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HomeMy WebLinkAboutWater of Life Community Churchr .. DRAINAGE REPORT rr WATER OF LIFE COMMUNITY CHURCH FOR �. Clip 06-051DR 06-06 ADDITIONAL PARKING AND OPEN SPACE AREAS (SCE Transmission Corridor) East Avenue to EtlwandalSan Sevalne Channel �. Fontana, Ca Prepared By: Nolan Consulting Inc 26901 Camino de Estrella, Suite D Capistrano Beach, CA 92624 (949) 240-7555 No ar May 2006 IN Updated! SeptembeF 2006 to VM Revised: February 2007 as DRAINAGE REPORT " FOR WATER OF LIFE COMMUNITY CHURCH CUP 06-05 / DR 06-06 ADDITIONAL PARKING AND OPEN SPACE AREAS (SCE Transmission Corridor) East Avenue to Etiwanda/San Sevaine Channel Fontana, Ca Prepared by: Nolan Consulting Inc 26901 Camino de Estrella, Suite D Capistrano Beach, CA 92624 (949) 240-7555 Prepared for: WATER OF LIFE COMMUNITY CHURCH 7625 East Avenue Fontana, CA, 92336 May 2006 Updated! September 2006 Revised! Derember 006% Revised: February 2007 FIGURES 1 Location Map 2 Hydrology Map - Existing Conditions 3 Hydrology Map - Proposed Conditions -� 4 Secondary Overflow @ Detention Basins ATTACH M E NTS w TABLE OF CONTENTS • Isohyetal Maps 40 • Hydraulic Calculations Description Page o Haestad Methods INTRODUCTION....................:........................................................................................ 3 • Rational Method Calculations EXISTING CONDITIONS................................................................................................ do PROPOSED CONDITIONS.............................................................................................4 METHODOLOGY............................................................................................................ 4 ,w RESULTS........................................................................................................................ 5 .................................................................... RECOMMENDATIONS...............................7 CONCLUSIONs..............................................................................................................8 REFERENCES................................................................................................................8 FIGURES 1 Location Map 2 Hydrology Map - Existing Conditions 3 Hydrology Map - Proposed Conditions -� 4 Secondary Overflow @ Detention Basins Page 2 February 2007 ATTACH M E NTS r • Soil Type Map • Isohyetal Maps �+ • Hydraulic Calculations o WSPG -100 Year o Haestad Methods o Detention Basin & Inlet Calculations • Rational Method Calculations o 10 Year Storm 0 25 Year Storm o 100 -Year Storm ,w o 5 -Year Storm (for Tc determination in unit hydrograph model) • Unit Hydrograph - 5 Year 24 Hour Storm o Pre -developed Condition Areas A & B o Post -Developed Condition Areas A & B AN a/ Drainage Report so Water of Life Community Church SCE Transmission Corridor (East Ave to Etiwanda/San Sevaine Channel) Page 2 February 2007 E rr1 INTRODUCTION Purpose art This drainage study has been prepared in order to support the final design phase of the Water of Life offsite Additional Parking and Open Space Areas within the adjacent SCE transmission corridor. This report identifies existing drainage patterns of this subject site and evaluates runoff from the site under full development as parking and open space/recreational use. Pre -project and post -project scenarios are presented as figures for comparison. Setting Water of Life Community Church proposes to expand its facilities to include a shared -use open space area and parking on approximately 10.5 acres within the nearby Southern California Edison (SCE), Southern California Gas (SCG) Utility Corridor, between East Avenue and the Etiwanda/San Sevaine Channel, in the community of Heritage Village. The proposed facilities include 2 parking lots, separated by West Liberty Parkway, which will benefit the church, as well as the neighboring community by providing additional parking for a future worship center and also landscaped open space areas, biking and walking trails, a trail/head, and a 0.6 acre fenced .,I neighborhood park with shade structures, a tot lot, and restroom facilities. The Figure 1 - Location Map below provides the project's location with respect to the surrounding vicinity including major highways and geographical features. The utilities include a 250 foot wide SCE transmission corridor and towers, a 100 foot wide SCG easement with 2-36" high pressure gas lines. There is a 50 foot wide MWD water easement (fee) with a 144" diameter water pipeline abuting the northwesterly edge of the subject property. The property is lies within the City of Fontana's West End Specific Plan. The property is zoned as public/open space. The parking and open space areas will be owned in fee and maintained by Water of Life Church. The neighborhood park �lll (Triangle Park) will be owned and maintained by the City of Fontana. Figure 1: Location Map Drainage Report Page 3 Water of Life Community Church February 2007 SCE Transmission Corridor (East Ave to Etiwanda/San Sevaine Channel) �I Interstate 210 o Water of Life $ Community o ,�� / Church / / PROJECT LOCAMO STUDY AREA Foothill Blvd Figure 1: Location Map Drainage Report Page 3 Water of Life Community Church February 2007 SCE Transmission Corridor (East Ave to Etiwanda/San Sevaine Channel) MN 0 EXISTING CONDITIONS +0 The site is currently undeveloped, with little ground cover, characterized by gently sloping terrain trending southerly. The study area is bounded by East Avenue on the south and the "" Etiwanda/San Sevaine Channel, a San Bernardino County Flood Control District facility, to the 40 north. Residential communities border the west and east property lines. There are no significant offsite flows entering the study area. The study area is divided into two basic drainage areas. Drainage Area A includes those tributaries between East Avenue and West Liberty Parkway and Drainage Area B includes the tributaries between West Liberty Parkway and the Etiwanda/San Sevaine Channel. Drainage Area A and B (2 separate parcels) are separated by West Liberty Parkway. There are several existing storm drains and inlets conveying runoff into the existing flood control channel. Drainage Area A however drains directly to East Avenue, while Drainage Area B drains to West Liberty Parkway via overland flow, into the existing City 51" RCP storm drain before entering the Etiwanda/San Sevaine Channel from the West Liberty Parkway storm drain. The predominant soil type is generally granular and favorable to infiltration. The soil is designated as Type A per the County Hydrologic Soils Group Map, which has the lowest runoff potential. s• PROPOSED CONDITIONS an The proposed development includes two new parking areas and open space areas within the two AN parcels. Grading design is intended to follow the existing gradients while maximizing usable area and avoiding import or export of soils. Therefore drainage patterns will generally remain as -� in the existing condition with runoff from proposed parking areas channeled where practical to landscape and turf areas to encourage infiltration and improve water quality of runoff before discharging to flood control facilities or the Public RMI. Onsite detention is proposed in order to .. attenuate incremental increases in storm water discharge volume for a 5 -year event. '" METHODOLOGY The hydrology calculations for determining the pre -developed (existing) and post -development (proposed) peak flows for 10 -year, 25 -year and 100 -year have been conducted using the Rational Method as incorporated into the RMH, Rational Method Hydrology software, Version 7d. (Jack P. Norris). The rational method relates rainfall intensity, the ratio of runoff to rainfall, and the drainage area size to the peak storm runoff and is expressed by the equation: Q = CIA. Where Q = runoff (in cubic feet per second), C = runoff coefficient relating the ratio of runoff to rainfall, I = rainfall intensity (in inches per hour), A = drainage area (in acres). The soil type used .. in the analysis is a combination Type A, yielding a relatively low soil runoff potential. Figures 2 and 3, the existing and proposed hydrology, respectively, summarize the results of the preliminary hydrologic analysis, including drainage areas, subareas, node numbers, elevations and cumulative Q10 and Q100 values at points of concentration or discharge. WSPG calculations for the 100 -Year design storm were conducted for the main pipe laterals and associated onsite pipe connections. HEC 22 hydraulic calculations were also conducted for the full flow analysis of PVC storm drain pipes of various sizes. Open channel normal depth calculations were conducted using Haestad Methods software utilizing Manning's equation for s open channel/normal depth analysis. Unit hydrograph computations were conducted for the 5 -year, 3 -hour, 6 -hour and 24 hour storms. The Tc for determining the time of concentration to be used in the hydrograph model was based on 5 -year Rational Method computations. The post development condition was hypothetically *� modeled with a drainage pattern equivalent to the pre -developed condition with the percent of impervious areas, pervious areas, and runoff index values adjusted for the developed site. an Drainage Report Page 4 Water of Life Community Church February 2007 do SCE Transmission Corridor (East Ave to Etiwanda/San Sevaine Channel) e-, RESULTS .. do Onsite Hydrology: The following summarizes the computed 10 -year and 25 -year peak discharges from the site to offsite facilities or the public right-of-way. The results indicate a cumulative net increase of approximately 20% in peak discharge from Drainage Area A to East Avenue public R/W if unmitigated for both the 10 -year and 25 -year "r storms. East Avenue is improved to its ultimate width with curb and gutter. Discharges are conveyed to East Avenue by 2 parkway culverts from the site. The increase in peak runoff is due to higher C value resulting from the parking lot improvements proposed in this area. This d' increase in runoff is mitigated by onsite detention areas with percolation inlets. The percolation inlets will serve to attenuate the 5 year/24 hour storm hydrograph for "zero" -discharge of the net increase as well as provide water quality treatment. 10 -Year, 25 -Year and 10Q -Year storm events �. are conveyed via high-flow inlets set above the detention pond storage elevations. Additionally, water quality Treatment Control BMP in the form of vegetated/grassy bioswales are implemented within the areas of the detention ponds. 'i 104 120 discharge to the R/W at East Avenue via a 60" wide ,ft Runoff from Nodes and public parkway culvert at Node 120 and a 48" wide parkway culvert at Node 104. Although sized for the 25 -year storm, the actual peak flow will be reduced by the onsite detention. Drainage Area A - East Avenue to West Liberty Parkway Runoff from Nodes 102 and 103 discharge to the West Liberty Parkway storm drain. These flows Node Existing Proposed Incremental Change .. Number Peak Q10 Peak Q10 Q10 % ,. 104 4.36 cfs 6.24 cfs 1.88 +43.0 120 8.44 cfs 9.10 cfs 0.66 + 7.8 131 1.17 cfs 1.13 cfs -0.04 - 3.0 ,01Total 140 - 6.95 cfs 6.95 +100 Total 13.97 cfs 23.42 cfs 9.45 Node Existing Proposed Incremental Change ,. Number Peak Q25 Peak Q25 Q25 % 104 5.27 cfs 7.41 cfs 2.14 +40.6 120 10.16 cfs 11.03 cfs 0.87 + 8.6 131 1.39 cfs 1.37 cfs -0.02 -1.4 140 -- 8.08 cfs 8.08 +100 Total 13.97 cfs 23.42 cfs 9.45 The results indicate a cumulative net increase of approximately 20% in peak discharge from Drainage Area A to East Avenue public R/W if unmitigated for both the 10 -year and 25 -year "r storms. East Avenue is improved to its ultimate width with curb and gutter. Discharges are conveyed to East Avenue by 2 parkway culverts from the site. The increase in peak runoff is due to higher C value resulting from the parking lot improvements proposed in this area. This d' increase in runoff is mitigated by onsite detention areas with percolation inlets. The percolation inlets will serve to attenuate the 5 year/24 hour storm hydrograph for "zero" -discharge of the net increase as well as provide water quality treatment. 10 -Year, 25 -Year and 10Q -Year storm events �. are conveyed via high-flow inlets set above the detention pond storage elevations. Additionally, water quality Treatment Control BMP in the form of vegetated/grassy bioswales are implemented within the areas of the detention ponds. 'i 104 120 discharge to the R/W at East Avenue via a 60" wide ,ft Runoff from Nodes and public parkway culvert at Node 120 and a 48" wide parkway culvert at Node 104. Although sized for the 25 -year storm, the actual peak flow will be reduced by the onsite detention. Runoff from Nodes 102 and 103 discharge to the West Liberty Parkway storm drain. These flows confluence onsite and are conveyed to the existing 54" storm drain from a new 18" RCP ■ connection. The 18" lateral (Lateral A) is sized for the 100 -year storm. Onsite detention at .. Nodes 102 and 103 will reduce the actual peak discharges. do Drainage Area B - West Liberty Parkway to Etiwanda/San Sevaine Channel ,. Node Existing Proposed Incremental Change Number Peak Q10 Peak Q10 Q10 % 220 6.02 cfs 8.36 cfs +2.34 +38 Total 6.02 cfs 8.36 cfs +2.34 +38 40 Node Existing Proposed Incremental Change Number Peak Q25 Peak Q25 Q25 % +.. 220 7.24 cfs 9.86 cfs +2.62 +36 7.24 cfs 9.86 cfs +2.62 +36 ,01Total Drainage Report Page 5 Water of Life Community Church February 2007 SCE Transmission Corridor (East Ave to Etiwanda/San Sevaine Channel) The results indicate a net increase of approximately 36% in peak discharge from Drainage Area B if unmitigated. Discharge currently enters the channel via overland flow to West Liberty Parkway and into the City storm drain system before entering the Etiwanda/San Sevaine Channel. The increase in peak runoff is due to higher C value resulting from the parking lot improvements proposed in this area. This increase in runoff is mitigated by onsite detention areas with percolation inlets. The percolation inlets will serve to attenuate the 5 year/24 hour storm hydrograph for "zero" -discharge of the net increase as well as provide water quality treatment. 10 -Year, 25 -year and 100 -Year storm events are conveyed via high-flow inlets set above the detention pond storage elevations. Additionally, water quality Treatment Control BMP in the form of vegetated/grassy bioswales are implemented within the areas of the detention ponds. .r Runoff from Node 220 discharges to the West Liberty Parkway 54" storm drain from a new 18" RCP connection. The 18" lateral (Lateral B) is sized for the 100 -year storm. Onsite detention at Nodes 203.1, 206.1, and 207.1 will reduce the actual peak discharges. an Pipe Capacity Analysis: WSPG calculations, using the 100 -year rational method flows, have been prepared for the primary pipe laterals connecting to the City's 51" storm drain (in West Liberty Parkway) and also for the associated connecting pipes onsite. Ll 40 Drainage Report Page 6 Water of Life Community Church February 2007 '� SCE Transmission Corridor (East Ave to Etiwanda/San Sevaine Channel) Onsite Detention The hydrograph analysis indicates the 24-hour 5 -year storm generates the larger volume of runoff compared to the 3 -hour and 6 -hour storms. The computed results for onsite storage are as follows: Existing Vol Proposed Vol Incremental Change Node 24 Hour- 24 Hour Required Storage Number 5 Year (CF) 5 Year (CF) (CF) ar Area A 44,180 52,035 7,855 Area B 19,970 26,030 6,060 The required storage volumes above were computed at each tributary collection point by using .r the respective tributary percentage area of the overall hydrograph area. The resulting volume distribution was used to fine tune the grading plan to allow for capture of the 5-year/24 hour ., hydrograph volume. The detention areas are drained into the native soil by percolation inlets. "r The inlets were sized based on data provided by the project soils consultant which percolation includes 1.5"/min (assuming no head) for discharge directly to native soils, and V/hour in landscaped areas. The target drawdown times for the detention ponds was between 24 hours and 72 hours (this ignores surface infiltration in the "landscaped areas"). The computed infiltration rates for the percolation inlets are as follows: ,. 24" Square Inlets: 720 cubic feet/day/unit 36" Square Inlets: 1620 cubic feet/day/unit Figure 4 includes a graphical summary of the detention basins, including hydrology node ,O location, basin volume, flow rates, and drawdown time. •m s Hydraulics: an Pipe Capacity Analysis: WSPG calculations, using the 100 -year rational method flows, have been prepared for the primary pipe laterals connecting to the City's 51" storm drain (in West Liberty Parkway) and also for the associated connecting pipes onsite. Ll 40 Drainage Report Page 6 Water of Life Community Church February 2007 '� SCE Transmission Corridor (East Ave to Etiwanda/San Sevaine Channel) 4W The following analysis to check pipe capacity for normal depth full flow conditions of PVC pipe with minimum slopes at 0.5%. The following is a design guide resulting from the analysis: go Pipe Size Type Min Slope Full Flow Capacity Ca) 0.5% am 8" PVC 0.5% 1.13 12" PVC 0.5% 3.27 15" PVC 0.5% 5.40 18" RCP 0.5% 9.66 .. Rating curves for varying pipe slope are included in the analysis to assist with design. By increasing the slope for certain pipe runs provides additional capacity. 0. dO Open channel analysis for trapezoidal channel was conducted to evaluate the range of discharge under various slope conditions which could be carried along a grassy open channel with 4' • bottom widths and 4:1 side slopes. Although much of the conveyance on site is open channel, there are several locations where a ., culvert under a sidewalk or access way will be necessary. It should be the goal of the final design to pass the 25 -year storm through the parkway culverts or pipes at each culvert and higher flows be designed to discharge over the walkway crossings. The 24" square inlets used to convey the detention basin high flows have been checked for head «• requirements with the results indicating available capacity for the design flow before overtopping. Node 203.1 indicates slightly less than the desired Q100 flow capacity, however the overflow, if necessary, is readily handled by the 24" inlet at Node 207.1. Detention basins: on There are 4 locations for detention within Drainage Area A: at Nodes 104 and 120 discharging VW via parkway culverts to East Avenue; and Nodes 102 and 103, low points in the parking area ,. discharging to percolation inlets. The required detention volume of 7,855 cubic feet is distributed between these four discharge locations based on prorated tributary areas, with target storage depths at or below 1.5 feet. The number of inlets at the 4 detention areas are designed to percolate the 5-year/24 hour volume within 48 hours. Parkway culverts and separate high-flow ' inlets with grate elevations above the "storage" elevation are designed to convey to the 25 -year, and 100- year flow, respectively, with any emergency overflow discharging to the street. There are 3 locations for detention within Area B: at Nodes 203.1, 206.1 and 207.1 discharging ,., to detention pond areas. The required detention volume of 6,060 cubic feet should be distributed between these three discharge locations based on prorated tributary areas, with target storage ^� depths at or below 1.5 feet. The number of inlets at the 4 detention areas are designed to dW percolate the 5-year/24 hour volume within 48 hours. See Figure 4 and associated volume calculations tables, included the Attachments, for layout and computations. The detention basin high flow discharge facility sizing calculations, the parkway culverts and 24" drain inlets, are included in the attachments. RECOMMENDATIONS Implement the percolation inlets for "zero" -discharge of the 5-year/24-hour storm hydrograph net 40 volume increase. Size 24" overflow inlets for 100 -year and parkway culverts for 25 -year. All discharge piping shall be designed to convey the 100 -year flows. Coordinate landscape and *0 drainage system to optimize grassy swales for biofiltration. a Drainage Report Page 7 Water of Life Community Church February 2007 SCE Transmission Corridor (East Ave to Etiwanda/San Sevaine Channel) on CONCLUSIONS - The proposed improvements and drainage handling have been prepared and analyzed to minimize erosion and impacts to downstream facilities. All runoff enters the public R/W from improved drainage devices. Runoff conveyed to East Avenue is discharged to the street by 2 ., parkway culverts designed for 25 -year capacity. Runoff conveyed to West Liberty Parkway enters the public R/W via new 18" pipes which connect to the City s existing 54" RCP storm drain. The computed Q100 time of concentrations (Tc) for the proposed development range between 10 and 20 minutes before discharging to offsite facilities. After entering the City facilities, all project runoff drains to the Etiwanda/San Sevaine Channel which is immediately adjacent to the +� project's southerly boundary. As this major flood control facility is an engineered channel and drains a very large area (Q100 over 15,000 cfs), the channel Tc is many times longer than the project's Tc. The project Q100 total peak runoff is 37 cfs (less than 2 tenths of 1 %) which will . have come and gone by the time the Channel Peak comes through the area. Therefore no appreciable increase in runoff is anticipated for the channel due to the project development. L--] 0 REFERENCES r 1. County of San Bernardino Hydrology Manual, August 1986, as incorporated in the Jack P. Norris Rational Method Hydrology (RMH) Software package version 7d, 2005. 2. WSPG Program by Civildesign Corporation. ,. 3. Steel Drainage and Highway Construction Products Design Manual, Figure 3.28. 4. Haestad Method 2005 Hydraulic Software HEC 22 Equations. an 5. West End Specific Plan 177 6. Etiwanda/San Sevaine Channel Asbuilts (SBCFCD) a. 7. Geotechnical Review and Soil Percolation Criteria letter, Albus-Keefe & Associates, Inc, to dated September 13, 2006 �w «rt r Drainage Report Page 8 Water of Life Community Church February 2007 SCE Transmission Corridor (East Ave to Etiwanda/San Sevaine Channel) LEGEND / Drainage Area Boundary ----------------------- Drainage Sub Area Boundary ` Drainage Area Stream - - - - - - Property Line Water of Life A3 Drainage Sub Area Designation Community Church i s Sub Area Acreage t9� \ �. . 1208.5 Node Elevation ,o= c s 220 Hydrology Node Number *Qz5=9.86cfs Cummulative Flow y Indicates Hydrology Confluence Node 7� With Confluenced Values Shown - Q25 Shown Only at/or Near Offsite Disharge No es �© / \ ` a t �!e - E General Surface Flow / \ \\ \•, / �� �y , Direction X \1238.1 1221.8 \ 14r r.\ 204 1214.5 / 7QC1'oo=4 1218.9 102 Q1o=1.47cfs Al 101 ` i 1o=2.92cfs Q1oo=2.25cfs 1 6.5 �^C w 201 1239.0 Y SS _v fs 104 Q,o=4.,0=638cfs / .58cfs 0.67 Qzs=5.27cfs 205 _1232.7 / f �..- t t _ A3 1211.0 9 1.16 / 0.97 1 105 1 .5 / / s ♦ &16.--J�o,cfsg& ya2109 /Ii /� -i _ ♦ moi'-- jactcfs j Q1o=5.61cfs ���� 1 -------------- // i� 1 ♦ Q,�42\ / Ar <� --------------------- „� ,�L-- - 1229.6 ---'� -ice` ----- -- - -�-------- - ---^�----- -- - - ------ - i / WA7 / 0.60 1216.5 A5 / 206 Qi=2.4ocfsi i -1 1214.0 08 // Q1o=4.47cfs 107 // I ♦ Q,00=3.70cfs i X2'4' � z0 0.71 1208.5Q,o=s.i5cfs 120 / Q,00=8.12cfs / Q1oo=6.99cfs O-8.44cfs *Qz5=10.1 6cfs Y - - _ / - - - '� - - ♦ - / -' -�-- - I/ - - - - _ - - - Q,w=13.31cfs / /� .- - / / -------Q,o=1.O5cfs---------- \ice 1�: ---- ��--- f --------/i --_-- ♦ !- ------ ---- - = - ----------------------- ------ - -- ------ -- ----- / A9 ' 0.57 �. \ 1218.3 106 � J / Q,o=2.73cfs W / -110 ----------------------- 0.50/ / �� ;'/ s ` .'„ 9 _ (<•�� d �Y / 223.0 zzo _ 'i I r \ \,0, `moi f �� ',�' f ll��. �f - Q,o=6.02cfs 4 jt Y/Y \ _ 01-9.480s � �. � � - • -,tom .�, "° =� � � -��� ° `' � y �� � rre� .5 �� rte- - q) 16 e X30. Sti ,C} Z.P. / / 2 `SLUM ar 80 0 80 160 320 GRAPHIC SCALE pµpFEiq, RCE 52646 w E.o. 12/31/06 t CIVIC 20 1208.0 Qto=8.43cfs Q25=10.21 cfs Q1oo=13.42cfs I 213.0 Q7 * Q25=7.41 cfs Q1oo=9.58cfs LEGEND Drainage Area Boundary ----------------------- Drainage Sub Area Boundary Drainage Area Stream — — — — — — Property Line f� Drainage Sub Area Designation 84 1.01 Sub Area Acreage 1222.0 12190 Node Elevation (Pipe Invert) +o= c s 220 Hydrology Node Number a,-12.600 Cummulative Flow 025=9.860cfs y Indicates Hydrology Confluence Node 7� With Confluenced Values Shown Q25 Shown Only at/or Near Offsite Disharge Nodes E General Surface Flow Direction 02-9.86cfs 0-12.60cfs Water of Life Community Church i 1230.0 0-3 2809 205 82 / 84 1 5 , t� 11 / \ L— s0s:7 fs i.01 \ Az3 h � aocfs , ).17 i2�4 `E520,. 99 3�0�0; 4gcts 0`p0s 80 0 80 160 320 GRAPHIC SCALE aress; 4pc°may E. e�. r� RCE 52646 f E.P. 12/31/06 — 104 1 G , � =6.26.24cfs 02=7.41cfs G _c 9.58cfs Inlet \ r Wide .\ Y' 'r��i• l �' 7 / Pkwy invert 121450 FL/Inv 36" Perc Inlet No0F& t° ,4, „ry \ SC li•G►r►c . � s� 12012080 D r�woo+yn ,� 221�rs Gla=9 1Ccfs _ 36" Perc G26=1.03cfs / Inlet Q• co= I 4.56cfs y''3 I Perc Inlet i a Igg i - —36" Perc - --- - 5' Wide----�__ Pkwy Culvert' --- 1209 50 FL/tnvDOC— It - -- - - - - 24" Perc 11 inlet IN 11 -- - - - - V '\_ - 241 ^ver{�+oGw Inlet 121' 50 by 122Qq � 121' .50 bis 1 103 Q122, 7, cfs : 023�-431 cfs I - Q+x-5 41 cfs \� _ 36" Perc V/ Inlet 224.0 / 206.1 0-6.18c1102-7.28 Is I Q 7 Q,-9.27cf3 ,, '! -a 178c, / inlet Perc 24" Overflow Inlet _ 1225 50 TG e -c 1121,v L� DxAw0ffWA SI 4.cs J f OWE r�•� Doul �1 � � - --- / 24" Cverftow Inlet 36 Perc / v, Inlet .w / ,228.0 0,0= 1.48cfs 203.1 ,102 1221.2 Q0=3.9tcfs Qa=4 54cfs \\ / Q-5.76cfs \ 24 Inlet -gyp w ^ -ft WSJ = 24 erc Inlet ,222.0 01.cfs 2071 S � pm=1.3836cts 7 Q10o=1.75cfs 5 aG01-1 y 0\t�F4,pw kr� p E 1�—►.�n a+�- �N � Dt5t�7�t l,i� iT 20 0 20 40 80 ORIGINAL SCAT. E IN INCHES perE3Si 24" Overflow Inlet l 1+ 1 222 00 TG (3' RCE 52646 s - 21900 Ipv _ / �♦ em 12/71/O6 *' c1v1� 24" Overflow Inlet 1223.00 TG 1220.50 Inv + ,102 1221.2 Q0=3.9tcfs Qa=4 54cfs \\ / Q-5.76cfs \ 24 Inlet -gyp w ^ -ft WSJ = 24 erc Inlet ,222.0 01.cfs 2071 S � pm=1.3836cts 7 Q10o=1.75cfs 5 aG01-1 y 0\t�F4,pw kr� p E 1�—►.�n a+�- �N � Dt5t�7�t l,i� iT 20 0 20 40 80 ORIGINAL SCAT. E IN INCHES U Ww LL. Z:) z J= � LL U o 0- LJ Z 'm O '0 Q1 U 0 Z C wm o O ZO v I z Q LLJ Z L C, 00 o W '-' o Q �v Q FIGURE 4 1 perE3Si 24" Overflow Inlet l 1+ 1 222 00 TG (3' RCE 52646 s - 21900 Ipv _ / �♦ em 12/71/O6 *' c1v1� U Ww LL. Z:) z J= � LL U o 0- LJ Z 'm O '0 Q1 U 0 Z C wm o O ZO v I z Q LLJ Z L C, 00 o W '-' o Q �v Q FIGURE 4 1 • 0 0 • _+_' - ._ -. _"� � •..i .� . _ - --' �` � • � . _-- :,Q.L.: - tt, R ..l=Ti. ,�3t7R�8,: hEojti6k Mme;, !' ��� mP,'R,�"tia`R�•'. ••'.r 1� ., _ `fry � t j.\��' • . i!• - r - - .�',��_�..` ♦ _.':� , t, _ sownt. 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SAN BERNARDINO COUNTY HYDROLOGY MANUAL Al INDEX NAP - - P t cam--' -� - + 9s �r il:i a LL - - _4 _ _ - 4 ' .14: k _ 4 • _ -- - -^-- — _ -_ g I `li. � r�. �•J _ - _ -fir..,_—_ _—� �IL-- __ �:.�e •= rte`----•�=; � - -.� .: ••• `_:_. ..— `r'`�_�r=`F:a -- - i F. - - - -- t '1 t - I - - moi• - . L, �t — �. 4 � � - a L 14- .Y_.�., r _ _.. .,.. ��� I � �' _ i T i �-�r'� __ j `�, _1` .��-__. - �i I:'�'- �,T• _ � X11 �-_ lv' 1 - .. ^,, _^••---r i - ^. �"—_ar i- - _ -_• __ - . Z-' __ 7a '_x;1:1,4-...1_ f ,'..1%. r k -4 'A - - ` 4 •�"-Ii. L JC1•-,� •f'_ I 1 _9-"s - j� - „ � . iii( � ; _ '�lr. .6 1 ~ _ _ ,r , 1 1•- _ _ ' S. SOIL GROUP BOUNDARY A SOIL GROUP DESIGNATION Y SCALE nse,Doo —.�----- BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 H v n Q n i n r it qnn q (.Rol i P M A P r-og rtr_ttoc r_t� SAN BERNARDINO COUNTY` C4C. INDEX NAP - - P t cam--' -� - + 9s �r il:i a LL - - _4 _ _ - 4 ' .14: k _ 4 • _ -- - -^-- — _ -_ g I `li. � r�. �•J _ - _ -fir..,_—_ _—� �IL-- __ �:.�e •= rte`----•�=; � - -.� .: ••• `_:_. ..— `r'`�_�r=`F:a -- - i F. - - - -- t '1 t - I - - moi• - . L, �t — �. 4 � � - a L 14- .Y_.�., r _ _.. .,.. ��� I � �' _ i T i �-�r'� __ j `�, _1` .��-__. - �i I:'�'- �,T• _ � X11 �-_ lv' 1 - .. ^,, _^••---r i - ^. �"—_ar i- - _ -_• __ - . Z-' __ 7a '_x;1:1,4-...1_ f ,'..1%. r k -4 'A - - ` 4 •�"-Ii. L JC1•-,� •f'_ I 1 _9-"s - j� - „ � . iii( � ; _ '�lr. .6 1 ~ _ _ ,r , 1 1•- _ _ ' S. SOIL GROUP BOUNDARY A SOIL GROUP DESIGNATION Y SCALE nse,Doo —.�----- BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 H v n Q n i n r it qnn q (.Rol i P M A P r-og rtr_ttoc r_t� UACERNE w[ll(r t.; W R W R6W R5W �4W _ .y — — — — R2V — — -- -- RIW RIE oo ,� R2E N(9PEIUA T4N • • ' i WEST-7,YIT C / \•�•- . • - .� � rALL[r A•lA N1MY•, �, / •Acc[r • •aw•.r y i . fir• ` ♦ e 9 c 1.0 _ - o - - - - - - 14- RA RA "orSNP T3N �pt 22 --� - - -. - 1 ` - ; a,r i• -- J�rP , _/ I - - T 3' 1 3N 1 - 1- ! -. _� i _�` _ -. - - 1:"• •I•. y_ '•vsn n if ` e / �^ -/ I I rT Tnn.p S+ , • -�- IA N -- - --- (x•3-1 f : / - L ARRC----- .•<., -r-�i 1 `"r<n ,.� ---1 ••.. •n. .\ •�Dw,N �' _ _ BE�NgR— T2N] • a my - +3•• s \ - '• `7 - - - .iia _ - �j •` 10 •EAR �y : E :N ,I" .Er • �.6 -- -< - - - - ` -- • - -- - - -T3-,sT?N \N A s • `f'«•-� - - . _ _ - �-r' ^ r- + - W LAKE iO,1l _ RUoIN( Ks (rMN} SU ARDA , ' / J /• I I � f Qc Lo �'r•"t a/.1 i-_ .� _ -- _ N i i I • \ l ♦. Ir. T- - .I 01i• - - -N}+ - ?,' , - - - _ / 1 ,�<''02 At( - -�- �- - �.c. - TTW OY ate! DAM }Trr•aw \/r,- 1IN r- -, r ,: C.. ` TNNr.. a f / •1 N}" / J `�•� rt +- 7 3 Ar •• ' a Z�I7 SAN S RNARD:N ♦ - - r..T 1. „oi RIALTO- 0 . s ��/c+ ~Y �'r/ ? - 1 - •b 4 - F O N T A N �n> *AS a•. o ` - - . �ii� Al TIS z: ••` .' ( „D„ .�/ - — - " ONT log+.• C TON' REDLANDS - . I•' �µ. _". �.iS OAK r ' + •.<ao - •• - - CREST i2' CHINO - -,tee T2S — —= — - •,, - --, �, - ,o. -- ;- ; - - - -1 -rfid- . _ .y - - }-- - Ali / ; }, ., 1}- _-" - - -=-, SAN (ERNARONIO OUNIhf .S - _° + �O I ,f �� RIE 1 R E x'6'•5 T3S I — - — — -- a • ' Rlr(RSIOE COUNT Jar ' 1 _ _ _ - - -,tee - -- _ - -+'' •,, - --, �, - ,o. -- ;- ; - - - -1 -rfid- . _ .y - - }-- - • ' +.- .� - •- -_ �. • / ; }, ., 1}- _-" - - -=-, SAN (ERNARONIO OUNIhf .S - _° + �O I ,f �� RIE 1 R E x'6'•5 ���• � �/� • ' Rlr(RSIOE COUNT Jar ' 1 _ _ _ -_ _ _ __ _ �- - __ . .- _ _ _ - _ . �' ..r v` e• � ,r<. _ - _.- ,PNP _ _ _ _- -_ •--_ �5 '-- _ - • - - _ s R4W R3 R2W RI ".'.+, •�=�- _. _ 7 BERNARDINO COUNTY — FLOOD p ° ONT R 5"� REDUCED DRAWING VALLEY AREA Mme • - SCALE I"= 4 MILES IsoHYETALS Yto — 10 YEAR I HOUR - �'' - - - - _ -- • _ SAN BERNARDINO COUNTY "SED ON U.SD.C, NOAH. ATLAS 2, 1973 AITIVVED BY / - - - - -- R7W - - - '••. R6 HYDROLOGY MANUAL / .8 LEGES 1 SO L I N E S PRECIPITATION (INCHES) FL /Ql"Ta NE/�f�ER DATE SCALE FILE NO. ON'Mr' NM~J • • • . • • • • • • • ° • • • • • • ° • • • • • • • • 1992 1"•2W. WRD-1 3 Of 12 B -II FIGURE B-3 t. I • -4— RIE RIW. RIE '" . R2E 1.7 I R8 R7W R6W 7 R5W �i4W „r>1r; r .,•OD — _i. •••—'T4N a5 - 30 — -_ ___ -_ '-- - _ _ — — - — '� - T4N — — — Mf4EIM� 1 LS t 1.3 ' 2 HEST IKT I. f I _ rrLn .uu wu •Rr yf•.S► I _wulr .� � r.;� , 2 1 !1. � 6 0 ° z p1 A I 13 � I '�; � �. •" � '� I .{ ( 90 yi ,ORµ - R -+_¢•'t` • f ! b� I I � 1 � T3N a 22 ..� 19 ~1 6� - MT U. "WC 1 09 • ° .i -J h r , ti 15 ` -+ 1 o. \r. '1 - / . - z. �( _. �Y ' �"• mac' �, � " ' i•�� .t�, ff � !� •c£. •_�_._ ... _. ^-4 BE: -,V ��..• •;� I �jr'�R•�lDRvl L •�a L ARROIEN� _- _ - • •E I • _ — _1`7 I - Mrr� r- L `• E RNW L if 1.5 T— -, — I — S --t — - — - L� ..,.: — — _ s — — - — - — — La - 134•IsT2N L Rf6�4r f�A' /�/ 1 Lt C fTLINE -_ __ l __ ti — ' - — - - — V - __ — •:�.� -- - n -_ — R LAKE L - WON .mom_ som Iwo -- I A MIME TIS POP m 1111 � T am - — `,••R - -- - - a •...... -- -E 11- ,,P,r •f R4W R3 R2W RI it rri I !, •/ Z�-R5 rte. -' °R°OO REDUCED DRAWING 1 , IF_ D CONTR01. N - _ SCALE I 4 MILES T3S -7- — - -- - r - - - SAN BERNARDINO COUNTY r A . • - - •• - - - - __ '•,� W HYDROLOGY MANUAL H LES �� ( I.8 ISOLINES PRECIPITATION CINCHES) 8 W VALLEY AREA ISOHYETALS Yloc-100 YEAR I HOUR "am ON user~ Nowa Erlw{ s, ws F i 1 1 oI►rE � , neat tNs ■a Ocala no. Isez rata a{ro-1 s .f �: FIGURE 8-4 FTLE: l,at,,ralA.WSW W S P G W- r_IVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1684 WATER SURFACE PROFILE LISTING Date:11-30-2006 Time: 5:13:32 Lateral A Hydraulics From West. Liberty to Onsite Upstream Limits (Node 1(13 Q100 Flows from Hydrology Invert I Depth I Water I Q I Vel Vel ! Energy I Super +++aaa+a++aaa+++++aa++. ICriticallFlow ToplHeight/lBase_ +a+ ++++a+aa.a+ Wtl aaa++a+a INo Wth Station -I- I Elev -I- I (FT) I -I- Flev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth ! Width !Dia.-Mor I.D.! ZL Prs/Pip L/Elem ICh Slope I I -I- I -I- I -I- -I- SF Avel -I- HE' -I- !SE Dpth!Froude -I- -I- NINorm Dp -I- I "N" I X-Fatll -I- ZR -I IType Ch a+++++a+++r+a++++al+aa+++++aa+++++++I+a+a+a+++!+aaa+a+I+++a+++laa++a++++a+++++ala++++++a++ar++aa+++++++a+aaa+a+a+++ I I ! aaaaa++ 1003.7-30 1210.000 8.900 I 1218.900 I 10.13 5.73 I .51 1219.41 I .00 I 1.23 I .00 I I 1.500 ! .000 .00 ! 1 .0 42./70 .1200 I I I I .0093 .39 .00 .00 .54 .013 .00 .00 PIPE 1045.900 -I- 1215.060 -I- 4.344 -I- 1219.404 -I- 10.13 -I- 5.73 I .51 1219.91 I .00 I 1.23 I .00 I I 1.500 I .000 .00 I 1 .0 18.080 .1250 I I I I I -I- -I- .0093 -I- .17 -I- 4.34 .00 -I- -I- .54 -i- .013 -I- .00 .00 1- PIPE 1063.980 -I- 1217.320 -I- 2.252 -1- 1219.572 -I- 10.13 -I- 5.73 -I- I .51 1220.08 I .00 I 1.23 I .00 I I 1.500 I .000 .00 I 1 .0 JUNCT SIR .0547 I I -I- .0169 -I- .03 -I- 2.25 .00 -I- -I- -I- .013 -I- .00 .00 I- PIPE 1065.810 I 1217.420 I 1.653 1219.073 I 10.13 8.25 I 1.06 1220.13 I .00 I 1.19 I .00 I I 1.250 I .000 .00 i 1 .0 21.710 .01.20 .0176 .38 1.65 .00 1.25 .011 .00 .00 PIPE 1087.52() -I- 1217.680 -I- 1.775 -I- 1219.455 -I- 10.13 -I- 8.25 -I- 1.06 -1- 1220.51 -I- .00 1.19 .00 1.250 .000 .00 1 .0 JUNC'T STR .0199 I I .0171 .02 -I- 1.78 .00 -I- -I- -I- .011 -I- .00 .00 I- PIPE 1088.520 I 1217.100 2.584 I 122.0.284 I 5.41 6.89 I .74 1221.02 I I .00 .94 I .00 I I 1.000 i .000 .00 I 1 .0 2.0.530 .Oi17 .0165 .34 2.58 .00 1.00 .011 .00 .00 PIPE 1109.050 1217.940 2.792 1220.732 5.41 6.89 .74 1221.47 .00 .94 .00 1.000 .000 .00 1 .0 17.240 .0122 I I I .016`; .28 2.79 .00 1.00 .011 .00 .00 PIPE 1126.290 -I- 1218.150 -I- 2.976 -1- I 1221.126 -I- I 5.41 -I- 6.89 I .74 1221.86 I I .00 .94 I .00 I I 1.000 I .000 .00 I 1 .0 29.480 .0119 I I I I I -I- -I- .0165 -I- .49 -I- 2.98 .00 -I- -I- 1.00 -I- .011 -I- .00 .00 1- PIPE 1155.770 1218.500 3.222 1221.722 5.41 6.89 i .74 1222.46 I I .00 .94 I .00 I i 1.000 I .000 .00 I 1 .0 FILE: Lat Node102.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE Program Package Serial Number: 1684 WATER SURFACE PROFILE LISTING Date:12- 4-2006 Time: 1:58:37 Lateral from Node 102 to Node 140 Connection to Lateral A Q100 I Invert 1 Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station 1 Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width Dia.-FTIor I.D.I ZL Prs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall1 ZP (Type Ch +aaaaa4+al+++aaa++a1++.+a+aala++aaaa++Iaa+aaa a+1++a+ a+Ia+a++a+I+a++aaa++la++++a+Iaa+a++a+laa++a+++1+++++a+I+aaaaaalaa+a, I++aaaaa I I I i I I I I 1 I i I I 1000.000 1217.6yO 2.590 1220.280 5.76 7.33 .84 1221.12 .00 .95 .00 1.000 .000 00 1 ) -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 50.800 .0258 .0187 .95 2.59 .00 .71 .011 .00 .00 PIPE I I I I ! I I I I I I I I 10ti0.MR) 1219,000 2.211 1221.231 5.76 -7.33 .84 1222.07 .00 .95 .00 1.0n0 .000 .00 n -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -t- -I- -i- I- FILE: Later'a1B.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1684 WATER SURFACE PROFILE LISTING Date:11-30-2006 Time:10:34:56 Lateral 8 Hydraulics from West Liberty to Onsite Upstream Limits Q100 Flows from Hydrology Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl No Wth Station -i- I Elev ! -I- (FT) ! -I- Elev I (CFS) I -I- (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTI(r I.D.I ZL IPrs/Pih L/Elem ICh Slope I I -I- I I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- -I- NINorm Dp -I- I "N" I X-Falll -I- ZR -I (Type Ch 1003.72U -I- 1210.000 -I- 8.900 -I- 1218.900 -I- 12.61 -I- 7.14 -I- .79 1219.69 .00 1.34 .00 1.500 .000 .00 1 .0 30.230 .1270 I ! I I -I- .0144 -I- .44 -I- .00 .00 -I- -I- .60 -I- .013 -I- .00 .00 1- PIPE 1033.950 -I- 11113.840 -I- 5.609 -I- 1219.449 -I- 1 12.61 -I- 7.14 -I- I .79 I 1220.24 -I- .00 I 1.34 I .00 I I 1.500 I .000 .00 I 1 .0 .:'7.401 .1771 I I I I -I- .0144 .39 -f- 5.61 .00 -I- -I- .60 -I- .013 -I- .00 .00 I- PIPF. 1061.351 121"1.322 2.519 1219.841 I 12.61 -1.14 I .79 I 1220.63 .00 I 1.34 I .00 I I 1.500 I .000 .00 I 1 .0 HYDRAULIC JUMP 1061.351 -I- I I 121-7.322 -I- .741 -I- 1218.063 -I- I I 12.61 -I- 14.48 -I- I 3.26 I 1221.32 .00 I 1.34 I 1.50 I I 1.500 I .000 .00 I 1 .0 2.424 .1271 -I- .0574 -I- .14 -I- .74 3.35 -I- -I- .60 -I- .013 -I- .00 .00 1- PIPE 1063.775 -I- I I 1217.630 I .760 -I- 1218.390 I I 12.61 -I- 14.01 I 3.05 I 1221.44 I .00 1.34 I 1.50 I I .1.500 I .000 .00 I 1 .0 3.,275 -I- .12"71 I -I- ! -I- -I- .0516 -I- .17 -I- .76 3.19 -I- -I- .60 -I- .013 -I- .00 .00 1- PIPE 1067,050 -I- 1218.04E -I- I .790 -i- 1218.836 -i- I 12.61 -I- 13.36 -I- I 2.77 -I- I 1221.61 -1- I .00 1.34 I 1.50 I I 1.500 I .000 0(1 I i 0 %.710 .1271 .0455 .12 -I- .79 2.97 -I- -I- .60 -I- .013 -I- .00 .UO 1- PIPE 1069.760 1218.390 H21 1219.211 12.61 12.74 2.52 1221.73 .00 1.34 1.49 1.500 .000 .00 1 0 2.140 .1264 I .0403 .09 .82 2.76 .60 .013 .00 .00 Pi PF: 1071.89Q I 1218.660 t .851 1219.511 I I 12.61 12.18 I 2.30 I 1221.81 I .00 1.34 I 1.49 I I 1.500 I .000 .00 I 1 U 1.933 .1264 I I I I .0357 .07 .85 2.57 .60 .013 .170 .00 P1 PE 10'7-1.P32 -I- 1218.905 -i- .885 -I- 1219.790 -I- I 12.61 -I- 11.61 -I- I 2.09 I 1221.88 I .00 1.34 I 1.48 I I 1.500 I .000 .00 I 1 .0 1.h27 .1"64 -I- .0316 -I- .05 -I- .8u 2.38 -I- -I- .60 -I- .013 -I- .00 .00 I - Pi PF FILE: Latera1B.WSW W S P G W - C_IVILDESIGN Version 14.06 pA(,E Program Package Serial Number: 1684 WATER SURFACE PROFILE LISTING Date:11-30-2006 Time:10:34:56 Lateral B Hydraulics from West Liberty to Onsite Upstream Limits Q100 Flows frnm Hydrology I Invert I Depth I Water ! Q I Vel Vel I Energy I Super IC'riticallFlow Top!Height/IBasP Wtl INo Wth Stati.(,n I Elev I (FT) I Elev I (CFS) (FPS) Head ! Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I ! ! SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR !Type Ch 1075.4`,9 -i- 1219.110 -I- .`21 -I- 1220.031 -I- 12.61 -I- 11.07 -I- 1.90 -I- 1221.93 .00 1.34 1.46 1.500 OOO .00 1 .0 1.361 .1264 I I I I .0280 -I- .04 -I- .92 -I- 2,21 -I- .60 -I- .013 -I- .00 .00 1- PIPE 1076.82.1 -I- 1-219.287 -I- .960 -I- I 1220.242 -I- 12.61 -I- 1-0. 51 -I- I 1.73 1221.97 I .00 I I 1.34 1.44 I I 1.500 I .000 .00 I 1 .0 1.i45- -I- .0248 -I- .03 -I- .96 -!- 2.04 -!- .60 -I- .013 -I- .00 .OU I- PIPE 1077.966 1219.427 1.001 1220.428 12,61 10.06 1.57 1222.00 .00 1.34 1.41 1.500 .000 u0 1 .0 .958 .1264 I I I .022! .0" 1.00 1.88 .60 .013 .00 .00 PIPE 1078.924 1219.548 1.044 1220.592 I 12.61 9.59 I 1.43 1222.02 I .00 I ! 1.34 1.38 ! I 1.500 O00 .00 1 O 76tt 1264 I ! .0197 .02 1.04 1.73 .60 U13 .00 .00 PIPE 1079.692 -I- 1219.645 -I- 1.092 -I- 1220.737 -I- I 12,61 -I- 9.15 1.30 1222.04 I .00 I 1.34 1.33 I 1.500 ! .000 00 I 1 .0 61'7 ,1264 I I I I -I- -I- .0176 -I- .01 -I- 1.09 I -I- 1.59 -I- .60 -I- .013 -I- .00 .00 I- PIPE 1080.309 -I- 1219.723 -I- 1.143 -I- 1220.866 -I- I 12.61 -I- 8.72 -I- I 1.18 1222.05 .00 I I 1.34 1.28 I I 1.500 I .000 .00 I 1 451 .1264 I I I -I- .0159 -I- .01 -I- 1.14 -I- 1.44 -I- .60 -l- .013 -I- .00 .0il 1- PIPE 1080.760 I 1219.780 1.201 1220.981 I 12.61 8.32 I 1.07 1222.05 I .00 I I 1,34 1.20 I I 1.500 I .000 .00 I 1 .0 JUNCT SIR .0546 I .0205 .04 1.20 1.30 .013 .00 00 PIPE 1082.590 I 1219.880 I 1.205 I 1221.085 I 11.12 9.17 I 1.30 12211.39 I i .00 I 1.21 ,46 I I 1.250 I .000 ,00 I 1 .0 11.023 .0177 I I I I I .0191 .21 1.21 1.00 1.2.5 Ol! (M .0) PIPE 1093.613 12.20.075 1.250 1221.325 11.12 9.06 I 1.27 1222.60 I I .00 1 1.21 .00 I I 1.250 I .0001 .00 I 1 n 18.917 .0177 .0204 .39 1.25 .00 1.25 .011 .00 .00 1- PTFE FILE: l,ateralB.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE Program Package Serial Number: 1684 WATER SURFACE PROFILE LISTING Date:11-30-?006 T1me:10:34:56 Lateral R Hydraulics from West Liberty to Onsite Upstream Limits Q100 Flows from Hydrology a+aa+a+rr++xa+++a++t+++++++ra++++r++++a+r++++++++++++t+a++++t+r++++t+++++++r+++++++++a+rtr++a++t+t++r++rr+a++++a++a+++++ra as+aa+ra I Invert ! Depth I Water I Q I Vel Vel I Energy I Super !CriticallFlow ToplHeight/IBase Wtl INo Wih Station I F,Iev (FT) i Elev I (CFS) (FPS) Head I Grd.El.l Elev I Depth I Width Dia.-FTlor I.D.I Z1, IPrs/Pip L/Elem !Ch Slope I I I SF Ave! HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR iType Ch 1112.530 I I 1220.410 I 1.317 1221.727 I ! 11.12 9.06 I 1.27 1223.00 ! .00 I 1.21 I .00 I 1.250 I ! .000 .00 ! 1 .0 JUNCT :;TR 0200 .0116 .01 1.3,- .00 .011 .00 ;)U PIPE 1113.530 -I- 1220.430 -I- 2.497 -I- 1222..927 -I- 1.85 -I- :'-.36 .09 1223.01 .00 .58 .00 1.000 .000 .00 1 U (4 (a"7 U17a I -I- -I- 0019 .18 -I- -I- 2.50 .00 -I- -I- .39 -I- .011 -I- .00 .00 I- FIFE 1207.527 I 1222. 18 I 1.000 1223.108 I I 1_,85 2.36 I .09 1223.19 I .00 I .58 I .00 I 1.000 i I .000 .00 f 1 0 182 .0179 I .0018 .01 1.00 .00 .39 .011 .00 .00 PIPE 1212.709 -I- 1222.?O1 -I- I .907 -I- 1223.108 -I- I i 1.85 -I- 2.47 I .09 1223.20 I .00 I .58 I .58 I 1.000 I I .000 .00 I 1 .0 -.764 .0179 I I I -I- -I- .0017 .00 -I- -I- .9i .38 -I- -I- .39 -I- .011 -I- .00 .00 1- PIPE 1215.473 -I- 1222.2.50 -I- I .853 1223.103 -I- I 1.85 -I- 2.59 I .10 1223.21 i .00 I .58 I .71 I 1.000 I I .000 .00 I 1 .0 1.264 .()179 -I- I -I- -I- .0019 .00 -I- -I- .85 .45 -I- -I- .39 -I- .011 -I- .00 OO 1- PIPE 1216.'737 I I 1222.273 .809 1223.082 I I 1.85 2.72 I .11 1223.20 I .00 I .58 I .79 I 1.000 I I .000 OU I 1 U HYDRAULIC JUMP 1216.737 I I 122..273 I .395 1222.667 ! ! 1.85 6.42 I .64 1223.31 I .00 I .58 I .98 I 1.000 I I .000 .00 I 1 0 144.809 .0179 .0179 2.59 .39 2.08 .39 .011 .00 OO P1 PE; 1361.546 I ! 124.R58 I .395 125.253 I I 1.85 6.42 ! .64 1225.89 I OO I .58 I .98 I 1.000 I I .000 .00 ! 1 0 41.714 .0179 I I .0175 .73 .39 2.08 .39 .011 .00 .00 PIPE 1403.260 1225.603 ! .398 1226.001 I 1.85 6.33 I .E;2 1226.62 I .00 I .58 I .98 I 1.000 I .000 .00 I 1 .0 '3.917 .0179 .0161 .39 .40 2.04 .39 .011 .00 OO PIPE FILE: I,ate.ralB.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1684 WATER SURFACE PROFILE LISTING Date:11-30-2006 Time:10:34:56 Lateral B Hydraulics from West Liberty to Onsite Upstream Limits 0100 Flows from Hydrology aa+taaart+r++aaaa+aat+ar++aaar+++ta++a+aattt+at+tt+++++aaatat++at++tataata+arx++++++a+a+ta+++ata+++a+a+++aataaaa+ataa++++a aa+ar++a I Invert I Depth I Water I 0 I Vel Vel I Energy I Super ICriticallFlow TopIHeight/IBase Wtl INo Wth Statinn -I- I Elev I -I- (FT) -I- Elev -I- I (CFS) I -I- (FPS) -I- Read I -I- Grd.E1.1 Elev I Depth I Width !Dia.-FTIor T.D.1 ZL Prs/Pip L/Elf,m Ch Sl')pe 1 I SF AveI HE -I- -I- ISE DpthIFroude -I- -I- NINorm Dp -I- I "N" I X-FallI -1- ZR -1 jType Ch 1427.171- -I- 1226.030 -I- .413 -I- 1226.443 -I- 1.85 -I- 6.04 -I- .57 -I- 1227.01 .00 .58 .98 000 .000 .00 1 u q.848 .0179 I I I i I .0142 .14 -I- -I- .41 1.91 -I- -I- .39 -I- .011 -I- .110 .00 I - PIPE 1437.020 -I- 1226.206 -I- .42H -I- 1226.634 -I- 1.85 -I- 5.76 -I- I .51 1227.15 I .00 i .58 i .99 i I l.0nn I 000 00 I 1 .0 5.674 .01.79 -I- .0124 .07 -I- -I- .43 1.78 -I- -I- .39 -I- .011 -I- .00 .00 1- P1 PE 1442.694 1226.301 .444 1226.751 1.85 5.49 .47 1227.22 OG .58 .99 1.000 .000 .00 1 n 3.82` 0179 I I I I .0109 .04 .44 1.66 .39 .011 .00 .00 PIPE 1446.`,19 1.226.37b .460 1226.836 j 1.85 5.23 I .43 1227.26 I .00 I .58 I 1.00 I I 1.0On n0U 00 I 1 .0 2.5o3 .0179 I I I I .0096 .02 .46 1.55 .39 011 .00 .0O PIPF. 1449.022 -I- 122.6.420 -I- .478 -I- 1226.8Q4 -I- I 1.85 -1- 4.99 -I- I .39 1227.28 .00 I .58 1.00 1.000 UOo .00 I 1 1.82i .0779 -I- OOR5 .02 -I- -I- .48 1.44 -I- -I- .39 -I- .011 -I- .00 .00 I - PTPF, 1450.84', -i- 1226.45 -I- .496 -I- 1226.949 -I- 1.85 -I- 4.76 -I- .35 1227.30 .00 .56 1..00 1.000 .000 .00 1 U 1.743 .0179 I I -I- .0074 .01 -I- -I- .50 1.34 -I- -I- .�9 -I- .011 -I- .00 OO 1- PIPF, 1452.088 -I- 1226.475 -I- I .515 -I- 126.990 -I- I I 1.85 -I- 4.54 -I- I .32 1227.31 I ! .00 .58 I 1.00 I I 1.000 .000 .00 I 1 .0 .800 .0179 -I- .0066 .01 -I- -I- .52 1.25 -I- -I- .39 -I- .011 -I- .00 .00 1- PIPE 1457..HRH -I- 7226.490 -I- 535 -I- 227.OZ5 -I- 1.85 -I- 4.32 -I- .29 1227.31 .00 .58 1.00 1.000 .000 .00 1 .0 .447 .0179 I I I I -I- .0058 -I- .00 -I- .54 1.16 -I- -I- .39 -I- .011 -I- .00 .00 I- PIPE 1453.335 -I- 1226.497 -I- .556 -I- 1227 .054 -I- I 1.85 -I- 4.12 -I- ! .26 -I- 1227.32 I I .00 .58 I .99 I I 1.()00 I .000 .00 1 n .145 .0119 .0051 -I- .00 -I- .56 1.08 -I- -I- .39 -I- .011 -I- (10 UO 1- PIPE FILE: LateralB.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE S Program Package Serial Number: 1684 WATER SURFACE PROFILE LISTING Dat.e:11-30-200f, TimP:10:34:56 Lateral B Hydraulics from West Liberty to Onsite Upstream Limits 0100 Flows from Hydrology I Invert I Depth I Water I 4 Vel Vel I Energy I Super ICriticallFlow ToplHeight/1Base WtI INo Wth Station l Elev I (FT) l Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.1 ZL lPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -1 1,/Elem ICh Slope I i I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fail.I ZR IType Ch ++r+a+aa+Ir+r+aa+ail+++rrt++I+raaaraarla+aatttat+ratan+ttt++nal+Tara+taalraaaaatlaarar++tlaaaa.++rlaaaaaaaraaa_,ala+aa+ aaaaaa+ 1453.480 1226.500 .579 1227.079 1.85 3.92 .24 1227.32 .00 .58 .99 1.000 UU 0 1 .0 FILE: Lat_Node206_l.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1684 WATER SURFACE PROFILE LISTING Date:11-30-2006 Time:12:38:58 Lateral from Node 206.1 to Node 203.2 Connection to Lateral B Q100 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) 1 (FPS) -1- Head I Grd.El.l Elev I Depth I Width IDia.-FTior I.D.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I -1- -I- I I -I- SF Ave) -I- HF ISE -I- DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X -Fall) ZR -I (Type Ch I 1000.000 -I- I 1220.420 I 2.510 1222.930 I I 9.27 11.80 I 2.16 I 1225.09 .00 I .99 I .00 I 1.000 I I .000 .00 I 1 .0 8.231 -I- .1323 -I- -I- -f- -I- -I- .0485 -I- .40 -I- 2.51 -I- .00 .56 -1- -I- .011 -I- .00 .00 1- PIPE 1008.231 I I 1221.509 I 1.820 1223.329 I I 9.27 11.80 I 2.16 I 1225.49 .00 I .99 I .00 I 1.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP 1008.231 -I- I I 1221.509 I .748 1222.257 I I 9.27 14.70 I 3.36 I 1225.61 .00 I .99 I .87 I I 1.000 I .000 .00 I 1 .0 1.980 -I- .1323 -I- -I- -I- -I- -I- .0568 -I- .11 -I- .75 -I- 3.04 .56 -I- -I- .011 -I- .00 .00 1- PIPE 1010.210 I I 1221.771 I .769 1222.540 I I 9.27 14.30 I 3.18 t 1225.72 .00 I .99 I .84 I I 1.000 I .000 .00 I 1 .0 -I- 3.139 -I- .1323 -I- -I- -I- -i- -I- .0524 -I- .16 -I- .77 -I- 2.87 .56 -I- -I- .011 -I- .00 .00 1- PIPE 1013.350 I i 1222.186 I .807 1222.993 I I 9.27 13.64 I 2.89 I 1225.88 .00 I I .99 .79 I I 1.000 I .000 .00 I 1 .0 -I- 2.580 -I- .1323 -I- -I- -I- -I- -I- .0476 -I- .12 -I- .81 -I- 2.59 -I- .56 -I- .011 -I- .00 .00 1- PIPE 1015.929 I I 1222.528 I .851 1223.379 I I 9.27 13.00 I 2.63 I 1226.00 .00 I I .99 .71 I I 1.000 I .000 .00 I 1 .0 -I- 2.090 -I- .1323 -I- -I- -I- -I- -I- .0439 -I- .09 -I- .85 -I- 2.29 -I- .56 -I- .011 -I- .00 .00 1- PIPE 1018.019 I I 1222.804 I .905 1223.709 I I 9.27 12.40 I 2.39 I 1226.10 .00 I I .99 .59 I I 1.000 I .000 .00 I 1 .0 -I- 1.481 -I- .1323 -I- -I- -I- -I- -I- .0437 -I- .06 -I- .91 -I- 1.93 -I- .56 -I- .011 -I- .00 .00 1- PIPE 1019.500 -I- I I 1223.000 -I- I .992 -I- 1223.992 -I- I I 9.27 -I- 11.82 -I- I 2.17 -I- I 1226.16 -I- .00 -I- f I .99 -I- .18 -I- I I 1.000 -I- I .000 -I- .00 I 1 .0 I- FILE: Lat_Node207_2.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1684 WATER SURFACE PROFILE LISTING Date:11-30-2006 Time:10:47:27 Lateral From Node 207.2 to Node 220 Connection to Lateral B Q100 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station -I- I Elev. -I- I (FT) -I- I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I -I- I -I- I I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" I -I- X-Fa.Ill ZR -i (Type Ch 1000.000 I 1219.880 I 1.210 I 1221.090 I I 1.75 2.23 I .08 I 1221.17 .00 I I .56 .00 I I 1.000 I .000 .00 I 1 .0 -I- 26.738 -I- .0100 -I- -I- -I- -I- -I- .0017 -I- .05 -I- 1.21 -I- .00 -I- .45 -I- .011 -I- .00 .00 1- PIPE 1026.738 -I- I 1220.148 I 1.000 I 1221.148 I I 1.75 2.23 I .08 I 1221.22 .00 I I .56 .00 I I 1.000 I .000 .00 I 1 .0 10.008 -I- .0100 -I- -I- -I- -I- -I- .0016 -I- .02 -I- 1.00 -I- .00 -I- .45 -I- .011 -I- .00 .00 1- PIPE 1036.746 I 1220.248 I .907 I 1221.155 I I 1.75 2.34 I .08 I 1221.24 .00 I I .56 .58 I I 1.000 I .000 .00 I 1 .0 -I- 3.224 -I- .0100 -I- -I- -I- -I- -I- .0015 -I- .00 -I- .91 -I- .36 -I- .45 -I- .011 -I- .00 .00 1- PIPE 1039.970 I 1220.280 I .875 I 1221.155 I I 1.75 2.40 I .09 I 1221.24 .00 I I .56 .66 I I 1.000 I .000 .00 i 1 .0 -I- 4.599 -I- .0102 -I- -I- -I- -I- -I- .0016 -I- .01 -I- .88 -I- .40 -I- .45 -I- .011 -I- .00 .00 1- PIPE 1044.569 I 1220.327 t .87.7 I 1221.154 I I 1.75 2.52 I .10 I 1221.25 .00 I I .56 .76 I I 1.000 I .000 .00 I 1 .0 -I- 3.707 -1- .0102 -I- -I- -I- -I- -I- .0018 -I- .01 -I- .83 -I- .46 -I- .45 -I- .011 -I- .00 .00 1- PIPE 1048.276 I 1220.365 I .786 I 1221.151 I I 1.75 2.64 I .11 i 1221.26 .00 I I .56 .82 I I 1.000 I .000 .00 I 1 .0 -I- 3.064 -I- .0102 -I- -I- -I- -I- -I- .0020 -I- .01 -I- .79 -I- .52 -I- .45 -I- .011 -I- .00 .00 1- PIPE 1051.340 I 1220.396 I .750 I 1221.146 I I 1.75 2.77 I .12 I 1221.27 .00 i I .56 .87 I I 1.000 I .000 .00 I 1 .0 -I- 2.764 -I- .0102 -I- -I- -I- -I- -I- .0022 -I- .01 -I- .75 -I- .57 -I- .45 -I- .011 -I- .00 .00 1- PIPE 1054.104 I I 1220.424 .716 I 1221.140 I I 1.75 2.90 I .13 I 1221.27 .00 I I .56 .90 I I 1.000 I .000 .00 I 1 .0 -I- 2.186 -I- .0102 -I- -I- -I- -I- -I- .0025 -I- .01 -I- .72 -I- .63 -I- .45 -I- .011 -I- .00 .00 I- PIPE 1056.290 I I 1220.446 .686 I 1221.132 I I 1.75 3.05 I .14 I 1221.28 .00 I I .56 .93 I I 1.000 I .000 .00 I 1 .0 -I- 1.963 -I- .0102 -I- -I- -I- -I- -I- .0028 -I- .01 -I- .69 -I- .68 -I- .45 -I- .011 -I- .00 .00 1- PIPE r r rr ® r r® rr r® r® r r r r r r r FILE: Lat_Node207_2.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1684 WATER SURFACE PROFILE LISTING Date:11-30-2006 Time:10:47:27 Lateral From Node 207.2 to Node 220 Connection to Lateral B Q100 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt) INo Wth Station -I- I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Eleni -I- ICh Slope I -I- -I- I -I- I I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm Dp -I- -I- -I- I "N" I X -Fall) ZR -I IType Ch I 1058.253 I 1220.466 .657 I 1221.123 I I 1.75 3.20 I .16 I 1221.28 .00 I .56 I .95 I i I 1.000 .000 .00 I 1 .0 -i- 1.432 -I- .0102 -I- -I- -I- -I- -I- .0031 -I- .00 -I- .66 -I- .74 .45 -I- -I- -I- .011 .00 .00 1- PIPE 1059.686 -I- I I 1220.481 -I- .631 I 1221.112 I I 1.75 3.35 I .17 I 1221.29 .00 I .56 I .97 I I I 1.000 .000 .00 I 1 .0 1.131 .0102 -i- -I- -I- -I- -I- .0035 -I- .00 -I- .63 -I- .80 -I- .45 -I- -I- .011 .00 .00 1- PIPE 1060.817 I I 1220.492 .606 I 1221.099 I I 1.75 3.51 I .19 I 1221.29 .00 ! .56 I .98 I I I 1.000 .000 .00 I 1 .0 -I- .744 -i- .0102 -I- -I- -I- -I- -I- .0040 -I- .00 -I- .61 -i- .87 -I- .45 -I- -I- .011 .00 .00 1- PIPE 1061.560 -I- I I 1220.500 -I- .581 -I- 1 1221.081 -I- I I 1.75 -I- 3.70 -I- I .21 -I- I 1221.29 -I- .00 -I- I .56 -I- I .99 -I- I I I 1.000 .000 -I- -I- .00 I 1 .0 I- Rating Curve for 4' Wide Grassy Channel Project Description Flow Element- Trapezoidal Channel Friction Method: Manning Formula Solve For Discharge Input Data Channel Slope: 0.01500 Normal Depth: 0.33 Left Side Slope: 4.00 Right Side Slope: 4.00 Bottom Width: 4.00 Attribute Minimum Maximum Normal Depth (ft) 0.10 1.50 Increment 0.05 ft/ft ft ft/ft (KV) ft/ft (H:V) ft 4 3 2 02 04 06 06 1 12 14 Normal Depth ,fti Rating Curve for 8" PVC Pipe -Full Flow Project Description Flow Element: Circular Pipe Friction Method: Manning Formula Solve For: Discharge Input Data Channel Slope: 0.00500 Normal Depth: 0.67 Diameter: 0.67 Attribute Minimum Maximum Channel Slope (ft/ft) 0.00500 0.02000 22 21 2 19 Increment 0.00250 I slwO t_!' 1 FJ( 111 ft/ft ft ft 0 006 0 008 001 0012 0 014 0016 0018 002 Channel Slope ift�kl Rating Curve for 12" PVC Pipe -Full Flow Project Description Flow Element: Friction Method: Solve For - Input Data Channel Slope Normal Depth: Diameter. Attribute Channel Slope (ft/ft) 10 95 7 5 A 5 L) 6 45 4 3 Circular Pipe Manning Formula Discharge 000500 1.00 1.00 Minimum Maximum 000500 0.05000 or Increment 0.00250 ft/ft It ft 0 005 0 01 0 01: 0 02 0 025 0 03 0 035 0 04 0 045 0 05 Channel Slope ft'ft) Rating Curve for 15" PVC Pipe - Full Flow Project Description Flow Element: Friction Method: Solve For: Input Data Channel Slope: Normal Depth: Diameter: Discharge: Attribute Channel Slope (ft/ft) 11 5 11 100 10 95 _ 9 85 0 8 Q 75 :B 7 0 65 6 55 5 45 4 35 Circular Pipe Manning Formula Full Flow Capacity 0.00500 ft/ft 1.25 It 1.25 ft 5.40 ft'/s Minimum Maximum Increment 0.00200 0.02500 000200 01 r IJI°•Ciidi'�I8 i,il' L! ..I�a!ur,l {r:i .i' ff::h W- all01 s t' 0 002 0 044 0 006 0 008 001 0 012 0 014 0 016 0 018 0 02 0 022 0 024 Channel Slope rfVft'+ Rating Curve for 18" RCP Pipe -Full Flow Project Description Flow Element - Friction Method: Solve For: Input Data Channel Slope. Normal Depth: Diameter: Attribute Channel Slope (ft/ft) 36 34 32 30 28 26 24 v. 22 fU 20 16 14 12 10 2 Circular Pipe Manning Formula Discharge 000500 1.50 1 50 Minimum Maximum 000500 0.12000 Increment 0.00500 P,11, I ipe i ult Fi-,,. C-halrA Slope ill ft/ft ft ft 0 02 0 04 0 06 0 08 0 1 0 12 Channel Slope ft ft Water of Life Additional Parking Detention Basin Volumes and Drawdown Times DRAINAGE AREA A Node 104 Percolation Inlet Volume (CF): 90.00 Percolation Inlet Volume (AF). 0.002066116 Elevation (FT) Area (SF) Volume (CF) Volume (AF) 1213.00 264 90.00 0.002066116 1213.25 757 217.63 0.004995983 Perc Rate (CF/Day) 1213.50 1140 454.75 0.010439624 3240 1213.75 1487 783.13 0.017978076 1214.00 1897 1206.13 0.02768882 1214.25 2360 1738.25 0.039904729 1214.50 2847- 2389:1:3:]l 0.054846763 Drawdown(Hrs)= Volume/Perc Rate �- 17.7 Node 120 Percolation Inlet Volume (CF): 135.00 Percolation Inlet Volume (AF): 0.003099174 Elevation (FT) Area (SF) Volume (CF) Volume (AF) 120800 902 13500 0.003099174 1208.50 2081 880.75 0.020219238 Perc Rate (CF/Day) 1209.00 3775 2344.75 0.053828053 4860 1209.25 4110 3330.38 0.07645489 1209.50 5018[= 4543.00 0.104292929 Drawdown(Hrs)= Volume/Perc Rate 22.4 Inlet Size (in) Inlet Depth (FT) No. of Inlets 24 5 1 Node 102 Percolation Inlet Volume (CF): 20.00 Percolation Inlet Volume (AF): 0.000459137 Elevation (FT) Area (SF) Volume (CF) Volume (AF) 1221.20 9 20.00 0.000459137 Perc Rate (CF/Day) 122150 872 152.15 0.003492883 720 122175 2552 580.15 0.013318411 1222.00 5000F= 0.034989669 Drawdown(Hrs)= Volume/Perc Rate 50.8 Inlet Size (in) Inlet Depth (FT) No. of Inlets 24 5 1 Node 103 Percolation Inlet Volume (CF): 20.00 Percolation Inlet Volume (AF): 0.000459137 Elevation (FT) Area (SF) Volume (CF) Volume (AF) 1220.37 9 20.00 0.000459137 1220.75 663 147.68 0003390266 Perc Rate (CF/Day) 1221.00 1816 457.56 0.010504017 720 1221 50 3895 1856.93 0.042629247 Drawdown(Hrs)= Volume/Perc Rate ji 61.9 Water of Life Additional Parking Detention Basin Volumes and Drawdown Times DRAINAGE AREA B Inlet Size (in) Inlet Depth (FT) No. of Inlets 36 5 1 Node 203.1 Percolation Inlet Volume (CF): 4500 Percolation Inlet Volume (AF): 0.001033058 Elevation (FT) Area (SF) Volume (CF) Volume (AF) 1228.00 363 45.00 0.001033Ci58 1228.50 1300 460.75 0.010577: Worksheet for 48" Parkway Culvert Node104 Q- s _ T 4 1 LiaYr E 41111111111111016. Project Description Flow Element: Box Pipe Friction Method Manning Formula Solve For: Discharge Input Data Roughness Coefficient: Channel Slope: 0 015 0.01500 CMr,,J J�" e / R'lw {' L�) ft/ft Normal Depth: 0.38 Profile Headloss: ft Height: 0425 v x ¢8 Ir•y LuLvGrT ft ! Bottom Width: 4.00 0.00 ft Results 0.00 ft/s Upstream Velocity: Discharge: 862 •(,'j, i '�•,� ft'/s Flow Area: 1.52 � � 1"' S � � � ft2 Wetted Perimeter: 4.76 ft Top Width: 4.00 ft Critical Depth: 0.52 ft Critical Slope: 0.00555 ft/ft Velocity: 567 ft/s Velocity Head: 0.50 ft Specific Energy: 0.88 ft Froude Number: 1.62 Flow Type: Supercritical GVF Input Data Downstream Depth: 0.00 ft Length 0.00 ft Number Of Steps: 0 GVF Output Data Upstream Depth: 000 ft Profile Description: N/A Profile Headloss: 0.00 ft Average End Depth Over Rise: 0.00 % Normal Depth Over Rise: 0.00 % Downstream Velocity 0.00 ft/s Upstream Velocity: 0.00 ft/s Normal Depth: 0.38 ft Critical Depth: 0.52 ft Worksheet for 660" Parkway Culvert Node 120 1u! TJ ' C' . Project Description Flow Element: Box Pipe Friction Method: Manning Formula Solve For: Discharge Input Data Roughness Coefficient 0.015 '7kVK p Profile Description: Channel Slope: 0.01400 Ct'"N e +7W ib C -F) ftJft Normal Depth: 0.40 0.00 ft Height 0.42 % ft Bottom Width: 5.00 Upstream Velocity: ft Results Normal Depth: 0.40 ft Discharge: 11.53 ? 03 ft3/s Flow Area: 2.00 �s s -1 S N f ft' Wetted Perimeter: 5.80 / ft Top Width: 5.00 ft Critical Depth: 0.55 ft Critical Slope: 0.00522 ft/ft Velocity: 5.76 ft/s Velocity Head: 0.52 ft Specific Energy: 0.92 ft Froude Number: 1.61 Flow Type: Supercritical GVF Input Data Downstream Depth: 0.00 ft Length: 0.00 ft Number Of Steps: 0 GVF Output Data Upstream Depth: 0.00 ft Profile Description: N/A Profile Headloss: 0.00 ft Average End Depth Over Rise: 0.00 % Normal Depth Over Rise: 0.00 % Downstream Velocity: 0.00 ft/s Upstream Velocity: 0.00 ft/s Normal Depth: 0.40 ft Critical Depth: 0.55 ft r - L 3 A r �a � ANO CNV MWA MINE; am a_ cj rk 4e �22Z.50 3 4 s 6 • to 20 30 so 70 w OtSQf�tCE CL (FT 3/S) T� GRATE INLET CAPACITY IN SUMP CONDITIONS plot s• � 4S 0 DE I oz.. . _ . daveu.0 - D 5-51 Figure 5-18 � - �. �Z � � v � t d v�� ; F-• lJ,o fl c,, t �' V 3 OZ IV ti cults T w -I A a CLLM opera NG AREA P a Zw+ L (WITH CUPS) P a ZtW+L) (WITHONT CURB) i Z 3 4 s t ! 10 2O 30 40 so 60 CPT- ' m m ® a (Fr 3i5! GRATE INLET CApACm' IN SUmp C®NDMONS 1t 0.3�r CBP re aig4pw 5-51 aDF- i D3 mp,crm ckt4, Figure 5-18 (k51n� A - I-) A m A A �v WOMEN 1 ME W�AVA 0 110 m MA . 1100po-OA000A t s . s s • 10 ti.�oC4 OMOARU Q (F73/S! 29 iv w a+ w+ TD GRATE INLET CAPACITY IN SUMP CONDMONS 4o'Drt. d FS' 0•?,X22 IL 5-51 Figure 5-18 p�•ec,� 4 Flee. 10-11- As 1� pttj. 3 02 07 2 CURB = w a 1 IN— L —..1 A s CI.AR OMING AREA P a 3W + L (WITH CURS) P • Z(W + L 1 (WITMOUT CURB) 3 4 3 6 S�10 20 30 40 SO 60 cl 7.444 Clm=SJli>E n (FT 3/Sl GRATE INLET CAPACITY IN SUMP CONt3I ONS QIoo= a.2+c s �jOQF '2O(o I (Z CAfAtl v� 5-51 Figure 5-18 2 s W 1 49 0 = 0.6 46 M 0.4 0.3 02 07 2 CURB = w a 1 IN— L —..1 A s CI.AR OMING AREA P a 3W + L (WITH CURS) P • Z(W + L 1 (WITMOUT CURB) 3 4 3 6 S�10 20 30 40 SO 60 cl 7.444 Clm=SJli>E n (FT 3/Sl GRATE INLET CAPACITY IN SUMP CONt3I ONS QIoo= a.2+c s �jOQF '2O(o I (Z CAfAtl v� 5-51 Figure 5-18 IP t +o 6 6 S 3 2 Is 0. 0 d.0-s4' a. o. 1 2 361 sq '((,� 3 4 3 6 ! IQ 4.15 44 OMOAA E a (FT 3/Si GRATE INLET CAPACITY IN SUMP C®NDMONS + Z .40 `'t'' 64out 203.1 %) ` 4.15- q4 Rei � p � 5-51 �JaE 20'4•7- cs�aL�� cl.�k Figure 5-18 (f3A-5,t\i a-3) 11 mo m OWN K ONE EPA —OAK oculto ri%i A a CLLM OMING AREA o. 1 2 361 sq '((,� 3 4 3 6 ! IQ 4.15 44 OMOAA E a (FT 3/Si GRATE INLET CAPACITY IN SUMP C®NDMONS + Z .40 `'t'' 64out 203.1 %) ` 4.15- q4 Rei � p � 5-51 �JaE 20'4•7- cs�aL�� cl.�k Figure 5-18 (f3A-5,t\i a-3) RMH SB ver 7.Od Mar. 2005 RATIONAL METHOD HYDROLOGY San Bernardino County (C)Copyright 1992-2004 Jack P. Norris, Tel 951-894-6296, Fax 894-6297 SIN 115 Nolan Consulting, Inc. File WOLXIOA.DAT 12 records Edited 12-04-2005 08:18 Run 12-04-2005 Page 1 By KN Work code Job# 313.01 +-----------------------------------------------------------------------------+ I Water of Life - Parking & Recreation Area Expansion (SCE Corridor) I I Existing Conditions - 10 Year Storm I I Drainage Area A (Between West Liberty & East Street) +-----------------------------------------------------------------------------+ Frequency: 10 yr, I=11.665Tc^(-.600) Legend: (i)=input (c)=computed 10 -yr 1 -hr depth= 1.000" (i) -Loglog slope of I -D curve=0.600(i) Initial area Tc by Kirpich formula: Tc = k(Dist^3/deltaH)^.2 Record 1 Subarea 1 Stream 1 Process 1: Initial subarea Node 101 to node 102 Elev 1228.50 to elev 1221.80 Length= 275 delta H = 6.70' Slope= .02436 Subarea: .67 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ------------------------------ k =.525 Tc = 10.44 min. I = 2.856"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.47 cfs ----------------------------------- Summary ---------- ------------------------- Stream 1 at node 102 Length= 275' q= 2.20 cfs/acre avg. A(tot)= 0.67 acres Tc= 10.44 min Q= 1.47 cfs Record 2 Subarea 2 Stream 1 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 102 to node 103 Elev 1221.80 to elev 1218.90 Length= 350 delta H = 2.90' Slope= .00829 Subarea: .97 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 1.60'/sec for avg Q of 2.20 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 10.44 + 3.65 = 14.08 min. I = 2.386"/hr Q=.9A(I-Fm) Long travel time: Tt = 3.65, Tc = 14.08. See Hydrology Manual D.11.5 Fm(avg) = 0.410"/hr Q(sub) = 1.72 cfs ----------------------------------- Summary -------------------- --------------- Stream 1 at node 103 Length= 625' q= 1.78 cfs/acre avg. A(tot)= 1.64 acres Tc= 14.08 min Q= 2.92 cfs File WOLX10A.DAT Edited 12-04-2005 08:18 Job# 313.01 Page 2 Record 3 Subarea 3 Stream 1 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 103 to node 104 Elev 1218.90 to elev 1214.50 Length= 364 delta H = 4.40' Slope= .01209 Subarea: 1.16 acres. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.16'/sec for avg Q of 3.64 cfs ------------------------------ Hydrology Results ---------------------------- 7 - Tc = 14.08 + 2.81 = 16.90 min. I = 2.139"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.80 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 104 Length= 989' q= 1.56 cfs/acre avg. A(tot)= 2.80 acres Tc= 16.90 min Q= 4.36 cfs ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- ******+****************t******+****************+**+****+****+****+** New Stream Record 4 Subarea 4 Stream 2 Process 1: Initial subarea Node 105 to node 106 Elev 1225.50 to elev 1218.30 Length= 480 delta H = 7.20' Slope= .01500 Subarea: 1.56 acres. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ------------------------------ k =.525 Tc = 14.37 min. I = 2.357"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 2.73 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 106 Length= 480' q= 1.75 cfs/acre avg. A(tot)= 1.56 acres Tc= 14.37 min Q= 2.73 cfs ------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Record 5 Subarea 5 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 106 to node 107 Elev 1218.30 to elev 1216.50 Length= 187 delta H = 1.80' Slope= .00963 Subarea: 1.2 acres. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 1.92'/sec for avg Q of 3.60 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 14.37 + 1.62 = 15.99 min. I = 2.211"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.94 cfs ----------------------------------- Summary ------------- ---------------------- Stream 2 at node 107 Length= 667' q= 1.62 cfs/acre avg. A(tot)= 2.76 acres Tc= 15.99 min Q= 4.47 cfs File WOLX10A.DAT Edited 12-04-2005 08:18 Job# 313.01 Page 3 Record 6 Subarea 6 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 107 to node 108 Elev 1216.50 to elev 1214.00 Length= 183 delta H = 2.50' Slope= .01366 Subarea: .6 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.44'/sec for avg Q of 4.81 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 15.99 + 1.25 = 17.24 min. I = 2.113"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 0.92 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 108 Length= 850' q= 1.53 cfs/acre avg. A(tot)= 3.36 acres Tc= 17.24 min Q= 5.15 cfs ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Record 7 Subarea 7 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 108 to node 109 Elev 1214.00 to elev 1211.00 Length= 200 delta H = 3.00' Slope= .01500 Subarea: .5 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.63'/sec for avg Q of 5.38 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 17.24 + 1.27 = 18.51 min. I = 2.025"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 0.73 cfs ----------------------------------- Summary -------------------- ------- Stream 2 at node 109 Length=1,050' q= 1.45 cfs/acre avg. A(tot)= 3.86 acres Tc= 18.51 min Q= 5.61 cfs Record 8 Subarea 0 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 109 to node 120 Elev 1211.00 to elev 1208.50 Length= 201 delta H = 2.50' Slope= .01244 Subarea: 0 acre ----------------------------- Hydraulics Results ------------------------------ V avg = 2.42'/sec for avg Q of 5.61 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 18.51 + 1.39 = 19.89 min. I = 1.939"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 0.00 cfs Computed Q 5.3 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 2 at node 120 Length=1,251' q= 1.45 cfs/acre avg. A(tot)= 3.86 acres Tc= 19.89 min Q= 5.61 cfs This stream is designated for confluence with 1 other by record 10 File WOLX10A.DAT Edited 12-04-2005 08:18 Job# 313.01 Page 4 ***+*********+*****************+******************r***************** New Stream Record 9 Subarea 8 Stream 3 Process 1: Initial subarea Node 110 to node 111 Elev 1219.00 to elev 1214.00 Length= 382 delta H = 5.00' Slope= .01309 Subarea: .57 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ------------------------------ k =.525 Tc = 13.48 min. I = 2.450"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.05 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 111 Length= 382' q= 1.84 cfs/acre avg. A(tot)= 0.57 acres Tc= 13.48 min Q= 1.05 cfs -------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Record 10 Subarea 9 Stream 3 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 111 to node 120 Elev 1214.00 to elev 1208.50 Length= 376 delta H = 5.50' Slope= .01463 Subarea: 1.38 acres. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.10'/sec for avg Q of 2.07 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 13.48 + 2.99 = 16.46 min. I = 2.172"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 2.19 cfs ----------------------------------- Summary ----------------- ------------------ Stream 3 at node 120 Length= 758' q= 1.59 cfs/acre avg. A(tot)= 1.95 acres Tc= 16.46 min Q= 3.09 cfs This stream is designated for confluence with 1 other by record 8 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Record 11 Process 9 Confluence Confluencing 2 streams at node 120 @ Tc Stream 2 + Stream 3 = Confluenced ------ -------- -------- ------------ 19.89 Q= 5.61 + 2.68 = 8.30 cfs A= 3.86 + 1.95 = 5.81 ac. 16.46 Q= 5.35 + 3.09 = 8.44 cfs A= 3.19 + 1.95 = 5.14 ac. Qpeak = 8.44 cfs at Tc = 16.46 minutes A(contributing) = 5.14 ac I = 2.172"/hr. Fm(avg) = 0.410"/hr. A(total) = 5.81 ac Confluenced streams become stream # 2 to continue downstream. ----------------------------------- Summary ---------------------------------- Stream 2 at node 120 Length=1,251' q= 1.45 cfs/acre avg. Conflu'd A(c)= 5.145 ac A(tot)= 5.81 acres Tc= 16.46 min Q= 3.44 cts File WOLX10A.DAT Edited 12-04-2005 08:18 Job# 313.01 Page 5 *****+*a*+********+*****+*++*******+*****+*+*****+*** New Stream Record 12 Subarea 10 Stream 4 Process 1: Initial subarea Node 130 to node 131 Elev 1221.50 to elev 1215.00 Length= 233 delta H = 6.50' Slope= .02790 Subarea: .5 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ------------------------------ k =.525 Tc = 9.51 min. I = 3.021"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.17 cfs ----------------------------------- Summary ----------------------------------- Stream 4 at node 131 Length= 233' q= 2.35 cfs/acre avg. A(tot)= 0.50 acres Tc= 9.51 min Q= 1.17 cfs ------------------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Others: Stream 1: Len= 989' Atot= 2.80 ac Tc= 16.90 min Q= 4.36 cfs Stream 2: Len= 1251' Atot= 5.81 ac Tc= 16.46 min Q= 8.44 cfs Stream 3: Len= 758' Atot= 1.95 ac Tc= 16.46 min Q= 3.09 cfs End of RMH run for file WOLX10A.DAT RMH SB ver 7.Od Mar. 2005 RATIONAL METHOD HYDROLOGY San Bernardino County (C)Copyright 1992-2004 Jack P. Norris, Tel 951-894-6296, Fax 894-6297 SIN 115 Nolan Consulting, Inc. File WOLXIOB.DAT 7 records Edited 12-04-2005 08:19 Run 12-04-2005 Page 1 By KN Work code Job# 313.01 +-----------------------------------------------------------------------------+ I Water of Life - Parking & Recreation Area Expansion (SCE Corridor) I Existing Conditions - 10 Year Storm I Drainage Area B (Between West Liberty & Etiwanda Channel) I +-----------------------------------------------------------------------------+ Frequency: 10 yr, I=11.665Tc^(-.600) Legend: (i)=input (c)=computed 10 -yr 1 -hr depth= 1.000" (i) -Loglog slope of I -D curve=0.600(i) Initial area Tc by Kirpich formula: Tc = k(Dist^3/deltaH)^.2 Record 1 Subarea 1 Stream 1 Process 1: Initial subarea Node 201 to node 202 Elev 1239.00 to elev 1232.80 Length= 408 delta H = 6.20' Slope= .01520 Subarea: .59 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr -=---------------------------- Hydrology Results ------------------------------- k =.525 Tc = 13.43 min. I = 2.455"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.09 cfs ----------------------------------- Summary -------------------------------- Stream 1 at node 202 Length= 408' q= 1.84 cfs/acre avg. A(tot)= 0.59 acres Tc= 13.43 min Q= 1.09 cfs Record 2 Subarea 2 Stream 1 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 202 to node 203 Elev 1232.80 to elev 1227.20 Length= 446 delta H = 5.60' Slope= .01256 Subarea: .71 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 1.83'/sec for avg Q of 1.53 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 13.43 + 4.07 = 17.50 min. I = 2.094"/hr Q=.9A(I-Fm) Long travel time: Tt = 4.07, Tc = 17.50. See Hydrology Manual D.11.5 Fm(avg) = 0.410"/hr Q(sub) = 1.08 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 203 Length= 854' q= 1.52 cfs/acre avg. A(tot)= 1.30 acres Tc= 17.50 min Q= 1.97 cfs File WOLXIOB.DAT Edited 12-04-2005 08:19 Job# 313.01 Page 2 Record 3 Subarea 3 Stream 1 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 203 to node 220 Elev 1227.20 to elev 1223.00 Length= 221 delta H = 4.20' Slope= .01900 Subarea: .32 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.41'/sec for avg Q of 2.14 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 17.50 + 1.53 = 19.03 min. I = 1.992"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 0.46 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 220 Length=1,075' q= 1.42 cfs/acre avg. A(tot)= 1.62 acres Tc= 19.03 min Q= 2.31 cfs This stream is designated for confluence with 1 other by record 6 *****************+**************+**+********************** New Stream Record 4 Subarea 4 Stream 2 Process 1: Initial subarea Node 204 to node 205 Elev 1238.10 to elev 1232.70 Length= 258 delta H = 5.40' Slope= .02093 Subarea: .44 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ------------------------------ k =.525 Tc = 10.49 min. I = 2.848"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 0.97 cfs ----------------------------- Summary ----------------------------------- Stream 2 at node 205 Length= 258' q= 2.19 cfs/acre avg. A(tot)= 0.44 acres Tc= 10.49 min Q= 0.97 cfs Record 5 Subarea 5 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 205 to node 206 Elev 1232.70 to elev 1229.60 Length= 189 delta H = 3.10' Slope= .01640 Subarea: .76 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.13'/sec for avg Q of 1.68 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 10.49 + 1.48 = 11.97 min. I = 2.631"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.52 cfs --------------- -------------------- Summary ----------------------------------- Stream 2 at node 206 Length= 447' q= 2.00 cfs/acre avg. A(tot)= 1.20 acres Tc= 11.97 min Q= 2.40 cfs File WOLX10B.DAT Edited 12-04-2005 08:19 Job# 313.01 Page 3 Record 6 Subarea 6 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 206 to node 220 Elev 1229.60 to elev 1223.00 Length= 411 delta H = 6.60' Slope= .01606 Subarea: 1.05 acres. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.40'/sec for avg Q of 3.13 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 11.97 + 2.85 = 14.82 min. I = 2.314"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.80 cfs ----------------------------------- Summary ---------------------------- Stream 2 at node 220 Length= 858' q= 1.71 cfs/acre avg. A(tot)= 2.25 acres Tc= 14.82 min Q= 3.86 cfs This stream is designated for confluence with 1 other by record 3 Record 7 Process 9 Confluence Confluencing 2 streams at node 220 @ Tc Stream 1 + Stream 2 = Confluenced ------ -------- -------- ------------ 19.03 Q= 2.31 + 3.20 = 5.51 cfs A= 1.62 + 2.25 = 3.87 ac. 14.82 Q= 2.16 + 3.86 = 6.02 cfs A= 1.26 + 2.25 = 3.51 ac. Qpeak = 6.02 cfs at Tc = 14.82 minutes A(contributing) = 3.51 ac I = 2.314"/hr. Fm(avg) = 0.410"/hr. A(total) = 3.87 ac Confluenced streams become stream # 1 to continue downstream. ----------------------------------- Summary --------------------------------- Stream 1 at node 220 Length=1,075' q= 1.55 cfs/acre avg. Conflu'd A(c)= 3.511 ac A(tot)= 3.87 acres Tc= 14.82 min Q= 6.02 cfs End of RMH run for file WOLX10B.DAT RMH SB ver 7.Of Dec. 2005 RATIONAL METHOD HYDROLOGY San Bernardino County (C)Copyright 1992-2004 Jack P. Norris, Tel 951-894-6296, Fax 894-6297 SIN 115 Nolan Consulting, Inc. File WOLX25A.DAT 12 records Edited 12-04-2006 09:53 Run 12-04-2006 Page 1 By KN Work code Job# 313.01 -----------------------------------+ Water of Life - Parking & Recreation Area Expansion 'SCE Corridor) Existing Conditions - 25 Year Storm Drainage Area A (Between West Liberty & East Street) ---------------------------------------------------------i- Frequency: 25 yr, I=13.522Tc"(-.600) Legend: (i)=input (c)=computed 10 -yr 1 -hr D= 1"(i), 100 -yr 1 -hr D= 1.45"(i), 25 -yr 1 -hr depth = 1.159" (c) -Loglog slope of I -D curve=0.600(i) Initial area To by Kirpich formula: Tc = k(Dist°3/deltaH)^.2 Record 1 Subarea 1 Stream 1 Process 1: Initial subarea Node 101 to node 102 Elev 1228.50 to elev 1221.80 Length= 275 delta H = 6.70' Slope= .02436 Subarea: .67 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ------------------------------ k =.525 Tc = 10.44 min. I = 3.311"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.75 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 102 Length= 275' q= 2.61 cfs/acre avg. A(tot)= 0.67 acres Tc= 10.44 min Q= 1.75 cfs Record 2 Subarea 2 Stream 1 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 102 to node 103 Elev 1221.80 to elev 1218.90 Length= 350 delta H = 2.90' Slope= .00829 Subarea: .97 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"%hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 1.66'/sec for avg Q of 2.63 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 10.44 + 3.51 = 13.95 min. I = 2.782"/hr Q=.9A(I-Fm.) Long travel time: It = 3.51, Tc = 13.95. See Hydrology Manual D.11.5 Fm(avg) = 0.410"/hr Q(sub) = 2.07 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 103 Length= 625' q= 2.13 cfs/acre avg. A(tot)= 1.64 acres Tc= 13.95 min Q= 3.50 cfs File WOLX25F_.GAT Edited 12-04-2006 09:53 Job# 313.01 Page 2 Record 3 Subarea 3 Stream 1 Process Channel flow - Natural Valley Subarea Q enters stream uniformly distributee along reach. Node 103 no node 104 Elev 1218.90 to elev 1214.50 Length= 364 delta H = 4.40' Slope= .01209 Subarea: 1.16 acres. Land use 1.5 = Nat/Agri, Barren (poor) a'= 0 ay = 1 Soil: A Fp = ,,.410"/r. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------- V avg = 2.25'/sec for avg Q of 4.39 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 13.95 + 2.70 = 16.64 min. I = 2.502"%hr Q=.9A;I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 2.18 cfs --------------------------- Summary -------- ----------------------------------- Stream 1 at node 104 Length= 939' q= 1.88 cfs/acre avg. A(tot)= 2.80 acres Tom 16.64 min Q= 5.27 cfs New Stream Record 4 Subarea 4 Stream 2 Process 1: Initial subarea Node 105 to node 106 Elev 1225.50 to elev 1218.30 Length= 480 delta H = 7.20' Slope= .01500 Subarea: 1.56 acres. Land use 1.5 = Nat/Agri, Barren (poor) aim 0 ap = Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydrology Results ----------------------------- k =.525 To = 14.37 min. I = 2.733"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 3.26 cfs ----------------------------------- Summary --------- -------------------------- Stream 2 at node 106 Length= 480' q= 2.09 cfs/acre avg. A(tot)= 1.56 acres Tc= 14.37 min Q= 3.26 cfs --------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Record 5 Subarea 5 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 106 to node 107 Elev 1218.30 to elev 1216.50 Length= 187 delta H = 1.80' Slope= .00963 Subarea: 1.2 acres. Land use 1.5 = Nat/Agri, Barren (poor) aim 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.00'/sec for avg Q of 4.31 cfs ------------------------- Hydrology Results ------------------------------ Tc = 14.37 + 1.56 = 15.93 min. I = 2.569"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"Ar Q(sub) = 2.33 cfs ----------------------------------- Summary ------------ ----------------------- Stream 2 at node 107 Length= 667' q= 1.94 cfs/acre avg. A(tot)= 2.76 acres To= 15.93 min Q= 5.36 cfs File WOLX25A.DAT Edited 12-04-2006 09:53 Job# 313.01 Page 3 Record 6 Subarea 6 Stream 2 Process Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 107 to node 108 Elev 1216.50 to elev 1214.00 Length= 183 delta H = 2.50' Slope= .01366 Subarea: .6 acre. Land use 1.5 = Nat/Agri, Barrer. (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= C.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.55'/sec for avg Q of 5.78 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 15.93 + 1.20 = 17.12 min. I = 2.460"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.11 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 108 Length= 350' q= 1.84 cfs/acre avg. A(tot)= 3.36 acres Tc= 17.12 min Q= 6.20 cfs Record 7 Subarea 7 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 108 to node 109 Elev 1214.00 to elev 1211.00 Length= 200 delta H = 3.00' Slope= .01500 Subarea: .5 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.75'/sec for avg Q of 6.49 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 17.12 + 1.21 = 18.34 min. I = 2.361"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 0.88 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 109 Length=1,050' q= 1.76 cfs/acre avg. A(tot)= 3.86 acres Tc= 18.34 min Q= 6.78 cfs Record 8 Subarea 0 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 109 to node 120 Elev 1211.00 to elev 1208.50 Length= 2.01 delta H = 2.50' Slope= .01244 Subarea: 0 acre ----------------------------- Hydraulics Results ------------------------------ V avg = 2.53'/sec for avg Q of 6.78 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 18.34 + 1.32 = 19.66 min. I = 2.264"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 0.00 cfs Compated Q 6.4 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 2 at node 120 Length=1,251' q= 1.76 cfs/acre avg. A(tot)= 3.86 acres Tc= 19.66 min. Q= 6.78 As This stream is designated for confluence with 1 other by record 10 File WOLX25A.DAT Edited 12-04-2006 09:53 Job# 313.01 Page 4 New Stream Record 9 Sunarea 8 Stream 3 Process 1: initial subarea Node 110 to node 111 Elev 1219.30 to elev 1214.00 Length= 382 delta H = 5.00' Slope= .01309 Subarea: .57 acre. Land use 1.5 = Plat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 5.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ------------------------------ k =.525 To = 13.48 min. I = 2.840"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.25 cfs ----------------------------------- Summary ------------------------- Stream 3 at node 111 Length= 382' q= 2.19 cfs/acre avg. A(tot)= 0.57 acres To= 13.48 min Q= 1.25 cfs Record 10 Subarea 9 Stream 3 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 111 to node 120 Elev 1214.00 to elev 1208.50 Length= 376 delta H = 5.50' Slope= .01463 Subarea: 1.38 acres. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.18'/sec for avg Q of 2.48 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 13.48 + 2.87 = 16.35 min. I = 2.529"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 2.63 cfs ----------------------------------- Summary ----------------------------- Stream 3 at node 120 Length= 758' q= 1.91 cfs/acre avg. A(tot)= 1.95 acres To= 16.35 min Q= 3.72 cfs This stream is designated for confluence with 1 other by record 8 Record 11 Process 9 Confluence Confluencing 2 streams at node 120 @ To Stream 2 + Stream 3 = Confluenced ------ -------- -------- ------------ 19.66 Q= 6.78 + 3.25 = 10.03 cfs A= 3.86 + 1.95 = 5.81 ac. 16.35 Q= 6.44 + 3.72 = 10.16 cfs r A= 3.21 + 1.95 = 5.16 ac. Qpeak = 10.16 cfs at Tc = 16.35 minutes A(contributing) = 5.16 ac I = 2.529"/hr. Fm(avg) = 0.410"/hr. A(total) = 5.81 ac Confluenced streams become stream # 2 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 2 at node 120 Lengt'r=1,251' q= 1.75 cfs/acre avg. Conflu'd A(c)= 5.161 ac A',tot)= 5.81 acres Tc= 16.35 min Q= 10.16 cfs File WOLX25A.DAT Edited 12-04-2006 09:53 Job# 313.01 Page 5 New Stream Record 12 Slbarea 10 Stream 4 Process 1: Initial subarea Node 130 to node 131 Elev 1221.50 to elev 1215.00 Length= 233 delta H = 6.50' Slope= .02790 Subarea: .5 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ------------------------------ k =.525 Tc = 9.51 min. I = 3.501"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.39 cfs ----------------------------------- Summary ----------------------------------- Scream 4 at node 131 Length= 233' q= 2.78 cfs/acre avg. A(tot)= 0.50 acres Tc= 9.51 min Q= 1.39 cfs +++++++++++++++I++++++++++++t+++++++++++++++++++++++t++++++t++t++++++t++++++t++ Others: Stream 1: Len= 989' Atot= 2.80 ac Tc= 16.64 min Q= 5.27 cfs Stream 2: Len= 1251' Atot= 5.81 ac To= 16.35 min Q= 10.16 cfs Stream, 3: Len= 758' Atot= 1.95 ac Tc= 16.35 min Q= 3.72 cfs End of RMH run for file WOLX25A.DAT RMH SB ver 7.Of Dec. 2005 RATIONAL METHOD HYDROLOGY San Bernardino County (C)Ccpyright 1992-2004 Jack P. Norris, Tel 951-894-6296, Fax 994-6297 SIN 115 Noun Consulting, inc. File WOLX25B.DAT 7 records Edited 12-04-2006 09:54 Run 12-04-2.006 Page 1 By KN Work code Job# 313.01 +----------------------------------------------------------------------------+ I Water of Life - Parking & Recreation Area Expansion SCE Corridor) I Existing Conditions - 25 Year Storm I I Drainage Area B (Between West Liberty & Etiwanda Channel) +-----------------------------------------------------------------------------+ Frequency: 25 yr, I=13.522Tc"(-.600) Legend: (i)=input (c)=computed 10 -yr 1 -hr D= 1"(i), 100 -yr 1 -hr D= 1.45"(i), 25 -yr 1 -hr depth = 1.159" (c) -Loglog slope of I -D curve=0.600(i) Initial area Tc by Kirpi.ch formula: Tc = k(Dist,3/deltaH)'.2 Record 1 Subarea 1 Stream 1 Process 1: Initial subarea Node 201 to node 202 Elev 1239.00 to elev 1232.80 Length= 408 delta H = 6.20' Slope= .01520 Subarea: .59 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ---------------------- k =.525 To = 13.43 min. I = 2.846"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.29 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 202 Length= 408' q= 2.19 cfs/acre avg. A(tot)= 0.59 acres Te= 13.43 min Q= 1.29 cfs Record 2 Subarea 2 Stream 1 Process 7: Channel floe - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 202 to node 203 Elev 1232.30 to elev 1227.20 Length= 446 delta H = 5.60' Slope= .01256 Subarea: .71 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 1.90'/sec for avg Q of 1.83 cfs ----------------------------- Hydrology Results ------------------------------ Tc = 13.43 + 3.92 = 17.35 min. I = 2.440"/hr Q=.9A(I-Fm) Long travel time: Tt = 3.92, To = 17.35. See Hydrology Manual D.11.5 Fm(avg) = 0.410"/hr Q(sub) = 1.30 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 203 Length= 854' q= 1.83 cfs/acre avg. A(tot)= 1.30 acres To= 17.35 min Q= 2.38 cfs File WOLN25B.DAT Editen 12-04-2006 09:54 Job# 313.01 Page 2 Record 3 S'_c,area 3 Stream 1 Process 7. Channel flow - Natural Valley Subarea Y enters stream uniformly distribunen along reach. Node 203 to node 220 Eiev 1227.20 to elev 1223.00 Length= 221 delta H = 4.20' Slope= .01900 Subarea: .32 acre. Lard use 1.5 = Nat/Agri, Barren (pcor; ai= 0 ap = 1 Soil: A Fp = O.410"/hr. Fm= 0.410"/hr ------------------------------ Hydraulics Results ------------------------------ V avg = 2.51'/sec for avg Q of 2.58 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 17.35 + 1.47 = 18.82 min. 1 = 2.324"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 0.55 cfs ----------------------------------- Summary ----------------------------- Stream 1 at rode 220 Length=1,075' q= 1.72 cfs/acre avg. A(tot)= 1.62 acres Tc= 18.82 min Q= 2.79 cfs This stream is designated for confluence with 1 other by record 6 New Stream, Record 4 Subarea 4 Stream 2 Process l: Initial subarea Node 204 to node 205 Elev 1238.10 to elev 1232.70 Length= 258 delta H = 5.40' Slope= .02093 Subarea: .44 acre. Lard use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ------------------------------ k =.525 Tc = 10.49 min. I = 3.301"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.14 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 205 Length= 258' q= 2.60 cfs/acre avg. A(tot)= 0.44 acres Tc= 10.49 min Q= 1.14 cfs Record 5 Subarea 5 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 205 to node 206 Elev 1232.70 to elev 1229.60 Length= 189 delta H = 3.10' Slope= .01640 Subarea: .76 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.21'/sec for avg Q of 2.00 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 10.49 + 1.43 = 11.92 min. I = 3.058"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.81 cfs ----------------------------------- Summary ---------------------------------- Stream 2 at node 206 Length= 447' q= 2.38 cfs/acre avg. A(tot)= 1.20 acres To= 11.92 min Q= 2.86 cfs File WOLX25B.DAT Edited 12-04-2006 09:54 Job# 313.01 Page 3 Record 6 Subarea 6 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 206 to node 220 Elev 1229.60 to elev 1223.00 Length= 411 delta H = 6.60' Slope= .01606 Subarea: 1.05 acres. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.50'/sec for avg Q of 3.75 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 11.92 + 2.74 = 14.65 min. I = 2.701"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 2.16 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 220 Length= 858' q= 2.06 cfs/acre avg. A(tot)= 2.25 acres Tc= 14.65 min Q= 4.64 cfs This stream is designated for confluence with 1 other by record 3 Record 7 Process 9 Confluence Confluencing 2 streams at node 220 @ Tc Stream 1 + Stream 2 = Confluenced ------ -------- -------- ------------ 18.82 Q= 2.79 + 3.88 = 6.67 cfs A= 1.62 + 2.25 = 3.87 ac. 14.65 Q= 2.60 + 4.64 = 7.24 cfs A= 1.26 + 2.25 = 3.51 ac. Qpeak = 7.24 cfs at Tc = 14.65 minutes A(contributing) = 3.51 ac I = 2.701"/hr. Fm(avg) = 0.410"/hr. A(total) = 3.87 ac Confluenced streams become stream # 1 to continue downstream. -------------------------- --------- Summary ----------------------------------- Stream 1 at node 220 Length=1,075' q= 1.87 cfs/acre avg. Conflu'd A(c)= 3.511 ac A(tot)= 3.87 acres Tc= 14.65 min Q= 7.24 cfs End of RMH run for file WOLX259.DAT RMH SB ver 7.Od Mar. 2005 RATIONAL METHOD HYDROLOGY San Bernardino County (C)Copyright 1992-2004 Jack P. Norris, Te]. 951-894-6296, Fax 894-6297 SIN 115 Nolan Consulting, Inc. File WOLX100A.DAT 12 records Edited 11-02-2005 14:40 Run 11-02-2005 Page 1 By KN Work code Job# 313.01 +-----------------------------------------------------------------------------+ I Water of Life - Parking & Recreation Area Expansion (SCE Corridor) Existing Conditions - 100 Year Storm I Drainage Area A (Between West Liberty & East Street) +-----------------------------------------------------------------------------+ Frequency: 100 yr, I=16.914Tc^(-.600) Legend: (i)=input (c)=computed 100 -yr 1 -hr depth= 1.450" (i) -Loglog slope of I -D curve=0.600(i) Initial area Tc by Kirpich formula: Tc = k(Dist^3/deltaH)^.2 Record 1 Subarea 1 Stream 1 Process 1: Initial subarea Node 101 to node 102 E1ev 1228.50 to elev 1221.80 Length= 275 delta H = 6.70' Slope= .02436 Subarea: .67 acre. Land use 1.5 = Nat/Agri, Barren (poor) al= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ------------------------------- k =.525 Tc = 10.44 min. I = 4.141"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 2.25 cfs ----------------------------------- Summary ------------ ----------------------- Stream 1 at node 102 Length= 275' q= 3.36 cfs/acre avg. A(tot)= 0.67 acres Tc= 10.44 min Q= 2.25 cfs ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Record 2 Subarea 2 Stream 1 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 102 to node 103 Elev 1221.80 to elev 1218.90 Length= 350 delta H = 2.90' Slope= .00829 Subarea: .97 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 1.76'/sec for avg Q of 3.41 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 10.44 + 3.31 = 13.75 min. I = 3.510"/hr Q=.9A(I-Fm) Long travel time: Tt = 3.31, Tc = 13.75. See Hydrology Manual D.11.5 Fm(avg) = 0.410"/hr Q(sub) = 2.71 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 103 Length= 625' q= 2.79 cfs/acre avg. A(tot)= 1.64 acres Tc= 13.75 min Q= 4.58 cfs -------------------------------------------------------------------------------- ------------------------------------------------------------------------------- File WOLX100A.DAT Edited 11-02-2005 14:40 Job# 313.01 Page 2 Record 3 Subarea 3 Stream 1 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 103 to node 104 Elev 1218.90 to elev 1214.50 Length= 364 delta H = 4.40' Slope= .01209 Subarea: 1.16 acres. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.40'/sec for avg Q of 5.77 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 13.75 + 2.53 = 16.28 min. I = 3.172"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 2.88 cfs --------------------------- Summary ----------------------------------- Stream 1 at node 104 Length= 989' q= 2.49 cfs/acre avg. A(tot)= 2.80 acres Tc= 16.28 min Q= 6.96 cfs *************+************t**++t**********+******+*********+* New Stream Record 4 Subarea 4 Stream 2 Process 1: Initial subarea Node 105 to node 106 Elev 1225.50 to elev 1218.30 Length= 480 delta H = 7.20' Slope= .01500 Subarea: 1.56 acres. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ------------------------------ k =.525 Tc = 14.37 min. I = 3.418"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 4.22 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 106 Length= 480' q= 2.71 cfs/acre avg. A(tot)= 1.56 acres Tc= 14.37 min Q= 4.22 cfs Record 5 Subarea 5 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 106 to node 107 Elev 1218.30 to elev 1216.50 Length= 187 delta H = 1.80' Slope= .00963 Subarea: 1.2 acres. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.13'/sec for avg Q of 5.61 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 14.37 + 1.47 = 15.83 min. I = 3.225"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 3.04 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 107 Length= 667' q= 2.53 cfs/acre avg. A(tot)= 2.76 acres Tc= 15.83 min Q= 6.99 cfs File WOLX100A.DAT Edited 11-02-2005 14:40 Job# 313.01 Page 3 Record 6 Subarea 6 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 107 to node 108 Elev 1216.50 to elev 1214.00 Length= 183 delta H = 2.50' Slope= .01366 Subarea: .6 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.72'/sec for avg Q of 7.56 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 15.83 + 1.12 = 16.95 min. I = 3.095"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.45 cfs ----------------------------------- Summary ------------- ---------------------- Stream 2 at node 108 Length= 850' q= 2.42 cfs/acre avg. A(tot)= 3.36 acres Tc= 16.95 min Q= 8.12 cfs Record 7 Subarea 7 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 108 to node 109 Elev 1214.00 to elev 1211.00 Length= 200 delta H = 3.00' Slope= .01500 Subarea: .5 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.94'/sec for avg Q of 8.52 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 16.95 + 1.13 = 18.09 min. I = 2.977"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.16 cfs ----------------------------------- Summary ---------------------------- Stream 2 at node 109 Length=1,050' q= 2.31 cfs/acre avg. A(tot)= 3.86 acres Tc= 18.09 min Q= 8.92 cfs Record 8 Subarea 0 Stream 2 Subarea Q Node 109 to node 120 Elev 1211.00 to elev 1208.50 Subarea: 0 acre Process 7: Channel flow - Natural Valley enters stream uniformly distributed along reach. Length= 201 delta H = 2.50' Slope= .01244 Hydraulics Results V avg = 2.71'/sec for avg Q of 8.92 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 18.09 + 1.24 = 19.33 min. I = 2.861"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 0.00 cfs Computed Q 8.5 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 2 at node 120 Length=1,251' q= 2.31 cfs/acre avg. A(tot)= 3.86 acres Tc= 19.33 min Q= 8.92 cfs This stream is designated for confluence with 1 other by record 10 File WOLX100A.DAT Edited 11-02-2005 14:40 Job# 313.01 Page 4 *****************+***************+***************+***+************ New Stream Record 9 Subarea 8 Stream 3 Process 1: Initial subarea Node 110 to node 111 Elev 1219.00 to elev 1214.00 Length= 382 delta H = 5.00' Slope= .01309 Subarea: .57 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ------------------------------ k =.525 Tc = 13.48 min. I = 3.552"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.61 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 111 Length= 382' q= 2.83 cfs/acre avg. A(tot)= 0.57 acres Tc= 13.48 min Q= 1.61 cfs Record 10 Subarea 9 Stream 3 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 111 to node 120 Elev 1214.00 to elev 1208.50 Length= 376 delta H = 5.50' Slope= .01463 Subarea: 1.38 acres. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.31'/sec for avg Q of 3.24 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 13.48 + 2.71 = 16.19 min. I = 3.182"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 3.44 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 120 Length= 758' q= 2.49 cfs/acre avg. A(tot)= 1.95 acres Tc= 16.19 min Q= 4.87 cfs This stream is designated for confluence with 1 other by record 8 Record 11 Process 9 Confluence Confluencing 2 streams at node 120 @ Tc Stream 2 + Stream 3 = Confluenced ------ -------- -------- ------------ 19.33 Q= 8.92 + 4.30 = 13.22 cfs A= 3.86 + 1.95 = 5.81 ac. 16.19 Q= 8.45 + 4.87 = 13.31 cfs A= 3.23 + 1.95 = 5.18 ac. Qpeak = 13.31 cfs at To = 16.19 minutes A(contributing) = 5.18 ac I = 3.182"/hr. Fm(avg) = 0.410"/hr. A(total) = 5.81 ac Confluenced streams become stream # 2 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 2 at node 120 Length=1,251' q= 2.29 cfs;acre avg. Conflu'd A(c)= 5.184 ac A(tot)= 5.81 acres Tc= 16.19 min Q= 13.31 cfs File WOLX100A.DAT Edited 11-02-2005 14:40 Job# 313.01 Page 5 ***********+************r***************++**++*****+*+*+ New Stream Record 12 Subarea 10 Stream 4 Process 1: Initial subarea Node 130 to node 131 Elev 1221.50 to elev 1215.00 Length= 233 delta H = 6.50' Slope= .02790 Subarea: .5 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ------------------------------ k =.525 Tc = 9.51 min. I = 4.380"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.79 cfs ----------------------------------- Summary ----------------------------------- Stream 4 at node 131 Length= 233' q= 3.57 cfs/acre avg. A(tot)= 0.50 acres Tc= 9.51 min Q= 1.79 cfs +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Others: Stream 1: Len= 989' Atot= 2.80 ac Tc= 16.28 min Q= 6.96 cfs Stream 2: Len= 1251' Atot= 5.81 ac Tc= 16.19 min Q= 13.31 cfs Stream 3: Len= 758' Atot= 1.95 ac Tc= 16.19 min Q= 4.87 cfs End of RMH run for file WOLX100A.DAT RMH SB ver 7.Od Mar. 2005 RATIONAL METHOD HYDROLOGY San Bernardino County (C)Copyright 1992-2004 Jack P. Norris, Tel 951-894-6296, Fax 894-6297 SIN 115 Nolan Consulting, Inc. File WOLX100B.DAT 7 records Edited 11-02-2005 15:08 Run 11-02-2005 Page 1 By KN Work code Job# 313.01 +-----------------------------------------------------------------------------+ I Water of Life - Parking & Recreation Area Expansion (SCE Corridor) I I Existing Conditions - 100 Year Storm I Drainage Area B (Between West Liberty & Etiwanda Channel) I +-----------------------------------------------------------------------------+ Frequency: 100 yr, I=16.914Tc^(-.600) Legend: (i)=input (c)=computed 100 -yr 1 -hr depth= 1.450" (i) -Loglog slope of I -D curve=0.600(i) Initial area Tc by Kirpich formula: Tc = k(Dist^3/deltaH)^.2 Record 1 Subarea 1 Stream 1 Process 1: Initial subarea Node 201 to node 202 Elev 1239.00 to elev 1232.80 Length= 408 delta H = 6.20' Slope= .01520 Subarea: .59 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ------------------------------ k =.525 Tc = 13.43 min. I = 3.560"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.67 cfs ----------------------------------- Summary ---------- ------------------------- Stream 1 at node 202 Length= 408' q= 2.83 cfs/acre avg. A(tot)= 0.59 acres Tc= 13.43 min Q= 1.67 cfs ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Record 2 Subarea 2 Stream 1 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 202 to node 203 Elev 1232.80 to elev 1227.20 Length= 446 delta H = 5.60' Slope= .01256 Subarea: .71 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.00'/sec for avg Q of 2.40 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 13.43 + 3.71 = 17.14 min. I = 3.075"/hr Q=.9A(I-Fm) Long travel time: Tt = 3.71, Tc = 17.14. See Hydrology Manual D.11.5 Fm(avg) = 0.410"/hr Q(sub) = 1.70 cfs ----------------------------------- Summary ------------- ---------------------- Stream 1 at node 203 Length= 854' q= 2.40 cfs/acre avg. A(tot)= 1.30 acres Tc= 17.14 min Q= 3.12 cfs ------------------------------------------------------------------------------- File WOLX100B.DAT Edited 11-02-2005 15:08 Job# 313.01 Page 2 Record 3 Subarea 3 Stream 1 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 203 to node 220 Elev 1227.20 to elev 1223.00 Length= 221 delta H = 4.20' Slope= .01900 Subarea: .32 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.66'/sec for avg Q of 3.40 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 17.14 + 1.38 = 18.52 min. I = 2.935"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 0.73 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 220 Length=1,075' q= 2.27 cfs/acre avg. A(tot)= 1.62 acres Tc= 18.52 min Q= 3.68 cfs This stream is designated for confluence with 1 other by record 6 ****+**************+*****++**+**********r******+********+****** New Stream. Record 4 Subarea 4 Stream 2 Process 1: Initial subarea Node 204 to node 205 Elev 1238.10 to elev 1232.70 Length= 258 delta H = 5.40' Slope= .02093 Subarea: .44 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ------------------------------ k =.525 Tc = 10.49 min. I = 4.129"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.47 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 205 Length= 258' q= 3.35 cfs/acre avg. A(tot)= 0.44 acres Tc= 10.49 min Q= 1.47 cfs Record 5 Subarea 5 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 205 to node 206 Elev 1232.70 to elev 1229.60 Length= 189 delta H = 3.10' Slope= .01640 Subarea: .76 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.33'/sec'for avg Q of 2.59 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 10.49 + 1.35 = 11.84 min. I = 3.839"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 2.35 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 206 Length= 447' q= 3.09 cfs/acre avg. A(tot)= 1.20 acres Tc= 11.84 min Q= 3.70 cfs File WOLXl00B.DAT Edited 11-02-2005 15:08 Job# 313.01 Page 3 Record 6 Subarea 6 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 206 to node 220 E1ev 1229.60 to elev 1223.00 Length= 411 delta H = 6.60' Slope= .01606 Subarea: 1.05 acres. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.66'/sec for avg Q of 4.89 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 11.84 + 2.57 = 14.41 min. I = 3.412"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 2.84 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 220 Length= 858' q= 2.70 cfs/acre avg. A(tot)= 2.25 acres Tc= 14.41 min Q= 6.08 cfs This stream is designated for confluence with 1 other by record 3 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Record 7 Process 9 Confluence Confluencing 2 streams at node 220 @ Tc Stream 1 + Stream 2 = Confluenced ------ -------- -------- ------------ 18.52 Q= 3.68 + 5.11 = 8.80 cfs A= 1.62 + 2.25 = 3.87 ac. 14.41 Q= 3.41 + 6.08 = 9.48 cfs A= 1.26 + 2.25 = 3.51 ac. Qpeak = 9.48 cfs at Tc = 14.41 minutes A(contributing) = 3.51 ac I = 3.412"/hr. Fm(avg) = 0.410"/hr. A(total) = 3.87 ac Confluenced streams become stream # 1 to continue downstream. ----------------------------------- Summary --------- -------------------------- Stream 1 at node 220 Length=1,075' q= 2.45 cfs/acre avg. Conflu'd A(c)= 3.511 ac A(tot)= 3.87 acres Tc= 14.41 min Q= 9.48 cfs End of RMH run for file WOLX100B.DAT RMH SB ver 7.Of Dec. 2005 RATIONAL METHOD HYDROLOGY San Bernardino County (C)Copyright 1992-2004 Jack P. Norris, Tel 951-894-6296, Fax 894-6297 SIN 115 Nolan Consulting, Inc. File WOLPIOA.DAT 23 records Edited 02-26-2007 09:32 Run 02-26-2007 Page 1 By KN Work code Job# 313.01 +-----------------------------------------------------------------------------+ I Water of Life - Parking and Recreation Area Expansion (SCE Corridor) I Proposed Conditions - 10 Year I Drainage Area A (Between East Ave & West Liberty) +-----------------------------------------------------------------------------+ Frequency: 10 yr, I=11.665Tc^(-.600) Legend: (i)=input (c)=computed 10 -yr 1 -hr depth= 1.000" (i)-Loglog slope of I -D curve=0.600(i) Initial area Tc by Kirpich formula: Tc = k(Dist^3/deltaH)^.2 Record 1 Subarea 1 Stream 1 Process 1: Initial subarea Node 101 to node 102 Elev 1228.50 to elev 1221.50 Length= 304 delta H = 7.00' Slope= .02303 Subarea: 1.16 acres. Land use 14 = Commercial ai= .9 ap = .l Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 6.28 min. I = 3.874"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 3.94 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 102 Length= 304' q= 3.40 cfs/acre avg. A(tot)= 1.16 acres Tc= 6.28 min Q= 3.94 cfs Record 2 Subarea 0 Stream 1 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 102 to node 140 Velocity headloss coefficient = .2 n = .011 Elev 1219.00 to elev 1217.40 Length= 72 delta H = 1.60' Slope= .02222 Subarea: 0 acre Allowable pipe size range: 8" to 18" ----------------------------- Hydraulics Results ------------------------------ 3.94 cfs in 1 12" pipe (d = 1.00') Depth, D=0.60' D/d=.599 Sf = .01953 Losses: Entrance+minor = .2 V'2/2g = 0.20' Friction = 1.41' Total= 1.61' Travel time X -Sect A= 0.49 sf, V= 8.03'/sec, Tt= 0.15 min. ------------------------------ Hydrology Results ------------------------------ Tc = 6.28 + 0.15 = 6.43 min. I = 3.820"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 0.00 cfs Computed Q 3.9 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 1 at node 140 Length= 376' q= 3.40 cfs/acre avg. A(tot)= 1.16 acres Tc= 6.43 min Q= 3.94 cfs This stream is designated for confluence with 1 other by record 4 File WOLP10A.DAT Edited 02-26-2007 09:32 Job# 313.01 Page 2 *************+*****+++****+****+++***+**+**+********++***+* New Stream Record 3 Subarea 2 Stream 2 Process 1: Initial subarea Node 102.1 to node 103 Elev 1223.20 to elev 1220.40 Length= 90 delta H = 2.80' Slope= .03111 Subarea: .78 acre. Land use 14 = Commercial ai= .9 ap = .l Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 3.63 min. I = 5.380"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 3.71 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 103 Length= 90' q= 4.75 cfs/acre avg. A(tot)= 0.78 acres Tc= 3.63 min Q= 3.71 cfs Record 4 Subarea 0 Stream 2 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 103 to node 140 Velocity headloss coefficient = .2 n = .011 Elev 1218.50 to elev 1217.40 Length= 90 delta H = 1.10' Slope= .01222 Subarea: 0 acre Allowable pipe size range: 8" to 18" ----------------------------- Hydraulics Results ------------------------------ 3.71 cfs in 1 12" pipe (d = 1.00') Depth, D=0.70' D/d=.704 Sf = .01090 Losses: Entrance+minor = .2 V^2/2g = 0.12' Friction = 0.98' Total= 1.10' Travel time X -Sect A= 0.59 sf, V= 6.28'/sec, It= 0.24 min. ------------------------------ Hydrology Results ------------------------------ Tc = 3.63 + 0.24 = 3.87 min. I = 5.178"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 0.00 cfs Computed Q 3.6 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 2 at node 140 Length= 180' q= 4.75 cfs/acre avg. A(tot)= 0.78 acres Tc= 3.87 min Q= 3.71 cfs This stream is designated for confluence with 1 other by record 2 Record 5 Process 9 Confluence Confluencing 2 streams at node 140 @ Tc Stream 1 + Stream 2 = Confluenced ------ -------- -------- ------------ 6.43 Q= 3.94 + 2.72 = 6.66 cfs A= 1.16 + 0.78 = 1.94 ac. 3.87 Q= 3.24 + 3.71 = 6.95 cfs A= 0.70 + 0.78 = 1.48 ac. Qpeak = 6.95 cfs at Tc = 3.87 minutes A(contributing) = 1.48 ac I = 5.178"/hr. Fm(avg) = 0.097"/hr. A(total) = 1.94 ac Confluenced streams become stream # 1 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 1 at node 140 Length= 376' q= 3.58 cfs/acre avg. Conflu'd A(c)= 1.479 ac A(tot)= 1.94 acres Tc= 3.87 min Q= 6.95 cfs File WOLPIOA.DAT Edited 02-26-2007 09:32 Job# 313.01 Page 3 New Stream Record 6 Subarea 3 Stream 3 Process 1: Initial subarea Node 105 to node 106 Elev 1223.50 to elev 1218.60 Length= 215 delta H = 4.90' Slope= .02279 Subarea: .45 acre. Land use 14 = Commercial ai= .9 ap = .l Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 To = 5.48 min. I = 4.205"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 1.66 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 106 Length= 215' q= 3.70 cfs/acre avg. A(tot)= 0.45 acres To= 5.48 min Q= 1.66 cfs Record 7 Subarea 4 Stream 3 Process 4: Valley gutter section flow Subarea Q enters stream uniformly distributed along reach. Node 106 to node 107 Elev 1218.60 to elev 1217.20 Length= 142 delta H = 1.40' Slope= .00986 Subarea: .96 acre. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr Valley gutter template 2 Section width = 26' n = .015 Gutter width = 3' Hike = 1.5" Lip = .38" Pav't X -fall = .02 '/' ----------------------------- Hydraulics Results ------------------------------ Tt based on Qavg= 3.15 cfs Davg=0.29' Aavg= 1.53 sf. Vavg= 2.06 fps At end of reach: D = 0.29' V = 3.03'/sec. D*V = 0.87 Sf = .01007 Flow area = 1.53 s.f. Flooded width = 16.08' ------------------------------ Hydrology Results ------------------------------ Tc = 5.48 + 1.15 = 6.62 min. I = 3.752"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 3.16 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 107 Length= 357' q= 3.29 cfs/acre avg. A(tot)= 1.41 acres Tc= 6.62 min Q= 4.64 cfs Record 8 Subarea 5 Stream 3 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 107 to node 107.1 Elev 1217.20 to elev 1212.50 Length= 330 delta H = 4.70' Slope= .01424 Subarea: 1.2 acres. Land use 1.3 = Nat/Agri, Grass (fair) A= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr Max d = 1' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 4.64 cfs. Calc'd flow depth, D = 0.39 ft. A= 1.8 sf V= 2.61'/sec ---------------- -------------- Hydrology Results ------------------------------ Tc = 6.62 + 2.11 = 8.73 min. I = 3.178"/hr Q=.9A(I-Fm) Fm(avg) = 0.429"/hr Q(sub) = 2.97 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 101.1 Length= 687' q= 2.47 cfs/acre avg. A(tot)= 2.61 acres Tc= 8.73 min Q= 6.46 cfs File WOLP10A.DAT Edited 02-26-2007 09:32 Job# 313.01 Page 4 Record 9 Subarea 6 Stream 3 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 107.1 to node 120 Elev 1212.50 to elev 1208.00 Length= 242 delta H = 4.50' Slope= .01860 Subarea: .77 acre. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr Max d = 1' Bottom width = 3' Si.deslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 6.46 cfs. Calc'd flow depth, D = 0.43 ft. A= 2.0 sf V= 3.18'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 8.73 + 1.27 = 10.00 min. I = 2.930"/hr Q=.9A(I-Fm) Fm(avg) = 0.518"/hr Q(sub) = 1.67 cfs ----------------------------------- Summary ---------------------------- Stream 3 at node 120 Length= 929' q= 2.17 cfs/acre avg. A(tot)= 3.38 acres Tc= 10.00 min Q= 7.34 cfs This stream is designated for confluence with 1 other by record 15 *t***++*****k*******t*****+***++*****+*++**t***+ New Stream Record 10 Subarea 7 Stream 4 Process 1: Initial subarea Node 107.2 to node 107.3 Elev 1217.20 to elev 1210.60 Length= 250 delta H = 6.60' Slope= .02640 Subarea: .18 acre. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 5.65 min. I = 4.128"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 0.65 cfs ----------------------------------- Summary ----------------------------------- Stream 4 at node 107.3 Length= 250' q= 3.63 cfs/acre avg. A(tot)= 0.18 acres Tc= 5.65 min Q= 0.65 cfs This stream is designated for confluence with 1 other by record 12 **+***++*++++++****+*k*****+***++*+**++*+*+***** New Stream Record 11 Subarea 8 Stream 5 Process 1: Initial subarea Node 107.4 to node 107.5 Elev 1216.50 to elev 1211.00 Length= 200 delta H = 5.50' Slope= .02750 Subarea: .36 acre. Land use 2 = Public park ai= .15 ap = .85 Soil.: A Fp = 0.970"/hr. Fm= 0.825"/hr ------------------------------ Hydrology Results ------------------------------ k =.490 Tc = 8.37 min. I = 3.260"/hr Q=.9A(I-Fm) Fm(avg) = 0.825"/hr Q(sub) = 0.79 cfs ----------------------------------- Summary ----------------------------------- Stream 5 at node 107.5 Length= 200' q= 2.19 cfs/acre avg. A(tot)= 0.36 acres Tc= 8.37 min Q= 0.79 cfs File WOLP10A.DAT Edited 02-26-2007 09:32 Job# 313.01 Page 5 Record 12 Subarea 0 Stream 5 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 107.5 to node 107.3 Velocity headloss coefficient = 0 n = .011 Elev 1210.00 to elev 1209.60 Length= 35 delta H = 0.40' Slope= .01143 Subarea: 0 acre Allowable pipe size range: 6" to 1811 ----------------------------- Hydraulics Results ------------------------------ 0.79 cfs in 1 8" pipe (d = 0.67') Depth, D=0.34' D/d=.509 Sf = .01150 Losses: Entrance+minor = 0 V^2/2g = 0.00' Friction = 0.40' Total= 0.40' Travel time X -Sect A= 0.18 sf, V= 4.42'/sec, Tt= 0.13 min. ------------------------------ Hydrology Results ------------------------------ Tc = 8.37 + 0.13 = 8.50 min. I = 3.230"/hr Q=.9A(I-Fm) Fm(avg) = 0.825"/hr Q(sub) = 0.00 cfs Computed Q 0.8 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 5 at node 107.3 Length= 235' q= 2.19 cfs/acre avg. A(tot)= 0.36 acres Tc= 8.50 min Q= 0.79 cfs This stream is designated for confluence with 1 other by record 10 Record 13 Process 9 Confluence Confluencing 2 streams at node 107.3 @ Tc Stream 4 + Stream 5 = Confluenced ------ -------- -------- ------------ 5.65 Q= 0.65 + 0.72 = 1.37 cfs A= 0.18 + 0.24 = 0.42 ac. 8.50 Q= 0.51 + 0.79 = 1.30 cfs A= 0.18 + 0.36 = 0.54 ac. Qpeak = 1.37 cfs at Tc = 5.65 minutes A(contributing) = 0.42 ac I = 4.12811/hr. Fm(avg) = 0.512"/hr. A(total) = 0.54 ac Confluenced streams become stream # 4 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 4 at node 107.3 Length= 250' q= 2.54 cfs/acre avg. Confl.u'd A(c)= 0.419 ac A(tot)= 0.54 acres Tc= 5.65 min Q= 1.37 cfs File WOLP10A.DAT Edited 02-26-2007 09:32 Job# 313.01 Page 6 Record 14 Subarea 0 Stream 4 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 107.3 to node 107.6 Velocity headloss coefficient = .2 n = .011 Elev 1209.60 to elev 1208.50 Length= 75 delta H = 1.10' Slope= .01467 Subarea: 0 acre Allowable pipe size range: 6" to 18" ----------------------------- Hydraulics Results ------------------------------- 1.37 cfs in 1 8" pipe (d = 0.67') Depth, D=0.46' D/d=.694 Sf = .01351 Losses: Entrance+minor = .2 V^2/2g = 0.09' Friction = 1.01' Total= 1.10' Travel time X -Sect A= 0.26 sf, V= 5.31'/sec, Tt= 0.24 min. ------------------------------ Hydrology Results ------------------------------ Tc = 5.65 + 0.24 = 5.88 min. I = 4.028"/hr Q=.9A(I-Fm) Fm(avg) = 0.512."/hr Q(sub) = 0.00 cfs Computed Q 1.3 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 4 at node 107.6 Length= 325' q= 2.54 cfs/acre avg. Conflu'd A(c)= 0.419 ac A(tot)= 0.54 acres Tc= 5.88 min Q= 1.37 cfs Record 15 Subarea 0 Stream 4 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 107.6 to node 120 Elev 1208.50 to elev 1208.00 Length= 97 delta H = 0.50' Slope= .00515 Subarea: 0 acre ----------------------------- Hydraulics Results ------------------------------ V avg = 1.14'/sec for avg Q of 1.37 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 5.88 + 1.41 = 7.30 min. I = 3.540"/hr Q=.9A(I-Fm) Fm(avg) = 0.512"/hr Q(sub) = 0.00 cfs Computed Q 1.1 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 4 at node 120 Length= 422' q= 2.54 cfs/acre avg. Conflu'd A(c)= 0.419 ac A(tot)= 0.54 acres Tc= 7.30 min Q= 1.37 cfs This stream is designated for confluence with 1 other by record 9 File WOLP10A.DAT Edited 02-26-2007 09:32 Job# 313.01 Record 16 Confluencing 2 streams at node 120 @ Tc Stream 3 + Stream 4 = 10.00 Q= 7.34 + 1.10 = A= 3.38 + 0.42 = Process 9 Confluence Confluenced ------------ 8.43 cfs 3.80 ac. 7.30 Q= 6.71 + 1.37 = 8.08 cfs A= 2.47 + 0.42 = 2.89 ac. Qpeak = 8.43 cfs at Tc = 10.00 minutes A(contributing) = 3.80 ac I = 2.930"/hr. Fm(avg) = 0.518"/hr. A(total) = 3.92 ac Page 7 Confluenced streams become stream # 3 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 3 at node 120 Length= 929' q= 2.15 cfs/acre avg. Conflu'd A(c)= 3.799 ac A(tot)= 3.92 acres Tc= 10.00 min Q= 8.43 cfs ************++***kx*****+****************************+***** New Stream Record 17 Subarea 9 Stream 6 Process 1: Initial subarea Node 110 to node 111 Elev 1223.20 to elev 1218.80 Length= 241 delta H = 4.40' Slope= .01826 Subarea: .95 acre. Land use 9 = 8-10 dwellings/acre ai= .6 ap = .4 Soil: A Fp = 0.970"/hr. Fm= 0.388"/hr ------------------------------ Hydrology Results ------------------------------ k =.370 Tc = 7.39 min. I = 3.513"/hr Q=.9A(I-Fm) Fm(avg) = 0.388"/hr Q(sub) = 2.67 cfs ----------------------------------- Summary ----------------------------------- Stream 6 at node 111 Length= 241' q= 2.81 cfs/acre avg. A(tot)= 0.95 acres Tc= 7.39 min Q= 2.67 cfs File WOLP10A.DAT Edited 02-2.6-2007 09:32 Job# 313.01 Page 8 Record 18 Subarea 10 Stream 6 Process 3: Street flow Subarea Q enters stream uniformly distributed along reach. Node 111 to node 112 Elev 1218.80 to elev 1216.20 Length= 221 delta H = 2.60' Slope= .01177 Subarea: .85 acre. Land use 12 = Mobilhome park ai= .75 ap = .25 Soil: A Fp = 0.970"/hr. Fm= 0.243"/hr Street template 1 Half -width = 20' n = .015 Flow on 1 side designated. CF = 6" Batter= .25 h/v Gutter width = 18" Hike = 1.5" Lip = .38" Xfall = .02 '/' Parkway 0' wide @ 0 '/' ----------------------------- Hydraulics Results ------------------------------ It= 1.37 min. based on Qavg= 3.65 cfs on one side of street. Davg=0.35' Aavg= 1.37 s.f. Vavg= 2.70'/sec At end of reach: D = 0.37' V = 2.77'/sec. D*V = 1.03 Sf = .01178 Flow area = 1.67 s.f. Flooded width one side = 12.49' ------------------------------ Hydrology Results ------------------------------ Tc = 7.39 + 1.37 = 8.76 min. I = 3.173"/hr Q=.9A(I-Fm) Fm(avg) = 0.319"/hr Q(sub) = 2.18 cfs ----------------------------------- Summary ----------------------------------- Stream 6 at node 112 Length= 462' q= 2.57 cfs/acre avg. A(tot)= 1.80 acres Tc= 8.76 min Q= 4.62 cfs Record 19 Subarea 11 Stream 6 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 112 to node 104 Elev 1216.00 to elev 1213.00 Length= 128 delta H = 3.00' Slope= .02344 Subarea: .55 acre. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr Max d = l' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 4.62 cfs. Calc'd flow depth, D = 0.34 ft. A= 1.5 sf V= 3.12'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 8.76 + 0.68 = 9.44 min. I = 3.033"/hr Q=.9A(I-Fm) Fm(avg) = 0.436"/hr Q(sub) = 1.29 cfs ----------------------------------- Summary ----------------------------------- Stream 6 at node 104 Length= 590' q= 2.34 cfs/acre avg. A(tot)= 2.35 acres Tc= 9.44 min Q= 5.49 cfs This stream is designated for confluence with 1 other by record 21 ******************k*****x*k****t***************+***************** New Stream Record 20 Subarea 12 Stream 7 Process 1: Initial subarea Node 108 to node 109 Elev 1219.50 to elev 1216.00 Length= 280 delta H = 3.50' Slope= .01250 Subarea: .26 acre. Land use 14 = Commercial ai= .9 ap = .l Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 6.86 min. I = 3.67211/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 0.84 cfs ----------------------------------- Summary ----------------------------------- Stream 7 at node 109 Length= 280' q= 3.22 cfs/acre avg. A(tot)= 0.26 acres Tc= 6.86 min Q= 0.84 cfs File WOLP10A.DAT Edited 02-26-2007 09:32 Job# 313.01 Page 9 Record 21 Subarea 0 Stream 7 Process 7: Channel flow - Improved A1.1 subarea Q enters stream at downstream node. Node 109 to node 104 Elev 1216.00 to elev 1213.00 Length= 115 delta H = 3.00' Slope= .02609 Subarea: 0 acre Max d = 1' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 0.84 cfs. Calc'd flow depth, D = 0.12 ft. A= 0.4 sf V= 2.00'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 6.86 + 0.96 = 7.82 min. I = 3.396"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 0.00 cfs Computed Q 0.8 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 7 at node 104 Length= 395' q= 3.22 cfs/acre avg. A(tot)= 0.26 acres Tc= 7.82 min Q= 0.84 cfs This stream is designated for confluence with 1 other by record 19 Record 22 Process 9 Confluence Confluencing 2 streams at node 104 @ Tc Stream 6 + Stream 7 = Confluenced ------ -------- -------- ------------ 9.44 Q= 5.49 + 0.74 = 6.24 cfs A= 2.35 + 0.26 = 2.61 ac. 7.82 Q= 5.18 + 0.84 = 6.02 cfs A= 1.95 + 0.26 = 2.21 ac. Qpeak = 6.24 cfs at Tc = 9.44 minutes A(contributing) = 2.61 ac I = 3.033"/hr. Fm(avg) = 0.403"/hr. A(total) = 2.61 ac Confluenced streams become stream # 6 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 6 at node 104 Length= 590' q= 2.39 cfs/acre avg. Conflu'd A(c)= 2.610 ac A(tot)= 2.61 acres Tc= 9.44 min Q= 6.24 cfs * * * * * * * * * * * * * * *k * * * * * * * *k * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * N e w Stream Record 23 Subarea 13 Stream 8 Process 1: Initial subarea Node 130 to node 131 Elev 1223.50 to elev 1215.00 Length= 286 delta H = 8.50' Slope= .02972 Subarea: .57 acre. Land use 2 = Public park ai= .15 ap = .85 Soil: A Fp = 0.97011/hr. Fm= 0.825"/hr ------------------------------ Hydrology Results ------------------------------ k =.490 Tc = 9.51 min. I = 3.020"/hr Q=.9A(I-Fm) Fm(avg) = 0.825"/hr Q(sub) = 1.13 cfs ----------------------------------- Summary ----------------------------------- Stream 8 at node 131 Length= 286' q= 1.98 cfs/acre avg. A(tot)= 0.57 acres Tc= 9.51 min Q= 1.13 cfs Others: Stream 1: Len= 376' Atot= 1.94 ac Tc= 3.87 min Q= 6.95 cfs Stream 2: Len= 180' Atot= 0.78 ac Tc= 3.87 min Q= 3.71 cfs Stream 3: Len= 929' Atot= 3.92 ac Tc= 10.00 min Q= 8.43 cfs Stream 4: Len= 422' Atot= 0.54 ac Tc= 7.30 min Q= 1.37 cfs Stream 5: Len= 235' Atot= 0.36 ac Tc= 8.50 min Q= 0.79 cfs Stream 6: Len= 590' Atot= 2.61 ac Tc= 9.44 min Q= 6.24 cfs Stream 7: Len= 395' Atot= 0.26 ac Tc= 7.82 min Q= 0.84 cfs End of RMH run for file WOLP10A.DAT RMH SB ver 7.Of Dec. 2005 RATIONAL METHOD HYDROLOGY San Bernardino County (C)Copyright 1992-2004 Jack P. Norris, Tel 951-894-6296, Fax 894-6297 SIN 115 Nolan Consulting, Inc. File WOLPIOB.DAT 14 records Edited 11-29-2006 15:42 Run 11-29-2006 Page 1 By KN Work code Job# 313.01 ---+ I Water of Life - Parking and Recreation Area Expansion (SCE Corridor) I I Proposed Conditions - 10 Year I Drainage Area B (Between West Liberty & Etiwanda Channel) I +-----------------------------------------------------------------------------+ Frequency: 10 yr, I=11.665Tc^(-.600) Legend: (i)=input (c)=computed 10 -yr 1 -hr depth= 1.000" (i) -Loglog slope of I -D curve=0.600(i) Initial area Tc by Kirpich formula: Tc = k(Dist^3/deltaH)^.2 ******************************************************************************* Record 1 Subarea 1 Stream 1 Process 1: Initial subarea Node 201 to node 202 Elev 1239.00 to elev 1235.50 Length= 283 delta H = 3.50' Slope= .01237 Subarea: .34 acre. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr ------------------------------ Hydrology Results ------------------------------ k =.705 Tc = 16.23 min. I = 2.191"/hr Q=.9A(I-Fm) Fm(avg) = 0.820"/hr Q(sub) = 0.42 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 202 Length= 283' q= 1.23 cfs/acre avg. A(tot)= 0.34 acres Tc= 16.23 min Q= 0.42 cfs Record 2 Subarea 2 Stream 1 Process 3: Street flow Subarea Q enters stream uniformly distributed along reach. Node 202 to node 203 Elev 1235.50 to elev 1232.50 Length= 216 delta H = 3.00' Slope= .01389 Subarea: .54 acre. Land use 14 = Commercial ai= .9 ap = .l Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr Street template 1 Half -width = 20' n = .015 Flow on 1 side designated. CF = 6" Batter= .25 h/v Gutter width = 18" Hike = 1.5" Lip = .38" Xfall = .02 '/' Parkway 10' wide @ .021 '/' ----------------------------- Hydraulics Results ------------------------------ Tt= 1.73 min. based on Qavg= 0.88 cfs on one side of street. Davg=0.24' Aavg= 0.42 s.f. Vavg= 2.09'/sec At end of reach: D = 0.26' V = 2.23'/sec. D*V = 0.59 Sf = .01390 Flow area = 0.60 s.f. Flooded width one side = 6.941 ------------------------------ Hydrology Results ------------------------------ Tc = 16.23 + 1.73 = 17.96 min. I = 2.062"/hr Q=.9A(I-Fm) Fm(avg) = 0.376"/hr Q(sub) = 0.82 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 203 Length= 499' q= 1.52 cfs/acre avg. A(tot)= 0.88 acres Tc= 17.96 min Q= 1.34 cfs File WOLP10B.DAT Edited 11-29-2006 15:42 Job# 313.01 Page 2 Record 3 Subarea 3 Stream 1 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 203 to node 203.1 Elev 1232.50 to elev 1228.50 Length= 205 delta H = 4.00' Slope= .01951 Subarea: .23 acre. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr Max d = 1' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 1.34 cfs. Calc'd flow depth, D = 0.18 ft. A= 0.7 sf V= 1.99'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 17.96 + 1.71 = 19.68 min. I = 1.952"/hr Q=.9A(I-Fm) Fm(avg) = 0.468"/hr Q(sub) = 0.31 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 203.1 Length= 704' q= 1.34 cfs/acre avg. A(tot)= 1.11 acres Tc= 19.68 min Q= 1.48 cfs Record 4 Subarea 0 Stream 1 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 203.1 to node 203.2 Velocity headloss coefficient = .2 n = .011 Elev 1226.50 to elev 1220.40 Length= 318 delta H = 6.10' Slope= .01918 Subarea: 0 acre Allowable pipe size range: 8" to 18" ----------------------------- Hydraulics Results ------------------------------ 1.48 cfs in 1 8" pipe (d = 0.67') Depth, D=0.43' D/d=.650 Sf = .01883 Losses: Entrance+minor = .2 V^2/2g = 0.12' Friction = 5.99' Total= 6.11' Travel time X -Sect A= 0.24 sf, V= 6.17'/sec, Tt= 0.86 min. ------------------------------ Hydrology Results ------------------------------ Tc = 19.68 + 0.86 = 20.53 min. I = 1.903"/hr Q=.9A(I-Fm) Fm(avg) = 0.468"/hr Q(sub) = 0.00 cfs Computed Q 1.4 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 1 at node 203.2 Length=1,022' q= 1.34 cfs/acre avg. A(tot)= 1.11 acres Tc= 20.53 min Q= 1.48 cfs This stream is designated for confluence with 1 other by record 8 ******************************************+******************* New Stream Record 5 Subarea 4 Stream 2 Process 1: Initial subarea Node 204 to node 205 Elev 1236.00 to elev 1230.00 Length= 328 delta H = 6.00' Slope= .01829 Subarea: 1.01 acres. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 6.78 min. I = 3.701"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 3.28 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 205 Length= 328' q= 3.24 cfs/acre avg. A(tot)= 1.01 acres Tc= 6.78 min Q= 3.28 cfs File WOLP10B.DAT Edited 11-29-2006 15:42 Job# 313.01 Page 3 Record 6 Subarea 5 Stream 2 Process 4: Valley gutter section flow Subarea Q enters stream uniformly distributed along reach. Node 205 to node 206 Elev 1230.00 to elev 1227.20 Length= 202 delta H = 2.80' Slope= .01386 Subarea: 1.01 acres. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr Valley gutter template 2 Section width = 26' n = .015 Gutter width = 3' Hike = 1.5" Lip = .38" Pav't X -fall = .02 ----------------------------- Hydraulics Results ------------------------------ Tt based on Qavg= 4.57 cfs Davg=0.30' Aavg= 1.80 sf. Vavg= 2.54 fps At end of reach: D = 0.30' V = 3.26'/sec. D*V = 0.99 Sf = .01397 Flow area = 1.80 s.f. Flooded width = 17.68' ------------------------------ Hydrology Results ------------------------------ Tc = 6.78 + 1.32 = 8.10 min. I = 3.325"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 2.93 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 206 Length= 530' q= 2.91 cfs/acre avg. A(tot)= 2.02 acres Tc= 8.10 min Q= 5.87 cfs Record 7 Subarea 6 Stream 2 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 206 to node 206.1 Elev 1227.20 to elev 1224.00 Length= 140 delta H = 3.20' Slope= .02286 Subarea: .29 acre. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr Max d = l' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 5.87 cfs. Calc'd flow depth, D = 0.39 ft. A= 1.8 sf V= 3.30'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 8.10 + 0.71 = 8.81 min. I = 3.162"/hr Q=.9A(I-Fm) Fm(avg) = 0.188"/hr Q(sub) = 0.78 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 206.1 Length= 670' q= 2.68 cfs/acre avg. A(tot)= 2.31 acres Tc= 8.81 min Q= 6.18 cfs File WOLP10B.DAT Edited 11-29-2006 15:42 Job# 313.01 Page 4 Record 8 Subarea 0 Stream 2 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 206.1 to node 203.2 Velocity headloss coefficient = .2 n = .011 Elev 1223.00 to elev 1220.40 Length= 20 delta H = 2.60' Slope= .13000 Subarea: 0 acre Allowable pipe size range: 8" to 18" ----------------------------- Hydraulics Results ------------------------------ 6.18 cfs in 1 10" pipe (d = 0.83') Depth, D=0.56' D/d=.672 Sf = .09095 Losses: Entrance+minor = .2 V^2/2g = 0.78' Friction = 1.82' Total= 2.60' Travel time X -Sect A= 0.39 sf, V=15.88'/sec, Tt= 0.02 min. ------------------------------ Hydrology Results ------------------------------ Tc = 8.81 + 0.02 = 8.83 min. I = 3.158"/hr Q=.9A(I-Fm) Fm(avg) = 0.188"/hr Q(sub) = 0.00 cfs Computed Q 6.2 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ---------------------- ------------- Summary ----------------------------------- Stream 2 at node 203.2 Length= 690' q= 2.68 cfs/acre avg. A(tot)= 2.31 acres Tc= 8.83 min Q= 6.18 cfs This stream is designated for confluence with 1 other by record 4 Record 9 Process 9 Confluence Confluencing 2 streams at node 203.2 @ Tc Stream 1 + Stream 2 = Confluenced ------ -------- -------- ------------ 20.53 Q= 1.48 + 3.57 = 5.05 cfs A= 1.11 + 2.31 = 3.42 ac. 8.83 Q= 1.19 + 6.18 = 7.38 cfs A= 0.48 + 2.31 = 2.79 ac. Qpeak = 7.38 cfs at Tc = 8.83 minutes A(contributing) = 2.79 ac I = 3.15811/hr. Fm(avg) = 0.236"/hr. A(total) = 3.42 ac Confluenced streams become stream # 1 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 1 at node 203.2 Length=1,022' q= 2.16 cfs/acre avg. Conflu'd A(c)= 2.787 ac A(tot)= 3.42 acres Tc= 8.83 min Q= 7.38 cfs File WOLP10B.DAT Edited 11-29-2006 15:42 Job# 313.01 Page 5 Record 10 Subarea 0 Stream 1 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 203.2 to node 220 Velocity headloss coefficient = 0 n = .011 Elev 1220.40 to elev 1219.90 Length= 33 delta H = 0.50' Slope= .01515 Subarea: 0 acre Allowable pipe size range: 8" to 18" ----------------------------- Hydraulics Results ------------------------------ 7.38 cfs in 1 15" pipe (d = 1.251) Depth, D=0.83' D/d=.667 Sf = .01520 Losses: Entrance+minor = 0 V^2/2g = 0.00' Friction = 0.50' Total= 0.50' Travel time X -Sect A= 0.87 sf, V= 8.49'/sec, Tt= 0.06 min. ------------------------------ Hydrology Results ------------------------------ Tc = 8.83 + 0.06 = 8.89 min. I = 3.144"/hr Q=.9A(I-Fm) Fm(avg) = 0.236"/hr Q(sub) = 0.00 cfs Computed Q 7.3 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 1 at node 220 Length=1,055' q= 2.16 cfs/acre avg. Conflu'd A(c)= 2.787 ac A(tot)= 3.42 acres Tc= 8.89 min Q= 7.38 cfs This stream is designated for confluence with 1 other by record 13 **********+********************************************** New Stream Record 11 Subarea 7 Stream 3 Process 1: Initial subarea Node 207 to node 207.1 Elev 1227.50 to elev 1224.40 Length= 190 delta H = 3.10' Slope= .01632 Subarea: .27 acre. Land use 14 = Commercial ai= .9 ap = .l Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 5.57 min. I = 4.161"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 0.99 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 207.1 Length= 190' q= 3.66 cfs/acre avg. A(tot)= 0.27 acres Tc= 5.57 min Q= 0.99 cfs Record 12 Subarea 8 Stream 3 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 207.1 to node 207.2 Elev 1224.40 to elev 1222.50 Length= 80 delta H = 1.90' Slope= .02375 Subarea: .09 acre. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr Max d = l' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 0.99 cfs. Calc'd flow depth, D = 0.14 ft. A= 0.5 sf V= 1.98'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 5.57 + 0.67 = 6.25 min. I = 3.886"/hr Q=.9A(I-Fm) Fm(avg) = 0.278"/hr Q(sub) = 0.29 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 207.2 Length= 270' q= 3.25 cfs/acre avg. A(tot)= 0.36 acres Tc= 6.25 min Q= 1.17 cfs File WOLP10B.DAT Edited 11-29-2006 15:42 Job# 313.01 Page 6 Record 13 Subarea 9 Stream 3 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 207.2 to node 220 Velocity headloss coefficient = .2 n = .011 Elev 1220.50 to elev 1219.90 Length= 60 delta H = 0.60' Slope= .01000 Subarea: .02 acre. Land use 14 = Commercial ai= .9 ap = .l Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr Allowable pipe size range: 8" to 18" ----------------------------- Hydraulics Results ------------------------------ 1.17 cfs in 1 8" pipe (d = 0.67) Depth, D=0.48' D/d=.716 Sf = .00902 Losses: Entrance+minor = .2 V^2/2g = 0.06' Friction = 0.54' Total= 0.60' Travel time X -Sect A= 0.27 sf, V= 4.37'/sec, Tt= 0.23 min. ------------------------------ Hydrology Results ------------------------------ Tc = 6.25 + 0.23 = 6.47 min. I = 3.803"/hr Q=.9A(I-Fm) Fm(avg) = 0.268"/hr Q(sub) = 0.06 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 220 Length= 330' q= 3.18 cfs/acre avg. A(tot)= 0.38 acres Tc= 6.47 min Q= 1.21 cfs This stream is designated for confluence with 1 other by record 10 Record 14 Process 9 Confluence Confluencing 2 streams at node 220 @ Tc Stream 1 + Stream 3 = Confluenced ------ -------- -------- ------------ 8.89 Q= 7.38 + 0.98 = 8.36 cfs A= 2.79 + 0.38 = 3.17 ac. 6.47 Q= 6.59 + 1.21 = 7.80 cfs A= 2.03 + 0.38 = 2.41 ac. Qpeak = 8.36 cfs at Tc = 8.89 minutes A(contributing) = 3.17 ac I = 3.144"/hr. Fm(avg) = 0.240"/hr. A(total) = 3.80 ac Confluenced streams become stream # 1 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 1 at node 220 Length=1,055' q= 2.20 cfs/acre avg. Conflu'd A(c)= 3.167 ac A(tot)= 3.80 acres Tc= 8.89 min Q= 8.36 cfs +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Others: Stream 2: Len= 690' Atot= 2.31 ac Tc= 8.83 min Q= 6.18 cfs Stream 3: Len= 330' Atot= 0.38 ac Tc= 6.47 min Q= 1.21 cfs End of RMH run for file WOLP10B.DAT RMH SB ver 7.Of Dec. 2005 RATIONAL METHOD HYDROLOGY San Bernardino County (C)Copyright 1992-2004 Jack P. Norris, Tel 951-894-6296, Fax 894-6297 S/N 115 Nolan Consulting, Inc. File WOLP25A.DAT 23 records Edited 02-26-2007 09:40 Run 02-26-2007 Page 1 By KN Work code Job# 313.01 +-----------------------------------------------------------------------------+ I Water of Life - Parking and Recreation Area Expansion (SCE Corridor) I Proposed Conditions - 25 Year I Drainage Area A (Between East Ave & West Liberty) +-----------------------------------------------------------------------------+ Frequency: 25 yr, I=13.522Tc^(-.600) Legend: (i)=input (c)=computed 10 -yr 1 -hr D= 1"(i), 100 -yr 1 -hr D= 1.45"(i), 25 -yr 1 -hr depth = 1.159" (c) -Loglog slope of I -D curve=0.600(i) Initial area Tc by Kirpich formula: Tc = k(Dist^3/deltaH)^.2 Record 1 Subarea 1 Stream 1 Process 1: Initial subarea Node 101 to node 102 Elev 1228.50 to elev 1221.50 Length= 304 delta H = 7.00' Slope= .02303 Subarea: 1.16 acres. Land use 14 = Commercial ai= .9 ap = .l Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 6.28 min. I = 4.491"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 4.59 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 102 Length= 304' q= 3.95 cfs/acre avg. A(tot)= 1.16 acres Tc= 6.28 min Q= 4.59 cfs Record 2 Subarea 0 Stream 1 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 102 to node 140 Velocity headloss coefficient = .2 n = .011 Elev 1219.00 to elev 1217.40 Length= 72 delta H = 1.60' Slope= .02222 Subarea: 0 acre Allowable pipe size range: 8" to 18" ----------------------------- Hydraulics Results ------------------------------ 4.59 cfs in 1 12" pipe (d = 1.00') Depth, D=0.67' D/d=.667 Sf = .01929 Losses: Entrance+minor = .2 V^2/2g = 0.21' Friction = 1.39' Total= 1.60' Travel time X -Sect A= 0.56 sf, V= 8.24'/sec, It= 0.15 min. ------------------------------ Hydrology Results ------------------------------ Tc = 6.28 + 0.15 = 6.42 min. I = 4.430"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 0.00 cfs Computed Q 4.5 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 1 at node 140 Length= 376' q= 3.95 cfs/acre avg. A(tot)= 1.16 acres Tc= 6.42 min Q= 4.59 cfs This stream is designated for confluence with 1 other by record 4 RMH SB ver 7.Of Dec. 2005 RATIONAL METHOD HYDROLOGY San Bernardino County (C)Copyright 1992-2004 Jack P. Norris, Tel 951-894-6296, Fax 894-6297 SIN 115 Nolan Consulting, Inc. File WOLP25A.DAT 23 records Edited 02-26-2007 09:40 Run 02-26-2007 Page 1 By KN Work code Job# 313.01 +-----------------------------------------------------------------------------+ 4 1 Water of Life - Parking and Recreation Area Expansion (SCE Corridor) I Proposed Conditions - 25 Year I Drainage Area A (Between East Ave & West Liberty) +-----------------------------------------------------------------------------+ Frequency: 25 yr, I=13.522Tc^(-.600) Legend: (i)=input (c)=computed 10 -yr 1 -hr D= 1"(i), 100 -yr 1 -hr D= 1.45"(i), 25 -yr 1 -hr depth = 1.159" (c) -Loglog slope of I -D curve=0.600(i) Initial area Tc by Kirpich formula: Tc = k(Dist^3/deltaH)^.2 Record 1 Subarea 1 Stream 1 Process 1: Initial subarea Node 101 to node 102 Elev 1228.50 to elev 1221.50 Length= 304 delta H = 7.00' Slope= .02303 Subarea: 1.16 acres. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 6.28 min. I = 4.491"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 4.59 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 102 Length= 304' q= 3.95 cfs/acre avg. A(tot)= 1.16 acres Tc= 6.28 min Q= 4.59 cfs Record 2 Subarea 0 Stream 1 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 102 to node 140 Velocity headloss coefficient = .2 n = .011 Elev 1219.00 to elev 1217.40 Length= 72 delta H = 1.60' Slope= .02222 Subarea: 0 acre Allowable pipe size range: 8" to 18" ----------------------------- Hydraulics Results ------------------------------ 4.59 cfs in 1 12" pipe (d = 1.001) Depth, D=0.67' D/d=.667 Sf = .01929 Losses: Entrance+minor = .2 V^2/2g = 0.21' Friction = 1.39' Total= 1.60' Travel time X -Sect A= 0.56 sf, V= 8.24'/sec, Tt= 0.15 min. ------------------------------ Hydrology Results ------------------------------ Tc = 6.28 + 0.15 = 6.42 min. I = 4.430"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 0.00 cfs Computed Q 4.5 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------- Stream 1 at node 140 Length= 376' q= 3.95 cfs/acre avg. A(tot)= 1.16 acres Tc= 6.42 min Q= 4.59 cfs This stream is designated for confluence with 1 other by record 4 Us In File WOLP25A.DAT Edited 02-26-2007 09:40 Job# 313.01 Page 2 *******+***********+***********************+********+******+****** New Stream Record 3 Subarea 2 Stream 2 Process 1: Initial subarea Node 102.1 to node 103 Elev 1223.20 to elev 1220.40 Length= 90 delta H = 2.80' Slope= .03111 Subarea: .78 acre. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 3.63 min. I = 6.236"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 4.31 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 103 Length= 90' q= 5.53 cfs/acre avg. A(tot)= 0.78 acres Tc= 3.63 min Q= 4.31 cfs Record 4 Subarea 0 Stream 2 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 103 to node 140 Velocity headloss coefficient = .2 n = .011 Elev 1218.50 to elev 1217.40 Length= 90 delta H = 1.10' Slope= .01222 Subarea: 0 acre Allowable pipe size range: 8" to 18" ----------------------------- Hydraulics Results ------------------------------ 4.31 cfs in 1 12" pipe (d = 1.00') Depth, D=0.81' D/d=.805 Sf = .01083 Losses: Entrance+minor = .2 V^2/2g = 0.13' Friction = 0.97' Total= 1.10' Travel time X -Sect A= 0.68 sf, V= 6.36'/sec, Tt= 0.24 min. ------------------------------ Hydrology Results ------------------------------ Tc = 3.63 + 0.24 = 3.87 min. I = 6.005"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 0.00 cfs Computed Q 4.1 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 2 at node 140 Length= 180' q= 5.53 cfs/acre avg. A(tot)= 0.78 acres Tc= 3.87 min Q= 4.31 cfs This stream is designated for confluence with 1 other by record 2 Record 5 Process 9 Confluence Confluencing 2 streams at node 140 @ Tc Stream 1 + Stream 2 = Confluenced ------ -------- -------- ------------ 6.42 Q= 4.59 + 3.16 = 7.75 cfs A= 1.16 + 0.78 = 1.94 ac. 3.87 Q= 3.77 + 4.31 = 8.08 cfs A= 0.70 + 0.78 = 1.48 ac. Qpeak = 8.08 cfs at Tc = 3.87 minutes A(contributing) = 1.48 ac I = 6.005"/hr. Fm(avg) = 0.097"/hr. A(total) = 1.94 ac Confluenced streams become stream # 1 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 1 at node 140 Length= 376' q= 4.16 cfs/acre avg. Conflu'd A(c)= 1.479 ac A(tot)= 1.94 acres Tc= 3.87 min Q= 8.08 cfs File WOLP25A.DAT Edited 02-26-2007 09:40 Job# 313.01 Page 3 *************+**************************************************** New Stream Record 6 Subarea 3 Stream 3 Process 1: Initial subarea Node 105 to node 106 Elev 1223.50 to elev 1218.60 Length= 215 delta H = 4.90' Slope= .02279 Subarea: .45 acre. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 5.48 min. I = 4.874"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 1.93 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 106 Length= 215' q= 4.30 cfs/acre avg. A(tot)= 0.45 acres Tc= 5.48 min Q= 1.93 cfs Record 7 Subarea 4 Stream 3 Process 4: Valley gutter section flow Subarea Q enters stream uniformly distributed along reach. Node 106 to node 107 Elev 1218.60 to elev 1217.20 Length= 142 delta H = 1.40' Slope= .00986 Subarea: .96 acre. Land use 14 = Commercial ai= .9 ap = .l Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr Valley gutter template 2 Section width = 26' n = .015 Gutter width = 3' Hike = 1.5" Lip = .38" Pav't X -fall = .02 ----------------------------- Hydraulics Results ------------------------------ Tt based on Qavg= 3.67 cfs Davg=0.30' Aavg= 1.73 sf. Vavg= 2.13 fps At end of reach: D = 0.30' V = 3.13'/sec. D*V = 0.94 Sf = .00999 Flow area = 1.73 s.f. Flooded width = 17.28' ------------------------------ Hydrology Results ------------------------------ Tc = 5.48 + 1.11 = 6.59 min. I = 4.363"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 3.69 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 107 Length= 357' q= 3.84 cfs/acre avg. A(tot)= 1.41 acres Tc= 6.59 min Q= 5.41 cfs Record 8 Subarea 5 Stream 3 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 107 to node 107.1 Elev 1217.20 to elev 1212.50 Length= 330 delta H = 4.70' Slope= .01424 Subarea: 1.2 acres. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.82011/hr. Fm= 0.820"/hr Max d = 1' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 5.41 cfs. Calc'd flow depth, D = 0.42 ft. A= 2.0 sf V= 2.75'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 6.59 + 2.00 = 8.59 min. I = 3.722"/hr Q=.9A(I-Fm) Fm(avg) = 0.429"/hr Q(sub) = 3.56 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 107.1 Length= 687' q= 2.96 cfs/acre avg. A(tot)= 2.61 acres Tc= 8.59 min Q= 7.73 cfs File WOLP25A.DAT Edited 02-26-2007 09:40 Job# 313.01 Page 4 Record 9 Subarea 6 Stream 3 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 107.1 to node 120 Elev 1212.50 to elev 1208.00 Length= 242 delta H = 4.50' Slope= .01860 Subarea: .77 acre. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr Max d = 1' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 7.73 cfs. Calc'd flow depth, D = 0.47 ft. A= 2.3 sf V= 3.37'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 8.59 + 1.20 = 9.78 min. I = 3.442"/hr Q=.9A(I-Fm) Fm(avg) = 0.518"/hr Q(sub) = 2.03 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 120 Length= 929' q= 2.63 cfs/acre avg. A(tot)= 3.38 acres Tc= 9.78 min Q= 8.89 cfs This stream is designated for confluence with 1 other by record 15 New Stream Record 10 Subarea 7 Stream 4 Process 1: Initial subarea Node 107.2 to node 107.3 Elev 1217.20 to elev 1210.60 Length= 250 delta H = 6.60' Slope= .02640 Subarea: .18 acre. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.97011/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 5.65 min. I = 4.785"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 0.76 cfs ----------------------------------- Summary ----------------------------------- Stream 4 at node 107.3 Length= 250' q= 4.22 cfs/acre avg. A(tot)= 0.18 acres Tc= 5.65 min Q= 0.76 cfs This stream is designated for confluence with 1 other by record 12 **********++************+*+**+*+******+***+*****+*+***** New Stream Record 11 Subarea 8 Stream 5 Process 1: Initial subarea Node 107.4 to node 107.5 Elev 1216.50 to elev 1211.00 Length= 200 delta H = 5.50' Slope= .02750 Subarea: .36 acre. Land use 2 = Public park ai= .15 ap = .85 Soil: A Fp = 0.970"/hr. Fm= 0.825"/hr ------------------------------ Hydrology Results ------------------------------ k =.490 Tc = 8.37 min. I = 3.779"/hr Q=.9A(I-Fm) Fm(avg) = 0.825"/hr Q(sub) = 0.96 cfs ----------------------------------- Summary ----------------------------------- Stream 5 at node 107.5 Length= 200' q= 2.66 cfs/acre avg. A(tot)= 0.36 acres Tc= 8.37 min Q= 0.96 cfs File WOLP25A.DAT Edited 02-26-2007 09:40 Job# 313.01 Page 5 Record 12 Subarea 0 Stream 5 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 107.5 to node 107.3 Velocity headloss coefficient = 0 n = .011 Elev 1210.00 to elev 1209.60 Length= 35 delta H = 0.40' Slope= .01143 Subarea: 0 acre Allowable pipe size range: 6" to 18" ----------------------------- Hydraulics Results ------------------------------ 0.96 cfs in 1 8" pipe (d = 0.67') Depth, D=0.38' D/d=.574 Sf = .01146 Losses: Entrance+minor = 0 V^2/2g = 0.00' Friction = 0.40' Total= 0.40' Travel time X -Sect A= 0.21 sf, V= 4.62'/sec, Tt= 0.13 min. ------------------------------ Hydrology Results ------------------------------ Tc = 8.37 + 0.13 = 8.50 min. I = 3.745"/hr Q=.9A(I-Fm) Fra(avg) = 0.825"/hr Q(sub) = 0.00 cfs Computed Q 0.9 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 5 at node 107.3 Length= 235' q= 2.66 cfs/acre avg. A(tot)= 0.36 acres Tc= 8.50 min Q= 0.96 cfs This stream is designated for confluence with 1 other by record 10 Record 13 Process 9 Confluence Confluencing 2 streams at node 107.3 @ Tc Stream 4 + Stream 5 = Confluenced ------ -------- -------- ------------ 5.65 Q= 0.76 + 0.86 = 1.62 cfs A= 0.18 + 0.24 = 0.42 ac. 8.50 Q= 0.59 + 0.96 = 1.55 cfs A= 0.18 + 0.36 = 0.54 ac. Qpeak = 1.62 cfs at Tc = 5.65 minutes A(contributing) = 0.42 ac I = 4.785"/hr. Fm(avg) = 0.512"/hr. A(total) = 0.54 ac Confluenced streams become stream # 4 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 4 at node 107.3 Length= 250' q= 3.00 cfs/acre avg. Conflu'd A(c)= 0.419 ac A(tot)= 0.54 acres Tc= 5.65 min Q= 1.62 cfs File WOLP25A.DAT Edited 02-26-2007 09:40 Job# 313.01 Page 6 Record 14 Subarea 0 Stream 4 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 107.3 to node 107.6 Velocity headloss coefficient = .2 n = .011 Elev 1209.60 to elev 1208.50 Length= 75 delta H = 1.10' Slope= .01467 Subarea: 0 acre Allowable pipe size range: 6" to 18" ----------------------------- Hydraulics Results ------------------------------ 1.62 cfs in 1 8" pipe (d = 0.67') Depth, D=0.53' D/d=.802 Sf = .01346 Losses: Entrance+minor = .2 V^2/2g = 0.09' Friction = 1.01' Total= 1.10' Travel time X -Sect A= 0.30 sf, V= 5.41'/sec, Tt= 0.23 min. ------------------------------ Hydrology Results ------------------------------ Tc = 5.65 + 0.23 = 5.88 min. I = 4.671"/hr Q=.9A(I-Fm) Fm(avg) = 0.512"/hr Q(sub) = 0.00 cfs Computed Q 1.6 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 4 at node 107.6 Length= 325' q= 3.00 cfs/acre avg. Conflu'd A(c)= 0.419 ac A(tot)= 0.54 acres Tc= 5.88 min Q= 1.62 cfs Record 15 Subarea 0 Stream 4 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 107.6 to node 120 Elev 1208.50 to elev 1208.00 Length= 97 delta H = 0.50' Slope= .00515 Subarea: 0 acre ----------------------------- Hydraulics Results ------------------------------ V avg = 1.18'/sec for avg Q of 1.62 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 5.88 + 1.37 = 7.25 min. I = 4.121"/hr Q=.9A(I-Fm) Fm(avg) = 0.512"/hr Q(sub) = 0.00 cfs Computed Q 1.4 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 4 at node 120 Length= 422' q= 3.00 cfs/acre avg. Conflu'd A(c)= 0.419 ac A(tot)= 0.54 acres Tc= 7.25 min Q= 1.62 cfs This stream is designated for confluence with 1 other by record 9 File WOLP25A.DAT Edited 02-26-2007 09:40 Job# 313.01 Record 16 Confluencing 2 streams at node 120 @ Tc Stream 3 + Stream 4 = 9.78 Q= 8.89 + 1.32 = A= 3.38 + 0.42 = Process 9 Confluence Confluenced ------------ 10.21 cfs 3.80 ac. 7.25 Q= 8.12 + 1.62 = 9.74 cfs A= 2.50 + 0.42 = 2.92 ac. Qpeak = 10.21 cfs at Tc = 9.78 minutes A(contributing) = 3.80 ac I = 3.442"/hr. Fm(avg) = 0.518"/hr. A(total) = 3.92 ac Page 7 Confluenced streams become stream # 3 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 3 at node 120 Length= 929' q= 2.60 cfs/acre avg. Conflu'd A(c)= 3.799 ac A(tot)= 3.92 acres Tc= 9.78 min Q= 10.21 cfs *********k***********************t+************t***************** New Stream Record 17 Subarea 9 Stream 6 Process 1: Initial subarea Node 110 to node 111 Elev 1223.20 to elev 1218.80 Length= 241 delta H = 4.40' Slope= .01826 Subarea: .95 acre. Land use 9 = 8-10 dwellings/acre ai= .6 ap = .4 Soil: A Fp = 0.970"/hr. Fm= 0.388"/hr ------------------------------ Hydrology Results ------------------------------ k =.370 Tc = 7.39 min. I = 4.072"/hr Q=.9A(I-Fm) Fm(avg) = 0.388"/hr Q(sub) = 3.15 cfs ----------------------------------- Summary ----------------------------------- Stream 6 at node 111 Length= 241' q= 3.32 cfs/acre avg. A(tot)= 0.95 acres Tc= 7.39 min Q= 3.15 cfs File WOLP25A.DAT Edited 02-26-2007 09:40 Job# 313.01 Page 8 Record 18 Subarea 10 Stream 6 Process 3: Street flow Subarea Q enters stream uniformly distributed along reach. Node 111 to node 112 Elev 1218.80 to elev 1216.20 Length= 221 delta H = 2.60' Slope= .01177 Subarea: .85 acre. Land use 12 = Mobilhome park ai= .75 ap = .25 Soil: A Fp = 0.970"/hr. Fm= 0.243"/hr Street template 1 Half -width = 20' n = .015 Flow on 1 side designated. CF = 6" Batter= .25 h/v Gutter width = 18" Hike = 1.5" Lip = .38" Xfall = .02 '/' Parkway 0' wide @ 0 '/' ----------------------------- Hydraulics Results ------------------------------ Tt= 1.35 min. based on Qavg= 4.30 cfs on one side of street. Davg=0.37' Aavg= 1.59 s.f. Vavg= 2.72'/sec At end of reach: D = 0.39' V = 2.88'/sec. D*V = 1.13 Sf = .01178 Flow area = 1.89 s.f. Flooded width one side = 13.35' ------------------------------ Hydrology Results ------------------------------ Tc = 7.39 + 1.35 = 8.74 min. I = 3.681"/hr Q=.9A(I-Fm) Fm(avg) = 0.319"/hr Q(sub) = 2.57 cfs ----------------------------------- Summary ----------------------------------- Stream 6 at node 112 Length= 462' q= 3.03 cfs/acre avg. A(tot)= 1.80 acres Tc= 8.74 min Q= 5.45 cfs Record 19 Subarea 11 Stream 6 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 112 to node 104 Elev 1216.00 to elev 1213.00 Length= 128 delta H = 3.00' Slope= .02344 Subarea: .55 acre. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr Max d = 1' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 5.45 cfs. Calc'd flow depth, D = 0.37 ft. A= 1.7 sf V= 3.29'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 8.74 + 0.65 = 9.39 min. I = 3.526"/hr Q=.9A(I-Fm) Fm(avg) = 0.436"/hr Q(sub) = 1.53 cfs ----------------------------------- Summary ----------------------------------- Stream 6 at node 104 Length= 590' q= 2.78 cfs/acre avg. A(tot)= 2.35 acres Tc= 9.39 min Q= 6.54 cfs This stream is designated for confluence with 1 other by record 21 *************************************************************** New Stream Record 20 Subarea 12 Stream 7 Process 1: Initial subarea Node 108 to node 109 Elev 1219.50 to elev 1216.00 Length= 280 delta H = 3.50' Slope= .01250 Subarea: .26 acre. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 6.86 min. I = 4.257"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 0.97 cfs ----------------------------------- Summary ----------------------------------- Stream 7 at node 109 Length= 280' q= 3.74 cfs/acre avg. A(tot)= 0.26 acres Tc= 6.86 min Q= 0.97 cfs File WOLP25A.DAT Edited 02-26-2007 09:40 Job# 313.01 Page 9 Record 21 Subarea 0 Stream 7 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 109 to node 104 Elev 1216.00 to elev 1213.00 Length= 115 delta H = 3.00' Slope= .02609 Subarea: 0 acre Max d = l' Bottom width = 3' Sideslope L = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 0.97 cfs. Calc'd flow depth, D = 0.14 ft. A= 0.5 sf V= 1.95'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 6.86 + 0.98 = 7.85 min. I = 3.929"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 0.00 cfs Computed Q 0.9 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 7 at node 104 Length= 395' q= 3.74 cfs/acre avg. A(tot)= 0.26 acres Tc= 7.85 min Q= 0.97 cfs This stream is designated for confluence with 1 other by record 19 Record 22 Process 9 Confluence Confluencing 2 streams at node 104 @ Tc Stream 6 + Stream 7 = Confluenced ------ -------- -------- ------------ 9.39 Q= 6.54 + 0.87 = 7.41 cfs A= 2.35 + 0.26 = 2.61 ac. 7.85 Q= 6.17 + 0.97 = 7.14 cfs A= 1.96 + 0.26 = 2.22 ac. Qpeak = 7.41 cfs at Tc = 9.39 minutes A(contributing) = 2.61 ac I = 3.526"/hr. Fm(avg) = 0.403"/hr. A(total) = 2.61 ac Confluenced streams become stream # 6 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 6 at node 104 Length= 590' q= 2.84 cfs/acre avg. Conflu'd A(c)= 2.610 ac A(tot)= 2.61 acres Tc= 9.39 min Q= 7.41 cfs ******************************************************************** New Stream Record 23 Subarea 13 Stream 8 Process 1: Initial subarea Node 130 to node 131 Elev 1223.50 to elev 1215.00 Length= 286 delta H = 8.50' Slope= .02972 Subarea: .57 acre. Land use 2 = Public park ai= .15 ap = .85 Soil: A Fp = 0.970"/hr. Fm= 0.825"/hr ------------------------------ Hydrology Results ------------------------------ k =.490 Tc = 9.51 min. I = 3.501"/hr Q=.9A(I-Fm) Fm(avg) = 0.825"/hr Q(sub) = 1.37 cfs ----------------------------------- Summary ----------------------------------- Stream 8 at node 131 Length= 286' q= 2.41 cfs/acre avg. A(tot)= 0.57 acres Tc= 9.51 min Q= 1.37 cfs Others: Stream 1: Len= 376' Atot= 1.94 ac Tc= 3.87 min Q= 8.08 cfs Stream 2: Len= 180' Atot= 0.78 ac Tc= 3.87 min Q= 4.31 cfs Stream 3: Len= 929' Atot= 3.92 ac Tc= 9.78 min Q= 10.21 cfs Stream 4: Len= 422' Atot= 0.54 ac Tc= 7.25 min Q= 1.62 cfs Stream 5: Len= 235' Atot= 0.36 ac Tc= 8.50 min Q= 0.96 cfs Stream 6: Len= 590' Atot= 2.61 ac Tc= 9.39 min Q= 7.41 cfs Stream 7: Len= 395' Atot= 0.26 ac Tc= 7.85 min Q= 0.97 cfs End of RMH run for file WOLP25A.DAT RMH SB ver 7.Of Dec. 2005 RATIONAL METHOD HYDROLOGY San Bernardino County (C)Copyright 1992-2004 Jack P. Norris, Tel 951-894-6296, Fax 894-6297 S/N 115 Nolan Consulting, Inc. File WOLP25B.DAT 14 records Edited 11-29-2006 15:59 Run 11-29-2006 Page 1 By KN Work code Job# 313.01 +-----------------------------------------------------------------------------+ Water of Life - Parking and Recreation Area Expansion (SCE Corridor) I Proposed Conditions - 25 Year I Drainage Area B (Between West Liberty & Etiwanda Channel) I +-----------------------------------------------------------------------------+ Frequency: 25 yr, I=13.522Tc^(-.600) Legend: (i)=input (c)=computed 10 -yr 1 -hr D= 1"(i), 100 -yr 1 -hr D= 1.45"(i), 25 -yr 1 -hr depth = 1.159" (c) -Loglog slope of I -D curve=0.600(i) Initial area Tc by Kirpich formula: Tc = k(Dist^3/deltaH)^.2 ******************************************************************************* Record 1 Subarea 1 Stream 1 Process 1: Initial subarea Node 201 to node 202 Elev 1239.00 to elev 1235.50 Length= 283 delta H = 3.50' Slope= .01237 Subarea: .34 acre. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr ------------------------------ Hydrology Results ------------------------------ k =.705 Tc = 16.23 min. I = 2.540"/hr Q=.9A(I-Fm) Fm(avg) = 0.820"/hr Q(sub) = 0.53 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 202 Length= 283' q= 1.55 cfs/acre avg. A(tot)= 0.34 acres Tc= 16.23 min Q= 0.53 cfs Record 2 Subarea 2 Stream 1 Process 3: Street flow Subarea Q enters stream uniformly distributed along reach. Node 202 to node 203 Elev 1235.50 to elev 1232.50 Length= 216 delta H = 3.00' Slope= .01389 Subarea: .54 acre. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr Street template 1 Half -width = 20' n = .015 Flow on 1 side designated. CF = 6" Batter= .25 h/v Gutter width = 18" Hike = 1.5" Lip = .38" Xfall = .02 '/' Parkway 10' wide @ .021 '/' ----------------------------- Hydraulics Results ------------------------------ Tt= 1.68 min. based on Qavg= 1.06 cfs on one side of street. Davg=0.25' Aavg= 0.50 s.f. Vavg= 2.14'/sec At end of reach: D = 0.28' V = 2.32'/sec. D*V = 0.64 Sf = .01391 Flow area = 0.69 s.f. Flooded width one side = 7.571 ------------------------------ Hydrology Results ------------------------------ Tc = 16.23 + 1.68 = 17.91 min. I = 2.394"/hr Q=.9A(I-Fm) Fm(avg) = 0.376"/hr Q(sub) = 0.98 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 203 Length= 499' q= 1.82 cfs/acre avg. A(tot)= 0.88 acres Tc= 17.91 min Q= 1.60 cfs File WOLP25B.DAT Edited 11-29-2006 15:59 Job# 313.01 Page 2 Record 3 Subarea 3 Stream 1 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 203 to node 203.1 Elev 1232.50 to elev 1228.50 Length= 205 delta H = 4.00' Slope= .01951 Subarea: .23 acre. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr Max d = 1' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 1.60 cfs. Calc'd flow depth, D = 0.20 ft. A= 0.8 sf V= 2.10'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 17.91 + 1.62 = 19.54 min. I = 2.272"/hr Q=.9A(I-Fm) Fm(avg) = 0.468"/hr Q(sub) = 0.37 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 203.1 Length= 704' q= 1.62 cfs/acre avg. A(tot)= 1.11 acres Tc= 19.54 min Q= 1.80 cfs Record 4 Subarea 0 Stream 1 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 203.1 to node 203.2 Velocity headloss coefficient = .2 n = .011 Elev 1226.50 to elev 1220.40 Length= 318 delta H = 6.10' Slope= .01918 Subarea: 0 acre Allowable pipe size range: 8" to 18" ----------------------------- Hydraulics Results ------------------------------ 1.80 cfs in 1 8" pipe (d = 0.671) Depth, D=0.50' D/d=.755 Sf = .01886 Losses: Entrance+minor = .2 V^2/2g = 0.13' Friction = 6.00' Total= 6.13' Travel time X -Sect A= 0.28 sf, V= 6.37'/sec, Tt= 0.83 min. ------------------------------ Hydrology Results ------------------------------ Tc = 19.54 + 0.83 = 20.37 min. I = 2.216"/hr Q=.9A(I-Fm) Fm(avg) = 0.468"/hr Q(sub) = 0.00 cfs Computed Q 1.7 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 1 at node 203.2 Length=1,022' q= 1.62 cfs/acre avg. A(tot)= 1.11 acres Tc= 20.37 min Q= 1.80 cfs This stream is designated for confluence with 1 other by record 8 *+**+*********************+*********+****************************** New Stream Record 5 Subarea 4 Stream 2 Process 1: Initial subarea Node 204 to node 205 Elev 1236.00 to elev 1230.00 Length= 328 delta H = 6.00' Slope= .01829 Subarea: 1.01 acres. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 6.78 min. I = 4.290"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 3.81 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 205 Length= 328' q= 3.77 cfs/acre avg. A(tot)= 1.01 acres Tc= 6.78 min Q= 3.81 cfs File WOLP25B.DAT Edited 11-29-2006 15:59 Job# 313.01 Page 3 Record 6 Subarea 5 Stream 2 Process 4: Valley gutter section flow Subarea Q enters stream uniformly distributed along reach. Node 205 to node 206 Elev 1230.00 to elev 1227.20 Length= 202 delta H = 2.80' Slope= .01386 Subarea: 1.01 acres. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr Valley gutter template 2 Section width = 26' n = .015 Gutter width = 3' Hike = 1.5" Lip = .38" Pav't X -fall = .02 ----------------------------- Hydraulics Results ------------------------------ Tt based on Qavg= 5.33 cfs Davg=0.32' Aavg= 2.02 sf. Vavg= 2.65 fps At end of reach: D = 0.32' V = 3.40'/sec. D*V = 1.07 Sf = .01414 Flow area = 2.02 s.f. Flooded width = 18.88' ------------------------------ Hydrology Results ------------------------------ Tc = 6.78 + 1.27 = 8.05 min. I = 3.869"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 3.43 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 206 Length= 530' q= 3.39 cfs/acre avg. A(tot)= 2.02 acres Tc= 8.05 min Q= 6.86 cfs Record 7 Subarea 6 Stream 2 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 206 to node 206.1 Elev 1227.20 to elev 1224.00 Length= 140 delta H = 3.20' Slope= .02286 Subarea: .29 acre. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr Max d = l' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 6.86 cfs. Calc'd flow depth, D = 0.42 ft. A= 2.0 sf V= 3.49'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 8.05 + 0.67 = 8.72 min. I = 3.688"/hr Q=.9A(I-Fm) Fm(avg) = 0.188"/hr Q(sub) = 0.91 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 206.1 Length= 670' q= 3.15 cfs/acre avg. A(tot)= 2.31 acres Tc= 8.72 min Q= 7.28 cfs File WOLP25B.DAT Edited 11-29-2006 15:59 Job# 313.01 Page 4 Record 8 Subarea 0 Stream 2 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 206.1 to node 203.2 Velocity headloss coefficient = .2 n = .011 Elev 1223.00 to elev 1220.40 Length= 20 delta H = 2.60' Slope= .13000 Subarea: 0 acre Allowable pipe size range: 8" to 18" ----------------------------- Hydraulics Results ------------------------------ 7.28 cfs in 1 10" pipe (d = 0.83') Depth, D=0.64' D/d=.770 Sf = .08951 Losses: Entrance+minor = .2 V^2/2g = 0.81' Friction = 1.79' Total= 2.60' Travel time X -Sect A= 0.45 sf, V=16.15'/sec, Tt= 0.02 min. ------------------------------ Hydrology Results ------------------------------ Tc = 8.72 + 0.02 = 8.74 min. I = 3.683"/hr Q=.9A(I-Fm) Fm(avg) = 0.188"/hr Q(sub) = 0.00 cfs Computed Q 7.3 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 2 at node 203.2 Length= 690' q= 3.15 cfs/acre avg. A(tot)= 2.31 acres Tc= 8.74 min Q= 7.28 cfs This stream is designated for confluence with 1 other by record 4 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Record 9 Process 9 Confluence Confluencing 2 streams at node 203.2 @ Tc Stream 1 + Stream 2 = Confluenced ------ -------- -------- ------------ 20.37 Q= 1.80 + 4.22 = 6.03 cfs A= 1.11 + 2.31 = 3.42 ac. 8.74 Q= 1.42 + 7.28 = 8.70 cfs A= 0.48 + 2.31 = 2.79 ac. Qpeak = 8.70 cfs at Tc = 8.74 minutes A(contributing) = 2.79 ac I = 3.683"/hr. Fm(avg) = 0.236"/hr. A(total) = 3.42 ac Confluenced streams become stream # 1 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 1 at node 203.2 Length=1,022' q= 2.54 cfs/acre avg. Conflu'd A(c)= 2.786 ac A(tot)= 3.42 acres Tc= 8.74 min Q= 8.70 cfs File WOLP25B.DAT Edited 11-29-2006 15:59 Job# 313.01 Page 5 Record 10 Subarea 0 Stream 1 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 203.2 to node 220 Velocity headloss coefficient = 0 n = .011 Elev 1220.40 to elev 1219.90 Length= 33 delta H = 0.50' Slope= .01515 Subarea: 0 acre Allowable pipe size range: 8" to 18" ----------------------------- Hydraulics Results ------------------------------ 8.70 cfs in 1 15" pipe (d = 1.25') Depth, D=0.95' D/d=.760 Sf = .01517 Losses: Entrance+minor = 0 V^2/2g = 0.00' Friction = 0.50' Total= 0.50' Travel time X -Sect A= 1.00 sf, V= 8.70'/sec, Tt= 0.06 min. ------------------------------ Hydrology Results ------------------------------ Tc = 8.74 + 0.06 = 8.80 min. I = 3.667"/hr Q=.9A(I-Fm) Fm(avg) = 0.236"/hr Q(sub) = 0.00 cfs Computed Q 8.6 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 1 at node 220 Length=1,055' q= 2.54 cfs/acre avg. Conflu'd A(c)= 2.786 ac A(tot)= 3.42 acres Tc= 8.80 min Q= 8.70 cfs This stream is designated for confluence with 1 other by record 13 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- ************************************++******************+********* New Stream Record 11 Subarea 7 Stream 3 Process 1: Initial subarea Node 207 to node 207.1 Elev 1227.50 to elev 1224.40 Length= 190 delta H = 3.10' Slope= .01632 Subarea: .27 acre. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 5.57 min. I = 4.824"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 1.15 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 207.1 Length= 190' q= 4.25 cfs/acre avg. A(tot)= 0.27 acres Tc= 5.57 min Q= 1.15 cfs ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Record 12 Subarea 8 Stream 3 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 207.1 to node 207.2 Elev 1224.40 to elev 1222.50 Length= 80 delta H = 1.90' Slope= .02375 Subarea: .09 acre. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr Max d = l' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 1.15 cfs. Calc'd flow depth, D = 0.15 ft. A= 0.5 sf V= 2.13'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 5.57 + 0.63 = 6.20 min. I = 4.525"/hr Q=.9A(I-Fm) Fm(avg) = 0.278"/hr Q(sub) = 0.34 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 207.2 Length= 270' q= 3.82 cfs/acre avg. A(tot)= 0.36 acres Tc= 6.20 min Q= 1.38 cfs ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- File WOLP25B.DAT Edited 11-29-2006 15:59 Job# 313.01 Page 6 Record 13 Subarea 9 Stream 3 Process 5: Pipe flow, Program -selected size Record 14 Process 9 Confluence Confluencing 2 streams at node 220 @ Tc Stream 1 + Stream 3 = Confluenced ------ -------- -------- ------------ 8.80 Q= 8.70 + 1.16 = 9.86 cfs A= 2.79 + 0.38 = 3.17 ac. 6.43 Q= 7.76 + 1.42 = 9.18 cfs A= 2.03 + 0.38 = 2.41 ac. Qpeak = 9.86 cfs at Tc = 8.80 minutes A(contributing) = 3.17 ac I = 3.667"/hr. Fm(avg) = 0.240"/hr. A(total) = 3.80 ac Confluenced streams become stream # 1 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 1 at node 220 Length=1,055' q= 2.60 cfs/acre avg. Conflu'd A(c)= 3.166 ac A(tot)= 3.80 acres Tc= 8.80 min Q= 9.86 cfs ------------------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Others: Stream 2: Len= 690' Atot= 2.31 ac Tc= 8.74 min Q= 7.28 cfs Stream 3: Len= 330' Atot= 0.38 ac Tc= 6.43 min Q= 1.42 cfs End of RMH run for file WOLP25B.DAT All subarea Q enters stream at downstream node. Node 207.2 to node 220 Velocity headloss coefficient = .2 n = .011 Elev 1220.50 to elev 1219.90 Length= 60 delta H = 0.60' Slope= .01000 Subarea: .02 acre. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr Allowable pipe size range: 8" to 18" ----------------------------- Hydraulics Results ------------------------------ 1.38 cfs in 1 8" pipe (d = 0.671) Depth, D=0.56' D/d=.835 Sf = .00900 Losses: Entrance+minor = .2 V^2/2g = 0.06' Friction = 0.54' Total= 0.60' Travel time X -Sect A= 0.31 sf, V= 4.42'/sec, Tt= 0.23 min. ------------------------------ Hydrology Results ------------------------------ Tc = 6.20 + 0.23 = 6.43 min. I = 4.429"/hr Q=.9A(I-Fm) Fm(avg) = 0.268"/hr Q(sub) = 0.07 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 220 Length= 330' q= 3.74 cfs/acre avg. A(tot)= 0.38 acres Tc= 6.43 min Q= 1.42 cfs This stream ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- is designated for confluence with 1 other by record 10 Record 14 Process 9 Confluence Confluencing 2 streams at node 220 @ Tc Stream 1 + Stream 3 = Confluenced ------ -------- -------- ------------ 8.80 Q= 8.70 + 1.16 = 9.86 cfs A= 2.79 + 0.38 = 3.17 ac. 6.43 Q= 7.76 + 1.42 = 9.18 cfs A= 2.03 + 0.38 = 2.41 ac. Qpeak = 9.86 cfs at Tc = 8.80 minutes A(contributing) = 3.17 ac I = 3.667"/hr. Fm(avg) = 0.240"/hr. A(total) = 3.80 ac Confluenced streams become stream # 1 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 1 at node 220 Length=1,055' q= 2.60 cfs/acre avg. Conflu'd A(c)= 3.166 ac A(tot)= 3.80 acres Tc= 8.80 min Q= 9.86 cfs ------------------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Others: Stream 2: Len= 690' Atot= 2.31 ac Tc= 8.74 min Q= 7.28 cfs Stream 3: Len= 330' Atot= 0.38 ac Tc= 6.43 min Q= 1.42 cfs End of RMH run for file WOLP25B.DAT RMH SB ver 7.Of Dec. 2005 RATIONAL METHOD HYDROLOGY San Bernardino County (C)Copyright 1992-2004 Jack P. Norris, Tel 951-894-6296, Fax 894-6297 SIN 115 Nolan Consulting, Inc. File WOLP100A.DAT 23 records Edited 02-26-2007 09:41 Run 02-26-2007 Page 1 By KN Work code Job# 313.01 +-----------------------------------------------------------------------------+ I Water of Life - Parking and Recreation Area Expansion (SCE Corridor) I Proposed Conditions - 100 Year Drainage Area A (Between East Ave & West Liberty) I +-----------------------------------------------------------------------------+ Frequency: 100 yr, I=16.914Tc^(-.600) Legend: (i)=input (c)=computed 100 -yr 1 -hr depth= 1.450" (i) -Loglog slope of I -D curve=0.600(i) Initial area Tc by Kirpich formula: Tc = k(Dist^3/deltaH)^.2 Record 1 Subarea 1 Stream 1 Process 1: Initial subarea Node 101 to node 102 Elev 1228.50 to elev 1221.50 Length= 304 delta H = 7.00' Slope= .02303 Subarea: 1.16 acres. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 6.28 min. I = 5.618"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 5.76 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 102 Length= 304' q= 4.97 cfs/acre avg. A(tot)= 1.16 acres Tc= 6.28 min Q= 5.76 cfs Record 2 Subarea 0 Stream 1 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 102 to node 140 Velocity headloss coefficient = .2 n = .011 E1ev 1219.00 to elev 1217.40 Length= 72 delta H = 1.60' Slope= .02222 ts Subarea: 0 acre Allowable pipe size range: 8" to 18" ----------------------------- Hydraulics Results ------------------------------ 5.76 cfs in 1 12" pipe (d = 1.00') Depth, D=0.81' D/d=.810 Sf = .01915 Losses: Entrance+minor = .2 V^2/2g = 0.22' Friction = 1.38' Total= 1.60' �. Travel time X -Sect A= 0.68 sf, V= 8.46'/sec, Tt= 0.14 min. ------------------------------ Hydrology Results ------------------------------ Tc = 6.28 + 0.14 = 6.42 min. I = 5.543"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 0.00 cfs Computed Q 5.7 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) �r----------------------------------- Summary ----------------------------------- Stream 1 at node 140 Length= 376' q= 4.97 cfs/acre avg. A(tot)= 1.16 acres Tc= 6.42 min Q= 5.76 cfs This stream is designated for confluence with 1 other by record 4 --- ______------------ __________________________________________________________ File WOLP100A.DAT Edited 02-26-2007 09:41 Job# 313.01 Page 2 *****************************************+************************* New Stream Record 3 Subarea 2 Stream 2 Process 1: Initial subarea Node 102.1 to node 103 Elev 1223.20 to elev 1220.40 Length= 90 delta H = 2.80' Slope= .03111 Subarea: .78 acre. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 3.63 min. I = 7.800"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 5.41 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 103 Length= 90' q= 6.93 cfs/acre avg. A(tot)= 0.78 acres Tc= 3.63 min Q= 5.41 cfs Record 4 Subarea 0 Stream 2 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 103 to node 140 Velocity headloss coefficient = .2 n = .011 Elev 1218.50 to elev 1217.40 Length= 90 delta H = 1.10' Slope= .01222 Subarea: 0 acre Allowable pipe size range: 8" to 18" ----------------------------- Hydraulics Results ------------------------------ 5.41 cfs in 1 15" pipe (d = 1.25') Depth, D=0.76' D/d=.609 Sf = .01061 Losses: Entrance+minor = .2 V^2/2g = 0.15' Friction = 0.96' Total= 1.10' Travel time X -Sect A= 0.78 sf, V= 6.91'/sec, Tt= 0.22 min. ------------------------------ Hydrology Results ------------------------------ Tc = 3.63 + 0.22 = 3.85 min. I = 7.533"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 0.00 cfs Computed Q 5.2 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 2 at node 140 Length= 180' q= 6.93 cfs/acre avg. A(tot)= 0.78 acres Tc= 3.85 min Q= 5.41 cfs This stream is designated for confluence with 1 other by record 2 Record 5 Process 9 Confluence Confluencing 2 streams at node 140 @ Tc Stream 1 + Stream 2 = Confluenced ------ -------- -------- ------------ 6.42 Q= 5.76 + 3.96 = 9.72 cfs A= 1.16 + 0.78 = 1.94 ac. 3.85 Q= 4.72 + 5.41 = 10.13 cfs A= 0.70 + 0.78 = 1.48 ac. Qpeak = 10.13 cfs at Tc = 3.85 minutes A(contributing) = 1.48 ac I = 7.533"/hr. Fm(avg) = 0.097"/hr. A(total) = 1.94 ac Confluenced streams become stream # 1 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 1 at node 140 Length= 376' q= 5.22 cfs/acre avg. Conflu'd A(c)= 1.476 ac A(tot)= 1.94 acres Tc= 3.85 min Q= 10.13 As File WOLP100A.DAT Edited 02-26-2007 09:41 Job# 313.01 Page 3 *************************************************************** New Stream Record 6 Subarea 3 Stream 3 Process 1: Initial subarea Node 105 to node 106 Elev 1223.50 to elev 1218.60 Length= 215 delta H = 4.90' Slope= .02279 Subarea: .45 acre. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 5.48 min. I = 6.097"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 2.43 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 106 Length= 215' q= 5.40 cfs/acre avg. A(tot)= 0.45 acres Tc= 5.48 min Q= 2.43 cfs Record 7 Subarea 4 Stream 3 Process 4: Valley gutter section flow Subarea Q enters stream uniformly distributed along reach. Node 106 to node 107 Elev 1218.60 to elev 1217.20 Length= 142 delta H = 1.40' Slope= .00986 Subarea: .96 acre. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr Valley gutter template 2 Section width = 26' n = .015 Gutter width = 3' Hike = 1.5" Lip = .38" Pav't X -fall = .02 '/' ----------------------------- Hydraulics Results ------------------------------ Tt based on Qavg= 4.63 cfs Davg=0.32' Aavg= 2.07 sf. Vavg= 2.24 fps At end of reach: D = 0.32' V = 3.29'/sec. D*V = 1.05 Sf = .00993 Flow area = 2.07 s.f. Flooded width = 19.18' ------------------------------ Hydrology Results ------------------------------ Tc = 5.48 + 1.06 = 6.54 min. I = 5.484"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 4.65 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 107 Length= 357' q= 4.85 cfs/acre avg. A(tot)= 1.41 acres Tc= 6.54 min Q= 6.84 cfs Record 8 Subarea 5 Stream 3 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 107 to node 107.1 Elev 1217.20 to elev 1212.50 Length= 330 delta H = 4.70' Slope= .01424 Subarea: 1.2 acres. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr Max d = l' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 6.84 cfs. Calc'd flow depth, D = 0.48 ft. A= 2.4 sf V= 2.89'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 6.54 + 1.90 = 8.44 min. I = 4.705"/hr Q=.9A(I-Fm) Fm(avg) = 0.429"/hr Q(sub) = 4.62 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 107.1 Length= 687' q= 3.85 cfs/acre avg. A(tot)= 2.61 acres Tc= 8.44 min Q= 10.04 cfs File WOLP100A.DAT Edited 02-26-2007 09:41 Job# 313.01 Page 4 Record 9 Subarea 6 Stream 3 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 107.1 to node 120 Elev 1212.50 to elev 1208.00 Length= 242 delta H = 4.50' Slope= .01860 Subarea: .77 acre. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr Max d = 1' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 10.04 cfs. Calc'd flow depth, D = 0.54 ft. A= 2.8 sf V= 3.60'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 8.44 + 1.12 = 9.55 min. I = 4.366"/hr Q=.9A(I-Fm) Fm(avg) = 0.518"/hr Q(sub) = 2.67 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 120 Length= 929' q= 3.46 cfs/acre avg. A(tot)= 3.38 acres Tc= 9.55 min Q= 11.71 cfs This stream is designated for confluence with 1 other by record 15 **********************k********************************************* New Stream Record 10 Subarea 7 Stream 4 Process 1: Initial subarea Node 107.2 to node 107.3 Elev 1217.20 to elev 1210.60 Length= 250 delta H = 6.60' Slope= .02640 Subarea: .18 acre. Land use 14 = Commercial ai= .9 ap = .l Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 5.65 min. I = 5.985"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 0.95 cfs ----------------------------------- Summary ----------------------------------- Stream 4 at node 107.3 Length= 250' q= 5.30 cfs/acre avg. A(tot)= 0.18 acres Tc= 5.65 min Q= 0.95 cfs This stream is designated for confluence with 1 other by record 12 ******************************************************************* New Stream Record 11 Subarea 8 Stream 5 Process 1: Initial subarea Node 107.4 to node 107.5 Elev 1216.50 to elev 1211.00 Length= 200 delta H = 5.50' Slope= .02750 Subarea: .36 acre. Land use 2 = Public park ai= .15 ap = .85 Soil: A Fp = 0.970"/hr. Fm= 0.825"/hr ------------------------------ Hydrology Results ------------------------------ k =.490 Tc = 8.37 min. I = 4.727"/hr Q=.9A(I-Fm) Fm(avg) = 0.825"/hr Q(sub) = 1.26 cfs ----------------------------------- Summary ----------------------------------- Stream 5 at node 107.5 Length= 200' q= 3.51 cfs/acre avg. A(tot)= 0.36 acres Tc= 8.37 min Q= 1.26 cfs File WOLP100A.DAT Edited 02-26-2007 09:41 Job# 313.01 Page 5 Record 12 Subarea 0 Stream 5 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 107.5 to node 107.3 Velocity headloss coefficient = 0 n = .011 Elev 1210.00 to elev 1209.60 Length= 35 delta H = 0.40' Slope= .01143 Subarea: 0 acre Allowable pipe size range: 6" to 18" ----------------------------- Hydraulics Results ------------------------------ 1.26 cfs in 1 8" pipe (d = 0.671) Depth, D=0.46' D/d=.694 Sf = .01146 Losses: Entrance+minor = 0 V"2/2g = 0.00' Friction = 0.40' Total= 0.40' Travel time X -Sect A= 0.26 sf, V= 4.89'/sec, Tt= 0.12 min. ------------------------------ Hydrology Results ------------------------------ Tc = 8.37 + 0.12 = 8.49 min. I = 4.687"/hr Q=.9A(I-Fm) Fm(avg) = 0.825"/hr Q(sub) = 0.00 cfs Computed Q 1.3 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 5 at node 107.3 Length= 235' q= 3.51 cfs/acre avg. A(tot)= 0.36 acres Tc= 8.49 min Q= 1.26 cfs This stream is designated for confluence with 1 other by record 10 Record 13 Process 9 Confluence Confluencing 2 streams at node 107.3 @ Tc Stream 4 + Stream 5 = Confluenced ------ -------- -------- ------------ 5.65 Q= 0.95 + 1.12 = 2.08 cfs A= 0.18 + 0.24 = 0.42 ac. 8.49 Q= 0.74 + 1.26 = 2.01 cfs A= 0.18 + 0.36 = 0.54 ac. Qpeak = 2.08 cfs at Tc = 5.65 minutes A(contributing) = 0.42 ac I = 5.985"/hr. Fm(avg) = 0.512"/hr. A(total) = 0.54 ac Confluenced streams become stream # 4 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 4 at node 107.3 Length= 250' q= 3.85 cfs/acre avg. Conflu'd A(c)= 0.420 ac A(tot)= 0.54 acres Tc= 5.65 min Q= 2.08 cfs File WOL2100A.DAT Edited 02-26-2007 09:41 Job# 313.01 Page 6 Record 14 Subarea 0 Stream 4 Process 5: Pipe flow, Program -selected size A1.1 subarea Q enters stream at downstream node. Node 107.3 to node 107.6 Velocity headloss coefficient = .2 n = .011 Elev 1209.60 to elev 1208.50 Length= 75 delta H = 1.10' Slope= .01467 Subarea: 0 acre Allowable pipe size range: 6" to 18" ----------------------------- Hydraulics Results ------------------------------ 2.08 cfs in 1 10" pipe (d = 0.83') Depth, D=0.51' D/d=.615 Sf = .01323 Losses: Entrance+minor = .2 V^2/2g = 0.11' Friction = 0.99' Total= 1.10' Travel time X -Sect A= 0.35 sf, V= 5.90'/sec, Tt= 0.21 min. ------------------------------ Hydrology Results ------------------------------ Tc = 5.65 + 0.21 = 5.86 min. I = 5.854"/hr Q=.9A(I-Fm) Fm(avg) = 0.512"/hr Q(sub) = 0.00 cfs Computed Q 2.0 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 4 at node 107.6 Length= 325' q= 3.85 cfs/acre avg. Conflu'd A(c)= 0.420 ac A(tot)= 0.54 acres Tc= 5.86 min Q= 2.08 cfs Record 15 Subarea 0 Stream 4 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 107.6 to node 120 Elev 1208.50 to elev 1208.00 Length= 97 delta H = 0.50' Slope= .00515 Subarea: 0 acre ----------------------------- Hydraulics Results ------------------------------ V avg = 1.25'/sec for avg Q of 2.08 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 5.86 + 1.30 = 7.16 min. I = 5.192"/hr Q=.9A(I-Fm) Fm(avg) = 0.512"/hr Q(sub) = 0.00 cfs Computed Q 1.8 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 4 at node 120 Length= 422' q= 3.85 cfs/acre avg. Conflu'd A(c)= 0.420 ac A(tot)= 0.54 acres Tc= 7.16 min Q= 2.08 cfs This stream is designated for confluence with 1 other by record 9 File WOLP100A.DAT Edited 02-26-2007 09:41 Job# 313.01 Record 16 Confluencing 2 streams at node 120 @ Tc Stream 3 + Stream 4 = 9.55 Q= 11.71 + 1.71 = A= 3.38 + 0.42 = Process 9 Confluence Confluenced ------------ 13.42 cfs 3.80 ac. 7.16 Q= 10.65 + 2.08 = 12.73 cfs A= 2.53 + 0.42 = 2.95 ac. Qpeak = 13.42 cfs at Tc = 9.55 minutes A(contributing) = 3.80 ac I = 4.366"/hr. Fm(avg) = 0.518"/hr. A(total) = 3.92 ac Page 7 Confluenced streams become stream # 3 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 3 at node 120 Length= 929' q= 3.42 cfs/acre avg. Conflu'd A(c)= 3.800 ac A(tot)= 3.92 acres Tc= 9.55 min Q= 13.42 cfs **+*********************************************+**************** New Stream Record 17 Subarea 9 Stream 6 Process 1: Initial subarea Node 110 to node 111 Elev 1223.20 to elev 1218.80 Length= 241 delta H = 4.40' Slope= .01826 Subarea: .95 acre. Land use 9 = 8-10 dwellings/acre ai= .6 ap = .4 Soil: A Fp = 0.970"/hr. Fm= 0.388"/hr ------------------------------ Hydrology Results ------------------------------ k =.370 Tc = 7.39 min. I = 5.094"/hr Q=.9A(I-Fm) Fm(avg) = 0.388"/hr Q(sub) = 4.02 cfs ----------------------------------- Summary ----------------------------------- Stream 6 at node 111 Length= 241' q= 4.24 cfs/acre avg. A(tot)= 0.95 acres Tc= 7.39 min Q= 4.02 cfs File WOLP100A.DAT Edited 02-26-2007 09:41 Job# 313.01 Page 8 Record 18 Subarea 10 Stream 6 Process 3: Street flow Subarea Q enters stream uniformly distributed along reach. Node 111 to node 112 Elev 1218.80 to elev 1216.20 Length= 221 delta H = 2.60' Slope= .01177 Subarea: .85 acre. Land use 12 = Mobilhome park ai= .75 ap = .25 Soil: A Fp = 0.970"/hr. Fm= 0.243"/hr Street template 1 Half -width = 20' n = .015 Flow on 1 side designated. CF = 6" Batter= .25 h/v Gutter width = 18" Hike = 1.5" Lip = .38" Xfall = .02 '/' Parkway 0' wide @ 0 '/' ----------------------------- Hydraulics Results ------------------------------ Tt= 1.28 min. based on Qavg= 5.50 cfs on one side of street. Davg=0.39' Aavg= 1.92 s.f. Vavg= 2.89'/sec At end of reach: D = 0.42' V = 3.05'/sec. D*V = 1.28 Sf = .01178 Flow area = 2.29 s.f. Flooded width one side = 14.76' ------------------------------ Hydrology Results ------------------------------ Tc = 7.39 + 1.28 = 8.67 min. I = 4.629"/hr Q=.9A(I-Fm) Fm(avg) = 0.319"/hr Q(sub) = 3.30 cfs ----------------------------------- Summary ----------------------------------- Stream 6 at node 112 Length= 462' q= 3.88 cfs/acre avg. A(tot)= 1.80 acres Tc= 8.67 min Q= 6.98 cfs Record 19 Subarea 11 Stream 6 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 112 to node 104 Elev 1216.00 to elev 1213.00 Length= 128 delta H = 3.00' Slope= .02344 Subarea: 55 acre. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr Max d = l' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 6.98 cfs. Calc'd flow depth, D = 0.42 ft. A= 2.0 sf V= 3.55'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 8.67 + 0.60 = 9.27 min. I = 4.447"/hr Q=.9A(I-Fm) Fm(avg) = 0.436"/hr Q(sub) = 1.99 cfs ----------------------------------- Summary ----------------------------------- Stream 6 at node 104 Length= 590' q= 3.61 cfs/acre avg. A(tot)= 2.35 acres Tc= 9.27 min Q= 8.48 cfs This stream is designated for confluence with 1 other by record 21 ******************************************************************** New Stream Record 20 Subarea 12 Stream 7 Process 1: Initial subarea Node 108 to node 109 Elev 1219.50 to elev 1216.00 Length= 280 delta H = 3.50' Slope= .01250 Subarea: .26 acre. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 6.86 min. I = 5.325"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 1.22 cfs ----------------------------------- Summary ----------------------------------- Stream 7 at node 109 Length= 280' q= 4.70 cfs/acre avg. A(tot)= 0.26 acres Tc= 6.86 min Q= 1.22 cfs File WOLP100A.DAT Edited 02-26-2001 09:41 Job# 313.01 Page 9 Record 21 Subarea 0 Stream 7 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 109 to node 104 Elev 1216.00 to elev 1213.00 Length= 115 delta H = 3.00' Slope= .02609 Subarea: 0 acre Max d = l' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 1.22 cfs. Calc'd flow depth, D = 0.15 ft. A= 0.5 sf V= 2.27'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 6.86 + 0.85 = 7.71 min. I = 4.966"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 0.00 cfs Computed Q 1.1 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 7 at node 104 Length= 395' q= 4.70 cfs/acre avg. A(tot)= 0.26 acres Tc= 7.71 min Q= 1.22 cfs This stream is designated for confluence with 1 other by record 19 Record 22 Process 9 Confluence Confluencing 2 streams at node 104 @ Tc Stream 6 + Stream 7 = Confluenced ------ -------- -------- ------------ 9.27 Q= 8.48 + 1.09 = 9.58 cfs A= 2.35 + 0.26 = 2.61 ac. 7.71 Q= 7.97 + 1.22 = 9.19 cfs A= 1.96 + 0.26 = 2.22 ac. Qpeak = 9.58 cfs at Tc = 9.27 minutes A(contributing) = 2.61 ac I = 4.447"/hr. Fm(avg) = 0.403"/hr. A(total) = 2.61 ac Confluenced streams become stream # 6 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 6 at node 104 Length= 590' q= 3.67 cfs/acre avg. Conflu'd A(c)= 2.610 ac A(tot)= 2.61 acres Tc= 9.27 min Q= 9.58 cfs *+************************+*****************+**************+**** New Stream Record 23 Subarea 13 Stream 8 Process l: Initial subarea Node 130 to node 131 E1ev 1223.50 to elev 1215.00 Length= 286 delta H = 8.50' Slope= .02972 Subarea: .57 acre. Land use 2 = Public park ai= .15 ap = .85 Soil: A Fp = 0.970"/hr. Fm= 0.825"/hr ------------------------------ Hydrology Results ------------------------------ k =.490 Tc = 9.51 min. I = 4.379"/hr Q=.9A(I-Fm) Fm(avg) = 0.825"/hr Q(sub) = 1.82 cfs ----------------------------------- Summary ----------------------------------- Stream 8 at node 131 Length= 286' q= 3.20 cfs/acre avg. A(tot)= 0.57 acres Tc= 9.51 min Q= 1.82 As Others: Stream l: Len= 376' Atot= 1.94 ac Tc= 3.85 min Q= 10.13 cfs Stream 2: Len= 180' Atot= 0.78 ac Tc= 3.85 min Q= 5.41 cfs Stream 3: Len= 929' Atot= 3.92 ac Tc= 9.55 min Q= 13.42 cfs Stream 4: Len= 422' Atot= 0.54 ac Tc= 7.16 min Q= 2.08 As Stream 5: Len= 235' Atot= 0.36 ac Tc= 8.49 min Q= 1.26 cfs Stream 6: Len= 590' Atot= 2.61 ac Tc= 9.27 min Q= 9.58 cfs Stream 7: Len= 395' Atot= 0.26 ac Tc= 7.71 min Q= 1.22 cfs End of RMH run for file WOLP100A.DAT RMH SB ver 7.Of Dec. 2005 RATIONAL METHOD HYDROLOGY San Bernardino County (C)Copyright 1992-2004 Jack P. Norris, Tel 951-894-6296, Fax 894-6297 SIN 115 Nolan Consulting, Inc. File WOLP100B.DAT 14 records Edited 11-29-2006 15:54 Run 11-29-2006 Page 1 By KN Work code Job# 313.01 +-----------------------------------------------------------------------------+ Water of Life - Parking and Recreation Area Expansion (SCE Corridor) Proposed Conditions - 100 Year I Drainage Area B (Between West Liberty & Etiwanda Channel) +-----------------------------------------------------------------------------+ Frequency: 100 yr, I=16.914Tc^(-.600) Legend: (i)=input (c)=computed 100 -yr 1 -hr depth= 1.450" (i) -Loglog slope of I -D curve=0.600(i) Initial area Tc by Kirpich formula: Tc = k(Dist^3/deltaH)^.2 ******************************************************************************* Record 1 Subarea 1 Stream 1 Process 1: Initial subarea Node 201 to node 202 Elev 1239.00 to elev 1235.50 Length= 283 delta H = 3.50' Slope= .01237 Subarea: .34 acre. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr ------------------------------ Hydrology Results ------------------------------ k =.705 Tc = 16.23 min. I = 3.177"/hr Q=.9A(I-Fm) Fm(avg) = 0.820"/hr Q(sub) = 0.72 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 202 Length= 283' q= 2.12 cfs/acre avg. A(tot)= 0.34 acres Tc= 16.23 min Q= 0.72 cfs Record 2 Subarea 2 Stream 1 Process 3: Street flow Subarea Q enters stream uniformly distributed along reach. Node 202 to node 203 Elev 1235.50 to elev 1232.50 Length= 216 delta H = 3.00' Slope= .01389 Subarea: .54 acre. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr Street template 1 Half -width = 20' n = .015 Flow on 1 side designated. CF = 6" Batter= .25 h/v Gutter width = 18" Hike = 1.5" Lip = .38" Xfall = .02 '/' Parkway 10' wide @ .021 '/' ----------------------------- Hydraulics Results ------------------------------ Tt= 1.56 min. based on Qavg= 1.40 cfs on one side of street. Davg=0.27' Aavg= 0.61 s.f. Vavg= 2.30'/sec At end of reach: D = 0.30' V = 2.45'/sec. D*V = 0.73 Sf = .01392 Flow area = 0.85 s.f. Flooded width one side = 8.56' ------------------------------ Hydrology Results ------------------------------ Tc = 16.23 + 1.56 = 17.80 min. I = 3.006"/hr Q=.9A(I-Fm) Fm(avg) = 0.376"/hr Q(sub) = 1.28 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 203 Length= 499' q= 2.37 cfs/acre avg. A(tot)= 0.88 acres Tc= 17.80 min Q= 2.08 cfs File WOLPl00B.DAT Edited 11-29-2006 15:54 Job# 313.01 Page 2 Record 3 Subarea 3 Stream 1 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 203 to node 203.1 Elev 1232.50 to elev 1228.50 Length= 205 delta H = 4.00' Slope= .01951 Subarea: .23 acre. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr Max d = 1' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 2.08 cfs. Calc'd flow depth, D = 0.23 ft. A= 0.9 sf V= 2.31'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 17.80 + 1.48 = 19.28 min. I = 2.866"/hr Q=.9A(I-Fm) Fm(avg) = 0.468"/hr Q(sub) = 0.50 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 203.1 Length= 704' q= 2.16 cfs/acre avg. A(tot)= 1.11 acres Tc= 19.28 min Q= 2.40 cfs Record 4 Subarea 0 Stream 1 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 203.1 to node 203.2 Velocity headloss coefficient = .2 n = .011 Elev 1226.50 to elev 1220.40 Length= 318 delta H = 6.10' Slope= .01918 Subarea: 0 acre Allowable pipe size range: 8" to 18" ----------------------------- Hydraulics Results ------------------------------ 2.40 cfs in 1 10" pipe (d = 0.83') Depth, D=0.50' D/d=.602 Sf = .01876 Losses: Entrance+minor = .2 V^2/2g = 0.15' Friction = 5.97' Total= 6.12' Travel time X -Sect A= 0.34 sf, V= 6.98'/sec, Tt= 0.76 min. ------------------------------ Hydrology Results -------------------------- Tc = 19.28 + 0.76 = 20.04 min. I = 2.800"/hr Q=.9A(I-Fm) Fm(avg) = 0.468"/hr Q(sub) = 0.00 cfs Computed Q 2.3 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 1 at node 203.2 Length=1,022' q= 2.16 cfs/acre avg. A(tot)= 1.11 acres Tc= 20.04 min Q= 2.40 cfs This stream is designated for confluence with 1 other by record 8 ******************************************************************* New Stream Record 5 Subarea 4 Stream 2 Process 1: Initial subarea Node 204 to node 205 Elev 1236.00 to elev 1230.00 Length= 328 delta H = 6.00' Slope= .01829 Subarea: 1.01 acres. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 6.78 min. I = 5.366"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 4.79 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 205 Length= 328' q= 4.74 cfs/acre avg. A(tot)= 1.01 acres Tc= 6.78 min Q= 4.79 cfs ------------------------------------------------------------------------------- File WOLP100B.DAT Edited 11-29-2006 15:54 Job# 313.01 Record 6 Subarea page 3 5 Stream 2 Process 4: Valle Node 205 Subarea Q enters y gutter section to node 206 stream uniformlyflow Elev 1230.00 to distributed along reach. Subarea: elev 1227.20 Length= 202 1.01 acres. Land use delta H = 2.80'Slope=.01386 Soil: A Fp = 0.970"/hr. _ 14 = Commercial ai= g a Valley gutter template 2 Fm 0.097"/hr P = .1 -_Gutter width Hike Section width = 26' 015 ------ _--- = 1.5 _ n = Tt based on Qav - Hydraulics 38" Pav't X -fall = ,02 9= 6.73 cfs Results At end of reach: D = 0.34' Davg=0.34' Flow V = 3.59'/sec. 2*42 sf. Vavg= 2.79 fps --- area--_-2-42 s.f. Flooded width 8 V = 1.20 p = 20.88 Sf = •01412 Tc = 6.78 + 1.21 = --- Hydrology 7Results - Fm(avg) = 0.097" .98 min. I = 4.863"/hr ------------------/hr Q(sub) = 4.33 cfs /hr 5=.9A(I-Fm) ----- Stream 2 at node 206 Length= 530 Summary ===A(tot)= 2.02 acres Tc= q= 4.29 cfs/---------------------- 7.98 min acre av g. 8.66 cfs Record 7 Subarea 6 Stream 2 Process 7: Node 206 206Channel All flow - Improved to node subarea Q enters stream at downstream node. Elev 1227• .1 20 to elev 1224.00 Len th= Subarea: .29 acre. Land use 1 3 g 140 delta Soil: Fm- = Nat/A r' H = 3.20' Slope= .02286 Max _A FI, - 0.820"/hr, = 0.820 /hr g 1' Grass (fair) ai= ____d---1 Bottom width = 3 0 ap = 1 ____--_ Sideslope Z = 4:1 Q= 8.66 ---- Hydraulics Results (h.v) n = .03 ---------cfs- Calc'd flow depth, D ------------------ ____ ----------------------____ = 0.48 ft. A= 2.4 sf V= 3.67'/sec - Tc = 7.98 + 0 64 = Hydrology Results - Fm(avg) = 0.1864 8.62 min. -------------------------- /hr Q(sub) = 1.16I = 4.645"/hr 5=.9A(I-Fm) --- __ ----- __ cfs Stream 2 at node 1 Len Summary _ 206, gth= 670 -- ===A(tot)= 2.31 acres Tc= q= 4.01 cfs/acre avg. ------------------ 8=62-min Q= 9.27 cfs File WOLP100B.DAT Edited 11-29-2006 15:54 Job# 313.01 Page 4 Record 8 Subarea 0 Stream 2 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 206.1 to node 203.2 Velocity headloss coefficient = .2 n = .011 Elev 1223.00 to elev 1220.40 Length= 20 delta H = 2.60' Slope= .13000 Subarea: 0 acre Allowable pipe size range: 8" to 18" ----------------------------- Hydraulics Results ------------------------------ 9.27 cfs in 1 12" pipe (d = 1.00') Depth, D=0.65' D/d=.650 Sf = .08464 Losses: Entrance+minor = .2 V^2/2g = 0.91' Friction = 1.69' Total= 2.61' Travel time X -Sect A= 0.54 sf, V=17.15'/sec, Tt= 0.02 min. ------------------------------ Hydrology Results ------------------------------ Tc = 8.62 + 0.02 = 8.64 min. I = 4.638"/hr Q=.9A(I-Fm) Fm(avg) = 0.188"/hr Q(sub) = 0.00 cfs Computed Q 9.3 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 2 at node 203.2 Length= 690' q= 4.01 cfs/acre avg. A(tot)= 2.31 acres Tc= 8.64 min Q= 9.27 cfs This stream is designated for confluence with 1 other by record 4 Record 9 Process 9 Confluence Confluencing 2 streams at node 203.2 @ Tc Stream 1 + Stream 2 = Confluenced ------ -------- -------- ------------ 20.04 Q= 2.40 + 5.44 = 7.83 cfs A= 1.11 + 2.31 = 3.42 ac. 8.64 Q= 1.85 + 9.27 = 11.11 cfs A= 0.48 + 2.31 = 2.79 ac. Qpeak = 11.11 cfs at Tc = 8.64 minutes A(contributing) = 2.79 ac I = 4.638"/hr. Fm(avg) = 0.236"/hr. A(total) = 3.42 ac Confluenced streams become stream # 1 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 1 at node 203.2 Length=1,022' q= 3.25 cfs/acre avg. Conflu'd A(c)= 2.789 ac A(tot)= 3.42 acres Tc= 8.64 min Q= 11.11 cfs File WOLP100B.DAT Edited 11-29-2006 15:54 Job# 313.01 Page 5 Record 10 Subarea 0 Stream 1 Process 5: Pipe flow, Program -selected size Node 203.2 All subarea Q enters stream at downstream node. to node 220 Velocity headloss coefficient = 0 . Elev 1220.40 to elev 1219.90 Length= 33 delta H = 050' n = 011 Slope= .01515 Subarea: 0 acre . Allowable -pipe size range: 8" to 181, ------- Hydraulics Results 11.11 cfs in 1 18" _--------------- _______ Losses: Entrance+mipope (d 1.50') Depth, D=0.95' D/d=.632 Sf = 0 V^2/2g = 0.00' Friction 01519 Travel time X -Sect A= 1.18 sf, V= 9.44'/sec, 0.50' Total= 0.50' /sec, Tt= 0.06 min. ------------ Hydrolo Tc = 8.64 + 0.06 = gY Results 8.70 min. I = 4.620" hr ( ) Fm(avg) = 0.236"/hr Q(sub) = 0.00 cfs / Q -•9A I -Fm Computed -Q 11.0 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ------------------------- Stream 1 at node 220 Length=1,055 Summary Conflu'd A(c)= 2.789 ac q= 3.25 cfs/acre avg. This -stream -is -designated -fort confluence2witheTc= 8.70 min Q=- 11.11 c f s l other by record 13 --- - Record 11 Subarea 7 Stream 3 Process 1: Initial subarea New Stream Node 207 to node 207.1 Elev 1227.50 to elev 1224.40 Length= 190 delta H = Subarea: .27 acre. Land use 14 = Commer3.10' Slope= .01632 Commercial ai= .9 ap = .1 Soil: -A_Fp-= 0.970"/hr. Fm= 0.097"/hr -------------- k =.300 Tc = -- Hydrology Results -----___ 5.57 min. -------------------- _ I = 6.034"/hr Q=,9A(I-Fm) _-Fm(avg)-=_0,097"/hr Q(sub) = 1.44 cfs -- -------------------- Stream 3 at node 207.1 --- Summary ---------------- A(tot)= 0.27 acres ength= 190' q= 5.34 cfs/acre avg. Tc= 5.57 min Q= 1.44 cfs Record 12 Subarea 8 Stream 3 Process 7: Channel flow - Improved Node 207.1to node 207.2 All subarea Q enters stream at downstream node. Elev 1224.40 to elev 1222.50 Length= 80 delta H = 1.90' Sloped .02375 Subarea: .09 acre. Land use 1.3 Nat/Agri, Grass (fair) ai= 0 ap Soil: A F0.820"/hr.= 1 P = Fm= 0.820"/hr Max -d-=-1'__Bottom-width = 3' Sideslope Z = 4:1 (h:v) n = .03 Q= 1.44 cfs. Hydraulics Results Calc1d flow depth, D = 0.18 ft. A- 0.7 sf V- -------------------- - = 2.15 /sec Tc = --- Hydrology Results _____________ 5.57 + 0.62 = --6.19 min.-----'-------- Fm(avg)-=_0,278"Ar Q(sub) = 0.44 cfs 664 /hr Q -Fm) -Fm) Summary ------------------------------ -------------------- Stream 3 at node 207.2 Length= 270 Summary 0.36 acres q- 4.85 cfs/acre avg. Tc= 6.19 min Q= 1.75 cfs File WOLP100B.DAT Edited 11-29-2006 15:54 Job# 313.01 Page 6 Record 13 Subarea 9 Stream 3 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 207.2 to node 220 Velocity headloss coefficient = .2 n = .011 Elev 1220.50 to elev 1219.90 Length= 60 delta H = 0.60' Slope= .01000 Subarea: .02 acre. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr Allowable pipe size range: 8" to 181F ----------------------------- Hydraulics Results ------------------------------ 1.75 cfs in 1 10" pipe (d = 0.831) Depth, D=0.52' D/d=.627 Sf = .00881 Losses: Entrance+minor = .2 V^2/2g = 0.07' Friction = 0.53' Total= 0.60' Travel time X -Sect A= 0.36 sf, V= 4.85'/sec, Tt= 0.21 min. ------------------------------ Hydrology Results ------------------------------ Tc = 6.19 + 0.21 = 6.40 min. I = 5.554"/hr Q=.9A(I-Fm) Fm(avg) = 0.268"/hr Q(sub) = 0.10 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 220 Length= 330' q= 4.76 cfs/acre avg. A(tot)= 0.38 acres Tc= 6.40 min Q= 1.81 cfs This stream is designated for confluence with 1 other by record 10 Record 14 Process 9 Confluence Confluencing 2 streams at node 220 @ Tc Stream 1 + Stream 3 = Confluenced ------ -------- -------- ------------ 8.70 Q= 11.11 + 1.49 = 12.60 cfs A= 2.79 + 0.38 = 3.17 ac. 6.40 Q= 9.92 + 1.81 = 11.73 cfs A= 2.05 + 0.38 = 2.43 ac. Qpeak = 12.60 cfs at Tc = 8.70 minutes A(contributing) = 3.17 ac I = 4.620"/hr. Fm(avg) = 0.240"/hr. A(total) = 3.80 ac Confluenced streams become stream # 1 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 1 at node 220 Length=1,055' q= 3.32 cfs/acre avg. Conflu'd A(c)= 3.169 ac A(tot)= 3.80 acres Tc= 8.70 min Q= 12.60 cfs +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Others: Stream 2: Len= 690' Atot= 2.31 ac Tc= 8.64 min Q= 9.27 cfs Stream 3: Len= 330' Atot= 0.38 ac Tc= 6.40 min Q= 1.81 cfs ------------------------------------ End of RMH run for file WOLP100B.DAT RMH SB ver 7.Of Dec. 2005 RATIONAL METHOD HYDROLOGY San Bernardino County (C)Copyright 1992-2004 Jack P. Norris, Tel 951-894-6296, Fax 894-6297 SIN 115 Nolan Consulting, Inc. File WOLPSA.DAT 16 records Edited 05-11-2006 16:51 Run 05-11-2006 Page 1 By KN Work code Job# 313.01 +-----------------------------------------------------------------------------+ I Water of Life - Parking and Recreation Area Expansion (SCE Corridor) I Proposed Conditions - 5 Year I Drainage Area A (Between East Ave & West Liberty) +-----------------------------------------------------------------------------+ Frequency: 5 yr, I=10.219Tc^(-.600) Legend: (i)=input (c)=computed 10 -yr 1 -hr D= 1"(i), 100 -yr 1 -hr D= 1.45"(i), 5 -yr 1 -hr depth = 0.876" (c) -Loglog slope of I -D curve=0.600(i) Initial area Tc by Kirpich formula: Tc = k(Dist^3/deltaH)^.2 Record 1 Subarea 1 Stream 1 Process 1: Initial subarea Node 101 to node 102 Elev 1228.50 to elev 1221.50 Length= 304 delta H = 7.00' Slope= .02303 Subarea: 1.16 acres. Land use 8 = 5- 7 dwellings/acre ai= .5 ap = .5 Soil: A Fp = 0.970"/hr. Fm= 0.485"/hr ------------------------------ Hydrology Results ------------------------------ k =.390 Tc = 8.16 min. I = 2.900"/hr Q=.9A(I-Fm) Fm(avg) = 0.485"/hr Q(sub) = 2.52 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 102 Length= 304' q= 2.17 cfs/acre avg. A(tot)= 1.16 acres Tc= 8.16 min Q= 2.52 cfs Record 2 Subarea 0 Stream 1 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 102 to node 103 Velocity headloss coefficient = .2 n = .011 Elev 1219.50 to elev 1218.50 Length= 100 delta H = 1.00' Slope= .01000 Subarea: 0 acre Allowable pipe size range: 8" to 18" ----------------------------- Hydraulics Results ------------------------------ 2.52 cfs in 1 10" pipe (d = 0.83') Depth, D=0.70' D/d=.835 Sf = .00918 Losses: Entrance+minor = .2 V^2/2g = 0.08' Friction = 0.92' Total= 1.00' Travel time X -Sect A= 0.49 sf, V= 5.18'/sec, Tt= 0.32 min. ------------------------------ Hydrology Results ------------------------------ Tc = 8.16 + 0.32 = 8.48 min. I = 2.833"/hr Q=.9A(I-Fm) Fm(avg) = 0.485"/hr Q(sub) = 0.00 cfs Computed Q 2.5 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ---------------- ------------------- Summary ----------------------------------- Stream 1 at node 103 Length= 404' q= 2.17 cfs/acre avg. A(tot)= 1.16 acres Tc= 8.48 min Q= 2.52 cfs This stream is designated for confluence with 1 other by record 3 File WOLPSA.DAT Edited 05-11-2006 16:51 Job# 313.01 Page 2 ****************************************************************** New Stream Record 3 Subarea 2 Stream 2 Process 1: Initial subarea Node 102.1 to node 103 Elev 1223.20 to elev 1220.50 Length= 190 delta H = 2.70' Slope= .01421 Subarea: .78 acre. Land use 8 = 5- 7 dwellings/acre ai= .5 ap = .5 Soil: A Fp = 0.970"/hr. Fm= 0.485"/hr ------------------------------ Hydrology Results ------------------------------ k =.390 Tc = 7.45 min. I = 3.063"/hr Q=.9A(I-Fm) Fm(avg) = 0.485"/hr Q(sub) = 1.81 cfs ---------------------- ------------- Summary ----------------------------------- Stream 2 at node 103 Length= 190' q= 2.32 cfs/acre avg. A(tot)= 0.78 acres Tc= 7.45 min Q= 1.81 cfs This stream is designated for confluence with 1 other by record 2 Record 4 Confluencing 2 streams at node 103 @ Tc Stream 1 + Stream 2 = 8.48 Q= 2.52 + 1.65 = A= 1.16 + 0.78 = Process 9 Confluence Confluenced ------------ 4.17 cfs 1.94 ac. 7.45 Q= 2.43 + 1.81 = 4.24 cfs A= 1.02 + 0.78 = 1.80 ac. Qpeak = 4.24 cfs at Tc = 7.45 minutes A(contributing) = 1.80 ac I = 3.063"/hr. Fm(avg) = 0.485"/hr. A(total) = 1.94 ac Confluenced streams become stream # 1 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 1 at node 103 Length= 404' q= 2.19 cfs/acre avg. Conflu'd A(c)= 1.798 ac A(tot)= 1.94 acres Tc= 7.45 min Q= 4.24 cfs Record 5 Subarea 0 Stream 1 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 103 to node 140 Velocity headloss coefficient = .2 n = .011 Elev 1218.50 to elev 1217.20 Length= 229 delta H = 1.30' Slope= .00568 Subarea: 0 acre Allowable pipe size range: 8" to 18" ----------------------------- Hydraulics Results ------------------------------ 4.24 cfs in 1 15" pipe (d = 1.25') Depth, D=0.81' D/d=.652 Sf = .00535 Losses: Entrance+minor = .2 V^2/2g = 0.08' Friction = 1.23' Total= 1.30' Travel time X -Sect A= 0.85 sf, V= 5.01'/sec, Tt= 0.76 min. ------------------------------ Hydrology Results ------------------------------ Tc = 7.45 + 0.76 = 8.21 min. I = 2.889"/hr Q=.9A(I-Fm) Fm(avg) = 0.485"/hr Q(sub) = 0.00 cfs Computed Q 3.9 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 1 at node 140 Length= 633' q= 2.19 cfs/acre avg. Conflu'd A(c)= 1.798 ac A(tot)= 1.94 acres Tc= 8.21 min Q= 4.24 cfs File WOLPSA.DAT Edited 05-11-2006 16:51 Job# 313.01 Page 3 ******************************************************************** New Stream Record 6 Subarea 3 Stream 3 Process 1: Initial subarea Node 105 to node 106 Elev 1223.50 to elev 1218.60 Length= 215 delta H = 4.90' Slope= .02279 Subarea: .45 acre. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 5.48 min. I = 3.684"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 1.45 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 106 Length= 215' q= 3.23 cfs/acre avg. A(tot)= 0.45 acres Tc= 5.48 min Q= 1.45 cfs Record 7 Subarea 4 Stream 3 Process 4: Valley gutter section flow Subarea Q enters stream uniformly distributed along reach. Node 106 to node 107 Elev 1218.60 to elev 1217.20 Length= 142 delta H = 1.40' Slope= .00986 Subarea: .96 acre. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr Valley gutter template 2 Section width = 26' n = .015 Gutter width = 3' Hike = 1.5" Lip = .38" Pav't X -fall = .02 ----------------------------- Hydraulics Results ------------------------------ Tt based on Qavg= 2.74 cfs Davg=0.28' Aavg= 1.37 sf. Vavg= 2.00 fps At end of reach: D = 0.28' V = 2.94'/sec. D*V = 0.81 Sf = .01003 Flow area = 1.37 s.f. Flooded width = 15.08' ------------------------------ Hydrology Results ------------------------------ Tc = 5.48 + 1.18 = 6.66 min. I = 3.276"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 2.75 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 107 Length= 357' q= 2.86 cfs/acre avg. A(tot)= 1.41 acres Tc= 6.66 min Q= 4.03 cfs Record 8 Subarea 5 Stream 3 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 107 to node 107.1 Elev 1217.20 to elev 1212.50 Length= 330 delta H = 4.70' Slope= .01424 Subarea: 1.2 acres. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr Max d = 1' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 4.03 cfs. Calc'd flow depth, D = 0.36 ft. A= 1.6 sf V= 2.52'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 6.66 + 2.18 = 8.84 min. I = 2.764"/hr Q=.9A(I-Fm) Fm(avg) = 0.429"/hr Q(sub) = 2.52 cfs ---------------------- ------------- Summary ----------------------------------- Stream 3 at node 107.1 Length= 687' q= 2.10 cfs/acre avg. A(tot)= 2.61 acres Tc= 8.84 min Q= 5.48 cfs File WOLP5A.DAT Edited 05-11-2006 16:51 Job# 313.01 Page 4 Record 9 Subarea 6 Stream 3 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 107.1 to node 120 Elev 1212.50 to elev 1209.00 Length= 242 delta H = 3.50' Slope= .01446 Subarea: 1.19 acres. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr Max d = l' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 5.48 cfs. Calc'd flow depth, D = 0.42 ft. A= 2.0 sf V= 2.79'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 8.84 + 1.45 = 10.28 min. I = 2.524"/hr Q=.9A(I-Fm) Fm(avg) = 0.552"/hr Q(sub) = 2.11 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 120 Length= 929' q= 1.78 cfs/acre avg. A(tot)= 3.80 acres Tc= 10.28 min Q= 6.75 cfs ******************************************************************** New Stream Record 10 Subarea 7 Stream 4 Process 1: Initial subarea Node 110 to node 111 Elev 1223.20 to elev 1218.80 Length= 241 delta H = 4.40' Slope= .01826 Subarea: .95 acre. Land use 9 = 8-10 dwellings/acre ai= .6 ap = .4 Soil: A Fp = 0.970"/hr. Fm= 0.388"/hr ------------------------------ Hydrology Results ------------------------------ k =.370 Tc = 7.39 min. I = 3.077"/hr Q=.9A(I-Fm) Fm(avg) = 0.388"/hr Q(sub) = 2.30 cfs ----------------------------------- Summary ----------------------------------- Stream 4 at node 111 Length= 241' q= 2.42 cfs/acre avg. A(tot)= 0.95 acres Tc= 7.39 min Q= 2.30 cfs Record 11 Subarea 8 Stream 4 Process 3: Street flow Subarea Q enters stream uniformly distributed along reach. Node 111 to node 112 Elev 1218.80 to elev 1216.20 Length= 221 delta H = 2.60' Slope= .01177 Subarea: .85 acre. Land use 12 = Mobilhome park ai= .75 ap = .25 Soil: A Fp = 0.970"/hr. Fm= 0.243"/hr Street template 1 Half -width = 20' n = .015 Flow on 1 side designated. CF = 6" Batter= .25 h/v Gutter width = 18" Hike = 1.5" Lip = .38" Xfall = .02 '/' Parkway 10' wide @ .021 '/' ----------------------------- Hydraulics Results ------------------------------ Tt= 1.44 min. based on Qavg= 3.13 cfs on one side of street. Davg=0.34' Aavg= 1.23 s.f. Vavg= 2.56'/sec At end of reach: D = 0.36' V = 2.67'/sec. D*V = 0.96 Sf = .01178 Flow area = 1.49 s.f. Flooded width one side = 11.721 ------------------------------ Hydrology Results ------------------------------ Tc = 7.39 + 1.44 = 8.83 min. I = 2.766"/hr Q=.9A(I-Fm) Fm(avg) = 0.319"/hr Q(sub) = 1.87 cfs ----------------------------------- Summary ----------------------------------- Stream 4 at node 112 Length= 462' q= 2.20 cfs/acre avg. A(tot)= 1.80 acres Tc= 8.83 min Q= 3.96 cfs File WOLP5A.DAT Edited 05-11-2006 16:51 Job# 313.01 Page 5 Record 12 Subarea 9 Stream 4 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 112 to node 104 Elev 1216.00 to elev 1214.50 Length= 128 delta H = 1.50' Slope= .01172 Subarea: .55 acre. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr Max d = 1' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 3.96 cfs. Calc'd flow depth, D = 0.38 ft. A= 1.7 sf V= 2.31'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 8.83 + 0.92 = 9.75 min. I = 2.606"/hr Q=.9A(I-Fm) Fm(avg) = 0.436"/hr Q(sub) = 1.07 cfs ----------------------------------- Summary ------ ----------------------------- Stream 4 at node 104 Length= 590' q= 1.95 cfs/acre avg. A(tot)= 2.35 acres Tc= 9.75 min Q= 4.59 cfs This stream is designated for confluence with 1 other by record 14 *************************k************************************* New Stream Record 13 Subarea 10 Stream 5 Process 1: Initial subarea Node 108 to node 109 Elev 1219.50 to elev 1215.80 Length= 302 delta H = 3.70' Slope= .01225 Subarea: .3 acre. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 7.10 min. I = 3.151"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 0.82 cfs ----------------------------------- Summary ----------------------------------- Stream 5 at node 109 Length= 302' q= 2.75 cfs/acre avg. A(tot)= 0.30 acres Tc= 7.10 min Q= 0.82 cfs Record 14 Subarea 0 Stream 5 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 109 to node 104 Elev 1215.80 to elev 1214.50 Length= 115 delta H = 1.30' Slope= .01130 Subarea: 0 acre Max d = 1' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 0.82 cfs. Calc'd flow depth, D = 0.16 ft. A= 0.6 sf V= 1.42'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 7.10 + 1.35 = 8.46 min. I = 2.838"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 0.00 cfs Computed Q 0.7 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 5 at node 104 Length= 417' q= 2.75 cfs/acre avg. A(tot)= 0.30 acres Tc= 8.46 min Q= 0.82 cfs This stream is designated for confluence with 1 other by record 12 File WOLP5A.DAT Edited 05-11-2006 16:51 Job# 313.01 Record 15 Confluencing 2 streams at node 104 @ Tc Stream 4 + Stream 5 = 9.75 Q= 4.59 + 0.75 = A= 2.35 + 0.30 = Process 9 Confluence Confluenced ------------ 5.34 cfs 2.65 ac. 8.46 Q= 4.41 + 0.82 = 5.23 cfs A= 2.04 + 0.30 = 2.34 ac. Qpeak = 5.34 cfs at Tc = 9.75 minutes A(contributing) = 2.65 ac I = 2.606"/hr. Fm(avg) = 0.398"/hr. A(total) = 2.65 ac Page 6 Confluenced streams become stream # 4 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 4 at node 104 Length= 590' q= 2.02 cfs/acre avg. Conflu'd A(c)= 2.650 ac A(tot)= 2.65 acres Tc= 9.75 min Q= 5.34 cfs ******************************************************************** New Stream Record 16 Subarea 11 Stream 6 Process l: Initial subarea Node 130 to node 131 Elev 1223.50 to elev 1215.00 Length= 286 delta H = 8.50' Slope= .02972 Subarea: .57 acre. Land use 2 = Public park ai= .15 ap = .85 Soil: A Fp = 0.970"/hr. Fm= 0.825"/hr ------------------------------ Hydrology Results ------------------------------ k =.490 Tc = 9.51 min. I = 2.646"/hr Q=.9A(I-Fm) Fm(avg) = 0.825"/hr Q(sub) = 0.93 cfs ----------------------------------- Summary ----------------------------------- Stream 6 at node 131 Length= 286' q= 1.64 cfs/acre avg. A(tot)= 0.57 acres Tc= 9.51 min Q= 0.93 cfs +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Others: Stream 1: Len= 633' Atot= 1.94 ac Tc= 8.21 min Q= 4.24 cfs Stream 2: Len= 190' Atot= 0.78 ac Tc= 7.45 min Q= 1.81 cfs Stream 3: Len= 929' Atot= 3.80 ac Tc= 10.28 min Q= 6.75 cfs Stream 4: Len= 590' Atot= 2.65 ac Tc= 9.75 min Q= 5.34 cfs Stream 5: Len= 417' Atot= 0.30 ac Tc= 8.46 min Q= 0.82 cfs End of RMH run for file WOLP5A.DAT RMH SB ver 7.Of Dec. 2005 RATIONAL METHOD HYDROLOGY San Bernardino County (C)Copyright 1992-2004 Jack P. Norris, Tel 951-894-6296, Fax 894-6297 SIN 115 Nolan Consulting, Inc. File WOLPSB.DAT 12 records Edited 05-11-2006 13:34 Run 05-11-2006 Page 1 By KN Work code Job# 313.01 ----------+ I Water of Life - Parking and Recreation Area Expansion (SCE Corridor) I I Proposed Conditions - 5 Year I I Drainage Area B (Between West Liberty & Etiwanda Channel) -------------------------------------+ Frequency: 5 yr, I=10.219Tc^(-.600) Legend: (i)=input (c)=computed 10 -yr 1 -hr D= 1"(i), 100 -yr 1 -hr D= 1.45"(i), 5 -yr 1 -hr depth = 0.876" (c) -Loglog slope of I -D curve=0.600(i) Initial area Tc by Kirpich formula: Tc = k(Dist^3/deltaH)^.2 Record 1 Subarea 1 Stream 1 Process 1: Initial subarea Node 201 to node 202 Elev 1239.00 to elev 1235.50 Length= 283 delta H = 3.50' Slope= .01237 Subarea: .34 acre. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr ------------------------------ Hydrology Results ------------------------------ k =.705 Tc = 16.23 min. I = 1.919"/hr Q=.9A(I-Fm) Fm(avg) = 0.820"/hr Q(sub) = 0.34 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 202 Length= 283' q= 0.99 cfs/acre avg. A(tot)= 0.34 acres Tc= 16.23 min Q= 0.34 cfs Record 2 Subarea 2 Stream 1 Process 3: Street flow Subarea Q enters stream uniformly distributed along reach. Node 202 to node 203 Elev 1235.50 to elev 1232.50 Length= 216 delta H = 3.00' Slope= .01389 Subarea: .54 acre. Land use 8 = 5- 7 dwellings/acre ai= .5 ap = .5 Soil: A Fp = 0.970"/hr. Fm= 0.485"/hr Street template 1 Half -width = 20' n = .015 Flow on 1 side designated. CF = 6" Batter= .25 h/v Gutter width = 18" Hike = 1.5" Lip = .38" Xfall = .02 '/' Parkway 10' wide @ .021 '/' ----------------------------- Hydraulics Results ------------------------------ Tt= 1.77 min. based on Qavg= 0.64 cfs on one side of street. Davg=0.21' Aavg= 0.32 s.f. Vavg= 2.03'/sec At end of reach: D = 0.24' V = 2.08'/sec. D*V = 0.50 Sf = .01390 Flow area = 0.45 s.f. Flooded width one side = 5.78' ------------------------------ Hydrology Results ------------------------------ Tc = 16.23 + 1.77 = 18.01 min. I = 1.803"/hr Q=.9A(I-Fm) Fm(avg) = 0.614"/hr Q(sub) = 0.58 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 203 Length= 499' q= 1.07 cfs/acre avg. A(tot)= 0.88 acres Tc= 18.01 min Q= 0.94 cfs File WOLPSB.DAT Edited 05-11-2006 13:34 Job# 313.01 Page 2 Record 3 Subarea 3 Stream 1 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 203 to node 203.1 Elev 1232.50 to elev 1228.50 Length= 205 delta H = 4.00' Slope= .01951 Subarea: .23 acre. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr Max d = l' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 0.94 cfs. Calc'd flow depth, D = 0.14 ft. A= 0.5 sf V= 1.89'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 18.01 + 1.81 = 19.82 min. I = 1.703"/hr Q=.9A(I-Fm) Fm(avg) = 0.657"/hr Q(sub) = 0.22 As ----------------------------------- Summary ----------------------------------- Stream 1 at node 203.1 Length= 704' q= 0.94 cfs/acre avg. AMU )= 1.11 acres Tc= 19.82 min Q= 1.04 cfs Record 4 Subarea 0 Stream 1 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 203.1 to node 206.1 Velocity headloss coefficient = .2 n = .011 Elev 1226.50 to elev 1221.50 Length= 318 delta H = 5.00' Slope= .01572 Subarea: 0 acre Allowable pipe size range: 8" to 18" ----------------------------- Hydraulics Results ------------------------------ 1.04 cfs in 1 8" pipe (d = 0.671) Depth, D=0.37' D/d=.551 Sf = .01551 Losses: Entrance+minor = .2 V^2/2g = 0.09' Friction = 4.93' Total= 5.02' Travel time X -Sect A= 0.20 sf, V= 5.30'/sec, Tt= 1.00 min. •------------------------------ Hydrology Results ------------------------------ Tc = 19.82 + 1.00 = 20.82 min. I = 1.653"/hr Q=.9A(I-Fm) Fm(avg) = 0.657"/hr Q(sub) = 0.00 cfs Computed Q 1.0 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 1 at node 206.1 Length=1,022' q= 0.94 cfs/acre avg. A(tot)= 1.11 acres Tc= 20.82 min Q= 1.04 cfs This stream is designated for confluence with 1 other by record 7 *+**************************************+*+*******t******* New Stream Record 5 Subarea 4 Stream 2 Process 1: Initial subarea Node 204 to node 205 Elev 1236.00 to elev 1230.00 Length= 328 delta H = 6.00' Slope= .01829 Subarea: 1.01 acres. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 6.78 min. I = 3.242"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 2.86 As Summary ---------------------- ------------------------------------------------ Stream 2 at node 205 Length= 328' q= 2.83 cfs/acre avg. A(tot)= 1.01 acres Tc= 6.78 min Q= 2.86 cfs File WOLPSB.DAT Edited 05-11-2006 13:34 Job# 313.01 Page 3 Record 6 Subarea 5 Stream 2 Process 4: Valley gutter section flow Subarea Q enters stream uniformly distributed along reach. Node 205 to node 206 Elev 1230.00 to elev 1227.20 Length= 202 delta H = 2.80' Slope= .01386 Subarea: 1.01 acres. Land use 14 = Commercial ai= .9 ap = .l Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr Valley gutter template 2 Section width = 26' n = .015 Gutter width = 3' Hike = 1.5" Lip = .38" Pav't X -fall = .02 ----------------------------- Hydraulics Results ------------------------------ Tt based on Qavg= 3.98 cfs Davg=0.29' Aavg= 1.61 sf. Vavg= 2.48 fps At end of reach: D = 0.29' V = 3.17'/sec. D*V = 0.93 Sf = .01407 Flow area = 1.61 s.f. Flooded width = 16.58' ------------------------------ Hydrology Results ------------------------------ Tc = 6.78 + 1.36 = 8.14 min. I = 2.905"/hr Q=.9A(I-Fm) Fm(avg) = 0.097"/hr Q(sub) = 2.55 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 206 Length= 530' q= 2.53 cfs/acre avg. A(tot)= 2.02 acres Tc= 8.14 min Q= 5.10 cfs Record 7 Subarea 6 Stream 2 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 206 to node 206.1 Elev 1227.20 to elev 1224.50 Length= 140 delta H = 2.70' Slope= .01929 Subarea: .29 acre. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr Max d = l' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 5.10 cfs. Calc'd flow depth, D = 0.38 ft. A= 1.7 sf V= 2.97'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 8.14 + 0.79 = 8.92 min. I = 2.749"/hr Q=.9A(I-Fm) Fm(avg) = 0.18811/hr Q(sub) = 0.67 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 206.1 Length= 670' q= 2.30 cfs/acre avg. A(tot)= 2.31 acres Tc= 8.92 min Q= 5.32 cfs This stream is designated for confluence with 1 other by record 4 File WOLPSB.DAT Edited 05-11-2006 13:34 Job# 313.01 Page 4 Record 8 Process 9 Confluence Confluencing 2 streams at node 206.1 @ Tc Stream 1 + Stream 2 = Confluenced ------ -------- -------- ------------ 20.82 Q= 1.04 + 3.05 = 4.09 cfs A= 1.11 + 2.31 = 3.42 ac. 8.92 Q= 0.94 + 5.32 = 6.26 cfs A= 0.48 + 2.31 = 2.79 ac. Qpeak = 6.26 cfs at Tc = 8.92 minutes A(contributing) = 2.79 ac I = 2.749"/hr. Fm(avg) = 0.268"/hr. A(total) = 3.42 ac Confluenced streams become stream # 1 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 1 at node 206.1 Length=1,022' q= 1.83 cfs/acre avg. Conflu'd A(c)= 2.786 ac A(tot)= 3.42 acres Tc= 8.92 min Q= 6.26 cfs Record 9 Subarea 0 Stream 1 Process 5: Pipe flow, Program -selected size All subarea Q enters stream at downstream node. Node 206.1 to node 220 Velocity headloss coefficient = .2 n = .011 Elev 1221.50 to elev 1219.00 Length= 112 delta H = 2.50' Slope= .02232 Subarea: 0 acre Allowable pipe size range: 8" to 18" ----------------------------- Hydraulics Results ------------------------------ 6.26 cfs in 1 12" pipe (d = 1.00') Depth, D=0.87' D/d=.868 Sf = .02025 Losses: Entrance+minor = .2 V^2/2g = 0.23' Friction = 2.27' Total= 2.50' Travel time X -Sect A= 0.72 sf, V= 8.65'/sec, Tt= 0.22 min. ------------------------------ Hydrology Results ------------------------------ Tc = 8.92 + 0.22 = 9.14 min. I = 2.710"/hr Q=.9A(I-Fm) Fm(avg) = 0.268"/hr Q(sub) = 0.00 cfs Computed Q 6.1 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) -------------- --------------------- Summary ----------------------------------- Stream 1 at node 220 Length=1,134' q= 1.83 cfs/acre avg. Conflu'd A(c)= 2.786 ac A(tot)= 3.42 acres Tc= 9.14 min Q= 6.26 cfs This stream is designated for confluence with 1 other by record 11 ******************************************************************** New Stream Record 10 Subarea 7 Stream 3 Process 1: Initial subarea Node 207 to node 207.1 Elev 1227.50 to elev 1224.40 Length= 190 delta H = 3.10' Slope= .01632 Subarea: .27 acre. Land use 14 = Commercial ai= .9 ap = .1 Soil: A Fp = 0.970"/hr. Fm= 0.097"/hr ------------------------------ Hydrology Results ------------------------------ k =.300 Tc = 5.57 min. I = 3.645"/hr Q=.9A(I-Fm) Fm(avg) = 0.09711/hr Q(sub) = 0.86 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 207.1 Length= 190' q= 3.19 cfs/acre avg. A(tot)= 0.27 acres Tc= 5.57 min Q= 0.86 cfs File WOLPSB.DAT Edited 05-11-2006 13:34 Job# 313.01 Page 5 Record 11 Subarea 8 Stream 3 Process 7: Channel flow - Improved All subarea Q enters stream at downstream node. Node 207.1 to node 220 Elev 1224.40 to elev 1222.00 Length= 80 delta H = 2.40' Slope= .03000 Subarea: .09 acre. Land use 1.3 = Nat/Agri, Grass (fair) ai= 0 ap = 1 Soil: A Fp = 0.820"/hr. Fm= 0.820"/hr Max d = l' Bottom width = 3' Sideslope Z = 4:1 (h:v) n = .03 ----------------------------- Hydraulics Results ------------------------------ Q= 0.86 cfs. Calc'd flow depth, D = 0.12 ft. A= 0.4 sf V= 2.06'/sec ------------------------------ Hydrology Results ------------------------------ Tc = 5.57 + 0.65 = 6.22 min. I = 3.413"/hr Q=.9A(I-Fm) Fm(avg) = 0.278"/hr Q(sub) = 0.25 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 220 Length= 270' q= 2.82 cfs/acre avg. A(tot)= 0.36 acres Tc= 6.22 min Q= 1.02 cfs This stream is designated for confluence with 1 other by record 9 Record 12 Process 9 Confluence Confluencing 2 streams at node 220 @ Tc Stream 1 + Stream 3 = Confluenced ------ -------- -------- ------------ 9.14 Q= 6.26 + 0.79 = 7.05 cfs A= 2.79 + 0.36 = 3.15 ac. 6.22 Q= 5.49 + 1.02 = 6.51 cfs A= 1.90 + 0.36 = 2.26 ac. Qpeak = 7.05 cfs at Tc = 9.14 minutes A(contributing) = 3.15 ac I = 2.710"/hr. Fm(avg) = 0.269"/hr. A(total) = 3.78 ac Confluenced streams become stream # 1 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 1 at node 220 Length=1,134' q= 1.87 cfs/acre avg. Conflu'd A(c)= 3.146 ac A(tot)= 3.78 acres Tc= 9.14 min Q= 7.05 cfs +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Others: Stream 2: Len= 670' Atot= 2.31 ac Tc= 8.92 min Q= 5.32 cfs Stream 3: Len= 270' Atot= 0.36 ac Tc= 6.22 min Q= 1.02 cfs End of RMH run for file WOLPSB.DAT RMH SB ver 7.Od Mar. 2005 RATIONAL METHOD HYDROLOGY San Bernardino County (C)Copyright 1992-2004 Jack P. Norris, Tel 951-894-6296, Fax 894-6297 SIN 115 Nolan Consulting, Inc. File WOLX5A.DAT 12 records Edited 12-29-2005 14:58 Run 12-29-2005 Page 1 By KN Work code Job# 313.01 +-----------------------------------------------------------------------------+ Water of Life - Parking & Recreation Area Expansion (SCE Corridor) I Existing Conditions - 5 Year Storm Drainage Area A (Between West Liberty & East Street) +-----------------------------------------------------------------------------+ Frequency: 5 yr, I=10.219Tc^(-.600) Legend: (i)=input (c)=computed 10 -yr 1 -hr D= 1"(i), 100 -yr 1 -hr D= 1.45"(i), 5 -yr 1 -hr depth = 0.876" (c) -Loglog slope of I -D curve=0.600(i) Initial area Tc by Kirpich formula: Tc = k(Dist^3/deltaH)^.2 Record 1 Subarea 1 Stream 1 Process 1: Initial subarea Node 101 to node 102 Elev 1228.50 to elev 1221.80 Length= 275 delta H = 6.70' Slope= .02436 Subarea: .67 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0'ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ------------------------------ k =.525 Tc = 10.44 min. I = 2.502"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.26 cfs ----------------------------------- Summary ------------------- ---------------- Stream 1 at node 102 Length= 275' q= 1.88 cfs/acre avg. A(tot)= 0.67 acres Tc= 10.44 min Q= 1.26 cfs Record 2 Subarea 2 Stream 1 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 102 to node 103 Elev 1221.80 to elev 1218.90 Length= 350 delta H = 2.90' Slope= .00829 Subarea: .97 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 1.54'/sec for avg Q of 1.86 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 10.44 + 3.78 = 14.21 min. I = 2.079"/hr Q=.9A(I-Fm) Long travel time: Tt = 3.78, Tc = 14.21. See Hydrology Manual D.11.5 Fm(avg) = 0.410"/hr Q(sub) = 1.46 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 103 Length= 625' q= 1.50 cfs/acre avg. A(tot)= 1.64 acres Tc= 14.21 min Q= 2.46 cfs File WOLXSA.DAT Edited 12-29-2005 14:58 Job# 313.01 Page 2 Record 3 Subarea 3 Stream 1 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 103 to node 104 Elev 1218.90 to elev 1214.50 Length= 364 delta H = 4.40' Slope= .01209 Subarea: 1.16 acres. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.07'/sec for avg Q of 3.06 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 14.21 + 2.93 = 17.14 min. I = 1.858"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.51 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 104 Length= 989' q= 1.30 cfs/acre avg. A(tot)= 2.80 acres Tc= 17.14 min Q= 3.65 cfs ************************************************** New Stream Record 4 Subarea 4 Stream 2 Process 1: Initial subarea Node 105 to node 106 Elev 1225.50 to elev 1218.30 Length= 480 delta H = 7.20' Slope= .01500 Subarea: 1.56 acres. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ------------------------------ k =.525 Tc = 14.37 min. I = 2.065"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 2.32 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 106 Length= 480' q= 1.49 cfs/acre avg. A(tot)= 1.56 acres Tc= 14.37 min Q= 2.32 cfs Record 5 Subarea 5 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 106 to node 107 Elev 1218.30 to elev 1216.50 Length= 187 delta H = 1.80' Slope= .00963 Subarea: 1.2 acres. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 1.85'/sec for avg Q of 3.05 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 14.37 + 1.69 = 16.05 min. I = 1.932"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.64 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 107 Length= 667' q= 1.37 cfs/acre avg. A(tot)= 2.76 acres Tc= 16.05 min Q= 3.78 cfs File WOLX5A.DAT Edited 12-29-2005 14:58 Job# 313.01 Page 3 Record 6 Subarea 6 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 107 to node 108 Elev 1216.50 to elev 1214.00 Length= 183 delta H = 2.50' Slope= .01366 Subarea: .6 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.35'/sec for avg Q of 4.06 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 16.05 + 1.30 = 17.35 min. I = 1.844"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 0.77 cfs -------------- --------------------- Summary ------------------------------------ Stream 2 at node 108 Length= 850' q= 1.29 cfs/acre avg. A(tot)= 3.36 acres Tc= 17.35 min Q= 4.34 cfs Record 7 Subarea 7 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 108 to node 109 Elev 1214.00 to elev 1211.00 Length= 200 delta H = 3.00' Slope= .01500 Subarea: .5 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.52'/sec for avg Q of 4.52 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 17.35 + 1.32 = 18.67 min. I = 1.765"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 0.61 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 109 Length=1,050' q= 1.22 cfs/acre avg. A(tot)= 3.86 acres Tc= 18.67 min Q= 4.71 cfs Record 8 Subarea 0 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 109 to node 120 Elev 1211.00 to elev 1208.50 Length= 201 delta H = 2.50' Slope= .01244 Subarea: 0 acre ----------------------------- Hydraulics Results ------------------------------ V avg = 2.32'/sec for avg Q of 4.71 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 18.67 + 1.44 = 20.12 min. I = 1.688"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 0.00 cfs Computed Q 4.4 < upstream Q so upstream Q is used (Hyd.Man. D.11.6a) ----------------------------------- Summary ----------------------------------- Stream 2 at node 120 Length=1,251' q= 1.22 cfs/acre avg. A(tot)= 3.86 acres Tc= 20.12 min Q= 4.71 cfs This stream is designated for confluence with 1 other by record 10 File WOLXSA.DAT Edited 12-29-2005 14:58 Job# 313.01 Page 4 ******************************************************************** New Stream Record 9 Subarea 8 Stream 3 Process 1: Initial subarea Node 110 to node 111 Elev 1219.00 to elev 1214.00 Length= 382 delta H = 5.00' Slope= .01309 Subarea: .57 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ------------------------------ k =.525 Tc = 13.48 min. I = 2.146"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 0.89 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 111 Length= 382' q= 1.56 cfs/acre avg. A(tot)= 0.57 acres Tc= 13.48 min Q= 0.89 cfs Record 10 Subarea 9 Stream 3 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 111 to node 120 Elev 1214.00 to elev 1208.50 Length= 376 delta H = 5.50' Slope= .01463 Subarea: 1.38 acres. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.03'/sec for avg Q of 1.75 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 13.48 + 3.09 = 16.57 min. I = 1.896"/hr Q=.9A(I-Fm) Long travel time: Tt = 3.09, Tc = 16.57. See Hydrology Manual D.11.5 Fm(avg) = 0.410"/hr Q(sub) = 1.85 cfs ----------------------------------- Summary ----------------------------------- Stream 3 at node 120 Length= 758' q= 1.34 cfs/acre avg. A(tot)= 1.95 acres Tc= 16.57 min Q= 2.61 cfs This stream is designated for confluence with 1 other by record 8 Record 11 Process 9 Confluence Confluencing 2 streams at node 120 @ Tc Stream 2 + Stream 3 = Confluenced ------ -------- -------- ------------ 20.12 Q= 4.71 + 2.24 = 6.95 cfs A= 3.86 + 1.95 = 5.81 ac. 16.57 Q= 4.51 + 2.61 = 7.12 cfs A= 3.18 + 1.95 = 5.13 ac. Qpeak = 7.12 cfs at Tc = 16.57 minutes A(contributing) = 5.13 ac I = 1.89611/hr. Fm(avg) = 0.410"/hr. A(total) = 5.81 ac Confluenced streams become stream # 2 to continue downstream. ----------------------------------- Summary ----------------------------------- Stream 2 at node 120 Length=1,251' q= 1.22 cfs/acre avg. Conflu'd A(c)= 5.130 ac A(tot)= 5.81 acres Tc= 16.57 min Q= 7.12 cfs File WOLXSA.DAT Edited 12-29-2005 14:58 Job# 313.01 Page 5 *******+************************************************* New Stream Record 12 Subarea 10 Stream 4 Process 1: Initial subarea Node 130 to node 131 Elev 1221.50 to elev 1215.00 Length= 233 delta H = 6.50' Slope= .02790 Subarea: .5 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ------------------------------ k =.525 Tc = 9.51 min. I = 2.646"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.01 cfs ----------------------------------- Summary ----------------------------------- Stream 4 at node 131 Length= 233' q= 2.01 cfs/acre avg. A(tot)= 0.50 acres Tc= 9.51 min Q= 1.01 cfs +++++++++++++++++++++++++++++++++++++++++++++++++++t++.++t+++++t++t+++++tt+t++++ Others: Stream 1: Len= 989' Atot= 2.80 ac Tc= 17.14 min Q= 3.65 cfs Stream 2: Len= 1251' Atot= 5.81 ac Tc= 16.57 min Q= 7.12 cfs Stream 3: Len= 758' Atot= 1.95 ac Tc= 16.57 min Q= 2.61 cfs End of RMH run for file WOLXSA.DAT RMH SB ver 7.Od Mar. 2005 RATIONAL METHOD HYDROLOGY San Bernardino County (C)Copyright 1992-2004 Jack P. Norris, Tel 951-894-6296, Fax 894-6297 S/N 115 Nolan Consulting, Inc. File WOLXSB.DAT 7 records Edited 12-29-2005 15:06 Run 12-29-2005 Page 1 By KN Work code Job# 313.01 +-----------------------------------------------------------------------------+ Water of Life - Parking & Recreation Area Expansion (SCE Corridor) I Existing Conditions - 5 Year Storm Drainage Area B (Between West Liberty & Etiwanda Channel) I +-----------------------------------------------------------------------------+ Frequency: 5 yr, I=10.219Tc^(-.600) Legend: (i)=input (c)=computed 10 -yr 1 -hr D= 1"(i), 100 -yr 1 -hr D= 1.45"(i), 5 -yr 1 -hr depth = 0.876" (c) -Loglog slope of I -D curve=0.600(i) Initial area Tc by Kirpich formula: Tc = k(Dist^3/deltaH)^.2 Record 1 Subarea 1 Stream 1 Process 1: Initial subarea Node 201 to node 202 Elev 1239.00 to elev 1232.80 Length= 408 delta H = 6.20' Slope= .01520 Subarea: .59 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ------------------------------ k =.525 Tc = 13.43 min. I = 2.151"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 0.92 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 202 Length= 408' q= 1.57 cfs/acre avg. A(tot)= 0.59 acres Tc= 13.43 min Q= 0.92 cfs Record 2 Subarea 2 Stream 1 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 202 to node 203 Elev 1232.80 to elev 1227.20 Length= 446 delta H = 5.60' Slope= .01256 Subarea: .71 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 1.77'/sec for avg Q of 1.29 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 13.43 + 4.21 = 17.64 min. I = 1.826"/hr Q=.9A(I-Fm) Long travel time: Tt = 4.21, Tc = 17.64. See Hydrology Manual D.11.5 Fm(avg) = 0.410"/hr Q(sub) = 0.90 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 203 Length= 854' q= 1.27 cfs/acre avg. A(tot)= 1.30 acres Tc= 17.64 min Q= 1.66 cfs File WOLXSB.DAT Edited 12-29-2005 15:06 Job# 313.01 Page 2 Record 3 Subarea 3 Stream 1 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 203 to node 220 Elev 1227.20 to elev 1223.00 Length= 221 delta H = 4.20' Slope= .01900 Subarea: .32 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.32'/sec for avg Q of 1.79 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 17.64 + 1.59 = 19.23 min. I = 1.734"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 0.38 cfs ----------------------------------- Summary ----------------------------------- Stream 1 at node 220 Length=1,075' q= 1.19 cfs/acre avg. A(tot)= 1.62 acres Tc= 19.23 min Q= 1.93 cfs This stream is designated for confluence with 1 other by record 6 **********************************************+******** New Stream Record 4 Subarea 4 Stream 2 Process 1: Initial subarea Node 204 to node 205 Elev 1238.10 to elev 1232.70 Length= 258 delta H = 5.40' Slope= .02093 Subarea: .44 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ------------------------------ Hydrology Results ------------------------------ k =.525 Tc = 10.49 min. I = 2.495"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 0.83 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 205 Length= 258' q= 1.88 cfs/acre avg. A(tot)= 0.44 acres Tc= 10.49 min Q= 0.83 cfs Record 5 Subarea 5 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 205 to node 206 Elev 1232.70 to elev 1229.60 Length= 189 delta H = 3.10' Slope= .01640 Subarea: .76 acre. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.06'/sec for avg Q of 1.43 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 10.49 + 1.53 = 12.02 min. I = 2.299"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.29 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 206 Length= 447' q= 1.70 cfs/acre avg. A(tot)= 1.20 acres Tc= 12.02 min Q= 2.04 cfs File WOLX5B.DAT Edited 12-29-2005 15:06 Job# 313.01 Page 3 Record 6 Subarea 6 Stream 2 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 206 to node 220 Elev 1229.60 to elev 1223.00 Length= 411 delta H = 6.60' Slope= .01606 Subarea: 1.05 acres. Land use 1.5 = Nat/Agri, Barren (poor) ai= 0 ap = 1 Soil: A Fp = 0.410"/hr. Fm= 0.410"/hr ----------------------------- Hydraulics Results ------------------------------ V avg = 2.32'/sec for avg Q of 2.64 cfs ------------------------------ Hydrology Results ------------------------------ Tc = 12.02 + 2.96 = 14.97 min. I = 2.015"/hr Q=.9A(I-Fm) Fm(avg) = 0.410"/hr Q(sub) = 1.52 cfs ----------------------------------- Summary ----------------------------------- Stream 2 at node 220 Length= 858' q= 1.44 cfs/acre avg. A(tot)= 2.25 acres Tc= 14.97 min Q= 3.25 cfs This stream is designated for confluence with 1 other by record 3 Record 7 Process 9 Confluence Confluencing 2 streams at node 220 @ Tc Stream 1 + Stream 2 = Confluenced -------------- --------- ------------ 19.23 Q= 1.93 + 2.68 = 4.61 cfs A= 1.62 + 2.25 = 3.87 ac. 14.97 Q= 1.82 + 3.25 = 5.07 cfs A= 1.26 + 2.25 = 3.51 ac. Qpeak = 5.07 cfs at Tc = 14.97 minutes A(contributing) = 3.51 ac I = 2.015"/hr. Fm(avg) = 0.410"/hr. A(total) = 3.87 ac Confluenced streams become stream # 1 to continue downstream. -------------------------- --------- Summary ----------------------------------- Stream 1 at node 220 Length=1,075' q= 1.31 cfs/acre avg. Conflu'd A(c)= 3.512 ac A(tot)= 3.87 acres Tc= 14.97 min Q= 5.07 cfs End of RMH run for file WOLXSB.DAT U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/12/06 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6018 -------------------------------------------------------------------- 24 Hour 5 Year Storm Hydrograph Existing Conditions Drainage Area A Water of Life Church -------------------------------------------------------------------- Storm Event Year = 5 Antecedent Moisture Condition = 1 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 8.61 1 1.00 -------------------------------------------------------------------- Rainfall data for year 2 8.61 6 1.80 -------------------------------------------------------------------- Rainfall data for year 2 8.61 24 3.50 -------------------------------------------------------------------- Rainfall data for year 100 8.61 1 1.45 -------------------------------------------------------------------- Rainfall data for year 100 8.61 6 4.00 -------------------------------------------------------------------- Rainfall data for year 100 8.61 -------------------------------------------------------------------- 24 9.00 WOL5E24.doc 0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 1) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 78.0 60.6 8.61 1.000 0.671 1.000 0.671 Area -averaged adjusted loss rate Fm (In/Hr) = 0.671 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC1) Yield Fr 8.61 1.000 78.0 60.6 6.50 0.254 Area -averaged catchment yield fraction, Y = 0.254 Area -averaged low loss fraction, Yb = 0.746 User entry of time of concentration = 0.280 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 8.61(Ac.) Catchment Lag time = 0.224 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 37.2024 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.671(In/Hr) Average low loss rate fraction (Yb) = 0.746 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.320(In) Computed peak 30 -minute rainfall = 0.655(In) Specified peak 1 -hour rainfall = 0.865(In) Computed peak 3 -hour rainfall = 1.582(In) Specified peak 6 -hour rainfall = 2.315(In) Specified peak 24-hour rainfall = 4.788(In) Rainfall depth area reduction factors: Using a total area of 8.61(Ac.) (Ref: fig. E-4) 5 -minute factor = 1.000 Adjusted rainfall = 0.320(In) 30 -minute factor = 1.000 Adjusted rainfall = 0.655(In) 1 -hour factor = 1.000 Adjusted rainfall = 0.864(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.582(In) 6 -hour factor = 1.000 Adjusted rainfall = 2.315(In) 24-hour factor = ---------------------------------------------------------- 1.000 Adjusted rainfall = 4.788(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 104.13 (CFS)) 1 2.699 2.811 2 17.015 14.907 3 43.527 27.606 WOL5E24.doc 2 4 72.801 30.482 5 88.267 16.105 6 95.163 7.181 7 98.002 2.955 8 98.822 0.855 9 99.492 0.697 10 ------------------------------------------------------- 100.000 0.529 -------------------------------------------------------------------- Total soil rain loss = 3.37(In) Total effective rainfall = 1.42(In) Peak flow rate in flood hydrograph = 9.59(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) ----------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 0+ 5 0.0000 0.01 Q 0+10 0.0003 0.04 Q 0+15 0.0010 0.10 Q 0+20 0.0022 0.17 Q 0+25 0.0036 0.20 Q 0+30 0.0051 0.22 Q 0+35 0.0067 0.23 Q 0+40 0.0083 0.23 Q 0+45 0.0099 0.23 Q 0+50 0.0115 0.23 Q 0+55 0.0131 0.24 Q 1+ 0 0.0147 0.24 Q 1+ 5 0.0163 0.24 Q 1+10 0.0180 0.24 Q 1+15 0.0196 0.24 Q 1+20 0.0213 0.24 Q 1+25 0.0229 0.24 Q 1+30 0.0245 0.24 Q 1+35 0.0262 0.24 QV 1+40 0.0279 0.24 QV 1+45 0.0295 0.24 QV 1+50 0.0312 0.24 QV 1+55 0.0329 0.24 QV 2+ 0 0.0345 0.24 QV 2+ 5 0.0362 0.24 QV 2+10 0.0379 0.24 QV 2+15 0.0396 0.25 QV 2+20 0.0413 0.25 QV 2+25 0.0430 0.25 QV 2+30 0.0447 0.25 QV 2+35 0.0464 0.25 QV 2+40 0.0481 0.25 QV 2+45 0.0498 0.25 QV 2+50 0.0516 0.25 JQV 2+55 0.0533 0.25 JQV ---------------------------------- 2.5 5.0 7.5 10.0 ------------------------------- WOL5E24.doc 3 3+ 0 0.0550 0.25 IQV 3+ 5 0.0568 0.25 IQV 3+10 0.0585 0.25 IQV 3+15 0.0603 0.25 IQV 3+20 0.0620 0.26 IQV 3+25 0.0638 0.26 IQV 3+30 0.0656 0.26 IQV 3+35 0.0673 0.26 IQV 3+40 0.0691 0.26 IQV 3+45 0.0709 0.26 IQV 3+50 0.0727 0.26 IQV 3+55 0.0745 0.26 IQV 4+ 0 0.0763 0.26 IQV 4+ 5 0.0781 0.26 IQ V 4+10 0.0799 0.26 IQ V 4+15 0.0817 0.26 IQ V 4+20 0.0835 0.26 IQ V 4+25 0.0854 0.27 IQ V 4+30 0.0872 0.27 IQ V 4+35 0.0890 0.27 IQ V 4+40 0.0909 0.27 IQ V 4+45 0.0928 0.27 IQ V 4+50 0.0946 0.27 IQ V 4+55 0.0965 0.27 IQ V 5+ 0 0.0984 0.27 IQ V 5+ 5 0.1002 0.27 IQ V 5+10 0.1021 0.27 IQ V 5+15 0.1040 0.28 IQ V 5+20 0.1059 0.28 IQ V 5+25 0.1078 0.28 IQ V 5+30 0.1097 0.28 IQ V 5+35 0.1117 0.28 IQ V 5+40 0.1136 0.28 IQ V 5+45 0.1155 0.28 IQ V 5+50 0.1175 0.28 IQ V 5+55 0.1194 0.28 IQ V 6+ 0 0.1214 0.28 IQ V 6+ 5 0.1234 0.29 IQ V 6+10 0.1253 0.29 IQ V 6+15 0.1273 0.29 IQ V 6+20 0.1293 0.29 IQ V 6+25 0.1313 0.29 IQ V 6+30 0.1333 0.29 IQ V 6+35 0.1353 0.29 IQ V 6+40 0.1374 0.29 IQ V 6+45 0.1394 0.29 IQ V 6+50 0.1414 0.30 IQ V 6+55 0.1435 0.30 IQ V 7+ 0 0.1455 0.30 IQ V 7+ 5 0.1476 0.30 IQ V 7+10 0.1497 0.30 IQ V 7+15 0.1518 0.30 IQ V 7+20 0.1538 0.30 IQ 7+25 0.1560 0.31 IQ 7+30 0.1581 0.31 IQ 7+35 0.1602 0.31 IQ 7+40 0.1623 0.31 IQ 7+45 0.1645 0.31 IQ WOL5E24.doc 7+50 0.1666 0.31 IQ V 1 7+55 0.1688 0.31 IQ V 1 8+ 0 0.1709 0.32 IQ V 1 8+ 5 0.1731 0.32 IQ V I 8+10 0.1753 0.32 IQ V I 8+15 0.1775 0.32 IQ V 1 8+20 0.1797 0.32 IQ V 1 8+25 0.1820 0.32 IQ V 1 8+30 0.1842 0.32 IQ V 1 8+35 0.1864 0.33 IQ V 1 8+40 0.1887 0.33 IQ V 1 8+45 0.1910 0.33 IQ V 1 8+50 0.1933 0.33 IQ V I 8+55 0.1956 0.33 IQ V 1 9+ 0 0.1979 0.34 IQ V 1 9+ 5 0.2002 0.34 IQ V I 9+10 0.2025 0.34 IQ V 1 9+15 0.2049 0.34 IQ V 1 9+20 0.2072 0.34 IQ V 1 9+25 0.2096 0.34 IQ V 1 9+30 0.2120 0.35 IQ V 1 9+35 0.2144 0.35 IQ V I 9+40 0.2168 0.35 IQ V 1 9+45 0.2192 0.35 IQ V 1 9+50 0.2217 0.36 IQ V 1 9+55 0.2241 0.36 IQ V I 10+ 0 0.2266 0.36 IQ V I 10+ 5 0.2291 0.36 IQ V I 10+10 0.2316 0.36 IQ VI 10+15 0.2341 0.37 IQ VI 10+20 0.2367 0.37 IQ VI 10+25 0.2392 0.37 IQ VI 10+30 0.2418 0.37 IQ VI 10+35 0.2444 0.38 IQ VI 10+40 0.2470 0.38 IQ VI 10+45 0.2496 0.38 IQ VI 10+50 0.2523 0.38 IQ VI 10+55 0.2550 0.39 IQ V 11+ 0 0.2576 0.39 IQ V 11+ 5 0.2604 0.39 IQ V 11+10 0.2631 0.40 IQ V 11+15 0.2658 0.40 IQ V 11+20 0.2686 0.40 IQ V 11+25 0.2714 0.41 IQ V 11+30 0.2742 0.41 IQ V 11+35 0.2771 0.41 IQ V 11+40 0.2799 0.42 IQ V 11+45 0.2828 0.42 IQ IV 11+50 0.2857 0.42 IQ IV 11+55 0.2887 0.43 IQ IV 12+ 0 0.2916 0.43 IQ IV 12+ 5 0.2946 0.44 IQ IV 12+10 0.2977 0.44 IQ IV 12+15 0.3008 0.45 IQ IV 12+20 0.3040 0.46 IQ IV 12+25 0.3073 0.47 IQ I V 12+30 0.3106 0.48 IQ I V 12+35 0.3139 0.48 IQ I V WOL5E24.doc 12+40 0.3172 0.49 IQ I V I i 12+45 0.3206 0.49 IQ I V I 1 12+50 0.3241 0.50 IQ I V I I 12+55 0.3276 0.50 1 Q I V I I 13+ 0 0.3311 0.51 1 Q I V I I 13+ 5 0.3346 0.52 1 Q I V I I 13+10 0.3382 0.52 1 Q I V I I 13+15 0.3419 0.53 1 Q I V I 13+20 0.3456 0.54 1 Q I V I 13+25 0.3493 0.54 1 Q I V ! I 13+30 0.3531 0.55 1 Q I V I I 13+35 0.3569 0.56 1 Q I V I 13+40 0.3608 0.57 1 Q I V I 1 13+45 0.3648 0.57 1 Q I V I 13+50 0.3688 0.58 1 Q I V I I 13+55 0.3728 0.59 1 Q I V I 14+ 0 0.3770 0.60 1 Q I V 14+ 5 0.3812 0.61 1 Q I V I 14+10 0.3855 0.62 1 Q I V I I 14+15 0.3898 0.63 1 Q I V I 14+20 0.3942 0.64 1 Q I V I I 14+25 0.3988 0.66 1 Q I V I I 14+30 0.4034 0.67 1 Q I V I 14+35 0.4081 0.69 I Q I V I I 14+40 0.4129 0.70 1 Q I V I 14+45 0.4179 0.72 1 Q I V I I 14+50 0.4230 0.74 1 Q I V I I 14+55 0.4282 0.76 1 Q I V I 15+ 0 0.4335 0.78 1 Q I V 15+ 5 0.4390 0.80 1 Q I V I 15+10 0.4447 0.83 1 Q I V I I 15+15 0.4506 0.86 1 Q I V I I 15+20 0.4568 0.89 1 Q I V I I 15+25 0.4631 0.92 1 Q I V I I 15+30 0.4695 0.92 1 Q 1 V I I 15+35 0.4756 0.90 1 Q I V I I 15+40 0.4816 0.87 1 Q I V I I 15+45 0.4879 0.90 1 Q I VI 15+50 0.4946 0.98 1 Q I VI I 15+55 0.5023 1.11 1 Q I VI I 16+ 0 0.5119 1.40 1 Q V I 16+ 5 0.5302 2.66 I Q V I 16+10 0.5727 6.17 ! 1 I V Q 1 16+15 0.6375 9.41 I I I V I Q 16+20 0.7036 9.59 1 I I V Q 16+25 0.7420 5.58 I I 1 Q VI 16+30 0.7629 3.04 1 Q I VI 16+35 0.7754 1.81 I Q I I V 16+40 0.7838 1.22 1 Q I I V 16+45 0.7914 1.11 1 Q I IV 16+50 0.7983 1.00 1 Q I I IV 16+55 0.8039 0.81 1 Q I I IV 17+ 0 0.8091 0.76 1 Q I I IV 17+ 5 0.8141 0.72 1 Q I I IV 17+10 0.8189 0.69 1 Q I I I V 17+15 0.8234 0.66 1 Q I I I V 17+20 0.8278 0.64 1 Q I I I V 17+25 0.8320 0.61 1 Q I I I V WOL5E24.doc 17+30 0.8361 0.59 1 Q 17+35 0.8401 0.57 1 Q 17+40 0.8439 0.56 1 Q 17+45 0.8476 0.54 1 Q 17+50 0.8513 0.53 1 Q 17+55 0.8549 0.52 1 Q 18+ 0 0.8583 0.51 1 Q 18+ 5 0.8617 0.49 IQ 18+10 0.8651 0.48 1Q 18+15 0.8683 0.47 IQ 18+20 0.8714 0.45 IQ 18+25 0.8744 0.44 IQ 18+30 0.8773 0.43 IQ 18+35 0.8802 0.42 1Q 18+40 0.8831 0.41 IQ 18+45 0.8859 0.41 IQ 18+50 0.8886 0.40 IQ 18+55 0.8913 0.39 IQ 19+ 0 0.8940 0.39 IQ 19+ 5 0.8966 0.38 IQ 19+10 0.8992 0.38 IQ 19+15 0.9018 0.37 IQ 19+20 0.9043 0.37 IQ 19+25 0.9068 0.36 IQ 19+30 0.9093 0.36 IQ 19+35 0.9117 0.35 IQ 19+40 0.9141 0.35 IQ 19+45 0.9165 0.34 IQ 19+50 0.9188 0.34 IQ 19+55 0.9212 0.34 IQ 20+ 0 0.9234 0.33 IQ 20+ 5 0.9257 0.33 IQ 20+10 0.9280 0.33 IQ 20+15 0.9302 0.32 IQ 20+20 0.9324 0.32 IQ 20+25 0.9346 0.32 IQ 20+30 0.9367 0.31 IQ 20+35 0.9389 0.31 IQ 20+40 0.9410 0.31 IQ 20+45 0.9431 0.31 IQ 20+50 0.9452 0.30 IQ 20+55 0.9473 0.30 IQ 21+ 0 0.9493 0.30 IQ 21+ 5 0.9513 0.30 IQ 21+10 0.9534 0.29 IQ 21+15 0.9554 0.29 IQ 21+20 0.9573 0.29 1Q 21+25 0.9593 0.29 IQ 21+30 0.9613 0.28 IQ 21+35 0.9632 0.28 IQ 21+40 0.9651 0.28 IQ 21+45 0.9670 0.28 IQ 21+50 0.9689 0.28 IQ 21+55 0.9708 0.27 IQ 22+ 0 0.9727 0.27 IQ 22+ 5 0.9745 0.27 IQ 22+10 0.9764 0.27 IQ 22+15 0.9782 0.27 IQ WOL5E24.doc 22+20 0.9800 0.26 IQ I I I V 1 22+25 0.9818 0.26 IQ I I I v 1 22+30 0.9836 0.26 IQ I I I V I 22+35 0.9854 0.26 IQ I I V I 22+40 0.9672 0.26 IQ I I I v I 22+45 0.9889 0.26 IQ I I I v 22+50 0.9907 0.25 1Q I I I v I 22+55 0.9924 0.25 IQ I I I v I 23+ 0 0.9942 0.25 IQ I I el 23+ 5 0.9959 0.25 Q I I I a1 23+10 0.9976 0.25 Q I I v1 23+15 0.9993 0.25 Q I I I v1 23+20 1.0010 0.25 Q I I I v1 23+25 1.0027 0.24 Q I I I a1 23+30 1.0043 0.24 Q I I I v1 23+35 1.0060 0.24 Q I I v1 23+40 1.0077 0.24 Q I I I VI 23+45 1.0093 0.24 Q I I I v1 23+50 1.0109 0.24 Q I I a1 23+55 1.0126 0.24 Q I I v1 24+ 0 ----------------------------------------------------------------------- 1.0142 0.24 Q I I VI WOL5E24.doc U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/12/06 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6018 --------------------------------------------------------------------- 24 Hour 5 Year Storm Hydrograph Proposed Conditions Drainage Area A Water of Life Church -------------------------------------------------------------------- Storm Event Year = 5 Antecedent Moisture Condition = 1 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 8.54 1 1.00 ---------------------------------------------------- Rainfall data for year 2 8.54 6 1.80 ---------------------------------------------------- Rainfall data for year 2 8.54 24 3.50 ---------------------------------------------------- Rainfall data for year 100 8.54 1 1.45 ---------------------------------------------------- Rainfall data for year 100 8.54 6 4.00 ---------------------------------------------------- Rainfall data for year 100 8.54 24 9.00 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ WOLSP24.doc 1 ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fn No.(AMCII) NO.(AMC 1) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 44.0 26.2 5.40 0.632 0.999 1.000 0.999 32.0 16.6 3.14 0.368 1.000 0.100 0.100 Area -averaged adjusted loss rate Fm (In/Hr) = 0.669 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC1) Yield Fr 5.40 0.632 44.0 26.2 23.94 0.000 0.31 0.037 32.0 16.6 23.94 0.000 2.83 0.331 98.0 98.0 0.20 0.951 Area -averaged catchment yield fraction, Y = 0.315 Area -averaged low loss fraction, Yb = 0.685 User entry of time of concentration = 0.170 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 8.54(Ac.) Catchment Lag time = 0.136 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 61.2745 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.669(In/Hr) Average low loss rate fraction (Yb) = 0.685 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.320(In) Computed peak 30 -minute rainfall = 0.655(In) Specified peak 1 -hour rainfall = 0.865(In) Computed peak 3 -hour rainfall = 1.582(In) Specified peak 6 -hour rainfall = 2.315(In) Specified peak 24-hour rainfall = 4.788(In) Rainfall depth area reduction factors: Using a total area of 8.54(Ac.) (Ref: fig. E-4) 5 -minute factor = 1.000 Adjusted rainfall = 0.320(In) 30 -minute factor = 1.000 Adjusted rainfall = 0.655(In) 1 -hour factor = 1.000 Adjusted rainfall = 0.864(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.582(In) 6 -hour factor = 1.000 Adjusted rainfall = 2.315(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 4.788(In) WOUP24.doc 2 U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 103.28 (CFS)) 1 6.789 7.012 2 43.210 37.616 3 82.892 40.984 4 95.987 13.524 5 98.763 2.867 6 ------------------------------------------------------- 100.000 1.277 -------------------------------------------------------------------- Total soil rain loss = 3.10(In) Total effective rainfall = 1.68(In) Peak flow rate in flood hydrograph = 12.36(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) ------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0+ 5 0.0001 0.02 Q 0+10 0.0010 0.12 Q 0+15 0.0026 0.24 Q 0+20 0.0045 0.27 Q 0+25 0.0064 0.28 Q 0+30 0.0084 0.29 Q 0+35 0.0104 0.29 Q 0+40 0.0123 0.29 Q 0+45 0.0143 0.29 Q 0+50 0.0163 0.29 Q 0+55 0.0183 0.29 Q 1+ 0 0.0203 0.29 Q 1+ 5 0.0223 0.29 Q 1+10 0.0243 0.29 Q 1+15 0.0263 0.29 Q 1+20 0.0283 0.29 Q 1+25 0.0304 0.29 QV 1+30 0.0324 0.29 QV 1+35 0.0344 0.30 QV 1+40 0.0365 0.30 QV 1+45 0.0385 0.30 QV 1+50 0.0406 0.30 QV 1+55 0.0426 0.30 QV 2+ 0 0.0447 0.30 QV 2+ 5 0.0467 0.30 QV 2+10 0.0488 0.30 QV 2+15 0.0509 0.30 QV 2+20 0.0530 0.30 QV 2+25 0.0551 0.30 QV ----------------------------------------- 0 5.0 10.0 15.0 20.0 -------------------------------------- WOL5P24.doc 3 2+30 0.0572 0.30 QV 2+35 0.0593 0.31 QV 2+40 0.0614 0.31 Q V 2+45 0.0635 0.31 Q V 2+50 0.0656 0.31 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10+30 0.3002 0.46 Q V 10+35 0.3034 0.47 Q V 10+40 0.3066 0.47 Q V 10+45 0.3099 0.47 Q V 10+50 0.3132 0.48 Q V 10+55 0.3165 0.48 Q V 11+ 0 0.3198 0.48 Q V 11+ 5 0.3231 0.49 Q V 11+10 0.3265 0.49 Q V 11+15 0.3299 0.49 Q IV 11+20 0.3333 0.50 Q IV 11+25 0.3368 0.50 IQ IV 11+30 0.3403 0.51 IQ IV 11+35 0.3438 0.51 IQ IV 11+40 0.3474 0.52 IQ IV 11+45 0.3509 0.52 IQ IV 11+50 0.3545 0.52 IQ IV 11+55 0.3582 0.53 IQ IV 12+ 0 0.3619 0.53 IQ I 12+ 5 0.3656 0.54 IQ I WOL5P24.doc 12+10 0.3694 0.56 IQ I V 1 1 12+15 0.3734 0.57 IQ I V I I 12+20 0.3774 0.58 IQ I V I 12+25 0.3814 0.59 IQ I V I I 12+30 0.3855 0.59 IQ I V I I 12+35 0.3897 0.60 IQ I V I I 12+40 0.3938 0.61 IQ I V I I 12+45 0.3980 0.61 IQ I V I 12+50 0.4023 0.62 IQ I V I I 12+55 0.4066 0.63 IQ I V 1 1 13+ 0 0.4110 0.63 IQ I V 1 1 13+ 5 0.4154 0.64 IQ I V 1 1 13+10 0.4199 0.65 1Q I V 1 1 13+15 0.4244 0.66 1Q I V 1 1 13+20 0.4290 0.67 IQ I V I 13+25 0.4337 0.68 IQ I V I 13+30 0.4384 0.68 1Q I V I I 13+35 0.4432 0.69 IQ I V I I 13+40 0.4480 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16+35 0.9137 1.19 I Q I I V 16+40 0.9214 1.12 I Q I I V 16+45 0.9286 1.04 1 Q I I IV 16+50 0.9353 0.98 IQ I I IV 16+55 0.9417 0.92 IQ I I IV WOL5P24.doc 17+ 0 0.9477 0.88 IQ 17+ 5 0.9535 0.84 IQ 17+10 0.9590 0.80 IQ 17+15 0.9643 0.77 IQ 17+20 0.9695 0.75 IQ 17+25 0.9745 0.72 IQ 17+30 0.9793 0.70 IQ 17+35 0.9840 0.68 IQ 17+40 0.9886 0.66 IQ 17+45 0.9930 0.65 IQ 17+50 0.9974 0.63 IQ 17+55 1.0016 0.62 IQ 18+ 0 1.0058 0.60 IQ 18+ 5 1.0099 0.59 IQ 18+10 1.0138 0.57 IQ 18+15 1.0176 0.55 IQ 18+20 1.0212 0.53 IQ 18+25 1.0248 0.52 IQ 18+30 1.0284 0.51 IQ 18+35 1.0319 0.51 IQ 18+40 1.0353 0.50 Q 18+45 1.0387 0.49 Q 18+50 1.0420 0.48 Q 18+55 1.0452 0.47 Q 19+ 0 1.0485 0.47 Q 19+ 5 1.0516 0.46 Q 19+10 1.0548 0.45 Q 19+15 1.0579 0.45 Q 19+20 1.0609 0.44 Q 19+25 1.0639 0.44 Q 19+30 1.0669 0.43 Q 19+35 1.0699 0.43 Q 19+40 1.0728 0.42 Q 19+45 1.0756 0.42 Q 19+50 1.0785 0.41 Q 19+55 1.0813 0.41 Q 20+ 0 1.0841 0.40 Q 20+ 5 1.0868 0.40 Q 20+10 1.0896 0.40 Q 20+15 1.0923 0.39 Q 20+20 1.0949 0.39 Q 20+25 1.0976 0.38 Q 20+30 1.1002 0.38 Q 20+35 1.1028 0.38 Q 20+40 1.1054 0.37 Q 20+45 1.1079 0.37 Q 20+50 1.1105 0.37 Q 20+55 1.1130 0.36 Q 21+ 0 1.1155 0.36 Q 21+ 5 1.1179 0.36 Q 21+10 1.1204 0.36 Q 21+15 1.1228 0.35 Q 21+20 1.1252 0.35 Q 21+25 1.1276 0.35 Q 21+30 1.1300 0.34 Q 21+35 1.1324 0.34 Q 21+40 1.1347 0.34 Q 21+45 1.1370 0.34 Q WOL5P24.doc 21+50 1.1393 0.33 Q I ( I v I 21+55 1.1416 0.33 Q I I I V I 22+ 0 1.1439 0.33 Q I I v I 22+ 5 1.1462 0.33 Q I I v 22+10 1.1484 0.33 Q ( V 22+15 1.1506 0.32 Q I I v 22+20 1.1528 0.32 Q I I I V I 22+25 1.1550 0.32 Q I I I V I 22+30 1.1572 0.32 Q I I I a l 22+35 1.1594 0.32 Q I I I v I 22+40 1.1616 0.31 Q I I I V I 22+45 1.1637 0.31 Q I I v I 22+50 1.1658 0.31 Q I I v I 22+55 1.1680 0.31 Q I I I el 23+ 0 1.1701 0.31 Q I I I vI 23+ 5 1.1722 0.30 Q I I I al 23+10 1.1743 0.30 Q I I VI 23+15 1.1763 0.30 Q I I vI 23+20 1.1784 0.30 Q i VI 23+25 1.1804 0.30 Q I I I vI 23+30 1.1825 0.30 Q I I I el 23+35 1.1845 0.29 Q I I I vI 23+40 1.1865 0.29 Q I I I VI 23+45 1.1885 0.29 Q I I vI 23+50 1.1905 0.29 Q I I vI 23+55 1.1925 0.29 Q I I I el 24+ 0 ----------------------------------------------------------------------- 1.1945 0.29 Q ! I VI WOL5P24.doc U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/12/06 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6018 --------------------------------------------------------------------- 24 Hour 5 Year Storm Hydrograph Existing Conditions Drainage Area B Water of Life Church -------------------------------------------------------------------- Storm Event Year = 5 Antecedent Moisture Condition = 1 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 3.89 1 1.00 -------------------------------------------------------------------- Rainfall data for year 2 3.89 6 1.80 -------------------------------------------------------------------- Rainfall data for year 2 3.89 24 3.50 -------------------------------------------------------------------- Rainfall data for year 100 3.89 1 1.45 -------------------------------------------------------------------- Rainfall data for year 100 3.89 6 4.00 -------------------------------------------------------------------- Rainfall data for year 100 3.89 24 9.00 -------------------------------------------------------------------- ++++++++++++++t+++++++++++++++++++++++++++++++++++++++++++++++++++++ WOLWE24.doc 1 ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 1) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 78.0 60.6 3.89 1.000 0.671 1.000 0.671 Area -averaged adjusted loss rate Fm (In/Hr) = 0.671 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC1) Yield Fr 3.89 1.000 78.0 60.6 6.50 0.254 Area -averaged catchment yield fraction, Y = 0.254 Area -averaged low loss fraction, Yb = 0.746 User entry of time of concentration = 0.250 (hours) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 3.89(Ac.) Catchment Lag time = 0.200 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 41.6667 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.671(In/Hr) Average low loss rate fraction (Yb) = 0.746 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.320(In) Computed peak 30 -minute rainfall = 0.655(In) Specified peak 1 -hour rainfall = 0.865(In) Computed peak 3 -hour rainfall = 1.582(In) Specified peak 6 -hour rainfall = 2.315(In) Specified peak 24-hour rainfall = 4.788(In) Rainfall depth area reduction factors: Using a total area of 3.89(Ac.) (Ref: fig. E-4) 5 -minute factor = 1.000 Adjusted rainfall = 0.320(In) 30 -minute factor = 1.000 Adjusted rainfall = 0.655(In) 1 -hour factor = 1.000 Adjusted rainfall = 0.864(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.582(In) 6 -hour factor = 1.000 Adjusted rainfall = 2.315(In) 24-hour factor = ----------------------------------------------------------- 1.000 Adjusted rainfall = 4.788(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) WOLB5E24.doc 2 (K = 47.04 (CFS)) 1 3.260 1.534 2 21.153 8.418 3 53.240 15.095 4 80.596 12.870 5 92.540 5.619 6 97.357 2.267 WOLB5E24.doc 2 7 98.675 0.620 8 99.425 0.353 9 100.000 0.271 --------------------------------------------------------------------- -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 3.37(In) Total effective rainfall = 1.42(In) Peak flow rate in flood hydrograph = 4.88(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q I I I 0+10 0.0002 0.02 Q I I I 0+15 0.0006 0.06 Q I I I 0+20 0.0011 0.08 Q I I 0+25 0.0018 0.10 Q I I I 0+30 0.0025 0.10 Q I I I I 0+35 0.0032 0.10 Q I I I 0+40 0.0039 0.10 Q I I 0+45 0.0047 0.11 Q I I I I 0+50 0.0054 0.11 Q I I I I 0+55 0.0061 0.11 Q I I I 1+ 0 0.0069 0.11 Q I I I 1+ 5 0.0076 0.11 Q I I 1+10 0.0083 0.11 Q I I I 1+15 0.0091 0.11 Q I I I I 1+20 0.0098 0.11 Q I I I 1+25 0.0106 0.11 Q I I I 1+30 0.0113 0.11 Q I I I I 1+35 0.0121 0.11 QV I I I I 1+40 0.0128 0.11 QV I I I 1+45 0.0136 0.11 QV I I I I 1+50 0.0143 0.11 QV I I I I 1+55 0.0151 0.11 QV I I I 2+ 0 0.0158 0.11 QV I I I 2+ 5 0.0166 0.11 QV I I I I 2+10 0.0174 0.11 QV I I I 2+15 0.0181 0.11 QV 2+20 0.0189 0.11 QV I I I I 2+25 0.0197 0.11 QV I I 2+30 0.0204 0.11 QV I I I I 2+35 0.0212 0.11 QV I I I I 2+40 0.0220 0.11 QV I I I I 2+45 0.0228 0.11 QV I I I I 2+50 0.0235 0.11 Q V I I I 2+55 0.0243 0.11 Q V I I I I 3+ 0 0.0251 0.11 Q V I I I 3+ 5 0.0259 0.11 Q V I I I 3+10 0.0267 0.11 Q V I I 3+15 0.0275 0.11 Q V I I 3+20 0.0283 0.12 Q V I I I WOLB5E24.doc 3 3+25 0.0291 0.12 Q V 3+30 0.0299 0.12 Q V 3+35 0.0307 0.12 Q V 3+40 0.0315 0.12 Q V 3+45 0.0323 0.12 Q V 3+50 0.0331 0.12 Q V 3+55 0.0339 0.12 Q V 4+ 0 0.0347 0.12 Q V 4+ 5 0.0355 0.12 Q V 4+10 0.0363 0.12 Q V 4+15 0.0372 0.12 Q V 4+20 0.0380 0.12 Q V 4+25 0.0388 0.12 Q V 4+30 0.0397 0.12 Q V 4+35 0.0405 0.12 Q V 4+40 0.0413 0.12 Q V 4+45 0.0422 0.12 Q V 4+50 0.0430 0.12 Q V 4+55 0.0438 0.12 Q V 5+ 0 0.0447 0.12 Q V 5+ 5 0.0455 0.12 Q V 5+10 0.0464 0.12 Q V 5+15 0.0473 0.12 Q V 5+20 0.0481 0.12 Q V 5+25 0.0490 0.13 Q V 5+30 0.0498 0.13 Q V 5+35 0.0507 0.13 Q V 5+40 0.0516 0.13 Q V 5+45 0.0525 0.13 Q V 5+50 0.0533 0.13 Q V 5+55 0.0542 0.13 Q V 6+ 0 0.0551 0.13 Q V 6+ 5 0.0560 0.13 Q V 6+10 0.0569 0.13 Q V 6+15 0.0578 0.13 Q V 6+20 0.0587 0.13 Q V 6+25 0.0596 0.13 Q V 6+30 0.0605 0.13 Q V 6+35 0.0614 0.13 Q V 6+40 0.0623 0.13 Q V 6+45 0.0633 0.13 Q V 6+50 0.0642 0.13 Q V 6+55 0.0651 0.13 Q V 7+ 0 0.0660 0.14 Q V 7+ 5 0.0670 0.14 Q V 7+10 0.0679 0.14 Q V 7+15 0.0688 0.14 Q V 7+20 0.0698 0.14 Q V 7+25 0.0707 0.14 Q V 7+30 0.0717 0.14 Q V 7+35 0.0727 0.14 Q V 7+40 0.0736 0.14 Q V 7+45 0.0746 0.14 Q V 7+50 0.0756 0.14 Q V 7+55 0.0765 0.14 Q V 8+ 0 0.0775 0.14 Q V 8+ 5 0.0785 0.14 Q V 8+10 0.0795 0.14 Q V 8+15 0.0805 0.14 Q V WOLB5E24.doc 8+20 0.0815 0.15 Q V 1 8+25 0.0825 0.15 Q V 1 8+30 0.0835 0.15 Q V 1 8+35 0.0845 0.15 Q V 1 8+40 0.0856 0.15 Q V 1 8+45 0.0866 0.15 Q V I 8+50 0.0876 0.15 Q V 8+55 0.0887 0.15 Q V I 9+ 0 0.0897 0.15 Q V I 9+ 5 0.0908 0.15 Q V 9+10 0.0918 0.15 Q V I 9+15 0.0929 0.15 Q V 1 9+20 0.0939 0.16 Q V 1 9+25 0.0950 0.16 Q V 1 9+30 0.0961 0.16 Q V 1 9+35 0.0972 0.16 Q V 1 9+40 0.0983 0.16 Q V I 9+45 0.0994 0.16 Q V f 9+50 0.1005 0.16 Q V I 9+55 0.1016 0.16 Q V I 10+ 0 0.1027 0.16 Q V I 10+ 5 0.1039 0.16 Q VI 10+10 0.1050 0.16 Q VI 10+15 0.1061 0.17 Q VI 10+20 0.1073 0.17 Q VI 10+25 0.1084 0.17 Q VI 10+30 0.1096 0.17 Q VI 10+35 0.1108 0.17 Q VI 10+40 0.1120 0.17 Q VI 10+45 0.1132 0.17 Q VI 10+50 0.1143 0.17 Q V1 10+55 0.1156 0.18 Q V 11+ 0 0.1168 0.18 Q V 11+ 5 0.1180 0.18 Q V 11+10 0.1192 0.18 Q V 11+15 0.1205 0.18 Q V 11+20 0.1217 0.18 Q V 11+25 0.1230 0.18 Q V 11+30 0.1243 0.19 Q V 11+35 0.1256 0.19 Q V 11+40 0.1269 0.19 Q IV 11+45 0.1282 0.19 Q IV 11+50 0.1295 0.19 Q IV 11+55 0.1308 0.19 Q IV 12+ 0 0.1322 0.20 Q IV 12+ 5 0.1335 0.20 Q IV 12+10 0.1349 0.20 Q IV 12+15 0.1363 0.21 Q IV 12+20 0.1378 0.21 Q IV 12+25 0.1393 0.21 Q 1 V 12+30 0.1408 0.22 Q I V 12+35 0.1423 0.22 Q I V 12+40 0.1438 0.22 Q I V 12+45 0.1453 0.22 Q I V 12+50 0.1469 0.23 Q I V 12+55 0.1485 0.23 Q I V 13+ 0 0.1501 0.23 Q I 13+ 5 0.1517 0.23 Q I 13+10 0.1533 0.24 Q 1 WOLBSE24.doc 13+15 0.1550 0.24 Q ; V I I 13+217 0.156E 0.24 Q ! V I 13+25 0.1583 0.25 Q I V I I 13+30 0.1600 0.25 Q I V I I 13+35 0.1618 0.25 IQ I V I I 13+40 0.1635 0.26 IQ I V I i 13+45 0.1653 0.26 IQ I V I 13+50 0.1672 0.26 !Q V 1 ! 13+55 0.1690 0.27 !Q ! V ! 14+ 0 0.1709 0.27 IQ V 1 1 14+ 5 0.1728 0.28 !Q I V I I 14+10 0.1747 0.28 IQ I V I 14+15 0.1767 0.29 IQ I V I ! 14+20 0.1787 0.29 IQ I V I I 14+25 0.1808 0.30 IQ I V I 14+30 0.1829 0.30 IQ I V I I 14+35 0.1850 0.31 IQ V I 14+40 0.1872 0.32 IQ I V I I 14+45 0.1895 0.33 IQ I V I I 14+50 0.1918 0.34 IQ I V I I 14+55 0.1942 0.34 IQ I V I I 15+ 0 0.1966 0.35 IQ I V I 15+ 5 0.1991 0.37 !Q I V I I 15+10 0.2017 0.38 IQ I V I I 15+15 0.2044 0.39 IQ i V I I 15+20 0.2072 0.41 !Q I V I I 15+25 0.2101 0.42 IQ I V I 15+30 0.2130 0.42 IQ I V I I 15+35 0.2157 0.40 IQ I V I I 15+40 0.2184 0.39 IQ I V I 15+45 0.2213 0.41 IQ I V! ! 15+50 0.2244 0.45 !Q VI I 15+55 0.2280 0.52 ! Q I VI 1 16+ 0 0.2326 0.67 ! Q I V 1 16+ 5 0.2419 1.35 1 Q I IV 1 16+10 0.2646 3.30 ! I Q I V 1 16+15 0.2982 4.88 ! I QI V 1 16+20 0.3261 4.05 I Q I V 1 16+25 0.3402 2.05 ! Q I I VI 16+30 0.3477 1.08 ! Q I I V 16+35 0.3520 0.63 1 Q I I V 16+40 0.3556 0.53 1 Q I I V 16+45 0.3589 0.48 !Q I I IV 16+50 0.3615 0.38 IQ I I IV 16+55 0.3640 0.36 IQ I I IV 17+ 0 0.3663 0.34 IQ I I IV 17+ 5 0.3685 0.32 IQ I I I V 17+10 0.3706 0.31 IQ I I I V 17+15 0.3727 0.29 IQ I i V 17+20 0.3746 0.28 !Q I I I V 17+25 0.3765 0.27 IQ ! I ! V 17+30 0.3783 0.27 !Q ! ! ! V 17+35 0.3801 0.26 IQ I I V 17+40 0.3818 0.25 IQ I I I V 17+45 0.3835 0.24 Q I I I V 17+50 0.3851 0.24 Q I I V 17+55 0.3867 0.23 Q i I ( V 18+ 0 0.3883 0.23 Q I I I V 18+ 5 0.3898 0.22 Q I I I V WOLB5E24.doc 18+10 0.3913 0.22 Q ! I I v 18+15 0.3927 0.21 Q { ! v 18+20 0.3941 0.20 Q ! I I v 18+25 0.3955 0.20 Q ! I I v 18+30 0.3968 0.19 Q ! I I v 18+35 0.3981 0.19 Q ! I v 18+40 0.3994 0.19 Q I I I v 18+45 0.4006 0.18 Q I I I v 18+50 0.4019 0.18 Q ! I I v 18+55 0.4031 0.18 Q ! I I v 19+ 0 0.4043 0.17 Q I I I v 19+ 5 0.4055 0.17 Q I I I v 19+10 0.4067 0.17 Q I ! I v 19+15 0.4078 0.17 Q ! I v 19+20 0.4089 0.17 Q I I I v 19+25 0.4101 0.16 Q I I I v 19+30 0.4112 0.16 Q ! I I v 19+35 0.4123 0.16 Q I I I v 19+40 0.4133 0.16 Q I I I v 19+45 0.4144 0.16 Q I I v 19+50 0.4155 0.15 Q ! I I v 19+55 0.4165 0.15 Q I I I v 20+ 0 0.4176 0.15 Q i I I v 20+ 5 0.4186 0.15 Q I i I v 20+10 0.4196 0.15 Q I I I v 20+15 0.4206 0.15 Q I I v 20+20 0.4216 0.14 Q I I v 20+25 0.4226 0.14 Q I I I v 20+30 0.4235 0.14 Q ! I v 20+35 0.4245 0.14 Q ! I I v 20+40 0.4255 0.14 Q ! I I v 20+45 0.4264 0.14 Q I I 20+50 0.4274 0.14 Q ! I 20+55 0.4283 0.14 Q I ! I 21+ 0 0.4292 0.13 Q I I I 21+ 5 0.4301 0.13 Q ! I I 21+10 0.4310 0.13 Q I I I 21+15 0.4319 0.13 Q I I I 21+20 0.4328 0.13 Q I I 21+25 0.4337 0.13 Q ! I I 21+30 0.4346 0.13 Q ! I I 21+35 0.4355 0.13 Q I I 21+40 0.4363 0.13 Q ! I 21+45 0.4372 0.12 Q ! I I 21+50 0.4380 0.12 Q ! I 21+55 0.4389 0.12 Q I I I 22+ 0 0.4397 0.12 Q I I 22+ 5 0.4406 0.12 Q 22+10 0.4414 0.12 Q ! ! 22+15 0.4422 0.12 Q I I I 22+20 0.4431 0.12 Q I I 22+25 0.4439 0.12 Q I I I 22+30 0.4447 0.12 Q I I 22+35 0.4455 0.12 Q I I I 22+40 0.4463 0.12 Q I I I 22+45 0.4471 0.12 Q I I I 22+50 0.4479 0.11 Q I I I 22+55 0.4487 0.11 Q I I I 23+ 0 0.4494 0.11 Q I I I WOLB5E24.doc v v v v v v v v v v v v v 23+ 5 0.4502 0.11 Q I I 23+10 0.4510 0.11 Q I 23+15 0.4517 0.11 Q I I 23+20 0.4525 0.11 Q I 23+25 0.4533 0.11 Q I I 23+30 0.4540 0.11 Q I I 23+35 0.4548 0.11 Q I I 23+40 0.4555 0.11 Q I 23+45 0.4563 0.11 Q I I 23+50 0.4570 0.11 Q I I 23+55 0.41-7 7 y 0.11 Q I I 24+ 0 CO -_45850.11 Q I I WOLB5E24.doc v v v v vi v v v vl vl v v U n i t H y d r o g r a p h A n a 1 y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/12/06 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6018 24 Hour 5 Year Storm Hydrograph Proposed Conditions Drainage Area B Water of Life Church -------------------------------------------------------------------- Storm Event Year = 5 Antecedent Moisture Condition = 1 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 3.82 1 1.00 -------------------------------------------------------------------- Rainfall data for year 2 3.82 6 1.80 -------------------------------------------------------------------- Rainfall data for year 2 3.82 24 3.50 -------------------------------------------------------------------- Rainfall data for year 100 3.82 1 1.45 -------------------------------------------------------------------- Rainfall data for year 100 3.82 6 4.00 -------------------------------------------------------------------- Rainfall data for year 100 3.82 24 9.00 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ WOLB5P24.doc 1 ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 1) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 44.0 26.2 2.22 0.581 0.999 1.000 0.999 32.0 16.6 1.60 0.419 1.000 0.100 0.100 Area -averaged adjusted loss rate Fm (In/Hr) = 0.623 0.655(In) ********* Area -Averaged low loss rate fraction, Yb ********** 1.000 Area Area SCS CN SCS CN S Pervious rainfall = (Ac.) Fract (AMC2) (AMC1) Yield Fr 3 -hour factor = 2.22 0.581 44.0 26.2 23.94 0.000 Adjusted 0.16 0.042 32.0 16.6 23.94 0.000 1.582(In) 1.44 0.377 98.0 98.0 0.20 0.951 1.000 Area -averaged catchment yield fraction, Y = 0.358 rainfall = Area -averaged low loss fraction, Yb = 0.642 24-hour factor = --------------------------------------------------------------------- User entry of time of concentration = 0.150 (hours) Adjusted ++++++++++++...F+t-F+++++++++t+++++++tt+++++++++++++++++++............ 4.788(In) Watershed area = 3.82(Ac.) Catchment Lag time = 0.120 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 69.4444 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.623(In/Hr) Average low loss rate fraction (Yb) = 0.642 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.320(In) Computed peak 30 -minute rainfall = 0.655(In) Specified peak 1 -hour rainfall = 0.865(In) Computed peak 3 -hour rainfall = 1.582 (In) Specified peak 6 -hour rainfall = 2.315(In) Specified peak 24-hour rainfall = 4.788 (In) Rainfall depth area reduction factors: Using a total area of 3.82(Ac.) (Ref: fig. E-4) 5 -minute factor = 1.000 Adjusted rainfall = 0.320(In) 30 -minute factor = 1.000 Adjusted rainfall = 0.655(In) 1 -hour factor = 1.000 Adjusted rainfall = 0.864(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.582(In) 6 -hour factor = 1.000 Adjusted rainfall = 2.315(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 4.788(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 46.20 (CFS)) 1 8.644 3.993 2 52.860 20.427 WOLW24.doc 2 3 88.970 16.682 4 97.834 4.095 5 99.420 0.733 6 --------------------------------------------------------------------- -------------------------------------------------------------------- 100.000 0.268 -------------------------------------------------------------------- Total soil rain loss = 2.91(In) Total effective rainfall = 1.88(In) Peak flow rate in flood hydrograph = 6.53(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0001 0.01 Q I I I 0+10 0.0006 0.08 Q I I I I 0+15 0.0015 0.13 Q I I I 0+20 0.0025 0.14 Q I I I 0+25 0.0035 0.14 Q I I I 0+30 0.0045 0.15 Q I I I 0+35 0.0055 0.15 Q I I 0+40 0.0065 0.15 Q I I 0+45 0.0075 0.15 Q I I I I 0+50 0.0085 0.15 Q I I I 0+55 0.0095 0.15 Q I I ( I 1+ 0 0.0105 0.15 Q I I I 1+ 5 0.0116 0.15 Q I I 1+10 0.0126 0.15 Q I I 1+15 0.0136 0.15 Q I I I I 1+20 0.0146 0.15 Q I I I I 1+25 0.0157 0.15 QV I I I I 1+30 0.0167 0.15 QV I I I 1+35 0.0177 0.15 QV I 1+40 0.0188 0.15 QV I I I 1+45 0.0198 0.15 QV 1+50 0.0209 0.15 QV I I I 1+55 0.0219 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