = 18.21(In.) Critical Depth = 17.51(In.) Pipe flow velocity = 8.05(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 12.65 min. Process from Point/Station 104.000 to Point/Station 105.000 tCOMMERCIAL **** SUBAREA FLOW ADDITION **** subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32•.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 12.65 min. Rainfall intensity = 2.578(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.866 Subarea runoff = 13.211(CFS) for 5.980(Ac.) Total runoff = 28.772(CFS) Effective area this stream = 12.89(Ac.) Total Study Area (Main Stream No. 1) = 12.89(Ac.) Area averaged Fm value = 0.098(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++t++ Process from Point/Station 105.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 10.000(Ft.) Downstream point/station elevation = 4.440(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 28.772(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow = 28.772(CFS) Normal flow depth in pipe = 12.89(In.) Flow top width inside pipe = 16.23(In.) Critical depth could not be calculated. Pipe flow.velocity = 21.26(Ft/s) Travel time through pipe = 0.04 min. i Time of concentration (TC) = 12.69 min. +++++++++++++++++++++++++t++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 410.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 4.400(Ft.) Downstream point/station elevation = 2.500(Ft.) Pipe length = 94.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 28.772(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow 28.772(CFS) Normal flow depth in pipe = 17.72(In.) Flow top width inside pipe = 21.10(In.) Critical Depth = 22.11(In.) Pipe flow velocity = 11.58(Ft/s) 1 1 Travel time through pipe = 0.14 min. Time of concentration (TC) = 12.83 min. +++++++t+++++++++++++++++++++++++++++++++++++++++++t++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 401.000 �i **** INITIAL AREA EVALUATION **** I COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 540.000(Ft.) Top (of initial area) elevation = 27.000(Ft.) Bottom (of initial area) elevation = 21.300(Ft.) Difference in elevation = 5.700(Ft.) Slope = 0.01056 s(%)= 1.06 TC = k(0.304)*[(length"3)/(elevation change)]^0.2 Initial area time of concentration = 9.357 min. Rainfall intensity = 3.089(In/Hr) for a 25. Effective runoff coefficient used for area (Q=KCIA) Subarea runoff = 12.707(CFS) Total initial stream area = 4.720(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) 0.098(In/Hr) 0 year storm is C = 0.872 ++++++f++++++++++++++++++++++++++++++++++++++++++t++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream p point/station elevation = 16.300(Ft.) Downstream point/station elevation = 15.100(Ft.) Pipe length = 247.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.707(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 12.70.7(CFS) Normal flow depth in pipe = 16.34(In.) Flow top width inside pipe = 22.38(In.) Critical Depth = 15.39(In.) Pipe flow velocity = 5.58(Ft/s) Travel time through pipe = 0.74 min. Time of concentration (TC) = 10.09 min. Process from Point/Station 401.000 to Point/Station 402.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) �' Time of concentration = 10.09 min. e H 4 N Rainfall intensity = 2.952(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.870 ' Subarea runoff = 1.548(CFS) for 0.830(Ac.) Total runoff = 14.255(CFS) Effective area this stream = 5.55(Ac.) Total Study Area (Main Stream No. 1) = 18.44(Ac.) Area averaged Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++t+++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 15.100(Ft.) Downstream point/station elevation = 14.700(Ft.) Pipe length = 72.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.255(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow = 14.255(CFS) Normal flow depth in pipe 16.92(In.) Flow top width inside pipe = 21.89(In.) Critical Depth = 16.33(In.) Pipe flow velocity = 6.02(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 10.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403..000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 10.29 min. Rainfall intensity = 2.917(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.870 Subarea runoff = 1.858(CFS) for 0.800(Ac.) Total runoff = 16.113(CFS) Effective area this stream = 6.35(Ac.) Total Study Area (Main Stream No. 1) = 19.24(Ac.) Area averaged Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 403.500 M**** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 14.700(Ft.) Downstream point/station elevation = 13.990(Ft.) Pipe length = 270.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.113(CFS) Nearest computed pipe diameter 27.00(In.) Calculated individual pipe flow 16.113(CFS) Normal flow depth in pipe = 22.50(In.) H 4 N n 11 G !i 1 t i l r r� Flow top width inside pipe = 20.12(In.) Critical Depth = 16.81(In.) Pipe flow velocity = 4.55(Ft/s) Travel time through pipe = 0.99 min. Time of concentration (TC) = 11.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++t+++++++++++++++++ Process from Point/Station 403.000 to Point/Station 403.500 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) The area added to the existing stream causes a a lower flow rate of Q = 15.795(CFS) therefore the upstream flow rate of Q = 16.113(CFS) is being used Time of concentration = 11.28 min. Rainfall intensity = 2.761(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.868 Subarea runoff = 0.000(CFS) for 0.240(Ac.) Total runoff = 16.113(CFS) Effective area this stream = 6.59(Ac.) Total Study Area (Main Stream No. 1) = 19.48(Ac.) Area averaged Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.500 to Point/Station 404.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point station elevation = 13.990(Ft.) Downstream point/station elevation = 12.500(Ft.) Pipe length = 515.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.113(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 16.113(CFS) Normal flow depth in pipe = 21.38(In.) Flow top width inside pipe = 21.93(In.) Critical Depth = 16.81(In.) Pipe flow velocity = 4.77(Ft/s) Travel time through pipe = 1.80 min. Time of concentration (TC) = 13.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.500 to Point/Station 404.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) y 1 D r t u t i . Time of concentration = 13.08 min. Rainfall intensity = 2.527(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.865 Subarea runoff = 1.090(CFS) for 1.280(Ac.) Total runoff = 17.203(CFS) Effective area this stream = 7.87(Ac.) Total Study Area (Main Stream No. 1) = 20.76(Ac.) Area averaged Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 404.500 D **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 12.500(Ft.) Downstream point/station elevation = 12.110(Ft.) Pipe length = 80.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.203(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 17.203(CFS) Normal flow depth in pipe = 18.19(In.) Flow top width inside pipe = 25.32(In.) Critical Depth = 17.38(In.) Pipe flow velocity = 6.04(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 13.30 min. ++++++++++++++++++++++++++++++++++++++++++.+++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 404.500 /jam **** SUBAREA FLOW ADDITION **** `0 COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 13.30 min. Rainfall intensity = 2.501(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.865 Subarea runoff = 0.427(CFS) for 0.280(Ac.) Total runoff = 17.630(CFS) Effective area this stream = 8.15(Ac.) Total Study Area (Main Stream No. 1) = 21.04(Ac.) Area averaged Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.500 to Point/Station 405.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 12.110(Ft.) Downstream point/station elevation = 10.500(Ft.) Pipe length = 45.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.630(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 17.630(CFS) X J Normal flow depth in pipe = 13.20(In.) Flow top width inside pipe = 15.92(In.) Critical depth could not be calculated. ' Pipe flow velocity = 12.70(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 13.36 min. ++++++t+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 405.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Effective stream flow area = 8.150(Ac.) Total study area this main stream = 21.040(Ac.) Runoff from this stream = 17.630(CFS) ' Time of concentration = 13.36 min. Rainfall intensity = 2.495(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ' Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soi.l(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.09B(In/Hr) Initial subarea data: Initial area flow distance = 620.000(Ft.) Top (of initial area) elevation = 27.000(Ft.) Bottom (of initial area) elevation = 17.700(Ft.) Difference in elevation = 9.300(Ft.) Slope = 0.01500 s(%)= 1.50 ' TC = k(0.304)*[(lengthA3)/(elevation change)1'0.2 initial area time of concentration = 9.217 min. Rainfall intensity = 3.117(In/Hr) for a 25.0 year storm Effective ' runoff coefficient used for area (Q=KCIA) is C = 0.872 Subarea runoff = 12.527(CFS) Total initial stream area = 4.610(Ac.) Pervious area fraction = 0.100 ' Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.... ++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point station elevation = 13.200(Ft.) ' Downstream point/station elevation = 11.900(Ft.) Pipe length = 250.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.527(CFS) Nearest computed pipe diameter =_ 24.00(In.) Calculated individual pipe flow 12.527(CFS) X J �7, n 7 Normal flow depth in pipe = 15.77(In.) Flow top width inside pipe = 22.78(In.) Critical Depth = 15.28(In.) Pipe flow velocity = 5.73(Ft/s) Travel time through pipe = 0.73 min. Time of concentration (TC) = 9.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 9.95 min. Rainfall intensity = 2.978(In/Hr) for a 25.0 year storm ' Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.870 Subarea runoff = 0.486(CFS) for 0.410(Ac.) Total runoff = 13.013(CFS) ' Effective area this stream = 5.02(Ac.) Total Study Area (Main Stream No. 2) = 5.02(Ac.) Area averaged Fm value = 0.098(In/Hr) 7 1� ++++++++++++++++++++++++.++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 11.900(Ft.) Downstream point/station elevation = 11.600(Ft.) Pipe length = 70.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.013(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow _ 13.013(CFS) Normal flow depth in pipe = 17.44(In.) Flow top width inside pipe = 21.39(In.) Critical Depth = 15.58(In.) Pipe flow velocity = 5.32(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) 10.16 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++t+++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 ' Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 10.16 min. ' Rainfall intensity = 2.939(In/Hr) for a 25.0 year storm. L IL ' Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.870 ' Subarea runoff = 1.871(CFS) for 0.800(Ac.) Total runoff = 14.884(CFS) Effective area this stream = 5.82(Ac.) Total Study Area (Main Stream No. 2) = 5.82(Ac.) Area averaged Fm value = 0.098(In/Hr) ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 405.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** D Upstream point/station elevation = 11.600(Ft.) Downstream point/station elevation = 10.500(Ft.) Pipe length = 65.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.884(CFS) ' Nearest computed pipe diameter=_ 21.00(In.) Calculated individual pipe flow 14.884(CFS) Normal flow depth in pipe = 13.22(In.) Flow top width inside pipe 20.28(In.) ' Critical Depth = 17.14(In.) Pipe flow velocity = 9.33(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 10.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 405.000 �- \ ' **** CONFLUENCE OF MAIN STREAMS '**** The following data inside Main Stream is listed: In Main Stream number: 2 - Effective stream flow area = 5.820(Ac.) Total study area this main stream = 5.820(Ac.) Runoff from this stream = 14.884(CFS) Time of concentration = 10.28 min. ' Rainfall intensity = 2.919(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 ' Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 17.630 13.36 2.495 2 14.884 10.28 2.919 ' Qmax (1) = 1.000 * 1.000 * 17.630) + 0.849 * 1.000 * 14.884) + = 30.273 Qmax (2 ) _ 1.177 * 0.769 * 17.630) + 1.000 * 1.000 * 14.884) + = 30.853 Total of 2 main streams to confluence: ' Flow rates before confluence point: 18.630 15.884 Maximum flow rates at confluence using above data: 30.273 30.853 ' Effective Area of streams before confluence: I� 8.150 5.820 Effective area values after confluence: ' 13.970 12.091 Results of confluence: Total flow rate = 30.853(CFS) ' Time of concentration = 10.281 min. Effective stream area after confluence = 12.091(Ac.) Stream Area average Pervious fraction(Ap) = 0.100 Stream Area average soil loss rate(Fm) = 0.098(In/Hr) Steam effective area = 13.97(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ' Upstream point/station elevation = 10.500(Ft.) Downstream point/station elevation = 8.000(Ft.) Pipe length = 65.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 30.853(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 30.853(CFS) Normal flow depth in pipe = 17.06(In.) ' Flow top width inside pipe = 16.39(ln.) Critical depth could not be calculated. Pipe flow velocity = 14.73(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 10.35 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++t++++++++++++ Process from Point/Station 406.000 to Point/Station 407.000 ' **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 8.000(Ft.) Downstream point/station elevation = 7.500(Ft.) Pipe length = 15.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 30.853(CFS) Nearest computed pipe diameter = 21.00(In.) ' Calculated individual pipe flow = 30.853(CFS) Normal flow depth in pipe = 18.90(In.) Flow top width inside pipe = 12.60(In.) Critical depth could not be calculated. Pipe flow velocity = 13.52(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 10.37 min. ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++......++++ Process from Point/Station 406.000 to Point/Station 407.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Effective stream flow area = 12.091(Ac.) Total study area this main stream = 5.820(Ac.) Runoff from this stream = 30.853(CFS) Time of concentration = 10.37 min. ' Rainfall intensity = 2.904(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr ) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 701.000 to Point/Station 701.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** COMMERCIAL subarea type ' Decimal fraction soil group A = 1.000 `� (r = 15lp • Z C fS Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 �l �t C� Decimal fraction tY J soil group D = 0.000 SCS curve number for soil (AMC 2) 32.00 � 4� = •� Pervious ratio(Ap) Q5UITA M = 0.1000 Max loss rate(Fm)= 0098 (In/Hr) . Rainfall intensity = 1.988(In/Hr) for a 25.0 year storm User specified values are as follows: TC = 19.51 min. Rain intensity = 1.99(In/Hr) Total area this stream = 23.20(Ac.) Total Study Area (Main Stream No. 2) = 23.20(Ac.) ' Total runoff = 39.80(CFS) L I iJ' TD C .15. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+ Process from Point/Station ' 701.000 to Point/Station407xjp F. **** PIPEFLOW TRAVEL TIME (Program estimated size) .000 lyd``'H ` **** Upstream point/station elevation = 19.900(Ft.) Downstream point/station elevation = 7.500(Ft.) y�lC1/�i.1 'irl� WLIJ Pipe length 910.00(Ft.) Mannings N = 0.013 FIVE No. of pipes = 1 Required pipe flow = 39.800(CFS) Nearest computed pipe diameter ' = 30.00(In.) Calculated individual pipe flow = 39.80o(CFS) Normal flow depth in pipe = 20.88(In.) Flow top width inside pipe = 27.60(In.) Critical Depth = 25.48(In.) Pipe flow velocity = 10.91(Ft/s) Travel time through pipe = 1.39 min. Time of concentration (TC) 20.90 min. ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 701.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 407.000 The following data inside Main Stream is listed: In Main Stream number: 2 Effective stream flow area = 23.200(Ac.) Total study area this main stream = 23.200(Ac.) Runoff from this stream = 39.800(CFS) Time of concentration = 20.90 min. ' Rainfall intensity = 1.907(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) Results of confluence: Total flow rate = 61.484(CFS) - Time of concentration = 10.373 min. Effective stream area after confluence - 23.605(Ac.) Stream Area average Pervious fraction(Ap) = 0.100 Stream Area average soil loss rate(Fm) = 0.098(In/Hr) Steam effective area = 35.29(Ac.) '++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 408.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ' Upstream point/station elevation = I7.500(Ft.) Downstream point/station elevation = 6.420(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 61,484(CFS) Nearest computed pipe diameter 33.00(In.) Calculated individual pipe flow 61.484(CFS) Normal flow depth in pipe = 22.95(In.) Flow top width inside pipe = 30.38(In.) Critical Depth = 30.09(In.) Pipe flow velocity = 13.95(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 10.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 408.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Effective stream flow area = 23.605(Ac.) Total study area this main stream = 23.200(Ac.) Runoff from this stream = 61.484(CFS) ' Time of concentration = 10.44 min. Rainfall intensity = 2.893(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 2 1 30.853 10.37 2.904 2 39.800 20.90 1.907 ' Qmax (1) = 1.000 * 1.000 * 30.853) + 1.551 * 0.496 * 39.800) + = 61.484 Qmax (2 ) = 0.645 * 1.000 * 30.853) + 1.000 * 1.000 * 39.800) + = 59.696 Total of 2 main streams to confluence: ' Flow rates before confluence point: 31.853 40.800 Maximum flow rates at confluence using above data: 61.484 59.696 Effective Area of streams before confluence: 12.091 23.200 Effective area values after confluence: 23.605 35.291 Results of confluence: Total flow rate = 61.484(CFS) - Time of concentration = 10.373 min. Effective stream area after confluence - 23.605(Ac.) Stream Area average Pervious fraction(Ap) = 0.100 Stream Area average soil loss rate(Fm) = 0.098(In/Hr) Steam effective area = 35.29(Ac.) '++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 408.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ' Upstream point/station elevation = I7.500(Ft.) Downstream point/station elevation = 6.420(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 61,484(CFS) Nearest computed pipe diameter 33.00(In.) Calculated individual pipe flow 61.484(CFS) Normal flow depth in pipe = 22.95(In.) Flow top width inside pipe = 30.38(In.) Critical Depth = 30.09(In.) Pipe flow velocity = 13.95(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 10.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 408.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Effective stream flow area = 23.605(Ac.) Total study area this main stream = 23.200(Ac.) Runoff from this stream = 61.484(CFS) ' Time of concentration = 10.44 min. Rainfall intensity = 2.893(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 2 Process from Point/Station 600.000 to Point/Station 600.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** ' COMMERCIAL subarea type _ C�S Decimal fraction soil group A = 1.000 TOT 1 '- N .Z Decimal fraction soil group B = 0.000 �+ Decimal fraction soil group C = o.000 ' Decimal fraction soil group D 0.000 yu�.���.� �� , C� SCS curve number for soil (AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 1.988(In/Hr) for a 25.0 year storm User specified values are as follows: TC = 19.51 min. Rain intensity = 1.99(In/Hr) ' Total area this stream = 9.56(Ac.) Total Study Area (Main Stream No. 2) = 9.56(Ac.) Total runoff = 16.40 S) L f u js=acr fioto ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 600.000 to Point/Station 601.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 25.400(Ft.) ' End of street segment elevation = 15.400(Ft.) Length of street segment = 980.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 54.000(Ft.) Distance from crown to crossfall grade break = 52.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 ' Street flow is on (1] side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 17.678(CFS) Depth of flow = 0.523(Ft.), Average velocity = 3.621(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 21.903(Ft.) Flow velocity = 3.62(Ft/s) Travel time = 4.51 min. TC = 24.02 min. Adding area flow to street COMMERCIAL subarea type ' Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 1.754(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.850 Subarea runoff = 0.076(CFS) for 1.490(Ac.) Total runoff = 16.476(CFS) Effective area this stream = 11.05(Ac.) i C� 1 Total Study Area (Main Stream No. 2) = 11.05(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 16.476(CFS) Half street flow at end of street = 16.476(CFS) Depth of flow = 0.511(Ft.), Average velocity = 3.558(Ft/s) Flow width (from curb towards crown)= 21.320(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 408.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Effective stream flow area = 11.050(Ac.) Total study area this main stream = 11.050(Ac.) Runoff from this stream = 16.476(CFS) Time of concentration = 24.02 min. Rainfall intensity = 1.754(In/Hr) Area averaged loss rate (Fm) = 0.0978(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) 28.407(Ac.) (In/Hr) 1 61.484 10.44 0.098(In/Hr) 2.893 End of computations, Total Study Area = 2 16.476 24.02 1.754 be used for a unit hydrograph study of the Note: These figures do not consider reduced Qmax (1) _ area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 1.000 * 1.000 * 61.484) + 1.687 * 0.435 * 16.476) + = 73.563 Qmax (2 ) _ 0.593 * 1.000 * 61.484) + 1.000 * 1.000 * 16.476) + = 52:919 Total of 2 main streams to confluence: Flow rates before confluence point: 62.484 17.476 Maximum flow rates at confluence using above data: 73.563 52.919 Effective Area of streams before confluence: 23.605 11.050 Effective area values after Confluence: 28.407 34.655 Results of confluence: Total flow rate = 73.563(CFS) Time of concentration = 10.438 min. Effective stream area after confluence - 28.407(Ac.) Stream Area average Pervious fraction(Ap) = 0.100 Stream Area average soil loss rate(Fm) = Steam effective area = 34.66(Ac.) 0.098(In/Hr) End of computations, Total Study Area = 61.11 (Ac.) The following figures may ' be used for a unit hydrograph study of the Note: These figures do not consider reduced same area. effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 oo f?D o5rq O\l San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 ' Rational Hydrology -Study- -Date: 06/12/06 ----- ------------------------------ 100 Year -Proposed Condition Computer file:[k:\clients\1335 newcastle\02 fontana\hydrology\civild \1335-02 \rat100r] --------------------------------------------------------- Program License Serial Number 6025 ---------- ------------ ------- ------------ -------- ---------------- ********* Hydrology Study Control Information ********** — -------------------------- ------------------------ -------------------- Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.230 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 A **** INITIAL AREA EVALUATION **** ' COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 ' Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 540.000(Ft.) Top (of initial area) elevation = 27.000(Ft.) ' Bottom (of initial area) elevation = 21.300(Ft.) Difference in elevation = 5.700(Ft.) Slope = 0.01056 s(%)= 1.06 TC = k(0.304)*[(length"3)/(elevation change)]"0.2 ' Initial area time of concentration = 9.357 min. Rainfall intensity = 3.751(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.881 Subarea runoff = 15.600(CFS) Total initial stream area = 4.720(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point Station ++102.00++ / 101.000 to Point/Station 102.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) I. Upstream point/station elevation = 16.300(Ft.) Downstream point/station elevation = 15.100(Ft.) Pipe length = 247.00(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 15.600(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 15.600(CFS) Normal flow depth in pipe = 19.45(In.) Flow top width inside pipe 18.81(In.) Critical Depth = 17.08(In.) Pipe flow velocity = 5.72(Ft/s) ' Travel time through pipe = 0.72 min. Time of concentration (TC) = 10.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** SUBAREA FLOW ADDITION COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) ' Time of concentration = 10.08 min. Rainfall intensity = 3.588(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(¢=KCIA) is C = 0.880 Subarea runoff = 1.108(CFS) for 0.570(Ac.) Total runoff = 16.707(CFS) Effective area this stream = 5.29(Ac.) Total Study Area (Main Stream No. 1) = 5.29(Ac.) Area averaged Fm value = 0.079(In/Hr) ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ' Upstream point/station elevation = 15.100(Ft.) Downstream point/station elevation = 14.400(Ft.) Pipe length = 148.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.707(CFS) Nearest computed 'pipe diameter 27.00(In.) Calculated individual pipe flow 16.707(CFS) Normal flow depth in pipe = 18.00(In.) Flow top width inside pipe = 25.46(In.) Critical Depth = 17.11(In.) Pipe flow velocity = 5.93(Ft/s) Travel time through pipe = 0.42 min. ' Time of concentration (TC) = 10.49 min. ++++++++++++++++++++++++++++++++++++.....+++++++++++++++++++++++++++++ ' Process from Point/Station 102.000 to Point/Station 103.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 10.49 min. Rainfall intensity = 3.502(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.880 Subarea runoff = 2.055(CFS) for 0.800(Ac.) Total runoff = 18.762(CFS) Effective area this stream = 6.09(Ac.) Total Study Area (Main Stream No. 1) = 6.09(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) ****r;1 Upstream point/station elevation = ' 14.400(Ft.) Downstream point/station elevation = 11.000(Ft.) Pipe length = 675.00(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 18.762(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 18.762(CFS) Normal flow depth in pipe = 19.17(In.) Flow top width inside pipe = 24.50(In.) Critical Depth = 18.16(In.) Pipe flow velocity = 6.21(Ft/s) Travel time through pipe = 1.81 min. ' Time of concentration (TC) = 12.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 12.30 min. Rainfall intensity = 3.182(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.878 ' Subarea runoff = 0.541(CFS) for 0.820(Ac.) Total runoff = 19.303(CFS) Effective area this stream = 6.91(Ac.) Total Study Area (Main Stream No. 1) = 6.91(Ac.) Area averaged Fm value = 0.079(In/Hr) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** �i F> i� r-, Upstream point/station elevation = 11.000(Ft.) Downstream point/station elevation = 10.000(Ft.) Pipe length = 86.00(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 19.303(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 19.303(CFS) Normal flow depth in pipe = 16.10(In.) Flow top width inside pipe = 22.55(In.) Critical Depth = 18.96(In.) Pipe flow velocity = 6.61(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 12.47 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 410.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ' Upstream point/station elevation = 4.400(Ft.) 0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** SUBAREA FLOW ADDITION **** tf- COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 12.47 min. Rainfall intensity = 3.157(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.878 Subarea runoff = 16.409(CFS) for 5.980(Ac.) Total runoff = 35.712(CFS) Effective area this stream = 12.89(Ac.) Total Study Area (Main Stream No. 1) = 12.89(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 10.000(Ft.) Downstream point/station elevation = 4.440(Ft.) Pipe length = 55.00(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 35.712(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 35.712(CFS) Normal flow depth in pipe = 13.05(In.) 1 Flow top width inside pipe = 20.37(In.) Critical depth could not be calculated. Pipe flow velocity = 22.72(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 12.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 410.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ' Upstream point/station elevation = 4.400(Ft.) 0 Downstream point/station elevation = 2.500(Ft.) Pipe length = 94.00(Ft.) Manning's N = 0.013'O� No. of pipes = 1 Required pipe flow = 35.712(CFS)"�" Nearest computed pipe diameter 27.00(In.) Calculated individual pipe flow = 35.712 (CFS.)NOQE- VZZ Normal flow depth in pipe = 18.45(In.) Flow top width inside pipe = 25.12 (In. ) OVA TH IE19t> Critical Depth = 24.28(In.) T C' STU Pipe flow velocity = 12.33 (Ft/s) U� ``IEEF-t U 1 Travel time through pipe 0.13 min. ' �Af Time of concentration Com( Zj (TC) = 12.64 min. VV ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 401.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type ' Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = O.0o0 ' Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Initial subarea data: Initial area flow distance = 540.000(Ft.) Top (of initial area) elevation = 27.000(Ft.) Bottom (of initial area) elevation = 21.300(Ft.) Difference in elevation = 5.700(Ft.) slope = 0.01056 s(%)= 1.06 TC = k(0.304)*[(length'3)/(elevation change)]"0.2 Initial area time of concentration = 9.357 min. Rainfall intensity = 3.751(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.881 Subarea runoff = 15.600(CFS) Total initial stream area = 4.720(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.079(In/Hr) Process from Point/Station 401.000 to Point/Station 402.000 ' **** TRAVEL TIME (Program estimated size) **** CPIPEFLOW Upstream point/station elevation = 16.300(Ft.) Downstream point/station elevation = 15.100(Ft.) Pipe length = 247.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.600(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow = 15.600(CFS) ' Normal flow depth in pipe = 19.45(In.) Flow top width inside pipe = 18.81(In.) Critical Depth = 17.08(In.) Pipe flow velocity = 5.72(Ft/s) Travel time through pipe = 0.72 min. ' Time of concentration (TC) = 10.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 0 r 1 C 1, fl **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 10.08 min. Rainfall intensity = 3.588(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.880 Subarea runoff = 1.929(CFS) for 0.830(Ac.) Total runoff = 17.528(CFS) Effective area this stream = 5.55(Ac.) Total Study Area (Main Stream No. 1) = 18.44(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 15.100(Ft.) Downstream point/station elevation = 14.700(Ft.) Pipe length = 72.00(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 17.528(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 17.528(CFS) Normal flow depth in pipe = 17.60(In.) Flow top width inside pipe = 25.72(In.) Critical Depth = 17.55(In.) Pipe flow velocity = 6.39(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 10.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 10.26 min. Rainfall intensity = 3.548(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.880 Subarea runoff = 2.301(CFS) for 0.800(Ac.) Total runoff = 19.829(CFS) Effective area this stream = 6.35(Ac.) Total Study Area (Main Stream No. 1) = 19.24(Ac.) Area averaged Fm value = 0.079(In/Hr) i ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 403.000 to Point/Station 403.500 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 14.700(Ft.) Downstream point/station elevation = 13.990(Ft.) Pipe length = 270.00(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 19.829(CFS) Nearest computed pipe diameter = 30.00(In.) ' Calculated individual pipe flow = 19.829(CFS) Normal flow depth in pipe = 23.16(In.) Flow top width inside pipe = 25.18(In.) Critical Depth = 18.12(In.) Pipe flow velocity = 4.87(Ft/s) Travel time through pipe = 0.92 min. Time of concentration (TC) = 11.19 min. n r J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 403.500 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) The area added to the existing stream causes a a lower flow -rate of Q = 19.518(CFS) therefore the upstream flow rate of Q = 19.829(CFS) is being used Time of concentration = 11.19 min. Rainfall intensity = 3.369(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.879 Subarea runoff = 0.000(CFS) for 0.240(Ac.) Total runoff = 19.829(CFS) Effective area this stream = 6.59(Ac.) Total Study Area (Main Stream No. 1) = 19.48(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.500 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) 404.000 **** Upstream P point/station elevation = 13.990{Ft.} Downstream point/station elevation = 12.500(Ft.) Pipe length = 515.00(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 19.829(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 19.829(CFS) Normal flow depth in pipe = 22.22(In.) Flow top width inside pipe = 26.30(In.) Critical Depth = 18.12(In.) Pipe flow velocity = 5.09(Ft/s) Travel time through pipe = 1.69 min. Time of concentration (TC) = 12.88 min. n J J 1 C i 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.500 to Point/Station 404.000 **** SUBAREA FLOW ADDITION **** �. •„•,�n� lam, 5uvarea Lype Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 12.88 min. Rainfall intensity = 3.097(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.877 Subarea runoff = 1.551(CFS) for 1.280(Ac.) Total runoff = 21.380(CFS) Effective area this stream = 7.87(Ac.) Total Study Area (Main Stream No. 1) = 20.76(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++t++++++++++++++++++++++++++++++++++++++++++++t++++++++++++++ Process from Point/Station 404.000 to Point/Station 404.500 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 12.500(Ft.) Downstream point/station elevation= 12.110(Ft.) Pipe length = 80.00(Ft.) Manning's N = 0.013, No. of pipes = 1 Required pipe flow = 21.380(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 21.380(CFS) Normal flow depth in pipe = 21.84(In.) Flow top width inside pipe 21.23(In.) Critical Depth = 19.43(In.) Pipe flow velocity = 6.20(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 13.09 min. ++t+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 404.500 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration 13.09 min. Rainfall intensity = 3.066(In/Hr) for a 100.0, year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.877 Subarea runoff = 0.536(CFS) for 0.280(Ac.) Total runoff = 21.916(CFS) v U u �1 t r Time of concentration (TC) = 10.13 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Time of concentration = 10.13 min. Rainfall intensity = 3.576(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.880 Subarea runoff = 2.318(CFS) for 0.800(Ac.) Total runoff = 18.322(CFS) Effective area this stream = 5.82(Ac.) Total Study Area (Main Stream No. 2) = 26.86(Ac.) Area averaged Fm value = 0.079(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++t+++++++++++++++++ Process from Point/Station 303.000 to Point/Station 405.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 11.600(Ft.) Downstream point/station elevation = 10.500(Ft.) Pipe length =- 65.00(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 18.322(CFS) Nearest computed pipe,diameter = 21.00(In.) Calculated individual pipe flow = 18.322(CFS) Normal flow depth in pipe = 15.42(In.) Flow top width inside pipe = 18.55(In.) Critical Depth = 18.65(In.) Pipe flow velocity = 9.68(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 10.24 min. +++++++++++++++++++++++++++++++++++++++++t++++++++++++++++++++++++++++ Process from Point/Station 303.000'to Point/Station 405.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.820(Ac.) Runoff from this stream = 18.322(CFS) Time of concentration = 10.24 min. Rainfall intensity = 3.553(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm IRainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 0 ' Results of confluence: Total flow rate = 38.227(CFS) Time of concentration = 10.241 min. Effective stream area after confluence = 12.169(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.079(In/Hr) Study area total = 13.97(Ac.) ' 1 21.92 8.150 13.15 0.079 3.059 Process from Point/Station 405.000 to Point/Station 406.000 2 18.32 5.820 10.24 0.079 3.553 ' Qmax(l) = Upstream point/station elevation = 10.500(Ft.) 1.000 * 1.000 * 21.916) + Pipe length = 65.00(Ft.) Manning's N = 0.013 0.858 * 1.000 * 18.322) + = 37.631 Qmax (2 ) = Calculated individual pipe flow 38.227(CFS) 1.166 * 0.779 * 21.916) + Normal flow depth in pipe = 17.18(In.) 1.000 * 1.000 * 18.322) + = 38.227 Critical depth could not be calculated. Total of 2 main streams to confluence: Pipe flow velocity = 15.89(Ft/s) ' Flow rates before confluence point: 22.916 19.322 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Maximum flow rates at confluence using above data: ' 37.631 38.227 Upstream point/station elevation = 8.000(Ft.) Area of streams before confluence: Downstream point/station elevation = 7.500(Ft.) 8.150 5.820 No. of pipes = 1 Required pipe flow = 38.227(CFS) Effective area values after confluence: 13.970 12.169 Nearest computed pipe diameter=- 24.00(In.) Calculated individual pipe flow 38.227(CFS) ' Results of confluence: Total flow rate = 38.227(CFS) Time of concentration = 10.241 min. Effective stream area after confluence = 12.169(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.079(In/Hr) Study area total = 13.97(Ac.) ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ' Upstream point/station elevation = 10.500(Ft.) Downstream point/station elevation = 8.000(Ft.) Pipe length = 65.00(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 38.227(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow 38.227(CFS) Normal flow depth in pipe = 17.18(In.) Flow top width inside pipe = 21.65(In.) Critical depth could not be calculated. Pipe flow velocity = 15.89(Ft/s) ' Travel time through pipe = 0.07 min. Time of concentration (TC) = 10.31 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 407.000 **** PIPEFLOW TRAVEL TIME -(Program estimated size) **** Upstream point/station elevation = 8.000(Ft.) ' Downstream point/station elevation = 7.500(Ft.) Pipe length = 15.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 38.227(CFS) Nearest computed pipe diameter=- 24.00(In.) Calculated individual pipe flow 38.227(CFS) Normal flow depth in pipe = 18.23(In.) Flow top width inside pipe = 20.51(In.) Critical depth could not be calculated. I� COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 ' SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Rainfall intensity = 2.724(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 15.95 min. Rain intensity = 2.72(In/Hr) Total area this stream = 18.63(Ac.) Total Study Area (Main Stream No. 2) = 45.49(Ac.) Total runoff = 43.90(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 701.000 to Point/Station 407.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Pipe flow velocity = 14.93(Ft/s) a mrAL 1 0.8 S Travel time through pipe = 0.02 min. Pipe length = 910.00(Ft.) Manning's N = 0.013 Time of concentration (TC) = 10.33 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 406.000 to Point/Station 407.000 Nearest computed pipe diameter=- 30.00(In.) **** CONFLUENCE OF MAIN STREAMS **** ' The following data inside Main Stream is listed: In Main Stream number: 1 �G �T �` 2 �� C �X �• fs Stream flow area = 12.169(Ac.) pipe = Runoff from this stream = 38.227(CFS) Time of concentration = 10.33 min. Rainfall intensity = 3.535(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Critical Depth = 26.46(In.) Area averaged Pervious ratio (Ap) = 0.1000 ' Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Travel time through pipe = 1.37 min. Process from Point/Station 701.000 to Point/Station 701.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 ' SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Rainfall intensity = 2.724(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 15.95 min. Rain intensity = 2.72(In/Hr) Total area this stream = 18.63(Ac.) Total Study Area (Main Stream No. 2) = 45.49(Ac.) Total runoff = 43.90(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 701.000 to Point/Station 407.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 19.900(Ft.) Downstream point/station elevation = 7,500(Ft.) a mrAL 1 0.8 S Pipe length = 910.00(Ft.) Manning's N = 0.013 - No. of pipes = 1 Required pipe flow = 43.900 (CFS) �lu C13 S Nearest computed pipe diameter=- 30.00(In.) ' Calculated individual pipe flow 43.900(CFS) Normal flow depth in 22.59(In.) �G �T �` 2 �� C �X �• fs pipe = Flow top width inside pipe = 25.87(In.) Critical Depth = 26.46(In.) ' Pipe flow velocity = 11.06(Ft/s) Travel time through pipe = 1.37 min. Time of concentration (TC) = 17.32 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 701.000 to Point/Station 407.000 CONFLUENCE OF MAIN STREAMS **** f I pE; rLOU� ONLY The following data inside Main Stream is listed: ' In Main Stream number: 2 Stream flow area = 18.630(Ac.) Runoff from this stream = 43.900(CFS) Time of concentration = 17.32 min. Rainfall intensity = 2.592(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate Area TC Fm Rainfall Intensity No. (CFS) (Ac.) (min) (In/Hr) (In/Hr) 1 1 38.23 12.169 10.33 0.079 3.535 '++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 408.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 7.500(Ft.) Downstream point/station elevation = 6.420(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 74.220(CFS) Nearest computed pipe diameter 36.00(In.) Calculated individual pipe flow 74.220(CFS) Normal flow depth in pipe = 24.23(In.) Flow top width inside pipe = 33.77(In.) Critical Depth = 32.54(In.) Pipe flow velocity = 14.67(Ft/s) Travel time through,pipe = 0.06 min. Time of concentration (TC) = 10.39 min. 2 43.90 18.630 17.32 0.079 2.592 Qmax (1) _ 1.000 * 1.000 * 38.227) + 1.375 * 0.596 * 43.900) + = 74.220 Qmax (2 ) _ 0.727 * 1.000'* 38.227) + 1.000 * 1.000 * 43.900) + = 71.696 Total of 2 main streams to confluence: Flow rates before confluence point: 39.227 44.900 Maximum flow rates at confluence using above data: 74.220 71.696 Area of streams before confluence: 12.169 18.630 Effective area values after confluence: 23.276 30.799 Results of confluence: Total flow rate = 74.220(CFS) Time of concentration = 10.326 min. Effective stream area after confluence - 23.276(Ac.) Study area average Pervious fraction(Ap) = 0.100 Study area average soil loss rate(Fm) = 0.079(In/Hr) Study area total = 30.80(Ac.) '++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 408.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 7.500(Ft.) Downstream point/station elevation = 6.420(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 74.220(CFS) Nearest computed pipe diameter 36.00(In.) Calculated individual pipe flow 74.220(CFS) Normal flow depth in pipe = 24.23(In.) Flow top width inside pipe = 33.77(In.) Critical Depth = 32.54(In.) Pipe flow velocity = 14.67(Ft/s) Travel time through,pipe = 0.06 min. Time of concentration (TC) = 10.39 min. u I� FJ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 600.000 to Point/Station 600.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 J Decimal fraction soil group B = 0.000 /� �� Decimal fraction soil group C = 0.000 Q - Decimal fraction soil group D = 0.000 ,1 A- 2raj SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Rainfall intensity = 2.724(In/Hr) for 100.0 year storm User specified values are as follows: TC = 15.95 min. Rain intensity = 2.72(In/Hr) Total area this stream = 10.52 (Ac . ) • '%l'_ C Total Study Area (Main Stream No. 2) = 10.52(Ac.) civ Total runoff = 26.90 (CFS) SCOTT T( �`�'�� ++.++++++++++++++++++++++++++++++++++++t++++++++++.+++++++++t++++{.++++ Process from Point/Station 600.000 to Point/Station 601.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 25.400(Ft.) End of street segment elevation = 15.400(Ft.) Length of street segment = 980.000j Ft.) Height of curb above gutter flowline = B.0(In.) Width of half street (curb to crown) = 54.000(Ft. Distance from crown to crossfall grade break = 52 Slope from gutter to grade break (v/hz) = Slope from grade break to crown (v/hz) Street flow is on [1] side(s) of the street Distance from curb to property line = 12. Slope from curb to property line (v/hz) _ Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Mannings N in gutter = 0.0150 M 000(Ft.) 0.020 0.020 11 StjKr-4cr- _- 000 (Ft. -000(Ft.p� Q 0.020 Tb bT. anning s N from gutter to grade break = 0.0150 Mannings N from grade break to crown = 0.0150 4 Estimated mean flow rate at midpoint of street = 28.805(CFS) Depth of flow = 0.613(Ft.), Average velocity = 4.087(Ft/s) Streetflow hydraulics at midpoint of street travel: Z�� Process from Point/Station 407.000 to Point/Station 408.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Effective stream flow area = 23.272(Ac.) Total study area this main stream = 18.630(Ac.) Runoff from this stream = 74.206(CFS) Time of concentration = 10.39 min. Rainfall intensity = 3.522(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Program is now starting with Main Stream No. 2 I� FJ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 600.000 to Point/Station 600.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000 J Decimal fraction soil group B = 0.000 /� �� Decimal fraction soil group C = 0.000 Q - Decimal fraction soil group D = 0.000 ,1 A- 2raj SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) Rainfall intensity = 2.724(In/Hr) for 100.0 year storm User specified values are as follows: TC = 15.95 min. Rain intensity = 2.72(In/Hr) Total area this stream = 10.52 (Ac . ) • '%l'_ C Total Study Area (Main Stream No. 2) = 10.52(Ac.) civ Total runoff = 26.90 (CFS) SCOTT T( �`�'�� ++.++++++++++++++++++++++++++++++++++++t++++++++++.+++++++++t++++{.++++ Process from Point/Station 600.000 to Point/Station 601.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 25.400(Ft.) End of street segment elevation = 15.400(Ft.) Length of street segment = 980.000j Ft.) Height of curb above gutter flowline = B.0(In.) Width of half street (curb to crown) = 54.000(Ft. Distance from crown to crossfall grade break = 52 Slope from gutter to grade break (v/hz) = Slope from grade break to crown (v/hz) Street flow is on [1] side(s) of the street Distance from curb to property line = 12. Slope from curb to property line (v/hz) _ Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Mannings N in gutter = 0.0150 M 000(Ft.) 0.020 0.020 11 StjKr-4cr- _- 000 (Ft. -000(Ft.p� Q 0.020 Tb bT. anning s N from gutter to grade break = 0.0150 Mannings N from grade break to crown = 0.0150 4 Estimated mean flow rate at midpoint of street = 28.805(CFS) Depth of flow = 0.613(Ft.), Average velocity = 4.087(Ft/s) Streetflow hydraulics at midpoint of street travel: Z�� F Halfstreet flow width = 26.389(Ft.) Flow velocity = 4.09(Ft/s) Travel time = 4.00 min. TC = 19.95 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Adjusted SCS curve number for AMC 3 = 52.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.079(In/Hr) The area added to the existing stream causes a a lower flow rate of Q = 24.894(CFS) therefore the upstream flow rate of Q = 26.900(CFS) is being used Rainfall intensity = 2.382(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.870 Subarea runoff = 0.000(CFS) for 1.490(Ac.) Total runoff = 26.900(CFS) Effective area this stream = 12.01(Ac.) Total Study Area (Main Stream No. 2) = 12.01(Ac.) Area averaged Fm value = 0.079(In/Hr) Street flow at end of street = 26.900(CFS) Half street flow at end of street = 26.900(CFS) Depth of flow = 0.599(Ft.), Average velocity = 4.018(Ft/s) Flow width (from curb towards crown)= 25.710(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 408.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Effective stream flow area = 12.010(Ac.) Total study area this main stream = 12.010(Ac.) Runoff from this stream = 26.900(CFS) Time of concentration = 19.95 min. Rainfall intensity = 2.382(In/Hr) Area averaged loss rate (Fm) = 0.0785(In/Hr) Area averaged Pervious ratio (Ap) = 0.1000 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 74.206 10.39 3.522 2 26.900 19.95 2.382 Qmax (1) _ 1.000 * 1.000 * 74.206) + 1.495 * 0.521 * 26.900) + = 95.159 ' Qmax (2 ) 0.669 * 1.000 * 74.206) + 1.000 * 1.000 * 26.900) + = 76.529 Total of 2 main streams to confluence: Flow rates before confluence point: 75.206 27.900 ' Maximum flow rates at confluence using above data: V.- 11 1 1 95.159 76.529 Effective Area of streams before confluence: 23.272 12.010 Effective area values after confluence: 29.528 35.282 Results of confluence: Total flow rate = 95.159(CFS) ,O� Time of concentration = 10.391 min. Effective stream area after confluence = 29.528(Ac.) Stream Area average Pervious fraction(Ap) = 0.100 Stream Area average soil loss rate(Fm) = 0.079(In/Hr) Steam effective area = 35.28(Ac.) End of computations, Total Study Area = 57.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 32.0 Nom�Eau I�Ynr��ocY 5EE �40Dt \Cq g ��( n'eAULi C. (2AL cu�AT1OQS LO CA -F I V (�O cis 1 Fj fl 1 1 Hydraulic and Capacity Calculations Storm Drain Hydraulic Grade Line Street Capacity(Etiwanda St and Dahlia St) Curb Inlet Catch Basin Capacity (Existing and Proposed) Grated Inlet Capacity ���• �zy= �1•$ RFs w 49.1 t�.-C� QIOb- 6.�Gf5 1 c ¢ 7— aui";uuu uuuu-i F7 E i �V�V t • I c I 4i.b 511;AEF 4 i Mr B 2�= [2.5 CFS,� . `� . 3 •���5 LXT• 4• 11 ' 25' tib' Q -_---------_._._ .-------- -------- ---- -----------f� 25=1- --- - - __ LAT. '`C- iM�VIIA HCMOCP- fLAU ', er (J%..: 0•5res U•s - LAT. A -1`1 FILE: latall.WSW W 5 P G W - EDIT LISTING - VerSiOn 14.05 Date: 6-13-2006 Time: 8:14:44 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(1) 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 2 0 .000 5.650 14.000 .00 W S P G W WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - Lateral A-11 HEADING LINE NO 2 IS - HEADING LINE NO 3 IS Computer file: terry(c:\civild\1335-02\latall) W S ELEV 923.400 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 WS ELEV 920.030 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET + + U/S DATA STATION INVERT SECT+ 1002.950 919.880 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT+ SECT+ N 1017.680 920.030 1 .013 ELEMENT NO 3 IS A WALL ENTRANCE + UIS DATA STATION INVERT SECT FP 1017.680 920.030 2 .200 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATIONINVERT SECT 1017.680 920.030 2 W S ELEV 923.400 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 WS ELEV 920.030 UQ,S. .7 1 ZQ. i FILE: latall.WSW W S P G W- CIVILDESIGN Version 14.05 Program Package Serial Number: 1446 A-11 WATER SURFACE PROFILE LISTING Date: 6-13-2006 Time: 8:14:52 •...... ........................ • •..r•a. R • ........ Computer file: terry(c:\eivild\1335-02\latalll • . ... .. . .. . .. . ....................... " Station Invert I Elev Depth*{••Water (FT) 0 Vel Vel EnergSuperf ... •.a•u Critical r.v.a+.••.a.+.a...•......... Flow Top Height/'Ease Wt No�Wth• Elev (CFS) (FPS) Head Grd. El. Elev Depth Width Dia. -FT or I.D. 2L Pre/Pip +'Ch•Slope� .....r ..... •. ..a.. ay a... I SF`Ave ...HF•. SEf[)pth Froude`N Norm. Dp -N X -Fall ZR .ZR * Type+Ch , 1002.950 919.880 3.520 923.400 17.60 5.60 923.89 1.51 .49 .00 _I_ .00 2.000 .000 .00 1 .0 14.7301 .0102_1_ .0061 .09 3.52 .00 1.32 .013 .00 .00 PIPE 1017.6801 920.030 3.4591 923.4891 ' 17.60+ 5.60 923.98 ' ' ' .49 .00 1.51 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1017.680 920.030 4.043 924.073 17.601 .31 .001 924.07 ' .00 .37 ' 14.00 , 5.650 14.000' .00 i'-0 .0 UQ,S. .7 1 ZQ. i 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 �-At. 4 - to,,- FILE, 2 FILE, latal2.NSW W S P G W - EDIT LISTING - Version 14.05 Date: 6-13-2006 Time: 8,22:58 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) 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 2.500 CD 2 2 0 .000 5.680 21.000 .00 W S P G W NE NO 1 IS - HEADING LIWATER SURFACE PROFILE - TITLE CARD LISTING Lateral A-12 HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - Computer filen terry[c:\civild\1335-02\latal2) W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * + r U/S DATA STATION INVERT SECT W S ELEV 1002.950 920.050 1 923.900 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT+ SECT• N RADIUS ANGLE ANG PT MAN H 1017.660 920.200 1 .013 ELEMENT NO 3 IS A WALL ENTRANCE + .000 .000 .000 0 U/S DATA STATIONINVERT SECT FP 1017.680 920.200 2 .200 ELEMENT NO 4 IS A SYSTEM HEADWORRS U/S DATA STATION INVERT SECT W S ELEV 1017.680 920.200 Z 920.200 LM I �Q.s. 7174-C) r r PILE: latal2.WSW W S P G W- CIVILDESIGN Version 14.05 Program Package Serial Number: 1446 PAGE 1 A-12 WATER SURFACE PROFILE LISTING Date: 6-13-2006 Time: 8:23: 8 ....... ......................... .•..aa •Inverts! • .. a.�ater.T Computer file: Cerry(c, \civild\1335-02\latal2J le; ... .. ...« . . .. a. S[ation Elev DepthaI (FT) Water 0 VeI vel .a . a.• • Energy ••S-per••Critical .•... .... .....•.a...•... Flow Top a.»••.•.+a...aaaa..• Height/ ea6e Wt . IN. Wtha _j_Elev (CPS) (FPS) Head I Grd.El. Elev I Depth Width Dia. -PT or I.D. ZL Pra/Pip ...Efemf. . Ch.Slopet •: ....• • aaa :••. . •",«*" a '..a.•.. .5 A;e .... .a1•a. . . a .•'HPa. SE. Opthl • •a Proude'N • u..a ` Norm Dp :a•e.. a. f'N.' . . X -Fall • .ZRa a Types Ch •1• 1002.950 920.050 3.850 923.900 26.301a 5.36 .45 924.35a1• 1.75 ±000 •00 .00r .00 2.500• .0 r 14.7301 1017.680 .0102-1--1- 1 920.200 1 3.761 1 923.961 _�-1- 1 .0041 .06 1111111 26.30 5.36 .45 924.41 3.85 .00 1.75 1.45 .013 .00 .00 PIPE -I--I- -I- .00 .00 2.500 .000 .00 1 .0 WALL ENTRANCE -1- -I- -I- 1017.680 I 920.200 I 4.295 I 924.495 I I I 26.30 .29 .00 924.50 .00 I .37 21.00 I I 5.680 I 21.000 I .00 0 .0 I �Q.s. 7174-C) r r LINE- "e:' FILE: linebg100.WSW W S P G W - EDIT LISTING - Version 14.06 Date:11-16-2005 Time: 4:34:29 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) 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 CD 2 4 1 2.500 CD 3 4 1 2.500 CD 4 4 1 .830 CD 5 4 1 2.500 CD 6 4 1 1.000 CD 7 4 1 2.0OD W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - 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 1013.590 908.000 1 911.300 ELEMENT NO 2 IS A REACH U/S DATA STATION* INVERT SECT N RADIUS ANGLE ANG PT MAN H :037.330 908.140 1 .013 .000 .000 -000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1045.330 910.440 1 .093 .000 .000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION• INVERT SECT N RADIUS ANGLE ANG PT MAN H 1076.790 910.490 1 .013 .000 .000 .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 1080.790 910.990 3 2 0 .013 22.000 .000 911.990 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1141.290 911.600 3 .013 .000 .000 .000 0 ELEMENT NO 7 IS A JUNCTION * • * • * ' U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1143.290 911.620 5 4 0 .013 2.300 .000 911.600 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1208.920 911.930 5 .013 .000 .000 .000 0 ELEMENT NO 9 IS A JUNCTION U/S DATA STATION+ INVERT* SECT LAT -1 LAT -2N Q3 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1212.750 911.950 7 6 0 .013 .600 .000 913.180 .000 45.000 .000 RADIUS ANGLE .000 .000 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 10 IS A REACH • * U/S DATA STATION INVERT* SECT N RADIUS ANGLE ANG PT MAN H 1244.170 912.114 7 .013 89.998 20.003 .000 0 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1421.740 913.000 7 .013 .000 .000 .000 0 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1457.080 913.180 7 .013 45.000 44.9.96 .000' 0 ELEMENT NO 13 IS A REACH U/S DATASTATION* INVERT SECT N RADIUS ANGLE ANG PT MAN H . 1461.770 913.204 7 .013 .000 .000 .000 0 ELEMENT NO 14 IS A SYSTEM HEADWORRS U/S DATA STATION INVERT SECT W S ELEV 1461.770 913.204 7 913.204 .Y �.1�uE �Ig I oo YEAR FILE: linebg100.WSW W S P G W- CIVILDESIGN Version 14.C6 PAGE 1 Program Package Serial Number: 1650 WATER SURFACE PROFILE LISTING Date:ll-16-2005 Time: 4:34:31 «Station ««Invert«.I««Depth««««water«« Eley I (FT) Eley �« «««Q««« (CFS) «« ««Vel«««««Vel«« (FPS) Head « ««Energy«««Super«•Critical«Flow«Top«IHeight/« Grd-E1. ELev Depth Width Base «Wt«No«Wth« {IDia.-I or I.D_ ZL Prs/Pip L/Elem Ch Slope ««908`000 «««3.300 ««911x300 ««««40.30 ««.5«701««««r50 SP Ave HP ««911.80« SE Dpth ««.pD. Proude N «e2«07«« Norm Dp .««00««�«3 f "N" X -Fall «««000 ZR ««±00 Type `1««««0 Ch 13.590 000« 23.740 .0059 .0037 .09 3.30 -00 2.01 .013 .00 .00 PIPE 1037.330 908.140 3.247 911.387 40.30 5.70 .50 911.89 -00 2.07 .00 3.000 .000 .00 1 .0 2.450 .2875 .1854 .45 3.25 .00 2.04 .093 .00 .00 PIPE 1039.780 908.844 3.000 911.844 40.30 5.70 .50 912.35 .00 2.07 .00 3.000 .000 .00 1 .D 1.998 .2875 .1737 .35 3.00 -00 2.04 .093 .00 .00 PIPE 1041.778 909.419 2.721 912.190 40.30 5-98 .56 912.70 .00 2.07 1.74 3.000 .000 -00 1 .891 .2875 .1691 .15 2.72 I .54 2.04 .093 .00 .00 PIPE .0 1042.669 909.675 2.560 912.235 40.30 6.27 .61 912.85 .CO 2.07 2.12 3.000 .ODD .00 1 .0 .689 .2875 .1831 .13 2.56 .64 2.04 .093 .00 .00 PIPE 1043.358 909.873 2.427 912.300 40.30 6-58 .67 912.97 .00 2.07 2.36 3.000 .000 .00 1 .0 .579 -2875 .2015 .12 2.43 .72 2.04 .093 .00 .00 PIPE 1043.937 910.040 2.310 912.350 40.30 6.90 .74 913.09 .00 2-07 2.52 3.000 .000 .00 1 .0 .486 .2875 ,2236 .11 2.31 .80 2.04 .093 .00 .00 PIPE 1044.424 910.179 2.205 912.385 90.30 7.24 .B1 913.20 .00 2.07 2.65 3.000 .000 .00 1 .0 .387 .2875 ,2495 .10 2.21 .88 2.04 -093 .00 .00 PIPE 1044.811 910.291 2.109 912.400 40.30 7.59 .89 913.29. .00 2.07 2.74 3.000 .000 .00 1 .0 .050 { .2875 I I I { .2707 .O1 2.11 .96 2.04 .093 .00 .00 PIPE 1044.861 910.305 2.067 912.372 40.30 7.76 { .93 913.31 I I .00 I 2.07 I 2.78 i 3.000 I .000 .00 I 1 .0 HYDRAULIC JUMP 1044-661 910.305 2.041 912.346 40.30 7.87 .96 913.31 .00 2.07 2.80 3.000 .000 .00 1 .0 .329 .2875 1 .2875 .09 2.04 1.02 2.04 .093 .00 .00 PIPE 1045.190 910.400 2.041 912.441 40.30 7.87 { .96 913.40 .00 2.07 { 2.80 3.000 I .000 .00 { 1 ,0 .140 .2875 .2827 .04 2.04 1.02 2.04 .093 .OD .00 PIPE 1045.330 910.440 2.067 912.507 40.30 7.76 .93 913.44 .00 2.07 2.78 3.000 .000 .00 1 .0 2.001 -0016 .0051 .01 2.07 1.00 3.00 .013 .00 .00 PIPE 1047.331 910.443 2-159 912.602 40.30 7.40 .85 913.45 .00 2-07 2.69 3.000 .000 .00 1 .0 7.897 .0016 { I I { .0046 .04 2.16I .92 3.00 .013 I .00I .00 IPIPE 1055.228I 910.456 2.260 912.716I 40.30 7.05 I .77 { 913.49 .00 2.07 I 2.59 I 3.000 .000 .00 I 1 - 16.045 .0016 I I I I I .0041 .07 2.26 .84 3.00 .013 .DO .00 1 PIPS .0 1071-273 910.481 2.371 912.852 40.30 6.73 I .70 913.55 I .00 { 2.07 I 2.44 3.000 I .000 .00 I 1 .0 5.517 .0016 -0039 .02 2.37 .76, 3-00 .013 .00 .00 PIPE I 1076-790 910.490 2.400 I 912.890 40.30 II 6.65 .69 913.58 .00 2.07 I 2.40 I 3.000 I .000 .00 I 1 .0 C{ JUNCT STR I .1250 I { I i { I { 1 I I I 2.40 I -74 I I .013 I .00 .00 I PIPE ��� � 1080.790 910.990 I_ 1.193 912.183 18.30 7.92 .97 I 913.16 i .00 I 1.45 i 2.50 I 2.500 I .000 .00 a 1 .0 6.3441 I -0101 I I I .0093 .06 1.19 1.45 1.17 .013 .00 .00 PIPE 1087.139 911.054 1.197 912.251 18.30 7.88 .96 I 913.22 I 1.45 I 2-50 I 2.500 I I .00 .000 .00 1 .0 30.327 .0101 .0087 .26 1.20 1.44 1.17 .013 .00 .00 PIPE 1117.461 911.360 1.242 912.602 18.30 7.51 .88 913.48 -00 1.45 2.50 2.500 .000 .00 1 .0 12.970 I .0101 I I I I .0076 I .10 1.24 1.34 1.17 .013 .00 .00 1- PIPE 1130.431 911.490 1.290 912-781 18.30 7.16 .80 913.58 -00 1.45 I 2.50 i 2.500 I .000 .00 I 1 .0 6.700 .0101 .0067 .05 1.29 1.25 1.17 .013 .00 .00 PIPE 1137.131 911.558 1.340 912.898 18.30 6.83 .72� 913.62 .00 1.45 2.49 2.500 .000 .00 1 .0 I_ 3.342 .0101 .0059 .02 1.34 1.16 1.17 .013 .00 .00 PIPE I I 1140.473 I 91':.592 I 1.392 I 912.984 I 18.30 6.51 I .66 I 913.64 I .00 I 1.45 2.48 I I 2.500 I .000 .00 1 .0 .817 .0101 .0052 .00 1.39 1.08 1.17 .013 .00 .00 PIPE I 1141.290 911.600 1.449 I 913.049 I 18.30 6.20 I .60 I 913.65 I .OD I 2.45 2.47 I 2.500 I .000 .00 1 .0 I_ JUNCT STA .0100 .0034 .01 1.45 1.00 _1. .013 .00 .00 PIPE I I 1143.290 I 911.620 I 1.874 I 913.494 I 16.00 4.05 I .26 I 913.75 I .DO I 1.35 2,17 I I 2.500 { .000 .00 1 .0 I- 20.958 .0047 .0019 .04 1.87 .53 1.35 .013 .00 I .00 PIPE t I 1164.249 I 911.719 I 1.790 I 913.509 I 16.00 4.25 i .28 I 913.79 I .00 I 1.35 2.25 -I- i I 2.500 .000 -i- .00 1 .0 I- -I' 18.758 I- .0047 - I - - I - -I- -I- -I- .0022 -I- .04 - I 1.79 - -I- .58 1.35 .013 .00 .00 PIPE r 1183.007 911.808 1.714 913.522 16.00 4.46 .31 913.83 .00 2.35 2.32 2.500 •000 .00 1 .0 17.276 .0047 1 _I_ .0024 I .04 _I_ 1.71 .63 1.35 .013 .00 I .00 I_ PIPE i 1200.282 911.889 1.643 I 913.532 16.00 4.68 I .34 913.87 .00 I 1.35 2.37 I 2.500 -000 .OD 1 .0 HYDRAULIC JUMP I 1200.282 I 911.889 1.105 I 912.994 I 16.00 7.64 I .91 i 913.90 I .00 I 1.35 2.48 2.500 .000 .00 I 1 .0 8.638 .0047 -0100 .09 1.11 1.47 1.35 .013 .00 .00 1- PIPE I 1208.920 I 911.930 1.066 I 912.996 I 16.00 8.01 1.00 I 913.99 1 .00 I 1.35 2-47 I I 2.500 -000 .00 1 .0 JUNCT STR .0052 .0085 .03 1.12 1.57 .013 .00 .00 I_ PIPE 1212.750 911.950 1.414 913.364 15.40 6.48 .65 914.02 .01 1.41 1.82 2.000 .000 .00 1 .0 6.089 .0052 .0061 .D4 1.43 1.00 .I_ 1.54 .013 .00I .00 I_ PIPE I 1218.839 911.982 1.479 913.461 15.40 6.18 I .59 I 914.05 I .Ol 1.41 � 1.76 2.000 .000 .00 I 1 .0 25.331 .0052 .0056 .14 1.49 .91 1.54 .013 .00 I .00 PIPE I 1244.170 I 912.114 I 1.522 I 913.636 I 15.40 6.00 I .56 I 914.20 I .00 I 1.41 1.71 I I 2.000 .000 -I- .00 I 1 .0 1- r 94.262 -I- -I- .0050 -I- -I- -I- -I- -I- .0052 -I- .49 -I- 1.52 -I- .86 -I- 1.58 -I- .013 .00 .00 PIPE I 1338.432 I 912.584 I 1.578 I 914.162 I 15.40 5.79 I .52 I 914.68 I .00 i 1.41 1.63 I I 2.000 I .000 .00 I 1 .0 I_ 83.308 .0050 I ( I .0050 I .41 I 1.58 I .80 I 1.58 .013 I I .00 I .00 PIPE I I 1421.740 I 913.000 1.578 914.578 15.40 5.79 .52 915.10 .02 1.41 1.63 2.000 .000 .00 1 .0 35.340 .0051 .0050 .18 1.60 .80 1.56 .013 .00 I .00 I_ PIPE I 1457.080 913.180 i 1.570 914.750 15.40 5.82 .53 I 915.28 I .00 I 1.41 1.64 I I 2.000 .000 .00 I 1 .0 4.690 .0051 .0050 .02 1.57 .81 1.56 .013 I I •00 I .00 PIPE I I 1461.770 .I_ I 913.204 -I- I 1.569 -1- I 914.773 -17 I 15.40 -1- 5.82 -1- I .53 -1- I 915.30 -1- I ..00 -1- I 1.41 -1- 1.64 -1- 2.000 -1- .000 -1- .00 1 .0 1- 1 1 1 1 Ltkt " g `' FILE: lineb1gl00.WSW W S P G W - EDIT LISTING - Version 14.06 Date:11-16-2005 Time: 5:12:37 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(I) 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 1.000 WS P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - ' HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - 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 1000.000 913.180 1 913.180 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT+ SECT N RADIUS ANGLE ANG PT MAN H 1024.350 914.540 1 .013 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS e .000 - U/S DATA STATION INVERT SECT W S ELEV 1024.350 914.540 1 914.540 r i J I i 1 f I Lt&T) -j'` (to-' t -4R FILE: li.neb1g100.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1650 WATER SURFACE PROFILE LISTING Date:11-16-2005 Time: 5:12:39 ................................a...............a........................................a.....................a.......... Invert Depth Water Q Vel Vel 1 Energy Super Critical'Flov Top Height/ Base Wt ........ No Wth Station Eley (FT) Elev 1 (CFS) (FPS) Head Grd.El. El ev Depth Nidth Dia. -FT or I.D. ZL Pr /Pip .L le, ...... Ch.S:ope- -*. • ..., - .., _•.......I.•...... . a .I. ..... I...HP.. . SE Dp:h .. F�oade.N .. Norm.bp4' .. ..N.. X-Faa .I... .2R, iTypafCh 1000.000 913.180 .181 913.361 .60 6.17 .59 913.95 .00 .32 .77 1.000 .000 .00 I:.. 1 .0 1- 11.065 .0559 .0518 .57 .18 3.06 .18 .013 .00 .00 PIPE I 1011.065 I I 913.798.187 I I 913.985 I .60 5.91 I .54 I 914.53 .00 I .32 I I .78 1.000 I .000 I .00 1 .0 1- -I- 4.181 -I- .0559 -1- -I- 1- -I- -I- .0455 -I- .19 -I- .19 -I- 2.89 I .18 -I- .013 -I- .00 .00 PIPE 1015.246 914.032 .193 914.225 .60 5.63 .49 914.72 .00 .32 .79 1.DO0 .ODO _I_ .00 1 .0 I- _I_ 2.401 _I_ -0559 I_ _I_ _I_ _I_ -I_ .0397 _I_ .10 _I_ .19 _I_ 2.70 -I- .18 _I_ .013 .DO .00 PIPE 1017.647 914.166 .199 914.365 .60 5.37 . 45 914.81 .00 .32 .80 1.000 .000 .00 1 .0 1.59: .0559 _I. .0347 .06 .20 2.53 .18 _I. .013 .00 .00 PIPE 1019.239 914.255 .206 914.461 .60 5.12 .41 914.87 .OD .32 .81 1.000 .000 .00 1 .0 1.175 .0559 .0303 .04 .21 2.37 .18 .013 .00 .00 I_ PIPE 1020.414 914.320 .213 914.533 .60 4.88 .37 914.90 .00 .32 .82 1.000 .000 .00 1 .0 .907 .0559 .0265 .D2 .21 2.22 .18 I .013 .00 I .00 I PIPE I 1021.321 I i 914.371 I .220 I 914.591 I .60 4.66 I .34 I 914.93 .00 I .32 .83 1.000 .000 .00 1 .0 1_ .691 .0559 .I_ .0232 .02 .22 2.08 .18 I .013 .00 I .00 I PIPE I 1022.012 I I 914.409 I .228 I 914.638 I .60 4.44 I .31 I 914.94 .00 I .32 I .84 1.000 .000 .00 1 .0 1- -I- .557 -I- .0559 -I- -I- •I- -I- -I- .0203 -I- .01 -I- .23 -I- 1.95 -I- .18 I `I- .013 -I- .00, i .00 I PIPE i 1022.568 I I 914.440 I .236 1 914.677 I .60 4.23 I .28 I 914.95 .00 I .32 .85 I 1.000 .000* .00 1 .0 .453 .0559 .0177 .01 .24 1.83 .18 .013 .DO I .00 I PIPE I SD23.022 I I 914.466 I .244 I 914.710 I .60 4.04 I .25 I 914.96 .00 I .32 I I .86 1.000 .ODO .00 1 .0 I_ .I_ .371 .0559 .0155 .01 .24 1.71 .1_ .18 .013 .00 .00 PIPE 1023.393 I I 914.487 I .252 914.739 I .60 3.85 I .23 I 914.97 .00 I .32 I .87 1.000 ! .000 .00 1 .0 I_ .281 0559 .0135 .00 .25 1.60 .18 .013 I .00 I .00 I PIPE I 1023.674 i I 914.502 I .261 I 914.763 I .60 3.67 I .21 I 914.97 .00 I .32 I .88 1.000 .000 .00 1 .0 .227 .0559 .0119 .00 .26 1.50 .18 .013 .00 I .00 PIPE 1023.901 i I 914.515 I .270 I 914.785 I .60 3.50 I .19 I 914.98 .00 I .32 I .89 I 1.000 .DOD I .00 i 1 .0 .182 .0559 .0104 .00 .27 1.40 .18 I I .013 .OD 1 .00 V PIPE I 1024.083 I I 914.525 I .279 I 914.804 I .60 3.33 I .17 i 914.98 .00 I .32 .90 1.000 .000 .00 1 .0 .122 .0559 .0091 .00 I .28 1.31 .18 I i .013 -00 I .00 f I_ PIPE I 1024.205 I I 914.532 I .289 J 914.821 I .60 '3.10 I .16 914.98 .00 I .32 .91 1.000 .ODO .00 1 .0 I_ .089 .0559 .0079 .00 .29 1.23 .18 I I .013 .00 I .00 I PIPE I 1024.294 I 914.537 I .299 I 914.836 I .60 3.03 .14 I 914.98 .00 I .32 .92 I 1.000 _I_ .000 .00 I 1 .0 I_ .040 -0559 _I. .0070 .00 I .30 l.IS I .18 I .013 .00 I .DO ! PIPE I 1 1024.334 I 914.539 1 .310 914.849 I .60 2.89 I -13 914.98 .00 -32 .93 1.000 .DDO .00 1 .0 I_ .016 .0559 _I. .0061 .00 .31 1.08 -18 I .013 I .00 I .00 I PIPE I 1024.350 _I_ I I 914.540 _I_ I .322 _I_ I 914.862 I_ I .60 _I_ 2.74 _I_ I .12 _I_ I 914.98 _1_ .00 _I_ I .32 _I_ .93 _I_ 1.000 _I_ .000 _I_ .00 1 .0 I- I 1� 7 Limy c. FILE: linecg100.WSW W S P G W - EDIT LISTING - Version 14.06 Da[e:11-16-2005 Time: 3:55:25 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I CARD SECT CNNNO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(IO) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.500 CD 2 4 1 1.000 CD 3 4 1 2.500 CD 4 4 1 .830 CD 5 4 1 2.500 CD 6 4 1 1.000 CD 7 4 1 2.000 CD a4 1 .670 CD 9 4 1 2.500 CD 10 4 1 .670 CD 11 4 1 2.500 CD 12 4 1 .670 CD 13 4 1 2.500 CD 14 4 1 .670 CD 15 4 1 2.500 WS PGW PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO I IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - PAGE NO 2 W ELEMENT NO 8 IS A REACH • W S P G W + 912.500 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO I IS A SYSTEM OUTLET * + + N U/S DATA STATION INVERT SECT 913.760+ 3 .013 1000.000 911.990 1 9 IS A JUNCTION ELEMENT NO 2 IS A REACH + + . ANGLE ANG PT U/S DATA STATION INVERT SECT N Q3 04 1017.420 912.030 1 .013 ELEMENT NO 3 IS A REACH + • + RADIUS ANGLE U/S DATA STATION INVERT SECT N ELEMENT NO WATER 10 IS A REACH 1037.050 912.090 1 .013 ELEMENT NO 4 IS A REACH + + + N Q4 U/S DATA STATION INVERT SECT N 3 .013 1042.240 912.100. 1 .013 ELEMENT NO 5 IS A JUNCTION . .000 U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 .000 .000 1044.240 912.110 1 8 0 .013 .600 ELEMENT NO 6 IS A REACH 914.690 .000 + 12 IS A REACH U/S DATA STATION+ INVERT+ SECT N .000 U/S DATA 1121.020 912.310 1 .013 ELEMENT NO 7 IS A JUNCTION 3 1906.370 914.721 3 U/S DATA STATION+ INVERT+ SECT LAT -1 LAT -2N 03 3 1125.020 912.320 3 2 0 .013 .900 PAGE NO 2 W ELEMENT NO 8 IS A REACH • + 912.500 U/S DATA STATION INVERT+ SECT N .000 .000 .000 1635.710 913.760+ 3 .013 AUG PI' MAN H ELEMENT NO 9 IS A JUNCTION • .000 + . ANGLE ANG PT U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 04 INVERT*3 INVERT -4 PHI PHI 4 1637.710 913.770 3 14 0 .013 1.600 .000 RADIUS ANGLE W S P G W .000 .000 ELEMENT NO WATER 10 IS A REACH SURFACE PROFILE + + - ELEMENT CARD LISTING + ANGLE ANG PT MAN H U/S DATA STATION INVERT SECT N Q4 INVERT -3 INVERT -4 PHIPHI 4 .000 1815-180 914.270. 3 .013 RADIUS ELEMENT NO 11 IS A REACH . .000 U/S DATA STATION INVERT SECT N .000 .000 .000 *3 0 1885.870 914.620 3 .013 914.690 .000 ELEMENT NO 12 IS A REACH RADIUS * .000 U/S DATA STATION INVERT+ SECT N PAGE NO 3 1906.370 914.721 3 .013 .000 ELEMENT NO 13 IS A JUNCTION 3 + ANGLE . MAN H U/S DATA STATION+ INVERT SECT LAT -1 LAT -2 N 03 ANGLE ANG PT MAN H 1910.370 914.741+ 5 4 0 013 2.300 04 ELEMENT NO 14 IS A REACH .000 914.730 + 90.000 .000 RADIUS U/S DATA STATION+ INVERT SECT N .000 - 1978.450 915.082 5 .013• .000 ELEMENT NO 15 IS A JUNCTION 0 Q4 . - . 916.330 .000 U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 .000 1982.450 915.100 7 6 0 .013 1.90D ANGLE ELEMENT NO 16 IS A REACH .ODD .000 .000 0 RADIUS U/S DATA STATION• INVERT+ SECT+ N 44.996 .000 0 2187.730 916.130 7 .013 .000 ELEMENT NO 17 IS A REACH 0 U/S DATA STATION INVERT SECT• N 2223.070 916.310 7 .013 ELEMENT NO 18 IS A REACH + U/S DATA STATION INVERT SECT+ N 2227.760 916.334 7 .013 PAGE NO 2 W S ELEV 912.500 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE AUG PI' MAN H 45.000 24.994 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 +3 0 04 INVERT*3 INVERT -4 PHI PHI 4 .000 913.030 .000 90.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 ,3 0 Q4 INVERT -3 INVERT -4 PHIPHI 4 .000 912.310 .000 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 *3 0 Q4 INVERT -3 INVERT -4 PHI PHI 4 .000 914.690 .000 90.000 .000 RADIUS ANGLE .000 DOD PAGE NO 3 RADIUS ANGLE ANG PT MAN H .000 .ODD .000 3 RADIUS ANGLE ANG PT MAN H 45.000 90.005 .000 0 RADIUS ANGLE ANG PT MAN H .DOD .000 f .000 0 04 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 914.730 .000 90.000 .000 RADIUS ANGLE .000 .000 - RADIUS ANGLE ANG PT MAN H .000 .000 .ODD .3 0 Q4 INVERT -3 INVERT -4 PHIPHI 4 .000 916.330 .000 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .ODD .000 .000 0 RADIUS ANGLE ANG PT MAN H 45.000 44.996 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 u ' ELEMENT NO 19 IS A SYSTEM iiEAD..R.IS • ' U/S DATA STATION INVERT SECT W S ELEV 2227.760 916.334 7 916.334 J C l n IFILE: linecg100.WSW J J 7 d- I u 0 0 F]l L,N L ?' loo -%A2 WS P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1650 WATER SURFACE PROFILE LISTING Date:11-16.2005 Time: 8:20: 3 .........u...... u. ... ........ a. ..... ..........a.........................♦aaa....... a s...................... a.....* . . --- Invert Invert Depth I Water Q I Vel Vel Energy Super Critical Flow ToplHeight/IEase Wtl INo Wth Station Elev (FT) I Elev (CFS) I (FPS) Head I Grd.E1.l Elev 7 Depth Width Dia. -FT or •I.D.I ZL IPrs/Pip L/E1em Ch Slope I I SF Avel HF ISE DpthlFroude N Norm IIp "N" X -Fall ZR Type Ch II� .......a, I... 1000.000 911.990 1.628 913.618 22.90 6.76 .71 914.33 .00 1.63 2.38 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- - - -I- -I- -I- -I- -I- -I- 1- 1.846 .0023 .0051 .01 1.63 1.00 2.50 .013 .00 .00 PIPE I I { I I I I I { { I I 1001.846 911.994 1.698 913.692 22.90 6.45 .65 914.34 .00 1.63 2.33 2.500 .000 -00 1 .0 7.217 .0023 .0046 .D3 1.70 .92 2.50 .013 .00 .00 PIPE I { I I I I I I I I I I { 1009.063 912.011 1.773 913.784 22.90 6.15 .59 914.37 .00 1.63 2.27 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 8.357 .0023 .0042 .03 1.77 .85 2.50 .013 .00 .00 PIPE 1017.420 912.030 1.822 913.852 22.90 5.96 .55 914.41 .03 1.63 2.22 2.500 .000 .00 1 .0 _l. I I _l_ I_ 19.630 .0031 .0039 .08 1.85 .80 2.07 .013 .00 .00 PIPE 1037.050 912.090 1.865 913.955 22.90 5.83 .53 914.48 .00 1.63 2.18 2.500 .000 .00 1 .0 5.190 .0019 .0037 .02 1.87 .76 2.50 .013 .00 .00 PIPE I I I I I I I I I { { I I 1042.240 912.100 1.887 913.987 22.90 5.76 .52 914.50 .00 1.63 2.15 2.500 .000 .00 1 .0 .I_ JUNCT STR .0050 .0034 .01 1.89 .75 .013 .00 .00 PIPE I I I I I I I I I I I { I 1044.240 912.110 1.981 914.091 22.30 5.35 .44 914.53 .00 1.61 2.03 2.500 .000 .00 1 .0 76.780 .0026 .0031 .24 1.98 .66 2.25 .013 .00 .00 PIPE 1121.020 912.310 2.040 914.350 22.30 5.20 .42 914.77 .00 1.61 1.94 2.500 .000 .00 1 .0 JUNCT STR .0025 .0028 .01 2.04 .62 .013 .00 .00 PIPE I I I I I I I I I I I I 1125.020 912.320 2.129 914.449 21.40 4.80 .36 914.81 .00 1.57 1.78 2.500 .000 .00 1 .0 510.690 .0028 .0027 1.37 2.13 .53 2.01 .013 .00 .00 PIPE I I I I I I I 1635.710 913.760 2.020 915.780 21.40 5.04 .39 916.17 .00 1.57 1.97 2.500 .000 .00 1 .0 JUNCT STR .0050 .0025 .00 2.02 .60 013 .00 .00 PIPE I I I I I I I I I I I I 1 1637.710 913.770 2.162 915.932 19.80 4.39 .30 916.23 .00 1.51 1.71 2.500 .000 .00 1 .0 147.366 .0028 .0022 .33 2.16 .48 1.87 .013 .00 .DO PIPE 1785.076 914.185 2.047 916.232 19.80 4.60 .33 916.56 .00 1.51 1.93 2.500 .000 .00 1 .0 30.104 .0028 .0024 .07 2.05 .54 1.87 013 .00 .00 PIPE I ( I I { I I { I I 1815.180 914.270 2.027 916.297 19.80 4.64 .33 916.63 .01 1.51 1.96 2.500 .000 .00 1 .0 26.433 .0050 .0025 .07 2-04 .55 1.52 .013 .00 .00 PIPE 1841.613 914.901 1.929 916.370 19.80 4.87 .37 916.70 .02 1.51 2.10 2.500 -000 .00. 1 .0 23.511 .0050 .0028 .07 1.95 .62 1.52 .013 .00 .00 PIPE I I { I { I I I { I I I I 1865.125 914.517 1.841 916.358 1 19.80 5.11 .41 916.76 .02 1.51 2.20 2.500 .000 .00 1 .0 20.745 .0050 .0031 .06 1.86 .68 1.52 .013 .00 .00 PIPE 1885.870 914.620 1.764 916.389 19.80 5.35 .44 916.83 .00 1.51 2.28 2.500 .000 .00 1 .D 20.421 .0049 .0035 .07 1.76 .74 1.52 .013 .00 .00 'PIPE I I I I I I I 1906.291 914.721 1.689 916.410 19.80 5.61 .49 916.90 .00 1.51 2.34 2.500 .000 .00 1 .0 .079 .0049 .0037 .00 1.69 .81 1.52 .013 .00 .00 PIPE 1906.370 914.721 1.689 916.410 19.80 5.61 .49 916.90 .00 1.51 2.34 2.500 .000 .00 1 .0 JUNCT STR .0050 .0028 .01 1.69 .81 .013 .OD .DO PIPE 1910.370 914.741 1.985 916.726 17.50 4.19 .27 917.00 .00 1.42 2.02 2.500 .000 .00 1 .0 22.400 .0050 .0020 .05 1.98 .51 1.40 .013 .00 .00 PIPE 1932.770 914.853 1.891 916.794 17.50 4.39 .30 917.04 .00 1.42 2.15 2.500 .000 .00 1 .0 19.732 .0050 .0023 .04 1.89 .57 1.40 .013 .00 .00 PIPE I I J I I I I { I 1952.502 914.952 1.807 916.759 17.50 4.61 .33 917.09 .00 1.42 2.24 2.500 .000 .00 1 .0 18.228 .0050 .0025 .05 1.81 .62 1.40 .013 .00 -00 PIPE i u 1970.729 I 915.043 1.729 916.772 I I 17.50 4.83 I .36 917.13 I { .00 1.42 2.31 I 2.500 { .000 ' .00 I 1 .0 7.721 .0050 .0026 .02 1.73 .68 1.40 .013 I I .00 I .00 PIPE I I 1978.450 I 915.082 1.696 916.778 I I 17.50 4.94 I .38 917.16 I I .00 I 1.42 2.34 2.500 .000 .00 1 .0 JUNCT STRI .0045 1.70I .71 .013 I I -00 I .00 PIPE I 1982.450 I 915.100 ! 1.424 916.S24 I I 15.60 6.S2 I .66 917.18 I .00 I 1.42 1.81 2.000 .000 .00 1 .0 4.477 .0050 .0062 .03 1.42 1.00 1.59 .013 I .00 i .00 PIPE I I 1986.927 I 915.122 I 1.489 916.612 I I 15.60 6.22 I .60 917.21 I I .00 I 1-42 I 1.74 I 2.000 .000 .00 1 -0 I_ ' 34.875 .0050 .0055 .19 1.49 .91 1.59 .013 I I .00 I .00 PIPE I I 2021.802 i 915.297 I 1.561 916.859 I I 15.60 5.93 I .55 917.40 I I .00 I 1.42 1.66 2.000 .000 .00 1 .0 133.916I .0050 .0051 .68 1.56I .83 1.59 .013 .00I .00 PIPE 2155.718 I 915.969 I 1.593 917.563 I { 15.60 5.81 I .52 918.09 I .00 I 1.42 1.61 I I 2.000 .000 .00 I 1 .0 32.012 .0050 .0050 .16 1.59 .79 1.59 .013 I I .00 i .00 PIPE 1 I 2187.730 I 916.130 I 1.593 917.723 I I 15.60I 5.81 I .52 918.25 I I .02 I 1.42 1.61 2.000 .000-1 .00 1 .0 I 35.390 I .0051 I 1 .00500 1 .18 1 1.611I .79 ! 1.58 1 .013 I I .00I .00 1 PIPE I I 2223.070 I 916.310 I 1.588 917.898 I I 15.60 5.83 i .53 918.43 I .00 1.42 1.62 2.000 .000 .00 1 .0 4.690 .0051 .0051 .02 1.59 .80 1.58 .013 .00 ,.00 PIPE I 2227.760 I 916.334 I 1.588 917.922 I .I. I 15.60 5.83 I .53 918.45 I I .00 I 1.42 1.62 _I. I I 2.000 I .000 -00 I 1 -0 1_ i u LIWG 1C -J" FILE: lineclg100.WSW W S P G W - EDIT LISTING - Version 14.06 Date:il-16-2005 Time: 4: 8:56 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) 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 1.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - 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 1000.000 912.310 1 914.450 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT• SECT N RADIUS ANGLE ANGPT MAN H 1010.720 917.450 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1010.720 917.450 1 917.450 1-1 F", it 1 7 LJ 11 LJkle C-� FILE: lineclg100.WSW W S P G W- CIVILDESIGH Version 14.06 PAGE 1 Program Package Serial Number: 1650 WATER SURFACE PROFILE LISTING Date:11-16-2005 Time: 4: 8:57 r..♦::r..u...«.a.....a........av Invert I Depth ............... Water . 0 ..... .........a.ar.a♦r.rr......a.aara........ Vel Vel Energy Super Critical .a.a a......r.r..........«..a Flow Top Height/ Base Wt a+...... No Nth Station Elev (Pf) Slev I (CFS) (FPS) Head Grd.El. Elev Depth width Dia. -PT or I.D. ZL Pr/Pi •4912.330 • " t ...HF e SE•Dpth Froude+N ` Norm.Dp a.N.. •1.000• %.Faa • ZR Type TypeeCh •1,R 1000+000 2.1401. 914.450 .90 1.151 .02 914.47+ .00• 40 .00•' .000 .00 .0 2.381 .4795 •0006 .00 2.14 .00 .13 .013 .00 I .00 I PIPE 1002.381 I I 913.452 I 1.000 914.452 I I .90 1.15 I .02 ! 914.47 I .00 .40 I -00 I 1.000 I .000 .00 1 .0 .132 .4795 0006 .00 1.00 .00 .13 .013 .00 .00 PIPE 1002.513 913.515 .907 914.422 .90 1.20 .02 914.44 .00 .40 .58 1.000 .000 .00 1 .0 HYDRAULIC JUMP I I I 1002.513 I I 913.515 I .139 913.654 I I .90 13.59 I 2.87 I 916.52 I .00 .40 ! .69 I 1.000 .000 .00 1 .0 .861 .4795 .3454 .30 .14 7.74 .13 .013 .00 .00 PIPE 1003.374 913-928 .143 914.071 -90 12.97 2.61 916 68 .00 .40 .70 1.000 .000 .00 1 .0 1.305 .4795 .3014 .39 .14 7.26 .13 .013 .00 .00 PIPE ! 1004.6791 914.554 .1481 914.7021 .901 12.36 2.37 917.0a 1 .00 1 .40 .71 1 1.000 .0001 .00 1 .0 1- .975 .4795 •2634 .26 .15 6.81 .13 .013 .00 ! .00 PIPE ! 1005.654 I I 915.021 I .153 915.174 I I .90 11.79 I 2.16 I 917.33 I .00 .40 I .72 I 1.000 I .000 .00 1 .0 .766 .4795 .2299 .18 .15 6.38 .13 .013 .00 I I .00 PIPE I 1006.421 I I 915.389 I .158 915.547 I ! .90 11.24 I 1.96 I 917.51 I .00 .40 I .73 I 1.000 .000 .00 1 .0 I_ .622 .4795 .2006 .12 .16 5.98 .13 .013 .00 .00 PIPE 1007.042 915.687 .163 915.850 .90 10.72 1.78 917.63 .00 .40 .74 1.000 .000 .00 1 .0 1_ .513 .4795 .1752 .09 .16 5.60 .13 .013 .00 I I .00 PIPE I 1007.555 I I 915.933 ! .169 916.102 I I .90 10.22 I 1.62 ! 917.72 I .00 .40 I .75 I 1.000 .000 -I- -I- .00 1 .0 1- -I- .434 -I- .4795 -I- -I- -I- -I- -I- .1533 -I- .07 -I- .17 -I- 5.25 -I- .13 .013 •00 .00 PIPE 1 1007.989 916.141 '.175 916.316 .90 9.74 1.47 917.79 .00 .40 .76 1.000 .000 .00 1 .0 .373 .4795 .1338 .05 .18 4.93 .13 I .013 1 .00 ! I .00 PIPE ! 1008.362 I I 916.319 ! .180 916.500 I I -90 9-29 I 1.34 I 917.84 I .00 .40 .77 1.000 .000 .00 1 .0 .317 .4795 .1168 .04 .18 4.61 .13 .013 .00 .00 PIPE 1008.679 916.471 .187 916.658 .90 8.86 1.22 917.88 .00 .40 .78 1.000 .000 .00 1 .0 I _1. 1_ 1_ .278 .4795 •1022 .03 .19 4.32 .13 .013 .00 I I .00 PIPE I 1006.956 I I 916.604 I .193 916.797 ! I .90 8.44 I 1.11 I 917.90 I .00 .40 I .79 I 1.000 .000 .00 1 .0 .243 .4795 0692 .02 .19 4.05 .13 .013 .00 .00 PIPE 1009.199 916.721 .199 916.920 .90 B.05 1.01 937.93 .00 .90 .80 1.000 .000 .00 1 .0 .210I .4795 .0779 .02 .20I 3.79 .13 .01 3 I .00 ! .00 PIPE I 1009.909 I 916.822 I .206 917.028 I I .90 7.68 i .92 I 917.94 .00 .40 I .81 1.000 .000 .00 1 .0 .185 .4795 .0681 .01 .21 3.55 •13 .013 .00 I .00 PIPE I 1009.594 I 916.910 I .213 917.123 I I .90 7.32 .83 I 917.96 .00 1 .40 I .82 I 1.000 •000 -I- .00 1 .0 1- -I- .161 -I- .4795 -I- -I- -I• -I- -I- .0596 -I- .01 -I- .21 -I- 3.33 .13 -I- .013 -I- .00 I .00 PIPE I 1009.756 I 916.988 I .221 917.209 I .90 6.98 .76 917.97 .00 I .40 .83 ! 1.000 .000 .00 1 .0 .145 .4795 •0521 .01 .22 3.12 .13 I .013 ! •00 I I .00 PIPE I 1009.900 I I 917.057 ! .228 917.285 I ! .90 6.65 I .69 I 917.97 .00 I .40 .84 1.000 -000 .00 1 .0 .126 .4795 .0455 .01 .23 2.92 .13 .013 .00 .00 PIPE 1010.026 917.117 .236 917.353 .90 6.34 .63 917.98 .00 .40 .85 1.000 .000 .00 1 .0 .111 .4795 .0398 .00 .24 2.74 .13 .013 .00 I .00 PIPE I 1010.137 I I 917.170 I .244 917.414 I I .90 6.05 I .57 I 917.98 .00 i .40 I .86 I 1.000 I .000 .00 1 .0 .098 .4795 •0348 .00 .24 2.56 .13 .013 .00 .00 PIPS t 'J F,�,, 11 L G f' 1 1 1010.235 917.217 .085 .4795 I I 1010.319 917.258 .074 .4795 1010.394 917.294 .065 .4795 1010.459 917.325 .0551 .4795_- ( 1010.514 917.351 .048 .4795 1010.5621 917.3741 .0391 .4795 1010.6011 917.3931 .0331 .4795.- 1010.6351 917.4091 .028 .4795 i 1010.663 917.422 .0211 .4795 1 1010.6841 917.4331 .017 .4795 1010.7011 917.4411 .011 .4795 I 1010.711 917.446 .0071 .4795 1- I I 1010.719 917.449 .001 .4795 I I 1010.720 917.450 _I_ -I- 1 1 .252 917.469 1 .261 917.519 .2701 917.5641 I .279 917.604 .2891 917.6401 .2991 917.6731 .3101 917.7031 .321, 917.7301 .332 917.755 .3441 917.7771 I .356 917.797 I I .369 917.815 I I .382 917.831 I I .397917.847 _I_ _I_ I I 1 .90 5.77 .52 917.99 .0304 .00 I I I .90 5.50 .47 917.99 .0266 .00 I I .90 5.24 .93 917.99 .0233 .00 I .90 5.00 .39 917.99 .0204 .00 .901 4.77 .351 917.99 1 .0178 .00 I I I .90 4.55 .32 917.99 .0156 .00 I I .90 4.33 ,29 917.99 .0137 .00 I .90 4.13 .27 918.00 .0120 .00 I 1 I .90 3.94 .24 918.00 .0105 .00 90 3.76 .22 918.00 .0092 .00 1 I I 90 3.58 .20 918.00 .0081 .00 I I i 90 3.41 .18 918.00 .0071 .00 I 1 I 90 3.26 .16 918.00 .0062 .00 I I I 90 3.09 .15 918.00 _I_ _I_ _I_ _I_ I 00 I .40 .87 I I 1.000 .25 I 2.40 .13 .013 00 I .40 .88 I I 1.000 .26 I 2.25 .13 .013 00 I .40 .89 I I 1.000 .27 I 2.10 ,13 .013 00 I .40 .90 I I 1.000 .281 ( 1.97_1- .13 1_.013 (_ 00 .40 1 .91 1 1.000 1 .29 1.84 .13 .013 00 I .40 .92 I I 1.000 .30 1.72 .13 .013 00 1 .40 1 .93 1 1.000 1 .31 I 1.61 .13 .013 OD I .40 .93 I I 1.000 .32 I 1,51 .13 .013 00 I .40 .94 I I 1.000 .33 1.41 .13 .013 00 I .40 .95 I I 1.000 .34 1 1.32 .13 .D13 00 .40 1 .96 11.000 .36 1.23 .13 .013 I 00 I .40 .97 I I 1.000 .37 1.15 .13 .013 I 00 .40 .97 1.000 .38 1.08 .13 .013 I 00 I .40 .98 I I 1.000 I I 000 .0D 1 .0 .00 .00 PIPE I I 000 .00 1 .0 .00 .00 PIPE I I 000 .00 1 .0 I_ .00 .00 PIPE ( I 000 .00 1 .0 -I- 1- .00 .00 PIPE 0001 .00 1 1 .0 .00 .00 PIPE I I 000 .00 1 .0 -I- 1- .00 .00 PIPE 0001 .00 1 1 .0 .00 .00 PIPE ODO1 .00 1 1 .0 .00 .00 PIPE I 1 000 .00 1 .0 -I- 1- .00 .00 PIPE 0001 .DO I 1 .0 .00 .00 PIPE I i 000 .00 1 .0 .00 .00 PIPE I I 000 .00 1 .0 .00 .DO PIPE I I 000 .00 1 .0 I_ .00 .00 PIPE I I 000 .00 1. .0 -I- I- Lwe C-2 FILE: linec2GI00.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 6-27-2005 Time:10,15:59 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CH NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y'U Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING DING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - 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 1000.000 916.330 1 916.630 ELEMENT NO 2 IS A REACH • • + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1024.040 919.670 1 .013 .000 .000 .000 C ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1024.040 919.670 1 919.670 FILE: linec2g100.wsw W S P G W - CIVILDESIGN Version 14 06 Program Package Serial Number: 1650 WATER SURFACE PROFILE LISTING Llt'�- C- '4 It -Yc-�a,+t PAGE 1 Date 6-27-2005 Time:10:16: 3 n ....•.......................I....:................. Station Invert { I Depth { Water { Q I ....................a..a......a...a...........a.... Vel Ve, { Energy. Super Critical{Flow ToplHeight/{Base as ................. wtj . �NoaWth + Elev (FT) { EIev (CFS) (FPS) Head Grd.El. Elev Depth I width Dia.-FT{or I.D.j ZL Prs/Pip / Ch Slope SF Ave HF _ SE- Dpthi_I-F.oudeaNlNorm•Dpela•.N... IaX:FallaaZR. Type Ch 1000.000 916.330 .265 916.595 1.90 11.40 2.02 918.61 .00 .59.88 1 000 .000 .00 1 ,0 1.163 .1389 1192 .14 .27 4.62 ,26 .013 .00 .00 PIPE 1001.163 916.49: .266 916 758 1.90 11.32 1 99 918.75 .00 .59 .88 1.000 .ODD .00 1 .0 . 6.087 { .1389 .1107 .67 .27 4.58 .26.C13 .00 .00 PIPE 1007.250 917.337 .275 517.612 1.90 10.80 { 1.81 919.42 .00 .59 .89 { 1.000 { .000 .00 { 1 .p 3.674 .1389 .0969 .36 .28 4.29 .26 .013 .00 .00 PIPE 1010.924 917.848 .285 918.133 1.90 10.29 1.65 919.78 .00 .59 .90 1.000 .000 .00 1 .0 2.594 { .1389 { { .0847 .22 .29 4.01 .26 .013 .00 ,00 PIPE 1013.518 918.208 .294 { 918.502 t 1.90 9.82 1.50 920.00 { { .00 { .59 .91 { 1.000 { .000 .00 { 1 .0 1.929 .1389 .0741 .14 .29 3.75 .26 .013 .00 .00 PIPE 1015.447 918.476 .305 918.781 1.90 9.36 1.36 920.14 .00 .59 { 92 1.000 { .000{ .00 { 1 .0 1.535 .1389 .0649 .10 .31 3.51 .26 .C13 .DO .00 PIPE 1016.982 918.689 .315 919.004 1.90 8.92 1.24 920.24 .00 � .59 .93 1.000 .ODD .00 1 .0 ' 1.223 .1389 .0569 .07 .32 - 3.28 .26 .013 .00{ ,00 1. PIPE 1018.206 918.859 .327 919.186 1.90 8.51 1.12 920.31 .00 { .59 { .94 1.000 { .000 .00 { 1 .0 1.023 .1389 .0498 .05 .33 3.07 .26 .013 .00 .00 PIPE 1019.229 919.002 .336 919.340 1.90 8.11 1.02 920.36 .00 .59 .95 1.000 .000 .00 1 .0 .849 .1389 1. .0436 .04 .34 2.87 .26 .013 .00 .00 PIPE 1020'.078 419.119 .350 919.470 1.90 7.73 .93 920.40 .00 .59 .95 1.000 .DOD .00 1 .0 .710 .1369 .0383 .03 .35 2.69 .26 .013 .00 .DO PIPE 1020.788 919.218 .363 919.581 1.90 7.37 .84 920.43 .00 .59 .96 1.000 .000 .00 1 .D .605 .1389 .0336 .D2 .36 2.51 .26 .013 .00 .00 PIPE 1021.353 919.302 .376 919.678 1.90 7.03 .77 920.45 .00 .59 .97 1.000 .000 .00 I .0 .5I9 .1389 ,0294 .02 .38 2.35 .26 .013 .DO .00 PIPE 1021.912 919.379 .389 919.763 1.90 6.70 .70 920.46 .00 .59 .98 1.000 .000 .00 1 .0 .937 .1389 .0258 .01 .39 2.19 .26 .013 .OD .00 PIPE 1022.399 919.435 .403 919.838 1.90 6.39 .63 920.47 .00 .59 .98 1.000 .000 .00 1 .0 .367 .1389 .0227 .01 .40 2.05 .26 .013 .00 .00 PIPE 1022.716 919.466 .418 919.904 1.90 6.09 .58 920.48 .00 1 .59 1 .99 1.000 .000 .00 1 .0 .306 .1389.0199 .01 .42 1.91 .26 .013 .DO .00 PIPE 1023.022 919.529 { .434 919.963 1.90 5.61 .52 1 920.49 .00 .59 .99 1.000 .000 .00 1 .D .261{ 1023.283 { .1389 919.565 { .450 { 920.015 1.90 5.54 .0175{ .48 _{_ .DO { 920.49 .43 .00 1.78 .59 .26 1.00 .013 1.000 .00 .000 .00 .00 PIPE 1 .0 .221 - .1389 .0154 .00 .4S 1.66 .26 .013 .00 .00 PIPE 1023.504 919.596 .466 920.062 1.90 5.28 .43 920.49 .00 .59 1.00 1.000 .000 .00 1 .171{ .1389-1 -_ .0135 .00 .47 1.55 .26 .013 .00 .00 PIPE .0 1023.674 919.619 .464 920.103 1.90 5.04 .39 920.50 .00 .59 1.00 1.000 .000 .00 1 ,0 .140{ .1389 .0119{ .00 .48{ 1.44 .26 .013 .00 .00 PIPE 1023.815 { 919.639 .502 { 920.141 { 1.90 4.80 .36 { 920.50 .00 { .59 { 1.00 { 1.000 { .000 .00 { 1 .0 .098{.1389 f { { { { .0105{ .DO .50 1.35 .26 .013 .00 .00 PIPE 1023.912 919.652 .522 920.174 {_i- 1.90 4.SB .33 { 920.50 { .00 ( .59 { 1.00 ( 1.000 { .000 .00 { 1 .0 .0092 .00 .52 1.25 .26 .013 .00 .00 PIPS n n Ii LJ 1 1 1023.986 919.663 i .542 920.205 i 1.90 9.37 i .30 920.50 i .00 .59 1.00 i 1.000 i .000 .00 1 .0 .045 .1389 .0081 .00 .54 1.:6 .26 .013 .00 .00 PIPE 1024.032 919.669 .563 920.232 1.90 4.16 .27 920.50 .00 .59 .99 1.000 .000 .00 1 .0 .008 .1389 .0072 .00 .56 1.08 .26 .013 .00 .00 PIPE 1024.040 919.670 .587 920.257 1.90 3.96 .24 920.50 .00 .59 .98 1.000 .000 .00 1 .0 1 1 11 b N E IJ FILE: linedglo0.w5M W S P G W - EDIT LISTING - Version 14.06 Dace: 6-24-2005 Time: 5:23:31 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) 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 CD 2 4 1 2.500 CD 3 4 1 3.000 CD 4 4 1 .830 CD 5 4 1 2.500 CD 6 4 1 .830 CD 7 4 1 2.500 CD 8 4 1 1.000 CD 9 4 1 2.000 W Sp G W PAGE NO 1 HEADING LINE NO 1 IS - WATER SURFACE PROFILE - TITLE CARD LISTING r n(�/�111 HEADING LINE NO 2 IS - Sk'E DPAw 306 SkE-E 7 5 OF I' HEADING LINE NO 3 IS - 7uP'Upg AVE ! TRW W S P G W 11 l= PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATIONINVERT SECT W S ELEV 1094.910 9 04 .440 1 908.540 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H ELEMENT NO 3 IB A JUNCTION 1148.390 909.500 1 .013 .000 .000 .000 0 + + + U/S DATA S^-ATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERTt3 INVERT -4 PHI•3 PHI 4 1152.390 910.000 3 2 0 .013 16.400 .000 911.000 .00O415.0() .000 RADIUSANGLE WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS •000 .000 ELEMENT NO 4 IS A REACH • U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1155.350 910.060 2 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH + + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1194.880 910.780 2 .013 89.999 25.166 .000 p ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1234.400 910.980 2 .013 90.001 25.159 .000 p ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT + SECT+ N RADIUS ANGLE ANG PT MAN H 1235.480 910.985 2 .013 .000 .000 .000 0 ELEMENT NO 8 IS A JUNCTION • + U/S DATA STATION INVERT + SECT LAT -1 LAT -2 N 03 04 INVERT -3 INVERT -4 PHIt3 PHI 4 1237.480 910.994 5 4 0 .013 .540 .000 910 990 000 90 000 ELEMENT NO 9 I5 A REACH + • + U/S DATA STATION INVERT SECT N - ELEMENT CARD LISTING 1910.310 914.360 5 • ELEMENT NO 10 IS A JUNCTION 16 IS A REACH • .013 U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1911.140 914.364 7 6 0 .013 2.050 Fj 11 ELEMENT NO 15 IS A REACH W S P G W U/S DATA STATION INVERT+ WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REA CH • ELEMENT NO 16 IS A REACH • • U/S DATA STATION INVERT+ SECT f N 2300.430 1924.980 914.431 7 17 IS A REACH ELEMENT NO 12 IS A REACH U/S DATA STATION .013 SECT U/S DATA STATION INVERT• SECT N 18.IS A SYSTEM HEADWORKS 1995.670 914.780 7 INVERT SECT ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT ; SECT .013 H 2055.810 915.080 7 ELEMENT NO 14 IS A JUNCTION + .013 U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 2059.810 915.100 9 8 0 ,013 Fj 11 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT+ SECT 2265.090 916.130 9 ELEMENT NO 16 IS A REACH • • U/S DATA STATION INVERT SECT 2300.430 916.310 9 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT 2305.120 916.334 9 ELEMENT NO 18.IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 2305.120 916.334 9 N 013 N 013 N 013 Q3+ 1.100 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 2 04 INVERT -3 INVERT -4 PHI+3 PHI 4 .000 914.360 .000 90.000 .000 RADIUS ANGLE .000 .000 PAGE NO 3 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 45.000 90.005 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 + .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 916.330 .000 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 45.000 44.996 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 918.330 FILE: linedg100.WSW W S P G W . CIVILDESIGN Version 14.06 PAGE 1 ' Program Package Serial Number: 1650 WATER SURFACE PROFILE LISTING Date: 6-24-2005 Time: 5:23:38 Invert Eley Depth (PT) Water El ev I Q (CFS; I I Vel (FPS) Vel ( Head Energy I Grd.E1.1 Super Elev CriticallFlow Top Depth I Width Height/IBase Dia FT' wt 1 I.D_I 2L INo W111Station (Prs/Pip L/Elem ...... Ch Slope ...... ...... .................1,..... SF AV' ......I....,....I...... HF SE DPthlFroude N ....1. Norm Dp I .......I.,,... "N" �X-Fallj ... ,I. ZR .. (Type Ch 1094.910 904.440 4.100 908.540 35.69 5.05 .40 908.94 �. .00 1.94 I .00 3.000 .000 .00 I....... 1 .0 5.638 .0946 .0029 .02 4.10 .00 .85 .013 I .00 I .00 PIPE I 1100.548 I { 904.973 I 3.582 908.555 35.69 I 5.05 I .40 908.95 I .00 I 1.94 I I .00 3.000 .000 .00 1 .0 HYDRAULIC JUMP ! I I 1100.548 I 904-973 I .989 905-962 I 35.69 I 17.58 I 4.80 910.76 I .00 I 1.94 I I 2.82 I 3.000 .000 -00 1 .0 2.282 .0946 .0513 .12 .99 3.65 .85 .013 -00 .00 PIPE 1102.830 905.189 .996 906.185 35.69 17.39i_ 4.70_1_ 910.88 .OD 1.94 2.83 3.000 .000I. _ .00 1 .0 I_ 8.304 .1_ .0946 1. I _ .0474 .39 1.00 3.60 .85 .013 .00 .00 PIPE I I 1111.134 I 9D5.975 I 1.031 907.006 I 35.69 I 16.58 I 4.27 911.28 I .OD I 1.94 I I 2.8S 3.000 I .000 .00 1 .0 6.618 •0415 .27 1.03 3.36 .BS .013 .00 .00 PIPE I 1117.752 .0946 906.601 I 1.068 907.669 35.69 1 15.81 3.88 911.55 I •00 I 1.99 I 2.87 3.000 I .000 .00 I 1 .0 1- 5.412 .0946 .0364 .20 1.07 3.14 .85 .013 .00 I I .00 PIPE I I 1123.164 I 907.113 I 1.106 908.219 I 35.69 I 15.08 I 3.53 911.75 { .00 I 1.94 I I 2.B9 3.000 .000 .00 1 :0 4.481 .0946-I .0319 .14 1.11 2.94 .85 .013 .00 I I .00 PIPE 3 I 1127.644 I 907.537 I 1.146 906.683' I 35.69 I 14.37 i 3.21 911.89 i .00 I 1.94 I I 2.92 3.000 .000 .00 1 .0 1_ .I_ 3.764 .0946 .I_ .0280 .11 1.15 2.74 .85 .013 .00. .00 PIPE I 1131.408 I 907.893 I - 1.187 909.080 I 35.69 I 17.71 I 2.92 912.00 I .00 I 1.94 I 2.93 I 3.000 I .000 .00 I 1 .0 I_ 3.172 .0946 .0246 .08 1.19 2.56 .85 .013 I .00 I I .00 PIPE I I 1134.580 I 908.193 I 1.230 '909.424 I 35.69 I 13.07 I 2.65 912.08 I .OD i 1.94 I 2.95 3.000 .000 .00 1 .0 2.684 .0946 .0216 .06 1.23 2.39 .85 .013 .00 I I .00 PIPE I I 1137.265 I 908.447 I 1.275 909.722 I 35.69 i 12.46 I 2.41 912.13 I .00 I 1.94 I 2.97 I 3.000 .000 .00 1 .0 I. 2.275 .0946 .I_ .I. .0189 _I. .04 1.28 .I_ 2.23 .85 .013 .00 .00 PIPE 1139.540 908.663I- 1.322 909.985 35.69 11.88 2.19 912.18-I- .00 1.94 2.98 -i- 3.000 -I- .000 -I- .00 1 .0 1- -I- 1.914 - .0946 -I- -I- -I- -I- -i- .0167 .03 -I- 1.32 -I- 2.08 .85 I .013 I .00 I I .00 PIPE I I 1141.454 i 908.844 I 1.372 910.216 I 35.69 I 11.33 f 1.99 912.21 I .00 I 1.94 2.99 3.000 .000 .00 1 .0 1-627 .I_ .0146 .02 1.37I 1.94 .85 .013 -00I .00- PIPE I 1143.081 .0946 I 908.998 I 1.423 910.421 I 35.69 I 10.80 I 1-81 912.23 I .00 1.94 3.00 3.000 .000 .00 i 1 .0 (PIPE 1.3541 .0946_1- '1- -1- -- -- _01291 .02-1- 1.421 1.81-1- .85 _1-.013 _- .001 1 .00 I 1144.935I I 909.126 I 1.477 910.603 35.69 I 10.30 I 1.65 912.25 I .00 { 1.94 I 3.00 I 3.000 .000-1 .00 1 .0 - 1.125 .0996 •0113 .01 1.48 1.69 .BS .013 I .00 I I .00 1 PIPE I I 1145.560 I 909.232 I 1.533 910.765 i 35.69 I 9.82 I 1.50 912.26 I .00 I 1.94 I 3.00 3.000 .000. .OD 1 .0 I 1_ .911 1_ ,.0946 I_ 1_ .0100 .D1 1.53 I_ 1.57 .85 .013 .00 .00 PIPE 1146.471 909.310-I- 1.592 910.911 35.69 9.36 1.36 912.27 � .OD 1.94 -I- 2.99 -I- 3.000 -I- .000-i- .00 1 .0 1- -I- .708 .0946 -I- -i- -I- -I- -I- .0068 -I- .01 -I- 1.59 1.46 .85 I .013 I .00 I I .00 PIPE I I 1147.178 I 909.385 I 1.655 911.040 I 35.69 i 8.93 I 1.24 912.28 I .DO I 1.94 2.98 3.000 .000 .00 1 .0 .597 .0946 -0078 .00 1.66 1.36 I .85 I .013 I .00 I .00 PIPE I I 1147.725 i 909.437 I 1.720 911.157 I 35.69 I 8.51 I 1.12 912.28 I .00_I_ 1.94 2.97 3.000. -000 .00 1 .0 1_ .779 .0946 _I. .1_ _I. .0069 .00 I 1.72 1.26 I .85 I .013 i .00 i I .00 PIPE I I 1148.104 I 909.473 I 1.789 911.262 I 35.69 I 8.11 i 1.02 912.28 .00 1.94 2.94 3.000 .000 .00 1 .0 .214 .0946 .0061 .00 1.79 1.17 .85 I .013 I .00 I I .00 PIPE I I 1148.318 I 909.493 I 1.863 911.356 I 35.69 I 7.74 I .93 912.29 I .OD I 1.94 2.91 3.000 .000 .00 1 .0 ..072 .0946 .0054 .00 1.86 1.08 .85 .013 .OD .00 PIPE I 11CT - 909.500 I I 1.942 I I ! 911 442 35.69 I 7.37 .84 I 912.29 I .00 I 1.94 1 2.87 I 3.000 .000 1 .00 1 ,0 -MCT STR .1250 I I I I -I I i 1 1.94 1.00 .013 . 00 .00 PIPE 1152.390 910.000 1.100 911.100 19.29 9.27 1.34 912.44 I ,00 1.49 2.48 I 2.500 .000 I .00 1 2.960 .0203 I I I .0136 .04 1.10 1.79 .99 .013 .00 .00 PIPE 1155.350 910.060 1.109 911.169 19.291 9.18 1311 912.48 1 1 1 1 1 1_ 1_ I_ . .07 . 149 2.48 2.500 .000 .00 1 ,0 10.511 .0182 1I 1165.861 910.251 1.138 911.390 19.29 8.87 .0128 1.22 1_ .13 I 912.61 i_ 1.18 I I. 1.76 I 1_ 1.02 I .013 I .00 I 1_ .00 I_ PIPE I I I_ I_ .07 1.49 2.49 2.500 .000 .00 1 .p 10.255 .0182 I .0115 .12 I_ 1.21I 1 67 1.02 I_ .013 1_ I_ .00 .00 I_ PIPE 1176.116 910.438 1.180 911.618 19.29 8.a5 1.11 I 912.73 1.49 I 2.50 6.892 .0182 I I I I .0101 I .07 .06 1.24 I 1.56 I 1.02 2.500 .013 .000 .00 .00 .00 1 .p PIPE 1183.009 910.564 1.225 911.789 19.29 8.06 1.01 912.80 I I I I I I- 1_ .06 1.99 2.50 2.500 .000 .00 1 -0 4.800 .0182 1 I I I I_ .0089 .04 I_ 1.28 1.45 1.02 I_ .013 I_ .00 .00 1_ PIPE 1187.809 910.651 1.272 911.923 19.291 7.69 912.84 1 1 i .921 .05 1.49 2.50 2.500 .0001 .00 1 ,p 3.3141.0182 1 I 1 1 .0078 .03 1.32 1.35 1.02 .013 .00 .00 PIPE 1191.123 910.712 1.321 912.033 19.29 7.33 912.87 1 1 1 1 1 I_ 1_ I_ 1_ 1_ .831 ,05 1.49 2.50 2.500 .000) .00 1 .0 2.194 .0182 I I I ( 1' .00691 .02 I_ I_ 1.37 1.26 I_ 1.02 I_ I_ .013 I_ .00 .00 I_ PIPE, ' 1193.317 910.752 1.372 912.124 19.29 6.99 I 912.88 I I 1 1 1 .76 .04 1.49 2.49 2.500 .0001 .00 1 ,0 1.1481 .0182_1- 1 I 1 1 .0061 .01 1.41 1.17 1.02 .013 .00 .00 PIPE 1199.465 910.772 1.927 •1- 912.200 "I- 1 79.29 "1- 6.66 i .69 912.89 .04 1.49 1 2.47 I I 2.500 .000 .00 I 1 ,0 .4151 .0182-i' I 1 1 .0054 .00 -I- 1.46I -I- 1.09 1.02 "I" -I' .013 "i- .00 .00 I' PIPE 1194.880 910.780 1.484 812.264 19.29 6.35 912.89 '.03 I I 1 1" I ! i .63 1.99 2.46 2.500 .0001 .00 1 ,0 38.0361 .0051 I I1 1 .0051 I ,19 1.52 1.01 I 1.48 I I .013 I .00 .00 PIPE 1232.917 910.972 1.484 912.457 19.29 6.35 913.08 I 1 i I .631 .03 1.49 2.46 2.500 .0001 .00 1 .0 1.4841 .0051 I I I 1 .0050 .01 1.52 1.D1 1.48 .013 .00 .00 PIPE 1234.400 910.980 1.490 912,470 19.29 6.33 913.09 1 I 1 1 I _I_ .621 .00 1.49 2.45 2.500 .0001 .00 1 .0 1.0801 .0046-- I I _ I II .0049 .01 1.49 1.00 1.53 .013 .00 .00 PIPE 1235.480 910.985 1.506 912.491 19.29 b.24 I 913.10 I I I I I I_ .61 .00 1.49 26 .; 2.500 .000 .DO 1 .0 JUNCT STR .0045 I_ 1_ 1_ I_ I_ 1_ I_ 1 I I I .0040 .01 1.51 .98 .013 .00 .00 PIPE 1237,480 910.994 1 1.713 _I- 912.707 I 18.75 5.23 I .42 913.13 .00 1.47 2.32 I I 2.500 .000 .00 I 1 ,p 17.7741 .0050 ,00331 1.711 1- 1" (PIPE I I I I I .06-1- .74 1.46 .013 .001 .00 1255.259 911.083 1.641 912.724 1'8.75 5.49 I I 913.19 I I I I 1 .97 .00 1.47 2.37 2.500 .0001 .00 1 -0 15.5211 .0050 I I i I .0038 .06 1.64 .81 1.46 .013 .00 .00 PIPE 1270.875 911.161 1.575 912.736 18.75 5.75 I .51 I 913.25 I I 1.47 I II I I_ 1_ I_ 1_ 1_ .00 2.41 2.500 .000 .00 1 ,0 14.1011 .0050 I_ I_ 1_ 1.58 I_ I_ I. I_ I_ .0043 .06 .87 1.46 .013 .00 .00 PIPE 12114, 9'17 911.2321 "1 1.5131 -I- 912.7451 -I- 18.751 -I- 6.03 -I- .571 -I- 913.31 .00 1 1.47 1 2.44 2.500 .0001 .00 1 1 .0 ' 8.9431 .0050 .0047 -I- .04 -I- 1.51 -I- .94 -I- 1.46 -I- .013 -I- .00 I- .00 PIPE 1293.919 911.2761 1.4671 912.7441 18.751 6.26 .611 913.35 .00 1.47 1 2.46 1 1 ( RYDRAULicI JUMP _I- -I- -I- -I- -I- -I- -I- -I- -i- -I- 2.500 -I- .0001 -I- .00 I- 1 .0 I 1293.919 911.276 1.463 I 912.739 I 18.75 6.28 I .61 I 913.35 I .00 I 1.47 I 2.46 I 2.SD0 I 614.9951 .0050-1- _I_ _I_ .000 .00 1 ,0 I I 1 0050 3.08 1.46 1.01 1.46 .013 .00 .00 PIPE 1908.865 914.353 1.463 915.816 18.75 6.28.611 916.43 1 1 1 1 i 1.446 .0050-1- 1.0050 _I_ _1. _1_ _I_ _I .00501 _I_ .01 .00 _1_ 1.46 1.47 _1_ 1.01 2.46 _1_ 2.500 _1_ .0001 _1_ .00 I_ 1 -0 I 1 I 1 I 1.46 .013 .00 .00 PIPE 1910.310 914.360 1.467 915.827 18.75 6.26 .61 I 916.44 .00 1 1.47 I 2.46 12.500 1 1 I' .0001 .00 1 .0 JUNCT STE1 .0049 I- I I 1911.140 914.364 1 1.887 1 916.251 I 16.70 4.20 00351 .27 .00 1 916.53 1.47 .00 1 1.00 1.38 1 2.15 1 .013 2.500 1 .00 .00 1 PIPE 13.8401 .0048_1_ .0001 .00 1 ,0 .00201 .03 1.89 .54 1.37 .013 .00 .00 PIPE 1924.9801 914.9311 1.8301 916.261 16.70 4.}4 .29 916.55 1 1.38 i 2.21 1 1 1 "1- -1- "1- .03 2.500 .0001 .00 1 .p 18.8841 .0049"1-1- ,00221 .04"- i.861 .58 1 1.37 -I-.013 -- .001 .00 (PIPE F� n I 16.70 I 1943 .864 i 914.524 I 1.750 916.274 I 2.29 16.818 .0049 .00 1 1 .0 i 1960.682 I 914.607 I 1.677 916.284 I 1.37 15.882 I .0049 .00 PIPE 1 I 16.70 I 1976.563 1. I 914.686 1.608 916.294 f 2.35 14.254 .0049 _I. I 1 .0 I 1990.817 I 914.756 I 1.544 916.300 I 1.37 I- 4.853 -I- .0049 -I- 1- PIPE -I- I 16.70 I 1995.670 I 914.780 I 1.522 916.302 I 2.40 11.4901 .0050 .00 I 1 -I- I I 2007.160 4 914.837 I 1.462 916.299 I 1.37 HYDRAULIC JUMP .00 .00 I_ PIPE 2007.160 914.837 i 1.254 916.091 I .05 I 1.38 11.275 .0050 i .000 .00 I 1 .0 2020.435 914.909 I 1.259 916.158 1.59 .I_ .81 12.597 I .0050 ( .00 .00 PIPE 2033.032 914.966 ( 1.208 916.175 I 1.38 11.627 1_ .0050 I .000 .00 I 1 .0 I 2044,659 I 915.024 I 1.164 916.189 I .83 11.1511 .0050 I- - .00 -- 2055.810 I 915.080 1.123 916.203 i 1.18 JUNCT STR .0050 i .000 1_ .00 I 1 I_ .0 I 2059.810 915.100 1.424 916.524 I .00 I 1.38 4.4771 .0050-1- I .000 .00 i 1 _0 I 2064.267 I 915.122 I 1.489 916.612 I 1.20 34.8751 .0050-1_ .00 .00 I_ PIPE 2099.1E3 I 915-297 I 1.561 916.859 i I 1.38 133.916 .0050 I .000 .00 ! 1 .0 2233.0781 915.9691 1.5931 917.5631 1.25 1.20 32,0121 .0050-1- .00 .00 PIPE I 2265.090 I 916.130 I 1.593 917.723 I i 1.38 35.340 .0051 .000 .00 1 ' I 2300.430 I 916.310 I 1.588 917,898 1.21 1.29 4.690 .0051 •I .00 I. PIPE I 2305,120 -i- I 916,334 •I- 1.588 -I- 917.922 I I- I 16.70 9.55 I .32 I 916.60 I .03 I 1.38 2.29 I I 2.500 1 .000 .00 1 1 .0 .0025 .04 1.78 .63 1.37 .013 .00 .00 PIPE I 16.70 4.77 I .35 I 916.64 I .04 I 1.38 2.35 i I 2.500 I .000 ,00 I 1 .0 .0028 .04 1.71 .69 1.37 .013 .00 .00 1- PIPE I 16.70 5.00 _I. I .39 I 916.68 I .04 I 1,38 2.40 I 2.500 I 000 .00 I 1 .0 I .0032 .05 1.65 .75 1.37 .013 .00 .00 I_ PIPE 16.70 5.25 I .43 _I. i 916.73 I .05 I 1.38 2.43 I I 2.500 i .000 .00 I 1 .0 .0034 .I_ •02 1.59 .I_ .81 1.37 .C13 .00 .00 PIPE I 16.70 5.34 I .44 I 916.74 I .00 I 1.38 2.44 I I 2.500 I .000 .00 I 1 .0 .0037 .04 1.52 .83 1.36 .013 .00 .00 PIPE 16.70 5.60 .49 916.79 .00 1.18 2.96 I I 2.SOC I i .000 1_ .00 I 1 I_ .0 I 16.70 6.78 I .71 I 916.80 I .00 I 1.38 2.50 I I 2.500 I .000 .00 i 1 _0 I .0066 .09 1.25 1.20 1.36 .013 .00 .00 I_ PIPE 16.70 6.77 I .71 { 916.87 I .00 I 1.38 2.50 I I 2.500 I .000 .00 ! 1 .0 .0070 .09 1.25 1.20 2.36 .013 .00 .00 PIPE I 16.70 7.10 .I_ I .78 I 916.96 I .00. i 1.38 2.50 I 2.500 .000 .00 1 .0 I .0079 I .09 1.21 1.29 _I. 1.36 .013 .00 .00 I. PIPE 16.70 -I- 7.45 .86 917.05 I .00 I 1.38 2.99 I I 2.500 I .000 .00 1 .0 -I- -1- .0090 I- .10 -I- 1.16 -I- 1.38 - -i- 1.36 -I- .013 -I- .00 .00 1- PIPE I 16.70 7.81 I .95 917.15 I .00 I 1.30 2.49 I I 2.500 - I .000 .00 I 3 .0 .0081 .03 1.12 1.49 .013 .00 .00 1_ PIPE I 15.60 6.52 I .66 I 917.18 I .00 I 1.42 1.81 I I 2.000 .000 .00 i 1 .0 .0062 .03 1.42 1.00 1.59 .013 .00 .00 1_ PIPE 15.60 6.22 I .60 i 917.23 I .00 1.42 1.74 I I 2.000 .000 .00 I 1 .0 .0055 .19 1.49 .91 1.59 .013 .00 .00 I_ PIPE I 15.60 5.93 I .55 I 917.40 I .00 I 1.42 1.66 1 I 2.000 I .000 l .00 1 .0 .0051 .68 1.56 .83 1.59 .013 .00 .00 PIPE I 15.60 5.81 I .52 918.09 I .00 I 1.92 1.61 I I 2.000 I .000 .00 1 .0 { .0050 .16 1.59 .79 1.59 .013 .00 .00 PIPE 15.60 5.81 I .52 I 918.25 I .02 I 1.42 1.61 I I 2.00D I .000 I .00 1 .0 .0050 .18 1.61 .79 '1.58 .013 .00 1_ .00 PIPE I 15.60 -i- 5.83 -I- I .53 -I- I 918.43 I .00 I 1.42 1.62 I I 2.000 { .000 I .00 1 .0 I .0051 -I- .02 -I- 1.59 -I- .80 -I- 1.58 -I- .013 -I- .00 1- .00 PIPE 15.60 5.83 .53 I 918.45 I .00 I 1.42 1.62 I 2.000 I .000 I .00 I- 1 .0 uvc)-► FILE: lined1g100,WSW W S P G W - EDIT LISTING - Version 14.06 Date: 6-27-2005 Time: 8: 8: 5 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) YM Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - 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 1000.000 911.000 1 911.100 ELEMENT NO 2 IS A REACH U/S DATA STATION+ INVERT SECT N RADIUS ANGLE ANG PT MAN H 1010.100 911.030 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION+ INVERT SECT N RADIUS ANGLE ANG PT MAN H 1145.440 911.210 1 .013 45.000 -172.320 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1210.570 912.000 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH UIS DATA STATION INVERT .SECT N RADIUS ANGLE ANG PT MAN H 1236.910 912.180 1 .013 45.000 -33.537 .000 0 ELEMENT NO 6 IS A REACH + • + UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1241.600 912.200 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS * ' U/S DATA STATION INVERT SECT W S ELEV 1241.600 912.200 1 912.200 FILE: linedlg100.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE Program Package Serial Number: 1650 WATER SURFACE PROFILE LISTING Date: 6-27-2005 Time: 8: 8:11 ...........................................................................................•.............................. ........ Invert Depth Water I Q Vel Vel Energy I Super (Critical Flow Top Height/Base Wtl INo Wth Station Elev I (FT, , Elev (CFS) I (FPS) Head I Grd.El_) Elev I Depth I Width Dia. -FT'or I.D.I ZL IPrs/Pip I I I -{ L/Elem Ch Slope -j- SF Avel •, HF ISE DpthlFioude N Norm Dp "N. I X.Fal1 ZR (Type Ch ............... ......... ................ I.......�. . ..a...1................... ... I...a.., 1000.000 911.000 1.368 912.368 16.40 5.96 .55 912.92 .00 1.37 2.49 2.500 .000 .00 1 .0 2.409 .0030 .0045 .01 1.37 1.00 1.59 .013 .00 .00 PIPE 1002.409 911.007 1.422 912.429 16.40 5.69 .50 912.93 .00 1-37 2.48 2.500 .000 .00 1 .0 7.691 .0030 .0040 .03 1.42 .93 1.59 .013 .00 .00 PIPE 1010.100 911.030 1.465 912.495 16.40 5.49 .47 912.96 .03 1.37 2.46 2.500 .000 .00 1 .0 7.414 .0013 .0036 .03 1.49 .88 2.50 .013 .00 .00 PIPE 1017.514 911.040 1.524 912.564 16.40 5.23 .43 912.99 .02 1.37 2.44 2.500 .000 .00 1 .0 13.165 .0013 .0032 .04 1.55 .81 2.50 .013 .00 .00 PIPE 1030.679 911.057 1.587 912.645 16.40 4.99 .39 913.03 .02 1.37 2.41 2.500 .000 .00 1 .0 21.375 .0013 .0028 .06 1.61 .75 2.50 .013 .00 .00 PIPE 1052.054 911.086 1.654 912.740 16.40 4.76 .35 913.09 .02 1.37 2.37 2.500 .000 .00 1 ,p 34.013 .0013 .0025 .09 1.67 .69 2.50 .013 .00 .00 PIPE 1086.066 911.131 1.726 912.857 16.40 4.53 .32 913.18 .02 1.37 2.31 2.500 .000 .00 1 .0 54.051 .0013 .0022 .12 1.74 .64 2.50 .013 .00 .00 PIPE 1140.117 911.203 1.804 913.007 16.40 4.32 .29 913.30 .01 1.37 2.24 2.500 .000 .00 1 .0 5.323 .0013 .0021 .01 1.82 .59 2.50 .013 .00 .00 PIPE 1145.440 911.210 1.810 913.020 16.40 4.31 .29 913.31 .00 1.37 2.23 2.500 .000 .00 1 .0 4.988 .0121 .0022 .01 1.81 .58 1.04 .013 .00 .00 PIPE 1150.428 911.271 1.732 913.003 16.40 4.52 .32 913.32 .00 1.37 2.31 2.500 .000 .00 1 .0 .302 .0121 .0023 .00 1.73 .63 1.04 .013 .00 .00 PIPE 1150.730 911.274 1.732 913.006 16.40 4.52 .32 913.32 .00 1.37 2.31 2.500 -000 .00 1 .0 HYDRAULIC JUMP 1150.730 911.274 1.066 912.341 16.40 8.21 1.05 913.39 .00 1.37 2.47 2.500 .000 .00 1 .0 8.805 .0121 .0109 .10 1.07 1.61 1.04 .013 .00 .00 PIPE 1159.535 911.381 1.077 912.458 16.40 8.10 1.02 913.48 .00 1.37 2.48 2.500 .000 .00 1 .0 25.798 .0121 .0101 .26 1.08 1.58 1.04 .013 .00 .00 PIPE I I I I I I I I 1185.333 911.694 1.117 912.811 16.40 7.72 .93 913.74 .00 1.37 2.49 2.500 .000 .00 1 .0 13.244 .0121 .0089 -12 1.12 1.47 1.04 .013 .00 .00 PIPE 1198.577 911.855 1.158 913.013 16.40 7.36 .84 913.85 .00 1.37 2.49 2.500 .000 .00 1 .0 7.515 .0121 .0078 .06 1.16 1.37 1.04 .013 .00 .00 PIPE 1206.092 911.946 1.202 913.148 16.40 7.02 .77 913.91 .00 1.37 2.50 2.500 .000 .00 1 .D -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 4.478 .0121 .0069 .03 1.20 1.28 1.04 .013.00� .00 PIPE I 1210.570 912.000 1.248 913.248 16.40 6.69 .70 913.94 .08 1.37 2.50 2.500 .000 .00 1 .0 13.129 .0068 .0063 .08 1.33 1.19 1.23 .013 .00� .00 PIPE I 1223.699 912.090 1.267 913.357 16.40 6.57 .67 914.03 .07 1.37 2.50 2.500 .000 .00 1 .0 10.880 .0068 .0057 .06 1.34 1.16 1.23 .013 .00 .00 PIPE 1234.579 912.164 1.316 913.480 16.40 6.26 .61 914.09 .07 1.37 2.50 2.500 .000 .00 1 .0 2.331 .0068 .0051 .01 1.38 1.08 1.23 .013 .00 .00 PIPE 1236.910 912.180 1.368 913.548 16.40 5.96 .55 914.10 .00 1.37 2.49 2.500 .000 .00 1 .0 I - 4.69D .0043 .0046 .02 1.37I 1.00 1.41 .013 .00I .00 I PIPE I I I 1241.600 912.200 1.401 913.601 16.40 5.80 .52 914.12 .00 1.37 2.48 2.500 .000 .00 1 .0 �(NE D -Z FILE: Iined2g100.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 6-27-2005 Time, 8:12: 2 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y;4) YtS) Y(6) Y(7) Y(8) Y(9) Y(1O) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - HEADING LINE NO 2 IS HEADING LINE NO 3 IS - 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 1000.000 916.330 1 916.360 ELEMENT NO 2 1S A REACH U/9 DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1024.040 919.670 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1024.040 919.670 1 919.670 FILE: 1ined2g100.WSw W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Pa Ckage Serial Number: 1650 WATER SURFACE PROFILE LISTING Date: 6-27-2005 Time: 8:12: 6 ........................................................................................................•................. ........ Invert I Depth I Water I QVel Vel Energy i Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev (FT) Elev I (CFS) (FPS) Head I Grd.El. Elev Depth I Width IDia.-FT or I.D.I ZL IPrs/Pip I_ (. I. L/Elem ICh Slope SF Avel HF ISE Dpth Froude NlNorm Dp "N'� K -Fall) ZR Type Ch .........I.,,......I...............I.........I.......,.......I.....,...I...... .......I......, ......I..,....I..... Type... 1000.000 916.330 .198 916.528 1.10 10.00 1.55 9i8.08 .00 .44 .80 1.000 .000 .00 1 .0 I_ 3.882 .1389 .1280 .50 .20 4.74 .19 .013 .00 .00 PIPE I I i I I I I I I I I I I 1001.882 916.869 .199 917.068 1.10 9.88 1.52 918.58 .00 .44 .80 1.000 .000 .00 1 .0 .I_ -I_ _I- 6.210 .1389 .1179 .73 .20 4.66 .19 .013 .00 .00 PIPE I I I I I I I I I I I I I 1010.092 917.732 .206 917.938 1.10 9.42 1.38 919.32 .00 .44 .81 1.000 .000 .00 1 .0 I. 3.2971 .1389 .1031 .34 .21 4.37 .19 .013 .00 .00 PIPE I I I I 1 1 I I I I I I I 1013.389 918.190" .213 918.403 1.10 8.98 1.25 919.66 .00 .44 .82 1.000 .000 .00 1 .0 _I. _I. I_ 2.186 .1389 .0900 .20 .21 4.09 .19 -013 .00 .00 PIPE I I I I I I I I I I I I I 1015.575 918.494 .220 918.714 1.10 8.56 1.14 919.85 .00 .44 .83 1.000 .000 -00 1 .0 1.600 .1389 .0786 .13 .22 3.83 .19 .013 .00 .00 PIPE I I I I I I I I I I I I I 1017.175 918.716 .227 918.943 1.10 8.17 1.04 919.98 .00 .44 .84 1.000 .000 .DO 1 .0 -I_ 1.226 .1389 .0687 .08 -23 3.59 .19 .013 .00 .00 PIPE I I I I I I I I I I I I I 1018.401 918.887 .235 919.122 1.10 7.79 .94 920.06 .00 44 85 1.000 .000 .00 1 .0 .1389 .0601 .06 .24 3.36 .19 .013 .00 .00 PIPE I I I I I I I I I I I I I 1019.385 919.023 .243 919.266 1.10 7.42 .86 920.12 .00 .44 .86 1.000 .000 .00 1 .0 .797 .1389 .0526 .04 .24 3.15 .19 .013 .00 .00 PIPE I I I i I I I I I I I I I 1020.181 919.134 .252 919.386 1.10 7.08 .78 920.16 .00 .44 .87 1.000 .000 .00 1 .0 1- .675 .1389 .0460 .03 .25 2.95 .19 .013 .00 .00 PIPE I I I I I I i I I I I i 1 " 1020.856 919.228 .260 919.488 1.10 6.75 .71 920.19 .00 .44 .88 1.000 .000 .00 1 .0 .I_ I_ .560 .1389 .0402 .02 .26 2.76 .19 .013 .00 .00 PIPE I I I I i I I I I I I I I 1021.416 919.305 .269 919.575 1.10 6.43 .64 920.22 .00 .44 .89 1.000 .000 .00 1 .0 .467 .1389 .0352 .02 .27 2.58 .19 .013 .00 .00 PIPE I I I I I I I I I I I 1 I 1021.883 919.370 .279 919.649 1.10 6.14 .58 920.23 .00 .44 .90 1.000 .000 .00 1 .0 .408 .1389 .0308 .01 .28 2.42 .19 .013 .00 .DO PIPE i I I I I I I I I I I 1 I 1022.291 919.427 .288 919.715 1.10 5.85 .53 920.25 .00 .44 .91 1.000 .000 .00 1 .0 I_ I _I_ _I. I_ .342 .1389 .0269 .01 .29 2.26 .19 .013 .00 .00 PIPE i I I I I I I I I I I i I 1022.633 919.474 .298 919.773 1.10 5.58 .48 920.26 .00 .44 .91 1.000 .000 .00 1 .0 l_ .285 .1389 .0236 .01 .30 2.12 .19 .013 .00 .00 PIPE I I I i I f I I I I I I I 1022.919 919.514 .309 919.823 1.10 5.32 .49 920.26 .00 .44 .92 1.000 .000 .00 1 .0 .245 .1389 .0207 .01 .31 1.98 .19 .013 .00 .00 PIPE I I I I 1 I I I I I I I I 1023.163 919.540 .320 919.868 1.10 5.07 .40 920.27 .00 .44 .93 1.000 .000 .00 1 .0 _I. .209 .1389 .0101 .00 .32 1.85 .19 .013 .00 .00 PIPE I I I I I I I I 1 1 I i I 1023.372 919.577 .331 919.908 1.10 4.83 .36 920.27 .00 .44 .94 1.000 .000 .00 1 .0 I_ .171 .1389 .0159 .00 .33 1.73 .19 .013 .00 .00 PIPE I I I I I I I I I I I I I 1023.543 919.601 .343 919.944 1.10 4.61 .33 920.27 .00 .44 -95 1.000 .000 .00 1 .0 .144 .1389 .0139 .00 .34 1.62 .19 .013 .00 .00 PIPE I I I I I I I I I I I I I 1023.687 919.621 .355 919.976 1.10 4.39 .30 920.28 .00 .44 .96 1.000 .000 .00 1 .0 .113 .1389 .0122 .00 .36 1.51 .19 .013 .00 .00 PIPE I I I I I I I I I I I I I 1023.800 919.637 .368 920.005 1.10 4.19 .27 920.28 .00 .44 .96 1.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .092 .1389 .0107 .00 .37 .1.42 .19 .013 .00 .00 PIPE I i I I I I I I I I I I I 1023.891 919.649 .381 920.030 1.10 4.00 .25 920.28 .00 .44 .97 1.000 .000 .00 1 .0 .066 .1389 .0094 .00 .38 1.32 .19 .013 .00 .00 PIPE 1023 .957 919.658 .395 920.054 1.10 3.81 .23 920.28 .00 .44 .98 1.000 .000 .00 1 .0 .050 .1389 .0082 .00 .40 1.24 .19 .013 .00 .00 PIPE 1024.007 919.665 .409 920.074 1.10 3.63 .20 920.28 .00 .44 .98 1.000 .000 .00 1 .0 .027 _1389 .0072 .00 .41 1.15 .19 .013 .00 .00 PIPE 1024.034 919.669 .424 920.093 1.10 3.46 .19 920.28 .00 .44 .99 1.000 .000 .00 1 .0 .006 .1389 .0063 .00 .42 1.08 .19 .013 .00 .00 PIPE 1024.040 919.670 .441 920.111 1.10 3.29 .17 920.28 .00 .44 .99 1.000 .000 .00 1 .0 KCTCONSULTANTS, INC CML ENGINEERS -SURVEYORS -PLANNERS Quality People Providing Quality Professional Services to Quality Clients age of L Job: fAMAAW.O.: 13;S`` OZ Calc. by: 'r C. Date: 4-12-06. Ck Id by: GllklqWJA Av1nNUr_ STREET CAf4cVTT CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 ------------------------- Program License Serial Number 6025 S l eEET 357IN IN -------------------------------------------------------------------- *** Irregular Channel Analysis *** e Upstream (headworks) Elevation = 100.000(Ft.) Downstream (outlet) Elevation = 99.000(Ft.) Runoff/Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.690(Ft.) -------------------------------------------------------------------- Depth of flow = 0.690(Ft.) Average velocity = 4.322(Ft/s) Total flow rate in 1/2 street = 39.452(CFS) ******* Irregular Channel Data *********** ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.17 2 24.00 0.69 3 52.00 0.13 4 54.00 0.00 5 54.08 0.67 6 66.00 0.91 Manning's 'N' friction factor = 0.015 ----------------------------------------------------------------- Sub-Channel flow = 39.452(CFS) ' ' flow top width = 31.073(Ft.) ' wetted perimeter = 31.678(Ft.) ' ' velocity= 4.322(Ft/s) ' area = 9.128(Sq.Ft) ' Froude number = 1.405 Upstream point elevation = 100.000(Ft.) Downstream point elevation = 99.000(Ft.) Flow length = 100.000(Ft.) Depth of flow = 0.690(Ft.) rAV $WC T �•fith Average velocity = 4.322(Ft/s) SAY J !' �_7i ��y,V T ^ C �5 Total irregular channel flow = 39.452(CFS) _` Irregular channel normal depth above invert elev. = 0.690(Ft.) Average velocity of channel(s) = 4.322(Ft/s) ------------------------------------------------------- Sub-Channel No. 1 Critical depth = 0.785(Ft.) ' Critical flow top width = 40.557(Ft Critical flow velocity= 3.147(Ft/s) Critical flow area = 12.536(Sq.Ft) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ CA-Vc;A 15ASIVI CA fXC T?1` c4LCOL- TIDO A5 dol i &-zr2 '--CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 ------------------------------------------------------------ Program License Serial Number 6025 -------------------------------------------------------------------- *** Street Flow +Inlet Analysis *** _ • Upstream (headworks) Elevation = 100.000(Ft.) Downstream (outlet) Elevation = 99.000(Ft.) Runoff/Flow Distance = 100.000(Ft.) ' Maximum flow rate in channel(s) = 56.200(CFS) z5 -------------------------------------------------------------------- ' Top of street segment elevation = 100.000(Ft.) End of street segment elevation = 99.000(Ft.) Length of street segment = 100.000(Ft.) ' Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 54.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) ' Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft.) ' Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to 'crown = 0.0150 Half street cross section data points: X-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 0.9067 right of way 12.0000 0.6667 top of curb 12.0000 0.0000 flow line 14.0000 0.1250 gutter end 48.0000 0.8050 grade break 66.0000 1.1650 crown CURB INLET TYPE STREET DRAIN, Opening Height = B.000(In.) Street Inlet Calculations: Street flow in street inlet depression = 56.200(CFS) Gutter depression depth = 3.000(In.) Gutter depression width = 4.000(Ft.) Depth of flow = 0.970(Ft.) Average velocity = 4.660(Ft/s) Total flow rate in 1/2 street = 56.200(CFS) ' U.S. DOT Hydraulic Engineering Circular No. 12 inlet calculations: Street flow half width at start of inlet = 33.761(Ft.) Flow rate in gutter section of street = Qw = 17.588(CFS) Given inlet length L = 35.000(Ft.) Ratio of frontal flow to total flow = EO = 0.3130 �I C f5 .. 21 = 2'x.°1 n n 11 C Half street cross section data points through curb inlet: X-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 1.1567 right of way 12.0000 0.9167 top of curb 12.0000 0.0000 flow line 16.0000 0.3750 gutter/depression end 48.0000 1.0150 grade break 66.0000 1.3750 crown Length required for total flow interception = Lt Lt = .6 * Q'0.42 * Slope A.3 * (1/(n*Se)^.6 = 70.637(Ft.) where Manning's n = 0'.0150 and Slope = street slope = 0.0100 Se = Equivalent Street x -slope including depression = 0.0396 Efficiency = 1 - (1-L/Lt)A1.8 = 0.7081 Remaining flow in street below inlets = 16.402(CFS) Depth of flow = 0.512(Ft.) Average velocity = 3.527(Ft/s) Total flow rate in 1/2 street = 16.402(CFS) Streetflow hydraulics: Halfstreet flow width (curb to crown) = 21.366(Ft.) Average flow velocity = 3.53(Ft/s) Channel including Gutter and area towards property line: Flow Width = 2.000(Ft.) Flow Area = 0.900(Sq.Ft) Velocity = 4.837(Ft/s) Flow Rate = 4.351(CFS) Froude No. = 1.2709 Channel from outside edge of gutter towards grade break: Flow Width = 19.366(Ft.) Flow Area = 3.750(Sq.Ft) Velocity = 3.213(Ft/s) Flow Rate = 12.051(CFS) Froude No. = 1.2868 Channel from grade break to crown: 0.000(Sq.Ft) Flow Width = 0.000(Ft.) Flow Area = Velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS) Froude No. = 0.7689 Total flow rate in street = 16.402(CFS) '�'-�Y' -------------------------------------------------------------------- Q Z� 5r. CALN UATI ORS> C- 4AD0E -10t Q 1co CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 ------------------------------------------------------------------ Program License Serial Number 6025 ------------------------------------------------------------------ ' Top of street segment elevation = 100.000(Ft.) *** Street Flow +Inlet Analysis *** Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Upstream (headworks) Elevation = 100.000(Ft.) �� 1• Distance from crown to crossfall grade break = 18.000(Ft.) Downstream (outlet) Elevation = 99.000(Ft.) ' Slope from grade break to crown (v/hz) = 0.020 Runoff/Flow Distance Maximum flow rate in = 100.000(Ft.) 1 70.800(CFS)�,• Q1o,_,,-)------------------------------------------------------------------ Distance from curb to property line = 12.000(Ft.) channel(s) = Slope from curb to property line (v/hz) = 0.020 ' Top of street segment elevation = 100.000(Ft.) End of street segment elevation = 99.000(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 54.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 ' Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Half street cross section data points: ' X-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 0.9067 right of way 12.0000 0.6667 top of curb 12.0000 0.0000 flow line 14.0000 0.1250 gutter end 48.0000 0.8050 grade break 66.0000 1.1650 crown CURB INLET TYPE STREET DRAIN, Opening Height = 8.000(In.) ' Street Inlet Calculations: Street flow in street inlet depression = 70.800(CFS) Gutter depression depth = 3.000(In.) Gutter depression width = 4.000(Ft.) ' Depth of flow = 1.031(Ft.) Average velocity = 4.756(Ft/s) Total flow rate in 1/2 street = 68.700(CFS) U.S. DOT Hydraulic Engineering Circular No. 12 inlet calculations: Street flow half width at start of inlet = 36.783(Pt.) Flow rate in gutter section of street = Qw = 17.903(CFS) Given inlet length L = 35.000(Ft.) Ratio of frontal flow to total flow = EO = 0.2606 Half street cross section data points through curb inlet: X-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 1.1567 right of way 12.0000 0.9167 top of curb 12.0000 0.0000 flow line 16.0000 0.3750 gutter/depression end 48.0000 1.0150 grade break 66.0000 1.3750 crown Length required for total flow interception = Lt Lt = .6 * Q^0.42 * Slope".3 * (1/(n*Se)A.6 = 80.940(Ft.) where Mannings n = 0.0150 and Slope = street slope = 0.0100 Se = Equivalent Street x -slope including depression = 0.0363 Efficiency = 1 - (1-L/Lt)A1.8 = 0.6392 Remaining flow in street below inlets = 26.90(CFS)�•j�-,�cjs Depth of flow = 0.585(Ft.) Average velocity = 3.907(Ft/s) Total flow rate in 1/2 street = 24.786(CFS) Streetflow hydraulics: Halfstreet flow width (curb to crown) = 25.017(Ft.) Average flow velocity = 3.91(Ft/s) Channel including Gutter and area towards property line: Flow Width = 2.000(Ft.) Flow Area = 1.046(Sq.Ft) Velocity = 5.288(Ft/s) Flow Rate = 5.530(CFS) Froude No. = 1.2888 Channel from outside edge of gutter towards grade break: ' Flow Width = 23.017(Ft.) Flow Area = 5.298(Sq.Ft) Velocity = 3.635(Ft/s) Flow Rate = 19.256(CFS) Froude No. = 1.3351 ' Channel from grade break to crown: Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS) Froude No. = 0.7689 Total flow rate in street, = 26.90 (CFS) t5Y-IV--Piy55 ------------------------------------------------------------------ otE,: "(OThL- Ce) .D5 . Qt�L L �5 � u = 1�� C� � 3'� � � a = 1't• (0 cfS -mac 01A-TGL-1 �A5►r� cog-,e�. CALCULATI)NS Q 1W CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 ---------------------------------------------------- Program License Serial Number 6025 ---------------------------------------------------- *** Street Flow +Inlet Analysis *** Upstream (headworks) Elevation = 100.000(Ft.) � r�r Downstream (outlet) Elevation = 99.600 (Ft. ) ,,��� Runoff/Flow Distance = 100.000(Ft.) Maximum flow rate in channel (s) = 26. 900 (CFS)--- COVI1)11 l -------------------------------------- W--`_1 -- Top of street segment elevation = 100.000(Ft.) End of street segment elevation = 99.600(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter.flowline = 8.0(In.) Width of half street (curb to crown) = 54.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000.(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Half street cross section data points: X-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 0.9067 right of way 12.0000 0.6667 top of curb 12.0000 0.0000 flow line 14.0000 0.1250 gutter end 48.0000 0.8050 grade break 66.0000 1.1650 crown CURB INLET TYPE STREET DRAIN i 0 en p ng Height = 8.000 (In.) Street Inlet Calculations: Street flow in street inlet depression = 26.900(CFS)C:4—JTC�- Gutter depression depth = 3.000(In.)' ���� Gutter depression width = 4.000(Ft.) 1, t Depth of flow = 0.889 (Ft. ) ftow f Average velocity = 2.855(Ft/s) ` y' Total flow rate in 1/2 street = 26.900(CFS) U.S. DOT Hydraulic Engineering Circular No. 12 inlet calculations: Street flow half width at start of inlet = 29.718(Ft.) Flow rate in gutter section of street = Qw = 11.292(CFS) Given inlet length L = 42,.000(Ft.) I Ratio of frontal flow to total flow = EO = 0.4198 Street slope is less than 0.5% CD Depth of flow indicates an orifice flow condition exists for an opening height of 8.00(In.) Using equation Qi = .67hL(2gd0)^.5 Maximum inlet flow capacity = 112.260(CFS) Half street cross section data points through curb inlet: X-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 1.1567 right of way 12.0000 0.9167 top of curb 12.0000 0.0000 flow line 16.0000 0.3750 gutter/depression end 48.0000 1.0150 grade break 66.0000 1.3750 crown Note: Street inlet capacity is greater than existing flow in,street. Remaining flow in street below inlets = 0.000(CFS) Zero flow remaining in street Total flow rate in street = 0.000(CFS) Q►u= Z6'1 O -FS C Z C'It5'I L - 28' CU«TI �Z L = Ih' CE?G�STIu`� �Z KCT CONSULTANTS, INC. CIM ENCIlV M-SURVEYORS-nX,1M Rs Page Quality People Providing Quality Professional Services to Quality Clients I of Job: W.O.: Calc by: Date: CkV by: GRATED InILTT U\120TY CqLC SCf %MEMETIC �a�WGv %H pPoLc, FOR 3' Y, INLET - (IV LET USI PZ -CE THS IMAX Q 16.E -CSS Al, � d by. .... -�.6 jz __G I �:Q s1'tt%vwcT F' CTort I' I , W L ACT NS 69IF S 7. ' �h FOR 2 2 II4LFr-( • j Tr INLE-T. VN ' LINK C —z ; R-0��WE5 MAIX Cts I ; , { z WFIP,• x1 U,2L ACT (1 A WekR 1 4344 LATHAM STREET, SUITE 200, RIVERSIDE, CA. 92501 P.O. BOX 5705, RIVERSIDE, CA 92517-5705 (909) 341-8940 FAX (909) 341-8945 ! _ RS KCTCONSULTANTS, INC CIVIL ENGINEERS SURVEYORS-PLANNE 1 Quality People Providing Quality Professional Serv_ces to Quality Clients age --of Job: W. 0.: Calc. by: Date: Ck'd by: Can t p FLOW CALL L I GN . I BASS OA/ duT r S KVIVT HIz'A SITE CSN 8-E P,1VIO&P i� -two AP -TS t ; ��CL�Ip-E 'ugAI�EA ; A OAL ;... i .� s�� A�-�crwt: T e 3 a i. c T 11"09099D • �R(� n _� _ �:� it's w�Td! (ANc m 3 c E FS . 4344 Latham Street, Suite 200, Riverside, CA 92501 P.O. Box 5705 Riverside, CA 92517-5706 (909) 341-8940 FAX (909) 341-8945 E -Mail: kctinc@kctconsultants.com Attachment 8 Tables Table B-2 C Values Based on Impervious/Pervious Area Ratios % Impervious % Pervious C 0 100 0.15 5 95 0.19 10 90 0.23 15 85 0.26 20 80 0.30 25 75 0.34 30 70 0.38 35 65 0.41 40 60 0.45 45 55 0,49 50 50 0.53 55 45 0.56 60 40 0.60 65 35 0.64 70 30 0.68 75 25 0.71 80 20 0.75 85 15 0.79 90 10 0.83 95 5 0.86 100 0 0.90 NOTE: Obtain individual runoff coefficient C -Factors from the local agency or from the local Flood control district. If C -Factors are not available locally, obtain factors from hydrology text books or estimate using this table. Composite the individual C -Factors using area -weighted averages to calculate the Composite C Factor for the area draining to a treatment control BMP. Do not use the C -Factors in this table for flood control design or related work. hinp. 01 90(14 D '' 100% 90% 80% 70% 60% a .c cel 50% W a 40% 30% 20% 10% 0% 0.000 Attachment7J Rain Gauge Data Curves San Bernardino County Flood Control District Gage 2146 - County Hospital, Gilbert Street, San Bernardino, California Cumulative Frequency - One Hour Average Intensity - 24 Hour Rainfall June 01, 2004 0.100 0.200 0.300 0.400 0.500 0.600 Rainfall Intensity (inches/hour) I = 0 , ( 3 I/val fKOJIZ D-2 Site Number: 2146 Data Range: 12/12/1887 to 5/5/2004 Years of Record: 116.40 Total Inches: 592.50 Total Data Pts: 1184 Rainfall Statistics: Average Annual: 13.04 Average 24H: 1.51 Median: 0.73 _ June 01, 2004 0.100 0.200 0.300 0.400 0.500 0.600 Rainfall Intensity (inches/hour) I = 0 , ( 3 I/val fKOJIZ D-2 n CI 1 71 U 1 i GENERAL NOTES 8' X 16' PRECAST STORMSCREEN` DATA DESIGN WATER QUALITY FLOW &. �" QE1ATON�S�` 2~�J q 1.) STORMSCRREENN BY STORMWATER MANAGEMENT, PORTLAND. OREGON (503-240-3393). 2.) ALL STORMSCREENS REWIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR DETAILS. 3.) PRECAST CONCRETE VAULT TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM 0858, 4.) INLET AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PRONGED BY CONTRACTOR. 5.) ANTI -FLOATATION BALLAST TO BE SPECIFIED BY ENGINEER. BALLAST TO BE SET ALONG ENTIRE LENGTH OF BOTH SIDES OF VAULT. BALLAST MATERIALS TO BE PRONGED BY CONTRACTOR. 6.) PRECAST STORNSCREEN EOUIPPED WITH KNOCKOUTS AT ALT. INLET/OUTLET LOCATIONS. CORINGS FOR LARGE DIAMETER PLUMBING AVAILABLE WHEN SPECIFIED. 7.) DETAIL REFLECTS DESIGN INTENT ONLY. ACTUAL VAULT DIMENSIONS AND CONFIGURATION WILL BE SHOWN ON THE PRODUCTION SHOP DRAWING. FLOWFLOW e- RETLNtEIA N PERIOD o< PEAK FLOW OF CA4IRIDG—REQUIRED pPE WTA LE MATERIAL DIAMETER TOP OF FLUME N/A N/A INLET PIPE i LADDER/� INLET PIPE 12 Nin-FIDATATpN &LUST W1DTN HEIGHT (USE N/A IF NOT REQUIRED) OUTLET PIPE NOTES/SPECIAL REQUIREMENTS: 8'x16' PRECAST STORMSCREEN- PLAN VIEW ! '� SCALE: N.T.S. . ' i rn. grow �czmlxr B!. PATERT No. 6.222,629. Ne. 6,62,676, Ne. 6.707,627 AND 0!m D.6. ITm POMON PAT67H9 Pj=9w SHEET wfam Wn MA Cm®R _ orml W9 Aur PA M_ am" m_ A}!A o m r� 8'x16' PRECAST STORMSCREE0 SECTION VIEW A—A SCALE: N.T.S. i 8'X16' PRECAST STORMSCRE PUN AND SECTION VIEW STANDARD DETAIL D MAMAOEMENTINC r 1 1 '�.�. �,ry aft.... «. 1�t f• � **`•.�+�%`�� � .;• ,rte.kj � -oaf:. •�� ;� '. �aW :'. .. ... .•71.x.,, •. ✓�.. Zl MILE TN MN p - ' I3W 100 or t 200 4000 FEET Printed from TOPOI @1997, W ldflower Productions (www.topo-com) O FF S LTt= N`(bZOUDU`( MP 0 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING 16800 VALLEY VIEW AVENUE LA MIRADA, CA 90638 (714) 521-4811 FAX (714) 521-4173 ' *******************-k-k-k * DESCRIPTION OF STUDY ************************** * JURUPA/ETIWANDA * 100 -YEAR HYDROLOGY * * 11 FILE NAME: X:\2007\2007HYDA.DAT TIME/DATE OF STUDY: 15:32 10/12/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC -INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.2500 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ----------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< - O� SATE. INITIAL SUBAREA FLOW-LENGTH(FEET) 600.00 ELEVATION DATA: UPSTREAM(FEET) = 945.00 DOWNSTREAM(FEET) = 937.00 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.314 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.822 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) '(INCH/HR) COMMERCIAL A 4.10 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 13.81 sF-12: T_r=Uthk'b NynemowGy rtAr Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 52 9.31 0.80 r iTOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS)= 13.81 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 --------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW«« < >TRAVELTIME-THRU-SUBAREA-(EXISTING-ELEMENT)<<<<< --»» ------------------- ELEVATION DATA: UPSTREAM(FEET) = 937.00 DOWNSTREAM(FEET) = 931.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0120 CHANNEL BASE(FEET) - 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 13.81 FLOW VELOCITY(FEET/SEC) = 6.29 FLOW DEPTH(FEET) = 0.66 ' TRAVEL TIME(MIN.) = 1.32 Tc(MIN.) = 10.64 LONGEST FLOWPATH FROM NODE 100.00 TO -NODE 102.00 = 1100.00 FEET. FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------- MAINLINE Tc(MIN) = 10.64 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.529 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS - LAND USE GROUP (ACRES) (INCH/HR) _(DECIMAL) CN COMMERCIAL A 4.10 0.80 0.1.0 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = - 4.10 SUBAREA RUNOFF(CFS) = 12.73 EFFECTIVE AREA(ACRES) = 8.20 AREA -AVERAGED Fm(INCH MRR) = 0.08 AREA -AVERAGED Fp(INCH/HR) - 0.80 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 25.46 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION (FEET)- = 931.00 DOWNSTREAM ELEVATION(FEET) = 929.70 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) =. 8.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 27.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 35.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 25.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.64 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.76 ' STREET FLOW TRAVEL TIME(MIN.) = 1.89 Tc(MIN.) = 12.53 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.199 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 7.00 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 a SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 19.65 EFFECTIVE AREA(ACRES) = 15.20 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES).= 15.20 PEAK FLOW RATE(CFS) _ `42.6 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 29.35 FLOW VELOCITY(FEET/SEC.) = 2.76 DEPTH*VELOCITY(FT*FT/SEC.) = 1.95 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 1400.00 FEET. FLOW PROCESS FROM NODE-- 103.00'TO NODE 104.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE.STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 929.70 DOWNSTREAM ELEVATION(FEET) = 928.40 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 27.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 �. Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 51.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.75 HALFSTREET FLOOD WIDTH(FEET) = 33.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.86 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.14 STREET FLOW TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 14.28 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.957 - SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 7.00 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 18.13 EFFECTIVE AREA(ACRES) = 22.20 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 FTOTAL AREA(ACRES) = 22.20 PEAK FLOW RATE(CFS) = 57.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.77 HALFSTREET FLOOD WIDTH(FEET) = 35.89 FLOW VELOCITY(FEET/SEC.) = 2.92 DEPTH*VELOCITY(FT*FT/SEC.) = 2.25 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< ' UPSTREAM ELEVATION(FEET) - 928.40 -DOWNSTREAM ELEVATION(FEET) = 927.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 27.00 INSIDE STREET CROSSFALL(DECIMAL) _ -0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Mannings FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 65.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.79 HALFSTREET FLOOD WIDTH(FEET) = 38.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.45 '. STREET FLOW TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) = 15.91 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.772 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 7.00 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .0.80 i! SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 16.96 EFFECTIVE AREA(ACRES) _ 29.20 AREA -AVERAGED Fm(iNCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 29.20 PEAK FLOW RATE(CFS) = 70.76 END OF SUBAREA STREET FLOW HYDRAULICS: r DEPTH(FEET) = 0.82 HALFSTREET FLOOD WIDTH(FEET) = 39.65 FLOW VELOCITY(FEET/SEC.) = 2.92 DEPTH*VELOCITY(FT*FT/SEC.) = 2.39 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 2000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 61 ----------=----------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »» >(STANDARD CURB SECTION USED) ««< -------------------------------------- UPSTREAM ELEVATION(FEET) = 927.00 DOWNSTREAM ELEVATION(FEET) = 922.00 i t i' STREET LENGTH(FEET) = 500.00 CURB HEIGHT (INCHES) = 8.0 STREET HALFWIDTH(FEET) = 50.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 45.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Sect ion (curb -to -curb) = 0.0149 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 79.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.92 HALFSTREET FLOOD WIDTH(FEET) = 50.58 AVERAGE FLOW VELOCITY(FEET/SEC.)'= 4.90 - PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.50 STREET FLOW TRAVEL TIME(MIN.) = 1.70 TC(MIN.) = 17.61 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.608 SUBAREA.LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .7.60 1 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) _- 7.60 - SUBAREA RUNOFF(CFS) = 17.30 EFFECTIVE AREA(ACRES) = 36.80 AREA-AVERAGED•Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES). = 36.80 PEAK. FLOW RATE(CFS) = 83.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.93 HALFSTREET FLOOD WIDTH(FEET) = 52.17 FLOW VELOCITY(FEET/SEC.) = 4.92 DEPTH*VELOCITY(FT*FT/SEC.) = 4.59 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 2500.00 FEET. FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 61 7 ------------------------------------------------------ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED)««< UPSTREAM ELEVATION(FEET) = 922.00 DOWNSTREAM ELEVATION(FEET) = 917.00 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 50.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 45.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1' STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTION FACTOR for Streetf low Section(curb-to-curb) = 0.0149 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 91.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: - n i ' STREET FLOW DEPTH(FEET) = 0.96 HALFSTREET FLOOD WIDTH(FEET) = 54.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.01 1PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.81 STREET FLOW TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 19.27 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.471 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 7.60 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 16.36 EFFECTIVE AREA(ACRES) = 44.40 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 44.40 PEAK FLOW RATE(CFS) = 95.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.97 HALFSTREET FLOOD WIDTH(FEET) = 55.68 FLOW VELOCITY(FEET/SEC.) = 5.05 DEPTH*VELOCITY(FT*FT/SEC.) = 4.89 �� G LONGEST FLOWPATH FROM NODE 100.00.TO NODE ___107.00 = 3000.00 FEET. 0 - ✓'� ---------- FN PROCESS FROM NODE 107.00 TO NODE 113.00 IS CODE = 31 ------ -----------------------------=------------------------------------- »>>> PUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USI COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DA : UPSTREAM(FEET) = 906.45 DOWNSTREAM(FEET) = 06.17 FLOW LENGTH(FE = 107.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 4.0 INCH PIPE IS 43.1 INCHES PIPE -FLOW VELOCITY( ET/SEC.) = 7.03 ESTIMATED PIPE DIAMET (INCH) = 54.00 NUMBER OF PI S = 1 PIPE-FLOW(CFS) = 95. PIPE TRAVEL ,TIME(MIN.) = .25 Tc(MIN.) = 19 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 13.00 = 3107.00 FEET. FLOW PROCESS FROM NODE 113.00 TO -ODE 113.00 IS CODE = 1 -------------------------------------- ---------------------------------- »»>DESIGNATE INDEPENDENT STREAM F C LUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR I PENDENT STREAM ARE: TIME OF CONCENTRATION (MIN. = 19.53 RAINFALL INTENSITY(INCH/ ) = 2.45 AREA -AVERAGED Fm(INCH ) = 0.08 AREA -AVERAGED Fp(IN /HR) = 0.80 AREA -AVERAGED Ap 0.10 EFFECTIVE STRE AREA(ACRES) = 44.40 TOTAL STREAM REA(ACRES) = 44.40 PEAK FLOW TE(CFS) AT CONFLUENCE = 95.55 FLO PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 21 -y- ---------------------------------------------------------------------- »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< Z --- ELEV ON DATA: UPSTREAM(FEET) = 905.66 DOWNFLOW LE H(FEET) = 1034.00 MANNING'S N = 0DEPTH OF F IN 54.0 INCH PIPE IS 41.2 INCHEPIPE-FLOW VEL TY(FEET/SEC.) = 7.58 ESTIMATED PIPE DI TER(INCH) = 54.00 NUMBEPIPE-FLOW(CFS) = .80PIPE TRAVEL TIME(MIN.) = 2.27 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 100.00 TO NODE ET. *********************************** ****** ******************************* FLOW PROCESS FROM NODE 123.00 TO 123.00 IS CODE 1 »»>DESIGNATE INDEPENDENT STRE OR CONFL CE ««< - --------- TOTAL NUMBER OF STREAMS = CONFLUENCE VALUES USED',.WeR INDEPENDENT STREAM TIME OF CONCENTRATIO IN-)= 22.12 RAINFALL INTENSIT NCH/HR) = 2.27 AREA -AVERAGED (INCH/HR) = 0.08 AREA-AVERAG Fp(INCH/HR) = 0.80 AREA-A;;EKED Ap = 0.10 EFFEC REAM AREA(ACRES) = 46.75 TO,TX STREAM AREA(ACRES) = 46.75 AK FLOW RATE(CFS) AT CONFLUENCE = 98.80 1 ARE: ' FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 I................ S CODE = 21 -------------------------------------------------------------------=-------�tN »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< a�sti� ' >>USE.TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 700.00 ELEVATION DATA: UPSTREAM(FEET) = 930.00 DOWNSTREAM(FEET) = 925.00 , {�YDCtbtU�` Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 u �� SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.224 r` * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.418 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp, Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 7.10 0.80 0.10 .52 11.22 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 ' SUBAREA RUNOFF(CFS) = 21.33 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 21.33 FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 51 ---------------------------------------------------------------------------- »» >COMPUTE TRAPEZOIDAL CHANNEL FLOW««< ' »» >TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< -------------- ELEVATION DATA: UPSTREAM(FEET) = 925.00 DOWNSTREAM(FEET) = 920.00 ' CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR - 2.000 E 0 11 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 21.33 FLOW VELOCITY(FEET/SEC) = 3.81 FLOW DEPTH(FEET) = 0.95 TRAVEL TIME(MIN.) = 2.19 Tc(MIN.) = 13.41 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 122.00 = 1200.00 FEET. FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 13.41 a * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.071 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH -/HR) (DECIMAL) CN COMMERCIAL A 7.10 -"0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 - SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 7.10 SUBAREA RUNOFF(CFS) = 19.12\� EFFECTIVE AREA(ACRES).=14.20. AREA -AVERAGED Fm(INCH/HR) = 0.08 iv AREA -AVERAGED Fp(INCHIHR) = 0.80 -.AREA -AVERAGED Ap = 0.10 O 5 Tf TOTAL AREA(ACRES) = 14.20 PEAK FLOW RATE(CFS) = 38.24' FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 31 _ »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< » » > ING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ------------- ELEVATION\VELOCI(FEET/SEC.) TREAM(FEET) = 909.30 DOWNSTREAM(FEET) = 903. FLOW LENGT91.00 MANNING'S N = 0.013 DEPTH OF F0.0 INCH PIPE IS 23.5 INCHES PIPE -FLOW FEET/SEC.) = 9.27ESTIMATED TER(INCH) = 30.00 NUMBER OF PIPES 1 PIPE-FLOW8.24PIPE TRAVEN.) 0.16 Tc(MIN.) = 13.57 LONGEST FLM NO 120.00 TO NODE 12 0 = 1291.00 FEET. FLOW PROCESS FROM NODE 123.0 TO NODE 23.00 IS CODE = 1 ------------------------------------ ----- -------------------------------- »»>DESIGNATE INDEPENDENT STREAM F »»>AND COMPUTE VARIOUS CONFLUENC ---------------------------------- ---- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR DEPENDENT TIME OF CONCENTRATION(MI = 13.57 RAINFALL INTENSITY(IN HR) = 3.05 AREA -AVERAGED Fm(IN /HR) = 0.08 AREA -AVERAGED Fp CH/HR) = 0.80 AREA -AVERAGED = 0.10 EFFECTIVE S AM AREA(ACRES) = 14.20 TOTAL STR AREA(ACRES) = 14.20 PEAK F RATE(CFS) AT CONFLUENCE _ **"CONFLUENCE DATA ** FLUENCE««< AM VALUES««< 38.24 2 ARE: off-site. San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 11/07/05 ----------------------------------------------------------- KCT Consultants, Inc., Riverside, CA - SIN 692 ------------------------------------------------------- ********* Hydrology Study Control Information ********** ----------------------------------------------------- Rational hydrology study storm event year is 25.0 -s o 5t'[ 10 Year storm 1 hour rainfall = 0.870(In.) „ 100 Year storm 1 hour rainfall = 1.250(In.) N Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.021 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** COMMERCIAL subarea type Decimal fraction soil group A = 1.000. Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data: Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 945.000(Ft.) Bottom (of initial area) elevation = 937.000(Ft.) Difference in elevation = 8.000(Ft._) Slope = 0.01333 s(96)= 1.33 TC = k(0.304)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 9.314 min. Rainfall intensity = 3.123(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.872 Subarea runoff = 11.162(CFS) Total initial stream area = 4.100(Ac.) Pervious area fraction = 0.100 Initial area Fm value = 0.098(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 937.000(Ft.) Downstream point elevation = 931.000(Ft.) Channel length thru subarea - 500.000(Ft.) Channel base width = 2.000(Ft.) ' Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 ' Manning's 'N' = 0.015 Maximum depth of channel _ 2.000(Ft.) Flow(q) thru subarea = 11.162(CFS) Depth of flow = 0.591(Ft.), Average velocity = Channel flow top width = 4.363(Ft.) Flow Velocity = 5.94(Ft/s) Travel time = 1.40 min. I Time of concentration = 10.72 min. Critical depth = 0.766(Ft.) 5.939(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** SUBAREA FLOW ADDITION **** COMMERCIAL subarea type Decimal fraction soil group A = 1:000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 10.72 min. Rainfall intensity = 2.870(In/Hr) for a' 25.0 year storm Effective runoff coefficient used for area,(total area with modified ' rational method)(Q=KCIA) is C = 0.869 Subarea runoff = 9.301(CFS) for 4.100(Ac.) Total runoff = 20.463(CFS) ' Effective area this stream = 8.20(Ac.) Total Study Area (Main Stream No. 1) = 8.20(Ac.) Area averaged Fm value = 0.098(In/Hr) '+++++++++++++++++++++++t+++++++++++++++++++t+++f-++++t+++++++++++++++++ Process from.Point/Station 102.000 to Point/Station 103.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 931.000(Ft.) End of street segment elevation = 929.700(Ft.) Length of street segment = 300.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) I Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2) side(s) of the street I Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 0.500(In.) ' Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 I Estimated mean flow rate at midpoint of street = 29.197(CFS) Depth of flow = 0.485(Ft.), Average velocity = 2.497(Ft/s) ' Top of street segment elevation = 929.700(Ft.) ' Streetflow hydraulics at midpoint of street Y p et travel: Halfstreet flow width = 24.173(Ft.) ' Flow velocity = 2.50(Ft/s) ' Travel time = 2.00 min. TC = 12.72 min. Adding area flow to street COMMERCIAL subarea type ' Decimal fraction soil group A = 1.000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 ' SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.590(ln/Hr) for a 25.0 year storm ' Effective runoff coefficient used for area,(total area with modified ' rational method)(Q=KCIA) is C = 0.866 Subarea runoff = 13.633(CFS) for 7.000(Ac.) Total runoff = 34.096(CFS) ' Effective area this stream = 15.20(Ac.) Total Study Area (Main Stream No. 1) = 15.20(Ac.) ' Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 34.096(CFS) ' Half street flow at end of street = 17.048(CFS) Depth of flow = 0.514(Ft.), Average velocity = 2.596(Ft/s) Flow width (from curb towards crown)= 25.622(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 103.000 to Point/Station 104.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 929.700(Ft.) ' End of street segment elevation = 928.400(Ft.) Length of street segment = 300.000(Ft.) Height of curb, above gutter flowline = 8.0(In.) ' Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz). = 0.020 ' Street flow is on [2] side(s) of the street Distance from curb to property line = 10-000 (Ft.) Slope from curb to property line (v/hz) = 0.020 ' Gutter width = 2.000(Ft.) Gutter hike from flowline = 0.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 ' Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 41.947(CFS) Depth of flow = 0.556(Ft.), Average velocity = 2.734(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 27.693(Ft.) Flow velocity = 2.73(Ft/s) ' Travel time = 1.83 min. TC = 14.55 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 FI 0 0 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.390(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.863 Subarea runoff = 11.695(CFS) for 7.000(Ac.) Total runoff = 45.791(CFS) Effective area this stream = 22.20(Ac.) Total Study Area (Main Stream No. 1) = 22.20(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 45.791(CFS) Half street flow at end of street = 22.695(CFS) Depth of flow = 0.574(Ft.), Average velocity = 2.795(Ft/s) Flow width (from curb towards crown)= 28.619(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 928.400'(Ft.) End of street segment elevation = 927.000(Ft.) Length of street segment = 300.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 0.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 53.010(CFS) Depth of flow = 0.598(Ft.), Average velocity = 2.981(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 29.817(Ft.) Flow velocity = 2.98(Ft/s) Travel time = 1.68 min. TC = 16.23 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Rainfall intensity = 2.238(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.861 Subarea runoff = 10.458(CFS) for 7.000(Ac.) Total runoff = 56.249(CFS)� Effective area this stream = 29.20(Ac.) 0 Z� (? �:TIVAQDAI 10, VA 0X Total Study Area (Main Stream No. 1) = 29.20(Ac.) ' Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 56.249(CFS) Half street flow at end of street = 28.125(CFS) Depth of flow = 0.611(Ft.), Average velocity = 3.025(Ft/s) Flow width (from curb towards crown)= 30.488(Ft.) 1 I r ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 927.000(Ft.) End of street segment elevation = 923.470(Ft.) Length of street segment = 270.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 54.000(Ft.). Distance from crown to crossfall grade break = 52.000(Ft Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 12.000(Ft. Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 0.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.657(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel. Halfstreet flow width = 32.764(Ft.) Flow velocity = 5.31(Ft/s) Travel time = 0.85 min. TC = 17.07 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= The area added to the existing stream causes a a lower flow rate of Q = 56.010(CFS) f- "I f 57.039(CFS) 5.313(Ft/s) 0.098(In/Hr) ' ere ore the upstream flow rate of Q = 56.249(CFS) is being used Rainfall intensity = 2.171(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.859 ' Subarea runoff = 0.000(CFS) for 0.820(Ac.) Total runoff = 56.249(CFS) Effective area this stream = 30.02(Ac.) ' Total Study Area (Main Stream No. 1) = 30.02(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 56.249(CFS) Half street flow at end of street = 56.249(CFS) ' Depth of flow = 0.654(Ft.), Average velocity = 5.294(Ft/s) Flow width (from curb towards crown)= 32.593(Ft.) Process from Point/Station 106.000 to Point/Station 107.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ' Top of street segment elevation = 23.470(Ft.) End of street segment elevation = 15.430(Ft.) Length of street segment = 725.000(Ft.) Height of curb above,gutter flowline 8.0(In.) ' = Width of half street (curb to crown) 54.000(Ft.) Distance from crown to crossfall grade break = 52.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 ' Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 12.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 0.500(In.) ' Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 57.992(CFS) Depth of flow = 0.686(Ft.), Average velocity = 4.950(Ft/s) ' Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.96(Ft.) Streetflow hydraulics at midpoint of street travel: ' Halfstreet flow width = 34.213(Ft.) Flow velocity 4.95(Ft/s) Travel time = 2.44 min. TC = 19.51 min. Adding area flow to street COMMERCIAL subarea type Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 32.00 ' Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) The area added to the existing stream causes a a lower flow rate of Q = 54.681(CFS) therefore the upstream flow rate of Q = 56.249(CFS) is being used Rainfall intensity = 2.004(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.856 Subarea runoff = 0.000(CFS) for 1.860(Ac.) Total runoff = 56.249(CFS) ZC� Effective area this stream = 31.88(Ac.) Total Study Area (Main Stream No. 1) = 31.88(Ac.) Area averaged Fm value = 0.098(In/Hr) Street flow at end of street = 56.249(CFS) Half street flow at end of street = 56.249(CFS) Depth of flow = 0.676(Ft.), Average velocity = 4.944(Ft/s) ' Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.47(Ft.) Flow width (from curb towards crown)= 33.724(Ft.) End of computations, Total Study Area = 31.88 (Ac.) ' The following figures may ' be used for a unit h dro raph study of the same area. Note: These figures do not consider reduced effective area ' effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.100 Area averaged SCS curve number = 32.0 11 C 5 QZ� � '��O• Z � �-ooh --CG � 1� • � t N11►.1�.. r f A � SFS I��1 DA14LAA STREET, 99 NG 575AC Ld L w D @ 5 z Li LEGEND 9® EEN ,G.\ < .7 NG C, )z N2 NG tICLE 2� 2 LIJ 0100-11.5 —Al F -Cl 025-ff # 'EAS PEAK F- f^Ffi) • "6.75AC A -6,75A L-430' P 916.8 NG'@ 92() W '1_ 327 0100-18.1 - ------------ \917 G 11-121 "13M IOA=0.57 Ac 15: �-faT u 13.99INV 1 I I I 0100-19.8WI I iA�80, A-080 AG w Ac O I (:D I Oq A=4.72 Ac Q r I LINE -C' I L=540 Ft I =-540 Fl N. THIENES H RAUUC�CiGUUTIONSN(SEEEREFE .-I d NODE NOn�dUUWBPER THIENE6 .CSSLCUUTED) /1L2 Z I 19.9 INV I C7 FgII ® - FLC* NODES CAINTO TCH BASIN THIS Y 14.] 'FIV 15.1 MV /� BY-PASS INFO 254FLN STREET - -' '025. 025=161 ,' 025=14.3"' 21.3 FL �01W-19.8 0100=1]. 5 16- -L=72• I L-247• I ®Q2Y16.4CF5 QIOQ-2fi.9CFS = I " 0100 BY-PASS FLOW-- _ I L=980 Ft I A=0.80 AG A=4 61 Ac Mj-.Tfi 4CFS I L=620 F[ I A=0.82 O I O I O I O I g100-269 CFS ©A=083 Ac- ^ _DR I 4�avr N T INLET I IOA=0.57 Ac 15: �-faT u 13.99INV 1 I I I 0100-19.8WI I iA�80, A-080 AG w Ac O I (:D I Oq A=4.72 Ac Q r I LINE -C' I L=540 Ft I =-540 Fl SURFACE FLOW® 025 15 4 FL STREET =11.8 0100 26.9 TOTAL 0 STORM DRAIN ® 025 74.3CFS 0100=95.1CFS PER AT WS LOCA (J096 5.6Cf (THIENES II IN INV.9 4VNCMON 025-30 QIOO-38.2 L80. INV 025-309 0100-38.3 6.7 0100=18.8 ROOF DRAIN INET LEGEND I 2i5 Z I I C7 FgII ® - -yl-----------I FIA=.28 Ac rI A=598Ac F- i1 _ I L=980 Ft I A=0.80 AG A=4 61 Ac OAL 880 Ft I L=620 F[ I A=0.82 O I O I O I O I ORAIN II I I WMY 25=17.2 Q10D=214 L=80• 1211 INVA= 11.0 INV ___--., ft00F "DRAIN INLET 11 9 MV 7].] FL 17.2 IN L 132 INV ® 1i 122 INV /119 INV 025=132 , 01 -' 0150 28 AI 0100-18.0%025-1 I O �I L=250• x100=154 Q100=16.4 ` LIN 0100= 21.2.5 21 .9 O I L -s5' 7.5 INV L-70• LINE 'B"' SURFACE FLOW® 025 15 4 FL STREET =11.8 0100 26.9 TOTAL 0 STORM DRAIN ® 025 74.3CFS 0100=95.1CFS PER AT WS LOCA (J096 5.6Cf (THIENES II IN INV.9 4VNCMON 025-30 QIOO-38.2 L80. INV 025-309 0100-38.3 6.7 0100=18.8 ROOF DRAIN INET ` 4.4 INV J THIS INLET )ET 025=28®Of00TABLEEDRU7096 01 / 00=35.7 (NIENES ENGINEERING 0251W._ 11 jm 13 21106 LEGEND .-LINE '0' . Q1®a./ '00 Cc'FEAR FL:tl ,US _ 025-/R/ _" r.F �f-• --�A ;.` ROOF ORAIN INLET 11.0 INV -' 0150 _ 0100-19.19. 3 0.0 INV 0100=35] ` 4.4 INV J THIS INLET )ET 025=28®Of00TABLEEDRU7096 01 / 00=35.7 (NIENES ENGINEERING 0251W._ 11 jm 13 21106